Standard Specification Of OMAN

Ref.

Title

1.1

Scope of Section

1.1.1

Description

1.1.2 1.1.3 1.1 .4

Standard Specifications Generally

Ref.

Trtle

1-1

1.8

Control of Site

1-1 1-1 1-1 1-1

1-8.1 1.6.2 1.6.2.·1 1.6.2.2 1.6.3

Keeping Site Cleer of Water

1.7

Control of Traffic and Access

1.7.1 1.7.2 1.7.3 1.7.4 1.7.6 1.7.6

Maintenance and Protection of Traffic

Itema In the Bill of Ouantltf11

1.8

Control ofWoHcs

1-7

1.8.1

Setting out of Worb

1.8.2 1.8.3

Surveying Equipment and Ac:cessorles

1·7 1-7

Page No.

Abbreviation., Tltle end Tenna Units of Meesurement

1.1.5

Standards

1-2

1.2

Project Works

1 ~2

1.2.1 1.2.2 1.2.3

TheWorb Silence of Specifications

1.3

Project Site

1.3.1 1.3.2 1.3.3 1.3.4 1.3.5

1.4

Intent of Contract

The Site

Contractor'• Wort Areas Site Survey and lnveatlgatlon Meaaurement and Basis of Payment lteme in the Bill of Quantities

Contractor's Site Facllttles

1.4.1 1.4.2 1.4.3

Items in the Bill of Quantities

1.5

Engineer's Facilities

1.!i.1 1.5.2 1.6.3 1.5.4 1.5.5 1.5.6 1.5.7 1.6.8 1.6.9 1.5.10 1.5.11 1.6.12

General

Contractor'• Compound and Buildinge Meaauremem and Basis of Payment

Site Fadlltles for the Englneer~mployer: Computere for the Engineer Telephones for the Engineer I Employer Car Port for the Engineer Cameras for the Engineer Thennometera Test Equipment Inspection FIIC!IItles Surveying Equipment for Engineer MeaSYrement and Baals of Payment ltemain the Bill of Quantities

1·2 1·2 1-2

1-2 1-2 1-2 1·3 1·3 1·3

1-3 1-3 1-3 1·3

1*3

1.9

1-6 1-6 1·5 1-6 1-6 1-5

1.9.1 1.911 .1 1.9. 1.2

HI

1-6 1-6 Site Cleaning During Progress of Works 1-6

Site Cleenlng

final Clean. Up on Completion Measurement and Basis of Pavment

Maintenance of Ona-Way Traffic TemporafY Structure• Haul Rout111 for Heavy Vehicles Measurement and Basla of Payment

1·6 1·6

1...S 1-6 1-6 1-6 1-6 1· 7 1-7

Existing Underground Servicea and Obstructiona

1.8.3.1 1.8.3.2 1.8.3.3 1.8.4

1-3 1-3

1-4 1-4 1-4 1-4

l?age No.

Notices to Concerned Authoriti es Categories of Obstructions Existing Utilities Measurement and Baaiw of Payment

General and Contractual Obligations

1·7 1-7 1· 7 1-8 1-8

1-8

Health. Safety and Environmental Program 1-8 Health, Safetv aod Envlronmentlll P111n

HI

Health, Safety and linvironment Representatives:

1.8.2 Use of Exploaives 1:9.2.1 Control Measures 1.9.2.2 Blasting Procedures 1.9.2.3 lixplosi ves inventorv 1.8.3 Flra Precaution• Measurement and Baals of Payment 1.9.4

1·9 1-9 1· 9 1-9 1·9 t-4il

1· 9

Ref.

Title

1.10

Management Procedures

1.10,1 1.10.2

Commencement. Pfogn~m and Progn~SS Records and Measurement.

1-10 1-11

1.10..3 1.10.4

Project Admlnllltratlon Progress Photogn~pha/ Vldeoe

1-11

1.10.6

MN~Urement and

1.10.6

Buts of Payment Items In the Bill of Quantities

1.11

Subm ittals

PagaNo.

1-10

1· 11 1-12 1·12

h12

1.11.1 1.11.2

Genen~l

1-12

Action SubrnltQIIs

111..3

Informational Submittals

1.11.4 1,11.6

Contractor'• Review end Approval

1-13 1·14 1-14

1.11.6

Engineer• Action Record (As-Built) Drewing•

1.11.7 1,11.8

Measufl!'nent and Buis of Payment Items In the Bill of Quentltiea

1· 14 1·15 1-15 1·16

1.12

Control of Materials and Standards for Sampling and Testing 1-16

1.12.1

Storage of Materials

1.12.2 1.12.3

Hendling Materials Meterfale Supplied bv Employ• Locel Material Sourcea

1.12.4 1.12.5 1.12.8

1-15 1-15 1· 16 1-16

Sources of Supply and Quality Requirement. 1-16 Certificates of Guarentee and Pnxluc:tlon Plant lnepection.

1.12.7 Samplfng and Testing Proctduru 1.12.-'7.1 SamPI·ng

1-16

MB

1,12.7.2

Source Tests

1· 16 1-16

1.12:7.3 1.12.7.4 1.12.7,5

Quality Cantrol Tests

1-16

Cantroi Tests Check TI!Sts

1-16 1-16

1. 12.7.8 1.12.8

Precedence of Mlllterials and Testing Specifications Unacceptable Materials

1.12.9

Measurement and Basis of Payment

1.13

Contractor's Plant and Equipment

1.13.1

General

1· 17 1-17 1-17

1-17 1· 17

Ref;

Title

1. 13.2

Contractor's SChedule of Plant end Equipment Provision an~ Use of Plant and Equipment

1;13.3

Page No.

1. 13.4

Measurement and Buts of Payment

1.14

Contractor's Temporary Works anCI Services

1.14.1

H 7. M7 1· 17

1-17

Temporary Facilities

1-17

1.14.1.1 Genll'ally 1.14:1.2 Temp0n1ry Site Facilities 1. 14.2 Scaffolding and FeiN Work 1.14.3 Water Supply 1.14.4 Electrldty Supply 1,14.6 Dlllllllfonal and Warning Signa

1· 17 1-18 1-18 1•18 1-18

1.14.6

ProJect Sign Board

1-18 1-18

1. 14.7 1. 14.8

Meuun1mentend Basis of Peyment Items In the Bill of Quantities

1· 19

1.16

Commemorative Plaque and Opening Ceremony

1-19

1.16.1

1· 18

Commemorative Plaque Opening ceremony

1-19 1·19

1.15.4

Meesurement and Baals of Payment Items In the Bi11 of Ouanthles

1.16

Measurement and Payment

1-19

1.16.2 1.15.3

1·19 1·19

1.18.1

General Method of Measurement

t.19

1.18.2

Scope of Peyment

1-19

J 1.1 1.1.1

Scope of Section Description

1 This Section describes the general requirements that apply to all sections of the Specification where relevant. All sections of the Specification are to be read In conjunction with this Section.

1.1.2

Standard Specifications Generally

The Standard Specification is generic. The requirements of each section are intended to provide sufficient information and instruction to the Contractor unless additional requirements are stated in the Special Specification. Particular requirements are stated In the Standard Special Specification, which is to be read in conjunction with the sections of this Standard Specification. In the event of any conflict between this Standard Specification and the Special Specification, the Special Specification shall govern.

1.1.3

Abbreviations, Title and Terms

The following abbreviations used in the Specification end on the Drawings shall have the meanings ascribed to them below: AASHTO • ABS ACI AISC AlSI ANSI API ASTM AV. AWG AWS bit.

as asse BST BSEN CB CBR cone CIE CISPR 15 •

DBSC DIN EN Equiv FSS GGBFS

American Association of State Highway and Transportation Officials Acrylonitrile-Butadiene-Styrene AmeriCBn Concrete Institute American Institute of Steel Construction American Iron and Steel Institute American National Standards Institute American Petroleum Institute American Society for Testing and Materials average American wire gauge American Welding Society bitumen/bituminous British Standard bituminous slurry seal coat bituminous surface treatment British Standard harmonized with European Norm/ Standard circuit breaker California Bearing Ratio concrete Commission lnternationale de I'Eclairage Limits and Methods of Measurement of Radio disturbance characteristics of Electrical Lighting and Similar Equipment double bituminous seal coat Deutsches Institute Fur Normalizieung European Norm/ Standard equivalent Federal Standard Specification (USAI Ground-granulated blast-furnace slag

hwy ht H:V IEC lEE ISO LEED

LL LS. max MCCB min MUTCD MV N.C. NEC NEMA N.O OS pav't P.C. PCC PE PFA P.l.

P.L PLMCS PTFE PVC qty RC RCP rdwy ROW SBSC SCM S.G. 51 Sta SWG TBSC uPVC

VOE wgt

1.1.4

highway height horizontal:verticel International Electrical Commission Institution of Electrical Engineers (UKI International Organization for Standardization Leadership in Energy and Environmental Design liquid limit lump sum maximum molded case circuit breaker minimum (or minute) Manual on Uniform Traffic Control Devices Medium Voltage Normally Closed (electrical contact) National Electrical Code (UKI National Electrical Manufacturers' Association (USA I Normally Open (electrical contact) Oman! Standards pavement prime cost Portland cement concrete polyethylene Pulverized fly ash plasticity index plastic limit Public Lighting Management and Control System Polytetranuoroethylene polyvinyl chloride quantity reinforced concrete reinforced concrete pipe roadway right-of-way single bituminous seal coat Supplementary cementing material/s specific gravity Systeme International D'Unites Station (location along a survey line) standard wire gauge (UK) triple bituminous seal coat unplasticized polyvinyl chloride Verband Deutscher Electrotechnlker weight

Units of Measurement

Throughout the documentation units of measurement are referred to by symbols as follows: nr number mm millimeterIs em centimeter/s m meter/s lin.m linear meter/s km kilometer/s

1·1

~ ~

Mlnif'trv of Transport & CoolmunlcoUo"s • DGRLT

~~
sq.mm sq.cm sq.m ha cu.m gm kg t ml ltr Pa Mpa N kN MN A rnA

v

w kW kj

c Hz rpm kmlh sec min h mS dB dBA ppm in. ft sq.in sq.ft cu.ft lb. psi gal gal(lmp) mph HP USG

1.1.5

.

. ~

.

~

~

~

~

. . . . . . .

~

. . .

~

. ~

~

~

square millimeter/s square centimeter/s square meterfs hectare/s cubic meter/s gramfs kl logram/s metric ton (1,000 kg) milliliterIs liter/s Pascalls Mega Pascal/s = Nfsq.mm Newton/s kilo Newtons mega Newtons amperes milli amperes volt/s Wan kilowatt kilojoule/s Celsius {Centigrade) Hertz {Frequency) revolutions per minute kilometers per hour seconds minute/s (or minimum) houris milli Siemens decibel!s decibels absolute parts per million inch/inches (1 in . .., 25.4 mm) foot/feet (1ft .. 0.3048 m) square i nch/inches square foot/feet cubic foot/feet poundls (weight) pounds per square inch gallon/s (U.S.) gallon/s (Imperial) miles per hour horsepower American gage

Standards

Reference to Standards and Codes of Practice shad be taken as those versions current at the date of issue of the Tender Documents. 2 Where t he Specification states that the recommendations of a Code of Practice or a Standard must be complied with, then the recommendations become mandatory. Where there are alternative recommendations the Contractor may adopt any of them unless otherwise instructed by the Engineer.

1.2

Project Works

1.2.1

The Works

The Works comprised by the Project are as shown on the Drawings and defined in the Special Specification. Except where otherwise stated, the Co~~otractor shall construct and complete the whole of the Works and provide evarything necessary for such construction and completion.

1.2.2

Intent of Contract

Tha intent of the Contract is to provide for the construction and completion in every detaD, and the subsequent maintenance of the Works described. The Contractor shall furnish all labor, materials, toolt , equipment. transportation, supplies and facilities and shall carry outall Permanent and Temporary 2 Works and an other items necessary for the proper completion of the Works in accordance with all requirements of the Contract. 3 Where the Specifications or Drawings describe any porti ons of the Works in outline only, and not in complete detail, the best current engineering practice shall prevail and only first quality materials and workm1nshi p shall be used.

1.2.3

Silence of Specifications

The apparent silence of the Specifications, Drawings or other Cont ract Documents as to any detail or the apparent omission from them of a detailed description concerning any Works or requirements, shall be regarded as meaning that current best engineering practice shall apply and sha~ be to the approval of the Engineer.

1.3

Project Site

1.3.1

The Site

The Site of the Works Is as shown on the Drawings and described i n the Special Specificati on. The Contractor wib be given possession of such parts of the Site as are required to execute the Works in accordance with the agreed Program or as are reasonably required for him to progress the Works.

1.3.2

Contractor's Work Areas

The Contractor shall make all necessary 1rr1ngements, including payment if need be, regarding l!ny land outside the Site that may be needed as work areas. The Employer will not accept any liability in respect of such land. 2 The Contractor shall locate and se:ect sites outside the right·of·way for t he use of his plant and equipment, and for siting his site offices, workshops, other accommodation and Tempor ary Works. or any other

• l-2

Sultnn.,te of Omot

General)

uses which are essential for execution of the Contract. The Contractor shall take the necessary measures for using these sites and shall be responsible for all expenses that may become due in return for such use. Prior to using any land owned by public or private owners outside the Site, the Contractor shall obtain the approval of the concerned authorities and the Engineer. 3 The Contractor, if so required by the Engineer, whether before or after completion of the Works, shall remove his construction plant, properly clean and remove all debris from the site and shall, wherever applicable, remedy all damage and pay all money due to land owners in return for using their land.

1.3.3

Site Survey and Investigation

Before commencing work on Site, the Contractor shall carry out a topographical survey of the Site, in conjunction with, or as directed by the Engineer. This survey shall include such parts of the Site as the Engineer may direct. to record the Site limits, dimensions, ground levels, obstructions and other features and the survey shall establish base lines and points for future setting out and also record the basis for re-measurement of e)(cavation and earthwork, where applicable. The Contractor shall submit the site survey drawings to the Engineer for approvaL 2 The Contractor shall inspect the Site to identify obstacles above and below ground such as fences, services, wells, paved areas, underground tanks, utilities and pits, and shall record them on the site survey drawing end photographically if instructed. 3 The Contractor shall carry out sub·surface and other site investigations as are necessary to verify any information provided to him by the Employer and to ascertain the nature of the ground and facilitate execution of the Works. It is the Contractor's responsibility to verify the stability of side slopes in cut areas by specialized staff. The Contractor, at his own expense shall execute any required site investigation prior to cutting in the relevant areas. The proposal for the site investigation program as well the final recommendation shall be approved by the Engineer.

1.3.4


No separate measurement or payment will be made, for any part of Sub-section 1.3 except as stated below. All other work is considered t o be subsidiary to other sections and the costs are deemed to be included in the prices for other items stated in the Bill of Quantities. 2 If the Engineer specifically orders that a sub-surface soil investigafon shall be done by the Contractor, payment will be made at the rate stated in the Bill of Quantities for the complete work, including provision of all equipment, performance of tests and provision of a report.

1.3.5

Items in the Bill of Quantities Soil investigation and report

1.4

Contractor's Site Facilities

1.4.1

Contractor's Compound and Buildings

{LS.)

The Contractor shall establish a compound for his facilities at a location to be approved by the Engineer. He shall provide, furnish and equip as necessary, all buildings and facilities as required for his own and Subcontractors' use; including but not limited to site offices and mess rooms with appropriate sanitary facilities; workshops, sheds and stores; site toilets, I atrines and the like.

1.4.2


The Contractor shall be paid a two stage sum for the mobilization and demobilization of his facilities equal to the Lump Sum in the Bill of Quantities. 60% of the sum will be paid at the completion of the mobilization and the remaining 40% on issuance of the Certificate of Completion for the Whole of the Works. 2 The Contractor shall be paid a monthly sum for maintaining his facilities. No payment for maintenance of the facilities will be made beyond the end of the Contract period (aher approved extensions of Time for Completion have been included I.

1.4.3 i. ii.


Mobilization and demobilization of Contractor's facilities (lump Sum) Maintenance of Contractor's facilities (type) (nr of units) (nr of months)

1.5

Engineer's Facilities

1.5.1

General

A ll facilities provided for the Engineer's and/ or Employer's staff shall remain available until three months beyond the issuance of the Certificate of Completion or until such earlier time as the Engineer may decide. 2 All buildings, equipment and utilities provided by the Contractor shall remain the property of the Contractor and will be returned to him on completion or when no longer required, unless stated otherwise i n the Special Specifications.

1.5.2

Site Facilities for the Engineer/Employer:

The Contractor shall provide service and m aintain, and remove when instructed, the offices. other accommodation, services, surveying equipment and

~~

MinhJtrv

or

T..-anaport &

~~
Communle~tlone

OGRlT

laboratory facilities for the use of the Engineer and Employer as described below and In the Special Specification. 2 Offices shalt be of proprietary manufacture, of insulated and weather tight construcllon, with lockable entrai"'Ces and operable windows, hard·wearing easy· clean surfaces and robust and secure fittings: Incorporate sanitary facilities to the extent required for the number and gender of c;:ersonnel to be accommodat ed. Support on suitable foundations. 3 The Contractor shalt provide and maintain all necessary services for the offices and facilities, including but not necessarily limited to the following;

1.5.3

Computers for the Engineer

The Contractor shall provide for the exclusive use of the Engineer' s staff, new PC equipment, original l'censes and peripheral hardware together with latest versions of ell associated Microsoft software (Excel, Ward, PawerPoint and AutoCADf Primavera and Antivi rus programs with requi red regul ar updates and user licenses for software and accessories. necessary cabling and workstation desks. all as detailed i n the Special Specification. 2 The Contractor shall service and maintain computer equipment regularly and provide all associated consumables, stationery and paper supplies as and when requested.

Heating and air·conditioning. Electric lighting and power.

1.6.4

Water supply. Potable water supply. Drainage system. Fire fighting appliances. Cleaning f ecit ities and services and general attendance. Telephone. Computers Camera Thermometers Colored Photocopiers.

Telephones for the Engineer I Employer

The Contractor shall provide and maintain for the exclusive use of the Engineer's and/or Employer's staff, appropriate and adequate telephone/fax faci ijties and services as detailed in the Special Specification, for the duret! on of the project. 2 The Contractor shan pay for all connection, service and user charges and costs arising in connection with the provi sion of telephone/fax facilities for the Engi neer, i ncluding the cost of all local calls. 3 The telephone/fll)( service shall provide a separate excl\lsive connection ensuring privacy of conversation for the Engineer.

Fax machines. 4 The Contractor shall provide new furniture and equipment suitable far the i ntended user. 5 All office accommodation and facilities, services and equipment shall be continuously available to the Engineer in full working order within four weeks of t he start of the mobilization period unless otherwise stated in the Special Specifications, and before any permanent construction operations are commenced. However, the Engineer may permit work to commence before the full facilities are available if adequate facilities are provided by the Contract or. If the Contractor fails to provide the required facilities he shall bear the cost of alternative arrangements made by t he Engineer. 6 Maintenance of the offices shell include supplies of pencils, pens, drawing paper, other st ationery, survey pegs, brushes, paint and similar consumable materials, as required by the Engl neer. 7 The Contractor shall submit fully detailed proposals for all facilities to the Engi neer and obtain approval prior to hl re or purchase and delivery to the Site. 8 The Contractor shall service and maintain and clean t he Engineer's offices on a daily basis; provide all consumables and supplies as and when requested, including drinking wat er, gas and stocks for making tea and coffee beverages.

1..

1.5.5

Car Port for the Engineer

1 The Contractor shall provide a car port shade structure a:;fjacent t o t he Engineer's offices. sufficiently sized and arranged to accommodate a minimum of 10 vehicles unless stated otherwise In the Special Specifications. The Contractor shall provide appr opriate hard standing and adjoining walkways, and submft detailed proposals to the Engineer and obtain appro\181 prior to fabrication and erection.

1.5.6

Cameras for the Engineer

The Contractor shall provide for the exclusive use of the Engineer's staff new cameras as detailed in the Special Specfficatian, each equipped with the following features; Digital camera minimum 8 mega pixels Auto focus (Not fixed) lens Self wind and rewind Bultt·in flash. 2 The Contractor shall submit a proposal for approval prlor to purchase.

J

Sultanata cf Ornan. St•l!dor
1.5.7

Thermometers

The following shall be provided on Site: Maximum and minimum thermometer for measurement of atmospheric temperature. Thermometer/s for measurement of concrete. asphalt and ground temperature.

1.5.8

Test Equipment

The Contractor shall make available to the Engineer all test equipment required for carrying out tests on materials, Plant or finished work required by the Specification.

1.5.9

Inspection Facilities

The Contractor shall provide all ladders, access lighting, facilities. etc. and such other assistance as the Engineer may require enabling full access to inspect any part of the works in a safe manner.

1.5.10

Surveying Equipment for Engineer

The Contractor shall supply and maintain a separate set of surveying equipment and accessories in full working order for the sole use of the EngIneer, and shall replace any equipment end accessories whenever directed by the Engineer during the progress of the work, as detailed in the Special Specification.

1.5.11

Laboratory

The Contractor shall provide, furnish, equip, maintain, staff and clear away on completion materiels testing laboratories in approved locations, manned by suitably qualified personnel as detailed in the Special Specification, and shall carry out all site testing required under the Specification or as directed by the Engineer.

2 The Contractor shall provide skilled technicians and unskilled laborers of the types end numbers stated in the Special Specifications. Personnel once assigned to the laboratory shall not be removed except at the direction, or with the approval, ofthe Engineer. 3

The laboratory shall be an approved weather tight air conditioned movable or stationary building or trailer as required by the Contract and shall be located on Site as agreed with the Engi near.

4 The Contractor shall provide and maintain the laboratory equipment, apparatus and consumable supplies, including stationery and test forms, needed for execution of all standard tests required by the ContracL The Contractor shall submit to the Engineer for his approval within 15 days of the start of mobilization a complete listing of the equipment, apparatus and supplies. The list shall include names of the manufactures, and descriptive literature shell be attach ad as necessary or appropriate.

1.5.12


Provision of the Engineer's office and other. accommodation, furnished and equipped as specified, and provision of laboratory fully furnished and operational as specified, shall each be measured and paid for at the monthly rate per building stated in the Bill of Quantities. 2 Maintenance of the Engineer's office, other accommodation, equipment and provision of the required services shell be measured and paid for monthly during the period which the facilities are available in full working order.

3 No payment for maintenance of the Engineer's office and accommodation will be made for any period of delay beyond the Time for Completion or extended Time for Completion if relevant. 4 Maintenance of the site laboratory and mobile site laboratory shall be measured and paid for monthly end shall Include for chemicals end other consumables. No payment will be made for any period of delay beyond the end of the Time for Completion or extended Time for Completion if relevant.

5 If the Specification does not call for provision of a site laboratory, no separate payment will be made for samples and tests on materials, the cost of which will be deemed to be included in the rates for the relevant items in the Bill of Quantities.

6

Provision and maintenance of surveying equipment for the Engineer is measured as a monthly item for the whole period of the Contract.

7 No separate measurement or payment will be made, for any other items in this Sub-section, including computers, telephones, digital camera, thermometers, test equipment, fax machine and colored photocopier, inspection facilities and car port, all of which costs are deemed to be included in the rates for other items stated in the Bill of Quantities.

1.5.13

Items In the Bill of Quantities Provision of Engineer's office (type) (nr of units) (nr of months)

ii

Maintenance of Engineer's office (nr of months) (type) (nr of units)

iii

Provision of surveying equipment

iv

Maintenance of surveying equipment (type) (nr of units I (nr of months)

v

Provision of Engineer's accommodation (type) (nr of units) (nr of months)

vi

Maintenance of Engineer's accommodation (type I (nr of units) (nr of months)

vii

Provision of laboratory (type)

(type) (nr of units)

(nr of months)

(nr of months)

'V ~

Mlniatrv of TrnnapOrt &. Communlcntlons . OGRL t

./"--~
viii

Maintenance of laboratory (type)

(nr of months)

1.6

Control of Site

1.6.1

Keeping Site Clear of Water

The Contractor shall take all met sures to keep the Site free from standing, flowing or tidal water, including temporary drainage, pumping and dewatering if necessary.

1.6.2

Site Cleaning

1.6.2.1

Site Cleaning During Progress of Works

Anparts of the Site, and adjacent roads affected by the Works, shall be maintained in a clean and tidy condition throughout the Works. All Wllste and surplus materials and other rubbish resulting from the Works or otherwise, shall be cleared away at intervals as directed by the Engineer, If the Contractor fails to remove any surplus or 2 waste materials from the Site within 3 days after being instructed to do so by the Engineer, these materials may be removed by others at the Contractor's expense.

1.6.2.2

Final Clean Up on Completion

The entire Site shell be delivered up Ol'l completion of the Works, In a dean, neat and presentable new condition, all as specifEed hereunder and as described in the General Conditions of Contract 2 Spoil tips, borrow pits and deposited materials shall be trimmed and regularized to profiles and levels as directed. Flow of water courses affected by the tips or pits shall be maintained without interruption and any agreement concerning these sites, existing between the Employer and tile persons or authorities concerned, shell be observed. 3 Temporary markings, coverings and protection shall be removed unless otherwise instructed by the Engineer.

1.6.3


No separate measurement or payment will be made, for any part of Sub-section 1,6, all of which work is considered to be subsidiary to other sections. The costs ere deemed to be included in the prices for other items stated i n the Bill of Quantities

1.7

Control of Traffic and Access

1.7.1

Maintenance and Protection of Traffic

In order to facilitate movement of traffic safe•y through and around the construction area, the Contractor shall supply. erect and maintain signs,

Hi

delineators, signal lights, traffic barricades and other facilities necessary for safe and efficient directing and handll ng of traffic on or around the work site by diversions. Adequate safety zones and protective barriers shall be provided around working areas. 2 The Contractor shall draw up hls proposals for protection of ttaffic based an the provisions described in the Special Specification and after coordination with and approval of the Royal Oman Pollee and other Concerned Authorities. The Contractor shall submit the proposals with drawings and pr ograms to the Engineer for his prior approval. 3 Movement of equipment from the one part of the Site to another along routes being used by the public (whether public highway or diversions provi ded by the Contractor) shall be in accordance with the Treffic Regulations. Material falling on the road as a result of operations shall be removed immediately. The Contractor sha ll provide flagmen with the sole 4 duty of directing public traffic tl!rough or around the Site.. 5 Sign faces far temporary signs shall comply with the 11ighway Design Standards..

1.7.2

Maintenance of One·Way Traffic

Whenever it becomes necessary to operate one-way traffic along a section of road the Contractor shall provide a single-lane of not less than 3.5m wide and keep it permanently open for traffic. The l ength of any single-lane working shall not exceed 500m. If construction Is going on at more than one adjacel'lt section, the Contractor shall organize the work in a way that results In the minimum amount of obstruction and delay t o uaffic. No two single lane worki ng sections shall be closer than 1km.

1.7.3

Temporary Structures

Temporary traffic bearing structures shall be capable of carrying the same live loads as permanent st ructures.

1.7.4

Haul Routes for Heavy Vehicles

The Col\tractor shall prepare proposals for routes to be used by heavy vehicles particularly far hauling till materials.. Routes shall where possible, avoi d existing roads 11nd bullt-up areas. Signs shall be provided end maintai ned to direct construction traffic to and from haul routes. Details of haul routes and signage shall be submitted to the Engineer for approval withi n a period not exceeding one month prior to the commencement of work in the relevant area and the signs shd be erected prior to actual commencement of the work. 2 Haul routes shall operate using one·way or twoway traffic systems as required by the Engineer. If at any time the Engineer considers tllat any section of the route needs repai r work. the Engineer may withdraw his approval until the Contractor has executed the necessary repairs to thee nglneer's sati sfaction.

Sulczu111t• of Om on. Sl.lod.:ltd S!*llieal for Road & Br ~e Con.true~o•

General)

3 If and where it is necessary for Contractor's plant or vehicles to cross public highways and where required by the Engineer, all such crossings shall be equipped with manually controlled traffic lights. During extended periods when the Contractor's plant is not using the crossing, the traffic signals shall be switched off and the advance warning signs obscured.

4

Stationary vehicles, equipment, huts, stockpiles of materials, etc., shall be kept well clear of crossing points so that persons using the highway and the haul road shall have adequate sight distance at all times.

1.7.6


Maintenance and protection of traffic is measured as a monthly item which is deemed to cover far all costs of this Sub-section 1.7 and to be full compensation for all labor, materials and equipment and any other costs, including laying and removal of road material, unless stated otherwise.

2 Where diversions are required by the Engineer (or by the Royal Oman Police through the Engineer) to be surfaced with bituminous materials, the bituminous surfacing, the sub-base shall be paid per cubic meters (cu.m), and the prime coat will be paid by square meter applied (sq.m).

If, in the opinion of the Engineer, modification of the lines or grade is required, before or after survey, the Engineer will issue detailed instructions to the Contractor who shall revise the setting out accordingly.

4 Setting out utility works shall be as shown on the Drawings or as instructed on Site. Stake-out shall be revised if, in the opinion of the Engineer, modifications of I ine or grade are required. 5

The Contractor shall be responsible for preserving all existing stakes, marks and monuments and if any construction stakes or marks are destroyed or disturbed, the Contractor shalt replace them at his own expense. 6 The Contractor shall record details of all grid lines, existing ground I evels, setting-out stations, bench marks and profiles on the site setting-out drawing. This drawing shall be retained on the Site throughout the duration of the Contract and handed over to the Engineer upon completion of the Works.

7 All dimensions and levels on the Drawings and the Site, shall be checked particularly the correlation between components and the work in place. Materials and components shall not be ordered, or work carried out, until discrepancies have been resolved with the Engineer.

1.8.2 1.7.6 i.

ii.

m. iv.

Items in the Bill of Quantities Maintenance and protection of traffic Supply and compacting of sub-base an diversions where ordered by the Engineer Supply and compacting of bituminous base course an diversions where ordered by the Engineer Prime coat (rate of application I

1.8

Control of Works

1.8.1

Setting out of Works

(months)

(cu.m).

Surveying Equipment and Accessories

The Contractor shell provide sufficient and suitable surveying instruments and other equipment and accessories for his own use in setting out and leveling of the Works, and also to enable the Engineer to check the setting out.

2

(cu.m). (sq.m)

The Contractor shall, prior to any setting out, submit a planned method of operations for setting aut the Works to the Engineer for his approval. The plan shall include the accuracy. positions of the various types of stakes, method of marking stakes, and methods to be used for protecting stakes, etc. No survey work shall proceed without to the Engineer's approval of the Contractor's plan. 2 The Contractor shall give written notice to the Engineer at least 24 hours before he intends to survey and set aut any portion of the Works. Such notice shall include the time, location and type of work to be set out. 3 The Contractor shall set out the Works, inform the Engineer when setting out is complete and obtain Engineer's approval before proceeding with construction.

The accuracy of survey equipment and accessories may be verified at any time by the Engineer end any unsatisfactory equipmentslinstruments shall be promptly calibrated or removed and replaced by the Contractor at its own expense.

1.8.3

Existing Underground Services and Obstructions

1.8.3.1

Notices to Concerned Authorities

Before any clearing and excavation is started. the Contractor shall issue suitable written notice of his intentions and work programs to all relevant authorities and public bodies and in return shall obtain a permit of no-objection. The respondents shall be requested to indicate on the working drawings provided by the Contractor the position of any underground services in which they have an interest.

1.8.3.2

Categories of Obstructions

Obstructions shall be classified as follows: Existing private and public owned utilities, above and below ground, which are required to be protected, adjusted. relocated or removed.

1-7 •

~ ~

Mlr>ISif'V of Tr.,nsporot & Commor>lc.,tlone,

OG~~T

./"'.. ~<:General

Obstacles, above end below ground (other then utilities), which ere required to be taken down, dismantled, demolished or excavated, relocated and removed, as appropriate.

1.8.3.3

Existing Utilities

Utilities shall Include, but are not be limited to, existing water lines, gas lines, telephone lines, lalaj, fiber optics, wire lines, service connections. water and gas and oil meters and valve boxes, light poles and masts, pylons, cableways, signals, end ell utility appurtenances within the limits ofthe proposed construction.

2 The costs of all work concerning verification and identification of existing utilities. Including excavating any trial pits, detection means, mapp-ng detailing of drawings and co-ordination with respective authorities shall be fully borne by the Contractor

3

Utility diversions may be specified or directed by the Engineer to be carried out by the Contractor, or alternatively the Employer may make arrangements for such works to be executed by other partles-

4

execution of work pertaini ng to all utility adjustments, relocations and removals. The Contractor shall schedule construction activities so as to avoid or minimize any potenti al delays. inconvenience or damage to the Works that may result from utility interference or the operttions of adjustment, relocations end removals. 6 The Contractor shall be responsible for safeguardi ng and protecting aU utilities and appurtenances encountered during the Works. The Contractor sl\aQ be responsi ble for the costs of making good any damage arising out of its own negligence.

1.8.4


No separate measurement or payment will be made, for any part of Sub-section 1.8, which work is considered to be subsidiary to other sections. The costs are deemed to be included i n the prices for other items st.ted in the Bill of Quantities.

1.9

General and Contractual Obligations

1.9.1

Health, Safety and Environmental Program

The Contractor shall;

i.

ii.

iiL

iv.

v.

Take into account that the diversion work shall be carried out to the requirements and approval of the utility authorities and/or under their supervision, and also, where required by the utility authorities. specialist diversion works shall be carried out by accredited specialist contractors. Verify and identify the existing utilities by excavating trial pits and other measures Including detection means and shall liaise with the relevant authorities and map these utilit ies and prepare detailed and accurate existing utilities drawings, identifying the utilities that are in service and those that are dead or abandoned. Submit these existing utilities drawings. which shall be accurate and detailed, giving location of utilities in plan and section, with all pertinent data ofthe respective utility, to the Engineer and to the utility authority. Work out and develop, in coordination w ith the utility authority and the Engineer, the approved utilities diversion schemes that will be required to enable the execution of the work and also maintain continued operation of utilities services in the area for the users. Provide superintendence for the execution of the utility diversions whether they are carried out by the Contractor directly or by other parties em played by the contractor. Provide accurate As-Built Drawings of all permanent utility diversions that are executed under the Contract.

5 The Contractor shall take into account, in his Program of Work, the time effort involved in the

1·8 .

In addition to the requirements of the provisions of the General Conditions of Contract and ocher contract requirements, the Contractor shall provide the Engineer the necessary safety personal protective equipment (PPEI in compliance with i nternational standards including but not limited to safety shoes, reflective vests, helmets, and safety harnesses. etc,_., and shall submit for the EnQ""eer's approval, within 15 days after the effective date of the notice to proceed for the Works, a proposed Safety Program covering the matters described below;

1.9.1.1

Health, Safety and Environmental Plan

The Health. Safety and Environmental Plan shall contain but not be limited to the following: i.

Safety Policy and Strategy_

ii.

Statutory end Contractual Framework for Safety.

ia.

Management Safety Responsibilities_

iv.

Safety Training and awareness_

v.

Safety Revl ews.

vl.

Safety Method Statements.

vii.

Reporting and Investigation.

viii.

Contingency Arrangements.

ix.

Safety Inspections and Audits.

)(_

Accident Procedures,

xi.

Site cleanliness and removal of rubbish..

xiL

Labor messing facilities.

xHI.

Monthly Report_

Sutt.. nnto of Omo

xiv.

Compliance with current applicable national and local environmental legislation end contractual environmental obligations.

2 The Contractor shall take into account that the works under this Contract may be undertaken simultaneously with other contracts. The Contractor is to coordinate safety procedures with the Engineer and Safety Representatives from other contractors to implement and maintain a common safety strategy. If in the opinion of the Engineer there is an 3 infringement or breach in the approved Health and Safety Plan, the Engineer reserves the right to instruct the Contractor to undertake immediate corrective action without any liability for any additional costs or time implication incurred by the Contractor in undertaking the corrective action. Upon the Engineer's approval of the Safety 4 Program the Contractor shall, for the full term of the Contract, operate the Safety Program, maintain accurate records of safety act;vities and accident, and submit safety and accident reports to the Engineer on the approved forms. 1.9.1.2

Health, Safety and Environmental Representatives:

The Contractor shall include within the Health, Safety and Environmental Plan the name of the company's qualified Safety Officer. He shall also submit the name and qualification of a Health, Safety and Environment representative on site, responsible for the implementation of the Health, Safety and Environmental Plan on site. This site representative shall remain on site during operational working hours and shall coordinate with the safety representatives of other package Contractors. 2 Appointment of the site Health, Safety and Environment Manager will be subject to the Engineer's approval.

1.9.2

Use of Explosives

1.9.2.1

Control Measures

The Contractor shall not use explosives without the express permission from the Engineer and controlling authority. The Contractor shall abide by all rules and regulations of the concerned authorities regarding purchasing, transportation, storing, handling and using the explosive materials. 2 Explosives and detonators shall be stored in special buildings as approved by the concerned authorities. These secured buildings shall be located and clearly marked in English and Arabic "DANGER -EXPLOSIVES" as approved by the Concerned Authorities. Explosives and detonators shall be stored ' n separate buildings. 3 All possible precautions shall be taken against accidental fire or explosion, and to ensure that the

explosives and detonators are kept in proper and safe condition. 4 Explosives and detonators shall always be transported in separate special vehicles and kept apart until the last possible moment. Meta11ic tools shall not be used to open boxes of explosives. 1.9.2.2

Blasting Procedures

Ensure that blasting is only carried out by experienced personnel. Priming, charging, stemming and shot firing shall be carried out with greatest regard for safety and in strict accordance with the rules and regulations of the concerned authorities. Adequate warning of blasting shall always be given and all persons confirmed as clear from the a rea before blasting takes place. 2 Ensure that police and other concerned authorities are kept fu liy informed of the blasting program so that they may be present when blasting takes place if they so require. 3 Ensure that explosive charges are not excessive, charged boreholes are properly protected, and proper precautions are taken for the safety of persons and property. 4 The Contractor shall prepare a survey report for the surroundings evident with photos for status before and after blasting.

1.9.2.3

Explosives Inventory

The Contractor shall maintain an up-to·date inventory of all explosives and explosive devices and shall submit a monthly report to the Engineer, detailing the use of all explosives by date and location.

1.9.3

Fire Precautions

The Contractor shall take all necessary measures to prevent personal injury or death or damage to the Works or other property from fire. Fire fighting arrangements shall be made as required by the concerned authorities. 2 Adequate and fully operationa I firefi ghting equipment shall be furnished and maintained by the Contractor in all vulnerable areas and as instructed by the Engineer. Workmen shall be trained in the operation of such equipment and provision of fire fighting facilities 3 Adequate water for firefighting shall be available and outlets located so as to be readily accessible. 4 All equipment shall property maintained.

1.9.4

be

regularly

tested and


No separate measurement or payment will be made, for any part of Sub-section 1.9, which work is considered to be subsidiary to other sections. The costs are deemed to be included in the prices for other items stated in the Bill of Quantities.

1·9

~ /'-...../

Mlnlst•v of T•llnaport & Communlco>tlona

DGRLT

/"..~<:General

1.10

Management Procedures

xi.

1.10.1

Commencement, Program and Progress

Activities for Temporary Works to be supplied and constructed and the dates for supply, construction and removal

xii.

Dates for submission by the Contractor of shop drawings-Working drawings. samples and the like and dates for approval by the Engineer, in accordance with Conditions of Contract.

xiii.

Dates for submission of the cross-sections.

xiv.

Dates and times for work to be performed by other Contractors or for materials and plant to be supplied by the Employer

)(V_

Duration and earliest/latest dates for testing and commi ssioning plant and engi neering installations.

xvi.

Bar chart showing earliest dates and total float of activities.

Commencement: After receipt of the Order to Commence, the Contractor shall inform the Engineer's Representative, at least 7 days in advance, of the proposed date for commencing work on Site.

2 Co-ordination: The Contractor shall co-ordinate the construction activities to assure efficient and orderly installation of each part of the Works. The Contractor shall co-ordinate construction operations included under differing sections of the Specifications that are dependent upon each other for proper execution. i.

ii.

ili.

Where installation of one part of the work is dependent on the installation of other components, either before or after its own installation, schedule construction activities in the sequence required to obtain the best results.

4

Guidance: The Contractor shall abide by the following:

Where availability of space is lim ited or restricted by access or security, co-ordinate installat ion of the different components to assure maximum accessibility at desired times for required maintenance service and repair. Make adequate provisions to accommodate items scheduled for later installation.

3 Program: Unless stated In the Special Specification that the Contractor may submit a program In bar chart form only, the Contractor shalt provide for the Engineer's review in accordance with Conditions of Contract, a computer-based program !n critical path network (CPN) form, showing at least the following information:

i.

The Engineer will guide the Contractor in the determinati on of the level of detail to Included In the CPN

li.

Construction activities will not ba scheduled to e)(ceed twenty-five (25) consecutive working days without the approval of the Engineer

ii~

One day wiD be the smallest tima unit used

5

Hardware: The computer hardware shall be PC compatible.

6 Computer Software: Project management software shall be of tha professional high.end type (i.e. "Primavera" project management software latest version or of similar capabiliti es).

7 Resource Schedules: The computer program used for preparing the program shall also be used for preparation of resource schedules to be submitted to the Engineer with the program. The resource schedules shall show at least the following information;

i.

Contract milestones (Engineer' s Notice to Commence, Commencement Date, date for completion of Sections of the Works, date for completion of the whole ofthe Works. etc.)

ii.

Duration of each construction activity in working days

l.

Quantity o f materials to be used for each activity

iii,

Earliest/latest start and completion dates for each construction activity

ii.

iv,

Free float time for each activity

Numbers and classes of workmen to ba employed on the Site for each activity

iii.

v.

Total float time for each activity

Numbers and classes of equipment to ba used for each activity

iv.

Histogram for workmen by class and overall classes

v.

Histogram for equipment by class and 0\lerall classes.

vi.

Cost of each activity as Contract rates

vli,

Duration and earliest/latest dates procurement of materials and plant

viii.

Duration and earliest/latest dates for activities to be performed by Subcontractors

ix.

Number of working days per week

x.

Number of working shifts per day for each constn.ctlon activity

1-10

for

8 Cash Flow Estimate: The computer program used for preparing the program shall also be used to prepare t he cash flow estimate to be submitted by the Contractor. 9 Monitoring: The Contractor shaN monitor progress of the Works and the supply of resources and cash flow compared with the program. schedules and estimate, update the program with actual progress data monthly

Sult~:~nato

af Omat

and shall revise the program, schedules and estimate as required by Conditions of Contract. Copies of revised program etc. and notices of actual and forecast delays and shortfalls shall be promptly given to the Engineer. 10 Computer Program: The Contractor shall provide the Engineer with a copy of the computer diskette of the target program, updated and new target program, schedules and estimates.

1.10.2

Records and Measurements

Labor Record: The Contractor shall provide each week a record showing the number and description of workmen employed each day on the Works including those employed by Subcontractors. Materials and Plant Record : The Contractor shall 2 provide each week a record showing the quantity and description of all materials and plant delivered to the Site complete with copies of delivery notes. 3 Equipment Record: The Contractor shall provide each week a record showing the number, type and capacity of all Contractor's Equipment, excluding hand tools, daily employed on the Works. Daily Work Record: The Contractor shall provide 4 each day a record showing activities performed and locations in which work has been carried out and any other matter requested by the Engineer's Representative. 5 Monthly Report: The Contractor shall provide monthly reports which summarize the daily and weekly reports end deliver to the Engineer's Representat.ve not later than one week following the end of each month. 6 Wages Books and Time Sheets: The Contractor shall keep accurate and proper wage books and time sheets showing wages paid to and time worked by workmen and, when required, produce such wage books and time sheets for inspection by the Engineer's Representative. Separate records should be kept of Omani end expatriate staff. 7 Climatic Conditions: The Contractor shall measure and keep an accurate daily record of and submit to the Engineer's Representative at the end of each week: i.

Air temperatures: maximum and m·nimum

ii.

Humidity

iii.

Rainfall: total in mm and hours.

1.1 0.3

Project Administration

Engineer's Site Meetings: The Engineer's Representative will hold site meetings once a month or more frequently if he deems necessary for the efficient management of the Works and he will distribute minutes. The Contractor shall attend all such meetings and secure the attendance of Subcontractors and others if requested by the Engineer's Representative. 2 Contractor's Site Meetings: The Contractor shall hold such meetings as are necessary for co-ordination of work and Subcontractors and review of progress.

3 Co-ordination of Trades and Subcontractors: The Contractor shall co-ordinate the work of all trades and Subcontractors so as to avoid delay and disruption or abortive work. The Contractor shall provide all drawings. dimensions and other information required for the proper execution of subcontract works and of associated builder's work and accept responsibility for the accuracy and fitness of subcontract works. 4 Quality Control: The Contractor shall prepare and submit for approval by the Engineer a proposal for the quality control management of the project. This proposal shall incorporate the requirements set out in B.S.5750 or its equivalent and shall be incorporated into the Procedures Manual and will form an integral part of the Contractor's management procedures for the project. This proposal shall include, but not be restricted to: i.

Provision and maintenance of a quality control program throughout the project,

ii.

Inspection and testing of products, both on and off Site, by independent professional inspection and testing companies,

iii.

Provision of equipment,

iv.

Verification of affidavits and certificates that selected material meets the specified standards,

v.

Maintenance quality of documentation in accordance various procedures identified documents.

inspection

and

testing

control with the in these

5 Procedures Manual: The Contractor shall prepare and agree with the Engineer a Procedures Manual for the administration of the Project.

1.10.4

Progress Photographs/ Videos

The Contractor shall submit each month progress photographs of at least five different subjects taken from approved locations agreed by the Engineer. A minimum of twenty photographs shall be taken each month and five (5) colored gloss prints of each provided to the Engineer. 2 Format: 200 x 250-mm smooth·surface color prints on single-weight commercial·grade stock, enclosed back· to-beck in clear plastic sleeves that are punched for standard ring binding. 3 Identification: On back of each print, provide an applied label or rubber-stamped impression with the following information: i.

Name of Project

ii.

Name of Employer.

iii.

Name of Engineer.

iv.

Name of Contractor.

v.

Date photograph was taken.

vi.

Description of vantage point, indicating location, direction (by compass point), and

1· 11

~~

Ministry of Tl'&naport & Commaunlcat.Qna. OGRt-r

~~<:General

elevation or applicable.

area

of

construction,

as

ii.

Concurrent Revlew: Where concurrent review of submittals by sub-consultants. the Employer, or other parties is required, allow a maximvm of thirty five (351 days for initial review of each submittal of cross sections or as-built drawings, end fourteen (141 days for all other submissions Including shop drawings or working drawings.

IIi.

If intermediate submittal is necessary, process it in the same manner as the initial submittal.

lv.

Allow Fourteen (14) days for processing each re-submittal.

4 Digital Images: Submit a complete set of corresponding digital image electronic files with each submittal of prints. Identify electronic media with date photographs were taken. Digital image files shall be for the Engineer's and Employer s free and unrestricted use.

5 The Contractor shall, if requested by the Engineer. submit progress videos as required.

1.10.5


No separate measurement or payment will be made, for any part of Sub-section 1.10 except for the progress photographs and videos. All other activities and submittals are considered to be subsidiary to other sections and the costs are deemed to be included in the unit rates fo r other items stated in the Bill of Quantities. 2 Progress Photographs will be measured and paid as an item at each month of the construction period at the unit rate in the Bill of Quantities 3 Videos will be measured and paid as an item at each month of the construction period at the rate in the Bill of Quantities

3 Identification: Place a permanent label or title block on each submittal for identification. i. Indicate name of firm or entity that prepared each submittal on label or title block. ii.

Provide a space approMimately 100 x 125 mm on label or beside title block to record the Contractor's review and approval markings and actiol'l taken by the Engineer.

iii.

Include the following information on label for processing and recording action taken:

a.

Contract name.

b.

The Employer's name.


c.

Date.

L

Provision of 5 sets of photos

(monthl

d.

Name and address of the Engineer.

ii.

Provision of 2 sets of videos (typel (month)

e.

Name and address of the Contractor.

f.

Name and address of su bcontractor.

g.

Name and address of supplier,

1.1 0.6

1.11 1.11.1

Submittals General

Submittals Schedule: Submlt list of submittals and time requirements for scheduled performance of related construction activities. Submittals shall include: shop/ workl ng drawings, as-built drawings, cross sections, materials, testing, method statements and any other required submittal in compliance with the Specifications and other Contract Documents. Processing Time: Allow enough time for submittal 2 review. including time for re-submittals, as follows . Time for review shall commence on the Engineer's receipt of submittal. i.

1-12

Initial Review: Allow a maximum of twenty one {211 days for initial review of each submittal of cross sections or a s-built drawlngs, and seven (71 days for all other submissions including shop drawings or working drawings. Allow additional time if processing must be de layed to permit coordination wit h subsequent submittals. The Engineer will advise the Contractor when a submittal being processed must be delayed for coordination.

h.

Name and address of manufacturer.

i.

Unique Identifier, including number.

j.

Number and title Specification Section.

k.

Drawing number and detail references, as appropriate.

I.

Other necessary identification.

of

revision

appropriate

4 Deviations: Highlight, encircle, or otherwise indicate and identify on submittals, deviations from the Contract Documents. 5 Additional Copies: Unless additional copies are required for final submittal, and unless the Engineer observes non-compliance with provisions of the Contract Documents, i nitial submittal may serve as final submittal i.

For submittals requiring concurret1t review. submit one extra copy in addition to specified number of copies to the Enginee r.

6 Transmittal: Package each submittal individually and appropriately for transmittal and handling. Transmit each submittal using a tra"smittal form attached to a cover letter. The Engineer will discard, without review, s ubmitt11ls received from sources other than the Contractor.

Sultllnoto gf Oman

I.

Cover Letter: On attached, numbered, separate sheeUsf, prepared on the Contractor's letterhead, record relevant information, requests for data, rev1s1ons other than those requested by the Engineer on previous submittals, and deviations from requirements of the Contract Documents, Including minor variations and limitations. Include the same label Information as the related submittal.

a.

ii.

..,.,...........,. .,..

Include the Contractor's certification stating that information submitted complies with requirements of the Contract Documents.

,~.""'~""'

b.

i.

Contract name.

b.

The Employer's name.

c.

Date.

d.

Destination (To :f.

e.

Source (From :f.

f.

Names of subcontractor, manufacturer, and supplier, as applicable.

g.

Category and type of submittal.

h.

Submittal purpose and description.

i.

Submittal and transmittal distribufon record.

j.

Remarks.

k.

Signature of transmitter.

I.

Distribution: Furnish copies of final submittals to manufacturers. subcontractors, suppliers, fabricators, installers, author;ties having and jurisdiction, and others as necessary for performance of construction activities. Show distribution on transmittal forms.

Number of Copies: Submit copies of each submittal, as fo lows, unless otherwise indicated: a.

Initial Submittal : Submit a preliminary single copy of each submittal where selection of particular characteristics is required. The Engineer will return submittal with options selected.

Preparation: Include information, as applicable:

the

following

a.

Dimensions; in 51 units unless otherwise indicated or directed.

b.

Roughing-in and setting diagrams.

c.

Schedules.

d.

Compliance with specified standards.

e.

Notation of coordination requirements.

f.

Notation of dimensions established by field measurement.

Sheet Size: Except for templates, patterns, and similar full·size drawings, submit shop drawings on sheets at least A4 size, and no larger than Al size. unless otherwise approved.

iii.

Number of Copies: Submit copies of each submittal, as fellows:

Action Submittals

General: Prepare and submit action submittals required by individual Spec'fication Sections.

Final Submittal: Submit four (4) copies, unless otherwise indicated. Submit additional copies where copies are required for operation and maintenance manuals. The Engineer will retain two copies; remainder will be returned. Mark up and retain one returned copy as a Record (As-Built) Document.

ii.

7 Use for Construction: Permit only final submrttals with appropriate approved stamp, or other mark indicating action taken by the Engineer, to be used in connection with construction.

1.11.2

General>/".__. ;. .; ;.;

2 Shop and Work Drawings: Produce newly prepared, contract-specific, information, drawn accurately to scale. Shop drawings should not be based on reproductions of the Contract Documents or standard printed data.

Transmittal Form: Use a form acceptable to and approved by the Engineer. Provide locations on form for the following Information: a.

v

a.

Initial Submittal: Submit one ( 11 correctable, translucent, reproducible print end one (1) blue- or black-line print. The Engineer will return the reproducible print.

b.

Final Submittal: Submit three (3) blue· or black-line prints, with one ( 1) separate electronic file, format of which will be advised by the Engineer, unless otherwise indicated. Submit additional prints where prints are required for operation and maintenance manuals. The Engineer will retain two (21 prints; remainder will be returned. Mark up and retain one returned print as a Record (As-Built) Drawing with two (2) electronic files en CO-Rom.

3 Subcontract list: Prepare and submit a list identifying subcontractor individuals or firms proposed for principal portions of the Works, including those who are to fabricate products or equipment to a special design. Include the following Information in tabular form: i.

Name, address, and telephone number of entity performing subcontract.

ii.

Number end title of related Specification Section(s) covered by subcontract.

1·13

J

""'-..J/'.../

Mlnl•trv ol Tranaport & Communlc.,tlone DGRlT

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Mi.

1.11.3

Drawing number and detail references, as appropriate, covered by subcontract.

Informational Submittals

General: Prepare and submit informational submittals required by other Specification Sections. i.

Number of Copies: Submit two copies of each submittal, unless otherwise indicated. The Eng' neer will not return copies.

ii.

Certificates and Certifications: Provide a notarized statement that includes signature of the Contractor, testing agency. or design for preparing professionel responsible certification. Certificates and certifications shall be signed by an officer or other Individual authorized to sign documents on behalf of the company.

2 Qualification Data : Prepare written information that demonstrates capabilities and experience o f firm or person. Include fists of completed projects with project names and addresses. names and addresses of engi neers and employers, and other Information specified. 3 Materiel Certificates: Prepare written statements on manufacturer's letterhead certifying that material complies with requirements. 4 Material Test Reports: Prepare reports written by a qualified testing agency, on testing egency's standard form, indicating and interpreting test results of material for compliance with requirements. Prepare reports 5 Preconstruction Test Reports: written by a qualified testing agency, on testing agency' s standard form, indicating and interpreting results of tests performed before installation of product, for comprl8nce with performance requirements. 6 Compatibility Test Reports: Prepare reports written by a qualified testing agency. on testing agency's standard form, Indicating and interpreting results of compatibility tests performed before Installation of product. Include written recommendations for primers and substrate preparation needed for adhesion.

1.11.4

Review each submittal and check for compli ance with the Contract Documents. Note corrections and field dimensions. Mark with approval stamp before submitting to the Engineer. 2 Approval Stamp: Stamp each submittal with a uniform, approval stamp. Include Contract name and location, submittal number. Specification Section title and number. name of reviewer, dat e of the Contractor's approval. and statement certifying that submittal has been reviewed, checked, coordinated and approved for compliance with the Contract Documents.

1.1 1.5

1· 1·

Engineer's Action

General: The Engineer will not revi ew submittals that do not bear the Contractor's approval stamp and will return them without actio!\. 2 Engineers Action: The Engineer's review is limited only to checking con formance with information given and the design concept expressed In the Contract Documents. It is not conducted too- the purpose of determining the accuracy and comple!eness of details, dimensions or quantities, nor substantiating integrity or compatibi lity. or confirmi ng instructions for Installation or performance. The Engineer's approval does not in any way relieve the Contractor of responsibility for compliance with specified provisions end the Contract Document requirements. 3 Action Submittals: The Engineer will review each submittal, make marks to Indicate corrections or modifications required. and return it to the Contractor. The Engineer will stamp each submittal with an action stamp and wHI mark stamp appropriately to indicate action taken, as follows; i.

Final Unrestricted Release: Where the submittal is marked "APPROVED", the wort covered by tile submittal may proceed provided it complies w ith the Contract Documents. Final acceptance of the wort will depend on that compliance.

l i.

Final-but-Restricted Release: Where the submittal is marked • APPROVED AS NOTED", the work covered by the submittal may proceed provided it complies with both the Engineer's notations and corrections on the submittal and the Conttact Documents. Final acceptance of the work wiH depend on that compliance.

Iii.

Returned for Re-submittal: Where th11 submittal I s marked " NOT APPROVED, REVISE AND RESUBMIT", do nat proceed with the work covered by the submittal, including purchase, fabrication, delivery, or other activity for the product submitted. Revise or prepare a new submittal according to the Engineer's notations and corrections.

7 Field Test Reports: Prepare reportS written by a qualified testing agency, on testing agency's standard form, Indicating and Interpreting results of field tests performed either during installation of product or after product is Installed in its final location, for compliance with requirements. 8 Product Test Reports: Prepare written reports Indicating current product produced by manufacturer complies w ith requirements. Base reports on evaluation of tests performed by manufacturer and w itnessed by a qualified testing agency, or on comprehensive tests performed by a qualified testing agency.

Contractor's Review and Approval

iv.

Rejected: Where the submittal is marked "NOT APPROVED, RESUBMIT" or "REJECTED", do not proceed w ith the work covered by the submittal. Prepare a new submittal for a product that complies with the Contract Documents.

Submittals not required by the Contract Documents 4 will not be reviewed and may be discarded.

1.11.6

2 Record Drawings: drawings as fo~ lows:

ii.

3

Submit copies of record

Initial Submittal: Submit two sets of plots from record CAD drawing files and the original marked-up record prints. The Engineer will initial and date one set of plots and mark whether general scope of changes, additional information recorded, and quality of drafting are acceptable. The Eng'neer wHI return one set of plots and record prints together with review comments, for completing, printing, binding, and final submittal. After incorporating the Final Submittal: Engineer's initial submittal review comments, submit original marked-up record prints set.

Submit sets of as-built drawings as follows: One [1) set electronic format: [in CD-ROM) One (1 I set of PDF format: (In CD-ROM I One (1) bound sets of prints (A1 Size) One (1 I set of any other document/report about the project, Test results and any other i nformationldocuments.

4 Record Specifications: Submit two [2) copies of record specifications, including addenda and contract modifications. 5 Miscellaneous Records: Submit two [2) sets of original miscellaneous records.

1.11.7

i.

Items in the Bill of Quantities Provide as-built drawings, record

drawings and record specifications and miscellaneous records as specified

[Lump Sum)

1.12

Control of Materials and Standards for Sampling and Testing

1.12.1

Storage of Materials

Record (As-Built) Drawings

Within 1 month of completion of each section of the Works, the Contractor shall submit 3 copies of the relevant drawings showing all details of permanent works as constructed. The Engineer will approve these as 'As- Built' drawings or instruct corrections as appropriate.

i.

1.11.8


No separate measurement or payment will be made, for any part of Sub-section 1.11 except for As· Built Drawings. All other submittals are considered to be subsidiary to other sections and the costs are deemed to be included in the rates for other items stated in the Bill of Quantities

Materials shall be so stored as to assure the preservation of their quality end suitability for the Works. Stored materials, approved before storage, may again be Inspected prior to their use in the Works. Stored materials shall be located so es to facilitate their prompt inspection. 2 Where materials ere stockpiled on Government or private property, such sites shall be abandoned immediately upon consumption of all stockpiled materials and the natural surface sha II be restored as far as practice ble to the origins I condition by the Contractor end to the satisfaction of the Engineer.

1.12.2

Handling Materials

All materials shall be handled in such manner as to preserve their quality and suitability for the Works. Aggregates shall be transported to the Works in vehicles which are constructed to prevent loss or undue segregation of materials after loading and unload"ng.

1.12.3

Materials Supplied by Employer

The Contractor shall be responsible for all materials furnished by the Employer and shall make good any shortages or deficiencies, from any cause whatsoever, or any damage which may occur, after delivery of such materials.

1.12.4

local Materi al Sources

When material sources are not designated on the Drawings, or in other documents, the Contractor shall be responsible for t ocating and providing suitable materia Is from approved sources. 2 Any information provided In the tender documents about sources of local materials is considered as a guideline only and does not relieve the Contractor of his responsibility in respect of investigation and supply of suitable materiels as specified. Materials, regardless of their source, shall not be 3 incorporated in the Works until approved by the Engineer.

2 The As·Bu'lt Drawings shall be measured and paid as Lump Sum [LS.) in the Bill of Quantities.

l -1ti

+

~~

Ministry of Trnnaport & Communication•

DGRLT

~~
1.12.5

Sources of Supply and Quality Requirements

All materials, including manufactured articles, and machinary incorporated in the Works, shall meet aD specified quality requirements and be approved by the Engineer. Priority will be given to locally produced Omani material, where applicable. 2 The Contractor shall, before placing any purchase order for any materials intended for incorporation in the Works, submit for approval a complete description of all such materials, names of the firms from whom he proposes to purchase them and copies of all test reports verifying conformity with the provislons of the Specifications. Materials shall not be ordered without tha approval of the Enginear. When diracted by the Engineer or otherwise specified, the Contractor shall submit suitable samples for approval. 3 The Engineer shall have the right to retest all materials which have been tested and accepted at the source of supply after delivery to the Site and prior to incorporation into the Works and to reject any such materials which are clearly defective or. when retested. do not conform with the Specificat ions.

1.12.6

Certificates of Guarantee and Production Plant Inspections

All shipments of materials shall be accompanied by a Manufacturer's Certificate of Guarantee or Test Certificate from an approved independent qualified laboratory approved by the Engineer. A ll certified materials delivered to the Site shall undergo additional laboratory testing if required by the Engineer. Issuance of an i nvalid or erroneous Certificate of 2 Guarantee shall be just cause for rejectiol'lo of the materials without further testi ng.

1.12.7

Sampling and Testing Procedures

1.12.7. 1

Sampling

1 Samples of all materials shall be submined to the Engineer for inspection, testing and acceptance before incorporati on in the Works. All m aterials being used will be subject to l nspection, testing, or rejection at any time prior to such incorporation.

2 Where untested and unaccepted materials have been used without approval of the Engineer, such use shall be at the Contractor's risk and the work may be rej ected by the Engineer.

1.12.7.2

Source Tests

All source samples shall be taken by the Con1ractor in the presence of the Engineer, using approved sampling procedures. All source approval tests shall be performed under the supervision of the Engineer or, when so specified, by an independent laboratory

1-115

approved by the Engineer and Contractor.

engaged by the

2 After approval of any source of materials, the Contractor shall produce from such source only to the extent that materials produced are of substantially the same quality as the approved samples. 3 The El'lgineer w ill period'cally oreler retesting of previously approved sources to verify that they continue to conform to the Specifications and may order retesting at the same or at a different laboratory from the one If performing the original source approval tests. retesting Indicates that a previously approved source no l onger conforms with the Specifications. the Contractor shall forthwith cease production from such source.

1.12.7.3

Quality Control Tests

Quality control tests for materials shall be performed by the Contractor prior to submitting any materials to the Engineer for approval. The Contractor shall submit details to the El'lgineer of his quality control testi ng program. 2 The Engineer mey declare the Contractor's qual ity contra! testing program unacceptable i f frequent rejections of submitted materials occur when subjected to the project control t ests.

1.12.7.4

Control Tests

All control sampl es shall be taken jointly by the Engi neer and the Contractor. Tests shall be performed in the site laboratory, or in situ as appropriate, under the supervision of the Engineer. 2 The Engineer may order retesting of any material i f t here has been a significant delay 11'1 the construction operations or i f he determines that the material has deteriorated since its origi nat acceptance. Material which does not conform to the Specifications will be rejected and shall be removed from the Works and replaced or corrected by the Contractor. The Engineer may order additional testing t o ascertain the extent of unacceptable material.

1.12.7.6

Check Tests

The Engineer may periodicany order check tests to verify the accuracy of project contra! testing and equipment. The Engineer may direct that check tests be performed by qualified persons other than those normally responsi ble f or project control testing, or he may direct that the sampl es be sent to the Employer's central laboratory or to an approved Independent laboratory for testing. 2 The Contractor shall provide the Engineer with all necessary test report forms and expendable materials requlfed to perform all required tests. Copies of all test results will be issued to the Contractor.

Sultarulto of Omen

B d2aCOI'Olru

0

~

General)/~------. 1.12.7.6

Precedence of Materials and Testing Specificefons

All references to methods of testing or specifications of AASHTO, ASTM and others will be deemed to refer to the latest methods of testing as specified in the Contract Documents. 2 Unless otherwise specified, AASHTO methods of sampling and testing shall be adopted where available. In the case of absence of an appropriate AASHTO specification, the ASTM or BS specification shall govern.

1.12.8

Unacceptable Materials

All materials not conforming to the requirements of the Specifications at the time they are used will be rejected and shall be removed immediately from the Site unless otherwise instructed by the Engineer. If defect from rejected materiels, has been 2 corrected. such remed[ed materials, shall not be used until Engin&er's approval has been given.

1.12.9


No separate measurement or payment will be made, for any part of Sub-section 1.1 2, which work Is considered to be subsidiary to other sections. The cost of the work is deemed to be included in the rates for other items In the Bill of Quantities.

1.13 1.13.1

Contractor's Plant and Equipment General

Plant and equipment used on the Works shall be of sufficient size and in such mechanical condition es to meet the requirements of the Contract Documents end shall be available for use when required by the Engineer. The Engineer may order removal and replacement of unsatisfactory plant or equipment. 2 Wherever plant or equipment of a particular size or type is specified, the Contractor may request permission to use an alternative type in place of that specified. In such cases, the Contractor shall furnish evidence to the Engineer thet the production of the plant or equipment proposed is at least equal to that of the specified type.

1.13.2

Contractor's Schedule of Plant and Equipment

The Contractor shall submit together with h's T&nder, a detailed schedule of the numbers and types of plant and equipment which he proposes to use on Site to cerry out the Works. The schedule shall contain full details for each item, including type, manufacturer, model, id&ntification number, veer of manufacture, number of years in use, and, for all new and previously

used items, the manufacturer's brochures, catalogues and specifications.

1.13.3

Provision and Use of Plant and Equipment

The Contractor shall furnish all plant and equipment listed in his schedule and necessary for construction of the Works. Such plant and equipment shall be delivered to the Site, inspected, and approved by the Engineer prior to commencement of the particular work for which it is intended Any plant or equipment. or part thereof, which becomes excessively worn or defective shall be promptly repaired or replaced, as required by the Engineer. 2 The Contractor shall not remove from the Site and shall not use for other projects any approved plant or equipment without the permission of the Engineer.

1.13.4


No separate measurement or payment will be made, for any part of Sub·section 1.13, which work Is considered to be subsidiary to other sections. The cost of the work is deemed to be included in the unit rates for other items In the Bill of Quantities.

1.14

Contractor's Temporary Works and Services

1.14.1

Temporary Facilities

1.14.1.1

General

The Contractor shell provide all Temporary Works and services and Contractor's Equipment and tools required for the efficient and safe execution of the Works, including but not limited to: i.

Temporary roads, hard standings, sleeper tracks and the like.

ii.

Temporary fences, gates and barriers.

iii.

Temporary offices, stores, latrines and compounds.

iv.

Scaffold, ladders, hoists, crenes and the like.

v.

Temporary screens, chutes. coverings, roofs and rainwater pipes for protection of the Works and personnel.

vi.

Transport and vehicles on and off Site.

vii.

Fixed and movable mechanical plant and equipment.

mess rooms,

viii.

Smalltools.

ix.

Temporary water and power supplles and site lighting.

x.

Temporary drainage.

2 Locations: The Engineer's approval shall be obtained for the intended locations of all spoil heaps, Temporary Works and services.

• 1-17

J

Ret.

Title

~geNo.

2.6.3.5

Drainage Blanket

2.6.3.6

Subgrade Construction on Sabkha and Gypsum Rich Soils SubgrMfe Construction on top

~-14

2.6.3 :7

o~DuneSand

Method of MHSUrement

2·15 2-15

Bnlt of P-vment Itema In the Bill of Quantftl•

2·115 2·16

2.6.4 2.8.5 2.6.6

2.7 2.7.1 2.7.2 2.7.2.1 2.7.2.2 2.7.2.3 2.7.2.4-

Excavation and Backfilling for Structures Delcripdon

Elccevlltlon Genetal

2~14

2-15 2-115 2-15

Temporary Support System

2·15 2-16

Excavation fOf Major Structures

2•16

Excavation for Box Culverts, Pipe Culverts and Miscellaneous Structuru 2-16

2.7.3 2.7.3.1 2.7.3.2

BackfiUlng

Genetal

2-17 2· 17

Backfilling for Box Culveru, Pipe Gulverts and Miscellaneous Structures 2-18

2.7.4

Method of MHSUr.ment

2.7.6 2.7.8

Ba1T1 of Payment Items in the Bill of Ouantitl•

2.8

Earthwork for Pipe Trenches

2·19 2-19 2-19

2-19

2.8.1

DeiGription

2-19

2.8.2 2!8.2.1

Materials

2.8.3 2.8.3. 1 2.8.3.2 2.8.3.3 2.8.4 2.8.5 2.8.8

eon.trudlon

2·20 2·2o 2-20 2-20

Beckfill Material Excavation for Pipe Trenches Backfilling

2-21

Restoration of Surfaces

2·21

¥ethod of MNSUrernent Basis of P.-,ment lterna In tfie Bill of Quantftf•

2-~1

2-21 2-22

Sultd.lrd Spc
e. Bold;o Con:tAAtiot

Eanhworks)

2.1

Clearing and Grubbing

2.1.3

2.1.1

Description

Clearing and grubbing is measured in square meters of the cleared area within the limits described in It em 1 of Clause 2.1 .1 above and approved by the Engineer.

This Sub-section describes removal and satisfactory disposal of all vegetation, surface debris and scattered stones end rocks within the limits of the actual road width (including the toes of fill and cut slopes and an additional 5m wide band from both sides). easement areas and borrow pits. 2 Removal of structures and similar obstructions and removal of utilities are specified In Sub-section 2.2 • "Removal of Structures and Obstructions".

2.1.2

Construction Requirements

The Contractor shall set out the approved construction limits and the Engineer will designate all trees, shrubs, plants, vegetation, etc and other items that are to remain within the right-of-way (ROW). The Contractor shall carefully preserve all such items from damage or defacement. Trees to be removed and delivered for replanting shall be carefully handled. 2 All surface objects, trees, stumps, roots, stones and rocks (up to 0.2 cu.m. or 500 kg individual size or weight), and other protruding obstructions not designated to be retained shall be cleared or grubbed to ground level. Nonperishable solid objects (such as boulders, rocks, concrete blocks. etc.) which will be a minimum of 2m below the sub-grade or finished ground level may be left undisturbed at the Engineer's discretion. If such nonperishable objects are encountered wit hin 2m below the sub·grade or finished ground level, they will be removed and considered as unsuitable material, paid under Unclassified E)(cavation. Stump holes and other holes from which 3 obstructions are removed within the limits of construction, shall be backfilled with suitable material and compacted in accordance with Sub-section 2.5 - "Embankments". Small holes that are inaccessible to compaction I tamping equipment shall be filled and tamped manually using a steel rod with e 10-15cm diameter steel disc attached to its end. 4 Perishable mat erial shall be disposed of or burned under the constant care of competent watchmen at such times and in such a manner that any vegetation or other items designated to remain in the ROW, or other adjacent property, will not be jeopardized. Burning shall be carried out in accordance with applicable laws and ordinances. Mat11rlals, stones, rocks, and debris which cannot be 5 burned and perishable materials, shall be removed from the ROW and disposed of at dumping areas off the Site, approvl!d by the concerned authorities, provided permission of the respective property owners has been obtained in writing to dump such materials on t heir land. The Contractor shall make all necessary arrangements with property owners for obt aining such written permission at his own expense.

Method of Measurement

2 Trees with a trunk diameter 300mm or more when measured 750mm above existing ground level are measured by the number removed and delivered to the Employer or disposed of as directed by the Engineer.

2.1.4

Basis of Payment

The area of completed and accepted clearing and grubbing work measured as provided for above, will be paid at the unit rates steted in the Bill of Quantities. which rates shall be full compensation for labor, equipment and other items necessary for completion of the work.. Removal of trees with trunk 300mm diameter or 2 greater will be paid for by the number removed as stated above. Removal of trees with trunk less than 300mm diameter is deemed to be included in the rate for clearing end grubbing Rates for ell clea ring and grubbing and tree removal 3 shall include for filling holes and depressions with material as specified

2.1.5 i. ii.

Items in the Bill of Quantities Clearing and grubbing Removal and delivery or disposal of trees of 300mm trunk diameter or greater

2.2

Removal of Structures and Obstructions

2.2.1

Description

This Sub-section describes the removal, wholly or In part, and satisfactory disposal of all buildings, fences, structures, abandoned pipelines, and any other obstructions, es show n on the Drawings or directed by t he Engineer, which are not designated or permitted to remain, Including salvaging of designated materiels and backfilling the resulting trenches, holes and pits. 2 The Contractor shall e)(amine the Site and record for himself all obstructions and utilities before the commencement of the Works.

2.2.2


2.2.2.1

General

The Contractor shall raze, remove and dispose of all buildings, foundat ions, structures, fences and other obstructions, any portions of which are on the ROW, e)(cept utilities and items for which other arrangements for removal have been made. All designated salvageable material shall be removed, without causing unnecessary damage, and in sections or pieces which may be readily

2-1

~~

M;ni•cry of Trnn•port & Communlcot;orift OGRLT

~~<::earthworks

transported, and shall be stored by the Contractor at approved locations, for later use or possession of others. 2 Unusable perishable material shall be destroyed. Non-perishab'e material may be disposed of off the Site, provided permission of the respective property owners has been obtained in writing to dump such materials on their land. 3 Basements or cavities left by structure removal shall be f l ied to the level of the surrounding ground and, if within the prism of construction, shall be compacted to the type of compaction within the range for the adjacent roadway embankment as specified in Sub-section 2.5 'Embankments'. Salvaged pipe culverts and other re-usable materials 4 shall be stored at accessible approved locations on Site and shall become the property of the Employer. 2.2.2.2

Removal of Bridges, Culverts and Ditches

1 Bridges. culverts and other drainage structures in locations traversed by traffic shall not be removed until arrangements. detours and traff
Removal of Pipes

1 All p ipes unless otherwise directed shall be removed and precautions taken to avoid breaking or damaging the pipes. The Contractor shall exercise utmost care during the remove! of pipes so as to avoid unnecessary damage.

2·2

2.2.2.4

Removal of Walls. Mortared and Loose Riprap, Gabions, Rocks and Boulders

Masonry walls, mortared and loose riprap, gabions and accumulated stones. large rocks and boulders of ind;vidual size greater than 0.2 cu.m.or greater than 500 kg in weight which lie within the limits of the Works, shall be removed and disposed of as directed. 2.2.2.5

Removal of Fertees and Gates

1 When fences and gates enclosing pasture land or farm land are to be removed, the Contractor shall notify the Engineer sufficiently in advance to permit the property owner reasonable time to construct alternative fencing or make other suitable arrangements.

2.2.2.6

Removal of Wells, Shafts and Falajs

1 Existing wells and shafts. abandoned or active, which lie within the limits of the Works, shall be dismantled, backfilled. end completed. A ll salvaQeable materials shall be removed and stored It approved locations on S~e . All sa'vageable material shall become the property of the Wells shaD be filled to the level of the Employer. surrounding ground and, if within the prism ol construction, shall be compacted after obtaining the Engineer's permission to the type of compaction within the range designated.

2.2.2.7

Removal of Utilities

1 The Contractor shall liaise with the Engineer and shall notify all Utility Authorities and co-operate and coordinate w ith them in respect of removals and relocations. 2 Unless shown otherwise on the Drawings, realignment or relocation of active utilities will be to the approval of the respective authorities and such work shall be coordinated by the Contractor. The Contractor shall perform the necessary coordination with the relevant utility authorities ahead of time in order to avoid unnecessary delay to the Works. 3 The removal of all disconnected or abandoned utilities w ithin the ROW shall be performed by the Contractor as directed by the Engineer, unless the utility authorities indicate their intention to carry out such removal and salvaging of materials, fittings, parts, etc. 4 The Contractor shall liaise with the Engineer and shall advise each affected utility authority in writing of his proposed construction schedule and shall arrange for inspection, disconnection or interruption of services by the utility authorities as appropriate. 5 The Contractor shall be responsible for supporting and protecting realigned utilities and existing utilities that are to remain in place, for the duration of the Contract and shall provide all necessary Temporary Works in this respect, all in compliance with Section 1, Sub-section 1.8, Clause 1.8.3 ... ~and the requirements of the relevant utility owner. Any damage caused to utilities and attributable to the Contractor shall be repaired at his expense.

6 All excavation and backfill shall conform to the requirements of Sub·sections 2.3 -'Road Excavation'. 2.5'Embankments' and Sub·section 2.7 - 'Excavation and Backfilling for Structures', as appropriate.

2.2.2.8

Removal of Existing Pavement

The Contractor shall remove, wholly or in part. as shown on the Drawings or directed by the Engineer, existing asphalt, tiles and/or concrete pavement layers, and any granular or stabilized base courses., including disposal of debris and salvaging of designated materials, and backfilling the resulting holes where and as instructed by the Engineer. 2 The Contractor shall examine the Site and record all obstructions and utilities that may be affected by removal of existing pavements at the commencement of the Works. 3 The Contractor shall raze, remove and dispose of old pavement of different types, (i.e. down to the bottom of the base coursel or as directed by the Engineer, for the portions which are within the limit of Works. 4 Unusable perishable material shall be disposed of in accordance with the applicable laws and ordinances. Nonperishable material may be disposed of off the Site. provided permission of the concerned authorities and/or the respective property owner has been obtained in writing to dump such materials on their land. 5 Cavities left by pavement removal shall be filled to the level of the surrounding ground and, if within the prism of construction, shall be compacted to the type of compaction specified in Sub·section 2.6 - 'Subgrade Construction'. 6 The Contractor shall be responsible for supporting and protecting existing Utilities that are to remain in place, for the duration of the Contract and shall provide all necessary Temporary Works in this respect. Any damage caused to utilities and attributable to the Contractor shall be repaired at his ellpense.

will not be paid for directly but will be considered as subsidiary work rel ated to other items in the Bill of Quantities.

2.2.4

Basis of Payment

The quantities of completed and accepted work, measured as provided for above, will be paid for at the relevant unit rates stated in the Bill of Quantities • which rates shall be full compensation for equipment, tools, labor, materials, transporting end dumping, and for other items necessary for the proper completion of the work.

2.2.5

Items In the Bill of Quantities i.

ii. iii.

iv. v. vi. vii. viii. ix. x.

lli.

xii. xiii.

7 The Contractor shall be responsible for and shall ensure that pavement removal operations are completed without applying extreme vibration and heavy loading that might damage the existing underground utilities.

xiv.

Removal of Ellisting Road Furniture

xv.

2.2.2.9

Road Furniture items such as curbs, tiles, steel and concrete safety barriers, lighting poles, sign boards, etc. which lie within the limits of the Works, shall be removed and disposed of as directed.

xvii.

2.2.3

llviii.


Removal of structures and obstructions is measured by number, length, area or volume as appropriate for the relevant work, unless Item 2.2.3 (21. applies. The rates shall include in full for the removal, storage, protection and disposal of the structure or obstruction, including items necessary for the proper completion of the work. If the Bill of Quantities does not contain separate 2 items for removal of structures and obstructions, this work

xvi.

xix. xx. xxi. xxii.

Removal of elCisting building (type and descriptionl, (Nr. or Length I Area I Volume as appropriatel. Removal of reinforced concrete (type, location, and dimensionsl, (cu.ml. Removal of mass concrete (type, location and dimensionsl. ( cu.ml. Removal of pre·stressed concrete (type. location and dimensionsl. ( cu.m.l (lin.m.l Removal of curbs (Typel. Removal of Tiles (Type and Sizel. (sq.ml. Removal of pipe culverts (type and diameterl. (lin.m.l Removal of existing pavement (cu.ml. (description and type), Removal of reusable reed studs, (nrl. Removal of steel safety barrier including post and foundations (dimensions and (lin.ml. Typel, Removal of concrete safety barrier including foundations (dimensions end Typal. (lin.m.l Removal of sign boards including post and foundations (sizel, (nrl. Removal of Floodwey marker posts and foundations (sizel. (nr.l Removal of re·usable steel safety barrier including post and foundations (dimensions and Typel. (lin.m.l Removal of re·usable concrete safety barrier including foundations (dimensions and Type I, (lin.ml. Removal of re·usable sign board including post and foundations (sizel, (nr.l Removal ol reusable Floodway marker posts including foundations (sizel. (nrl. Removal of drainage protection (sq.m.l works (typal. Removal of existing fences and gates (description and typeI. (lin.m.l Removal of existing block and masonry wells (Size and Typal (cu.ml Removal of ditches (Type end widthl. (lin.ml. Removal of bridges (dimensions.

2-3

~~

Mlni•t.rv of Trnnaport & Communicot;an .. OGRLT

~~<:earthworks

xxiii.

xxiv. xxv. xxvi.

type and description) (nr). Removal of rocks and boulders larger than 0.2cu.m. or 500 kg (description), (cu.m). Removal of wells and shafts {description and location), (nr). Removal of sand dunes (location and description) (cu.rn.) Removal of Light Poles including cabling and foundation {Size), (nr).

2.3

Roadway Excavation

2.3.1

Description

il.

iii.

No excavation material shall be wasted without 3 w ritten permission from the Engineer.

4 If the Contractor chooses to excavate suitable material to waste or put it to other uses, and replace it by borrow excavation for emblnkment areas, this shall be undertaken at no extra cost to the Employer. 5

This Sub·section describes excavation in the cut sections of the roadway, including watercourses, ditches and wadi relocations {but excluding borrow pits and structural excavation) an as and where shown on the Drawings. and hauling the ellcavated materl4l either to locations for roadway embankments or to stockpiles or to waste. 2 The work also includes any necessary elCC8vations outside the ROW ordered by the Engineer to safeguard and protect the Works, including diversion of ellisting wadi channels; ellcavatlon of materials obstructing or impairing the flow along stream channels; and excavation of unstable materials which may slide or encroach into ditches or onto the ROW. Disposal of all such excavated materials shell be as instructed by the Engineer.

2.3.2

Classification of Roadway Excavation

Road excavation shall be considered as 'Unclassified Excavation' which includes all materials encoul'ltered of any nature including silts, clays, sand, gravel, granular materials, all cohesive and fractured, jointed cohesionless materials and/or massive rock and unsuitable material. 2 Any information concerning properties of the soil which may be shown on the Drawings, in the Bill of Quantities, In supplementary reports, or as a result of discussion with the Engineer or others shall be considered as gratis and shall not be a basis for the Contractor's determineron of his bid prices.

2.3.3


2.3.3.1

Utilization of Excavated M;tterials

All materials removed from the excavation shall be used in the formation of the embankment, sub-grade, shoulder, dykes, and at such other places as directed. unless it Is declared unsuitable and ordered to be wasted by the Engineer. Unsui table material shall include: I. Unstable materials incapable of being compacted to the specified density using mechanical compaction methods at optimum moisture content for the equipmenl being used for compact' on.

2

2...

Material too wet to be compacted and where drcumstances prevent suitable in· place drying prior to incorporation into the work. Materials which are otherwise unsuitable for use in or under the embankment

Excavated rock which i s not i mmediately suitable for

i ncorporatlon in the works can either be broken down to acceptable sizes or wasted at Contractor's own expense. If such material Is wasted or used In concrete, granular subbase, aggregate base, asphalt mixtures or any other works, the Contractor shall replace it by borrow excavation for embankment at no extra cost to the Employer. 6 Where shown on the Drawings or directed by the Engineer, salvaged materials such as ellistlng concrete, bituminous or other pavements shan. be stockpiled for a specific purpose or for future use. Such materials shall be excavated and handled in a manner that will exclude forei gn or undesirable material. Stockpiles shall be neatly formed and maintained in an approved manner. 7 Where specified or directed by the Engineer, suitable topsoil material shall be stockpiled during excavation operations and shall subsequently be spread 1nd compacted on embankment slopes and elsewhere as directed, to facilitate re-growth of vegetation.

2.3.3.2

Drainage of Excavation Areas

During construction, surfaces in excavation areas shall be adequately drained at all times. Side ditches or gutters emptying from cut to embankment shall be so constructed as to avoid damage to embankments by erosion. 2 The Contractor shall, at an early stage of the Works, provide adequate drainage by scheduling ditch and other construction so as to prevent saturation or erosion of embankments and cut slopes. All such drainage c£tches and construction grades shall be cleaned and trimmed at r8Qular intervals and when directed to maintain an unobstructed runoff of stormwater during construction. 3 Damage to the Works attributable to saturation or erosion of slopes during the period of execution through failure to provide adequate drainage shall be repaired by the Contractor at his own expense.

4 Whenever groundwater is encountered which may adversely affect construction, the Contractor shall advise the Engineer who will evaluate the situation and order necessary remedia l measures. 2.3.3.3

Obliteration of Disused Roadways

Obliteration of roadways which are no longer in use shall include filling of all ditches and rough grading of the

Sultanata af Omnn.

St•n~•rd Spe
for Ro•d & Brld;e CoR>Iruttlon 2010

Earthworks)

old roadway to produce within the ROW a neat and well drained ground surface.

2.3.3.4

for potential failure planes and the necessary remedial measures shall be taken, as approved by the Engineer, at the Contractor's expense.

Rock Blasting

2.3.3.5 Rock blasting explosives may comprise a diversity of systems. including dynamite explosives. watergels. slurry explosives and slurry blasting agents, pumpable blasting agents, emulsion explosives and aluminized explosives. Whenever Instructed by the Engineer, blasting shall be carried out alter pre-splitting the rock mass by using small localized charges in pre-drilled holes. 2 When blasting of rock slopes is carried out, a reasonably uniform face shall be left, regardless of whether or not the excavation is carried beyond the specified side slopes as shown on the Drawings. All breakage and slides shall be removed and disposed of as directed. A dust control system shall be designated by the Contractor and shall be implemented during rock blasting after obtaining the Engineer's approval. 3 All drilling and blasting shall be done in such a manner as will most nearly complete the excavation to the required grade lines, and produce the least possible disturbance of the material to be left in place. Blasting by means of drill holes. tunnels, or any other methods shall be entirely at the Contractor's risk. Explosive materials shall be stored and kept under the constant survei lienee of the Royal Oman Police. 4 Where necessary or directed, the Contractor shall provide heavy mesh blasting mats or controlled blasting for protection of persons, properties, and the Works. If, In the opinion of the authorities and the Engineer, blasting would be dangerous to persons or adjacent structures, or is being carried out in an unsafe or unacceptable manner, the Engineer may prohibit blasting and order the rock to be excavated by other means. 5 During explosion works, traffic shall be suspended from the routes linking to the Site and all diversions and other arrangements shall be carried out in full coordination with the Royal Oman Police. The Contractor sha II secure approval of his schedule for such interruptions and his proposed methods for safeguard•ng the public and property. 6 Excessive blasting will not be permitted. Overbreakage and the backfi IIi ng thereof shall be at the Contractor's expense. Any material outside the approved cross section limits which may be shattered or loosened because of blasting shall be removed by the Contractor at his own expense. All rock slopes with loose material shall be scaled by w orkmen and all loose material removed at the Contractor's expense. 7 Backfilling of overbreakage shall be carried out as directed, using approved soil or crushed materials or other special aggregate or cyclopean concrete, as shown on the Drawings or as directed by the Engineer. Undrained pockets shall not be left in the surface of the rock. 8 Followi ng blasting, cleaning and scaling rock slopes, the face, benches and back of the slope shall be inspected

Excavation of Unsuitab' e Material

Unsuitab)e materials are materia' s that do not comply with the requirements for suitable materials as descr'bed under Clause 2.5.2 below. 2 Where excavation to finished grades and cross sections exposes unsuitable material in the sub-grade, slopes or ditch inverts, etc the Engineer may require the Contractor to remove the unsuitable material and backfill the excavated areas using approved material. The Contractor shall plan his operations so that necessary cross section measurements are taken before such backfill is placed. 3 Unsuitable material shall be disposed off as directed Wasted unsuitable material shall not be deposited on any cropland. 4 When the Contractor is directed to excavata unsuitable material below the surface of the original ground in fill areas, other than that required for clearing and grubbing, the depth to which unsuitable material shall be removed will be determinad by the Engineer. The Contractor shall plan the excavation so that cross sections are taken before and after material has been removed.

2.3.3.6

Slopes, Sub-grade and Ditches

All excavated slopes, sub·grada end ditches shall be finished true to l ines, grades and cross sections as shown on the Drawings. 2 Slopes, except in massive rock or other material which requira special treatment, shall be trimmed to slopes not steeper than the specified slope angles and rounded at top and bonom to a smooth profile to blend in with the adjacent terrain. Material shall not be loosened beyond the specified slope lines. High cut areas shall continuously be monitored by an engineering geologist or a geotechnical engineer. 3 In cuts where earth overlays a rock formation, slopes shell ba benched in an approved manner. 4 Ditches of all types shall be excavated and trimmed neatly in conformity with the specified grades and cross sections. All projecting rock, stumps, roots or similar shall be removed. Ditches include side ditches, interception ditches in the berm of cut slopes, furrow ditches, irrigation ditches, wadi relocations, etc. 5 Where the sub-grade is composed of rock as defined in Sub section 2.6 - 'Sub-grade Construction', it shall be undercut to a depth of 200 mm below top of sub-grade to allow for subsequent placing and compaction of the leveling sub-grade layer in accordance with Sub-section 2.6 - 'Sub-grade Construction', paragraph 2.6.3.1. 6 The sub-grade in cut, where the soil is unsuitable for retention as the sub-grade layer, shalf be sub-excavated to a depth of 200 mm below top of sub-grade to allow for subsequent placing and compaction of the sub-grade layer.

~~

Mlnletry of Trnnaport & Communlcntlon• OGRLT

~~
If the material of the sub-grade is suitable for retention as sub-grade layer then it shall be scarified to the required depth, watered and compacted in accordance with Section 2.6 - 'Sub-grade Construction', paragraph 2.6.3.1.

7

The Engineer will periodically check all or any pan of the work, to determine conformance to the correct lines, grades and elevations. Tolerances on finished sub-grade levels and on levels of the surface at the underside of the sub·grede layer shall be as specified in Sub-section 2.6 ' Sub-grade Construction', Paragraph 2.6.3.3.

8 In cases where rock or soil excavations reveal that the adopted cut s!opes are not suitable and If failures occur during or after comp"etion of the excavation works and while the Contractor is still on Site, the Engineer may request the Contractor to re-excavate according to the newly established cut s'opes, the extra work w ill be measured and valued as Unclassified Excevatlon at the same rate given in the Contract. However, in such case, the Contractor may submit a proposal for any other alternative solution for the stability of the cut slopes, for the Engineer's apprafsal and final decision. 2.3.3.7

Unstable Materials outside Right-of-Way

Materials outside the ROW or ditch slopes which, In the opinion of the Engineer, are potentially unstable and liable to slide or encroach into the ROW or into the ditches. shall be excavated end disposed of as specified for unsuitable mater,.l, unless it is approved for use as embankment fill.

2.3.3.8

Disposal of Unsuitable and Surplus Material

Unsuitable and surplus materials disposed of within approved areas shall be spread, leveled and shaped as directed so as to present a neat and t idy appearance. No materials shall be disposed of in such a way as to adversely affect natural drainage courses or to cause damage to the highway or adjacent public or private property. 2 If approved by the Employer, Government land may be used for disposal to the maximum extent practicable. If private land is used for disposal, the Contractor shall secure the consent of the landowner or tenant and, if necessary, and at his own elCpense, pay for the use of such land. The use of cropland for disposal purposes will not be permitted.

2.3.4


All excavated materiel of whatever type !except for unauthorized undercut below top of sub-grade or excavations taken wider than requiredl shall be measured as 'Unclassified Excavation' which shall be deemed to include all materials encountered of any nature. including silts, clays, sand, gravel and granular materials and fractured, jointed and massive rock, whether weak or strong, and unsuitable material, as approved and i nstructed by the Engineer.

2-6 .

2 Unclassified Excavation shall be measured by cu m. of material excavated, hauled away and either wasted, stockpiled. or deposited on or in vicinity of roadw ay embankments and dykes. Measurements sheU be of volumes computed from the cross sect ions shown on the Drawings and the original ground elevations taken jointly by the Engineer and the Contractor after clearing and grubbing operltions. Rates shall include fur costs of supponing sides of elCcavatlon where necessary, keeping elCcavations free from water, proper formation of embankments, trimming of slopes, preparation and completion of the roadway, sub.grade, dykes and shoulders and scarifying for suitable sub-grade material.

3 Excavation of un stable material lfrom areas outside the ROW) shall be measured by cu.m. of material excavated, hauled away and disposed of as ditected, completed and accepted Measurements ShiiU be of volumes computed from surveyed cross sections of original and final ground elevations. When cross sectioning is impractical in the oplnion of the Engineer, approval may be given to measure volumes in the vehicles removing such excavated material. 4 Ditch excavation and excavation of unstable material are considered pen of the unclassified excavation.

5 Roct blasting, backfilling of overbreakage, trimming and grading of cut slopes, ditches and of other below·subgrade surfaces, drainage of excavation areas, obl iteration of disused roadways, end other ancillary excavation Works shall not be measured for direct payment, but shall be considered as subsidiary work the costs of which wiil be deemed to be Included in the rates for Unclassified EJ(cavation 6 Excavation under water shaD be measured by cu.m. of material excavated, hauled away and disposed of as directed, completed and accepted (including any side support or other enabling works). Measurements shall be of volumes computed from surveyed cross sections of original and final ground elevttions. When cross sectioning is impractical in the opinion of the Engi neer, approval may be given to measure volumes i n the vehicles removing such excavated material.

7 Hauling of excavated materials shall not be measured for direct payment, but shall be cons'dered as subsidiary work the cost of which will be deemed to be included in the rates for Unclassified Excavation, regardless of the distance required for hauling the materials to an approved dumping area. E;ccavation, Stockpiling and recompaction o f suitable 8 topsoil material shall be measured by cubic meter, laid, completed and eccepted as directed by t he Engineer.

2.3.5

Basis of Payment

The amount of completed and accepted worlc, measured as provided for above, w ill be paid for at the unit rates for the various items in the BUI of Quantities, which tate shaD be full compensation for equipment, tools,

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labor, materials, transporting and hauling, and for other items necessary for the proper completion of the work.


2.3.6 i.

r. iii. lv.

Unclassified Excavation Excavation of unstable material outside Right·of·Way Unclassified Excavation under water Excavate and Stockpile Suitable topsoil and recompact as directed

2.4

Borrow Materials

2.4.1

Description

This Sub-section describes excavation of suitable material from borrow pits, channels and designated borrow areas and hauling to locations of embankments or to stockpiles, all as shown on the Drawings, or as directed by the engineer. 2 The Contractor shall be responsible for locating suitable borrow pits and for the suitability and sufficiency of borrow materials to meet the specified embankment and other backfilling requirements. 3 Borrow pits shall be utilized if there is insufficient suitable excavated material to satisfy the embankment and other backfilling requirements or if the Contractor chooses to excavate suitable material to waste or put it to other uses, and replace it by suitable material excavated from borrow pits at the Contractor's expense.

2.4.2

Location of Borrow Pits

Generally, the borrow pits shall not be located within 50 m from the toe of embankment stope or top of cut or formed slope, unless otherwise approved by the Engineer. 2 In no casa shalt borrow pits be located within 200 m downstream of a drainage structure without the written approval of the Engineer. Unauthorized borrow pits shall be backfilled and compacted, as directed by the Engineer, at the Contractor's expense. 3 In each case where a borrow pit is proposed within privately-owned property, the Contractor shall secure the consent of tha landowner in writing, if necessary, and shalt, pay for the use of the material and land. The Contractor shall be solely responsible for any claims for compensation or complaints arising out of borrow pit operations. 4 The Contractor shall be responsible for the stability ofthe side slopes of borrow pits and channels at all times, until the pit or channel is abandoned. Details of the Contractor's proposed haul routes and 5 traffic arrangements in relation to borrow pit operations shall be submitted for approval before any borrow excavation commences. 6 Overburden and any unsuitable top layers within each borrow pit shall be completely removed and

stock pit ed in the vicinity, ready for re-use prior to abandonment of the pit. 7 Prior to abandonment of any borrow pit or borrow area, the Contractor shall spread and level the original overburden over the exposed surfaces and clean up, grade and contour the pit or area and the adjoining properties occupied during execution of borrow operations, whether Government, or privately-owned, all to the satisfaction of the Engineer.

2.4.3

Borrow Material

Borrow shall be material approved by the Engineer as meeting the requirements for the particular embankment, backfill or other use for which the material is intended. 2 The Contractor shall submit representative samples of materials from each of the proposed borrow pits or borrow areas. A minimum of three sets of tests shall be performed for each borrow area for each type of materi at. No borrow material shall be brought to the site or used in the Works before its approval. 3 The Engineer will periodically require follow-up testing of borrow materials to verify that no change in quality has occurred since the original approval.

2.4.4


Borrow Excavation shall be measured by cu.m. of suitable material excavated, hauled and used in the proper formation of embankments, including trimming of slopes, preparation and completion of the roadway sub-grade, shoulders end dykes. 2 The quant;ty of borrow excavation shall be determined by calculating the total quantity of filling after compaction and deducting therefrom the total quantity of unclassified excavation less an allowance for material condemned by the Engineer as unsuitable for filling.

2.4.6

Basis of Payment

The amount of completed and accepted work, measured as provided for above, will be paid for at the unit rates for borrow excavation in the Bill of Quantities , which rate shall be full compensation for equipment, tools, labor, materials, transporting hauling and placing, and for other items necessary for the proper completion of the work.

2.4.6

Items in the Bill of Quantities Borrow excavation.

2.5

Embankments

2.5.1

Description

This Sub-section describes construction of roadway embankments, including preparation of the areas upon which they are to be placed; placing and compacting approved material within areas where unsuitable material has been removed; and placing and compacting approved

2·7

~~

MinJ111try of Tn,napoM & Cornrnuoicntlona

OGRLT

~~
embankment material In holes, pits and other depressions within the constructed area, all in accordance with the lines, grades and cross sections shown on the Drawings.

2.5.2

Materials

Materials suitable for embankment shall be of classes A· 1, A-2-4, A-2-5 or A3 'when confined' groups as in AASHTO M145 and complying with Table 2.5.2.1, and shall be used when available, except for rock fill embankments. If material of this character is not available, then material from A-2-6, A-2-7, A-4. A-5, groups IAASHTO M1451 may be used provided it complies with the requirements of Table 2.5.2.1; however, special attention shall be given to its suitability for the particular construction

Requl111menb 1 2 3 4

·s 6

7

Maximum dry density not less than 1.7 IAASHTO T-180 Method 0 } Organic matter not more t han 6% IAASHTO T267)

6 Where embankments are to be constructed using material classified as A3 {AASHTO M 1451 or other material subject to side slope erosion or requiring confinement for stabilization purposes, the embankment plating or confining layer shall be constructed using AASHTO M 145 Class A-1-a, A-1-b, or A-2-4 materials or as otherwise approved. 7 The material used in rockfill embankments shall consist predominantly of rock fragments of such size that the material can be placed in layers of the thickness prescribed conforming to the requirements stated in Table 2.5.2.2. The size distribution of rockfill shall be determined according to CIRIA Special Publication 83: Manuat on the use of Rock in Coastal and Shoreline Engineering Appendix 2. Requl~

-

1

Gypsum content not more than 5%. No use of A-6, A-7 soil (AASHTO M-145)

also be used in these conditions, except for the top 600mm of the embankment.

2

'

Maximum size not more than 1/2 of the layer thickness

2 The 200 mm depth of embankment sub-grade layer immediately below the bottom of sub base shall consist of selected sub-grade materiel having a 4-day soaked C.B.R. of at least 25% when tested in accordance with AASHTO T193 and when compacted at 100% Modified Proctor Density in accordance with AASHTO T-1800, with a gradation and P.l. as specified under Sub-section 2.6 'Sub-grade Construction'. 3 The 600 mm depth of embankment immediately below the sub-grade layer shall consist of suitable material having a 4-day soaked C.B.R of at least 15% when compacted to 95% maximum dry density in accordance with AASHTO T-1800 and tested in accordance with AASHTO T·193 with a P. l. not more than 15%. If rockfill is used for the bottom 400 mm depth then these requirements shall apply to the top 200 mm depth below the sub-grade layer.

particle

3

size _...... 1/2

loose ll1yer

-

Passing 0.42mm ISii!Ve 1 40) ........ 25% maximum -

Plasticity Index (P.I.IIess than 20% 4-day soaked C.B.R. should not be less than 8% IAASHTO T-193) when compacted at 100% maximum dry density in accordance with AASHTO T-180 Method D. Table 2.5.2.1: Soil Suitable for Embankment

Maximum thickneSs

-

Uniformity coefficient, Cu...... .5 mln!mum. w hera c.= D.,IO,D Da =the Particle sl!e at which 60% passes D10 =the Particle size at which 10% passes Table 2.5.2.2: Rock Suitable for Embankment

-

8 Rockfill material shall be obtained from quarries and shan be sound, dense, hard and durab!e rock capable of being spread and compacted as specified. lndividuaol pieces ere to be clean and angular. It shall be the Contractor's responsibility to excavate material from rock cuts, whether by blasting or other means, so that aU excavated materials are of suitable size.

9 When suitable materials of widely divergent characteristics are drawn from different sources, such materials may, if approved, be mixed to meet the embankment requirements. Rock and other materials shall be incorporated In such manner as to avoid segregation and an eccumulation of boulders, etc., at the toe of embankment slopes. 10 Logs, trees. stumps, weeds, heavy grass, vegetable matter or other undesirable and non compatible materials shall not be pl aced in embankmel"'ts. 11 Rocks larger than 100 mm in any dimension shall not be used as fi fl material In arees where piling works are to be carried out.

4 Rockfill shall not be used in the top 200 mm of the embankment below the sub-grade. If found necessary and if approved by the Engineer, weter may be added es required to achieve maximum compaction.

2.5.3


2.5.3.1

General

5 In ereas subject to flooding and prolonged inundation of the embanll:ment, such as at bridge and culvert sites, the material used in embankment shatl conform to AASHTO M 145, Class A-1-a, A-1-b, A·2-4. RockfiU can

Prior to placing embomkment material on any area. the ground shall have been cleared and grubbed as specified In Sub-section 2.1 -'Clearing and Grubbing', and the foundation prepared as specified herein.

2-8

Sultllt>bt" of Omnn. Stond.rd S~llcotiont for Road & Btidi!O CotJMruCiion 2010

Earthworks)

2 Equipment used for foundation preparation and for placing, spreading and compacting embankment materials shall be of approved types and furnished in sufficient numbers for the purposes intended. Provision and use of such equipment shall conform with Section 19 'Plant and Equipment' 3 Draglines shall not be used to construct embankment unless approval Is given and only when special procedures are adopted to keep the layers uniform and the embankment properly graded and well·drained at all times. 4 Surfaces of embankment layers shall be kept properly shaped and drained at all times. The Contractor shall utilize a sufficient number of motor graders or tractors to level and maintain the surface of each layer of embankment during all placing and compacting operations. 5 Whenever feasible, trucks, scrapers, tractors, loaders and other heavy hauling equipment shall be routed over the embankment in such a manner as will contribute effectively to compaction of the fill material. 6 Where an embankment is to be constructed over an area previously occupied by a building basement, cellar, irrigation canal, well, any previous excavation, or adjacent to structures, and where the proper use of normal is not practicable, the compaction equipment embankment shall be constructed and compacted in accordance with the backfilling requirements of Sub· section 2.7 - 'Excavation and Backfilling for Structures' until the use of normal compaction equipment is practicable. Layers shall not exceed 200 mm thickness (before compaction) and shall be compacted to the degree of compaction specified for the embankment. The embankment construction under this item shall be measured and paid under the requirements of Clause 2. 7 .4.8:' • Unclassified Structural Excavation' 7 Each embankment layer shall be tested and approved prior to placing the following layer in accordance with Clause 2.5.4 'Testing'. 8 The Engineer may at any time order suspension of delivery of materials to the embankment sites until previously delivered materials have been properly placed and preceding layers are leveled and uniformly compacted to the specified density. 9 Unacceptable material placed in any embankment shall be removed and disposed of by the Contractor at his own expense, immediately after receiving the Engineer's instructions in this regard. Any expected delay with the removal of such material shall be coordinated and agreed with the Engineer. 10 The Contractor shall be responsible for the stability of all embankments and shall replace all embankment sections which, in the opinion of the Engineer, have been damaged or displaced due to carelessness or neglect on the part of the Contractor, or due to normally occurring natural causes, such as storms, and not attributable to the unavoidable movement of the natural ground upon which the embankment is constructed.

11 All embankment side slopes shall be neatly finished true to the lines and not steeper than the slope angles as shown on the Drawings. The bottom (toe) of side slopes shall be graded to a well rounded, smooth profile to blend in with the adjacent terrain. 12 Where directed by the Engineer, the side slopes of rockfill embankments shall be thoroughly blanketed with A· 1, A-2-4 materia I, and compacted to the satisfaction of the Engineer 13 The Engineer may permit the Contractor to utilize suitable surplus material at his own expense to widen embankments or flatten slopes, etc within the right-of-way. Surplus material used in such manner shall be compacted to 90 per cent of maximum density. When widening embankments, the Contractor shall bear the cost of modifying the culverts and any protection work necessary.

14

Rockfill shall not be used within 5m of a structural element {next to bridge abutments footings, etc). In some specific cases, rock fragments not exceeding 75mm particle size may be used next to structural elements, but only after obtaining the Engineer's approval on the location and extent of the work.

15 Rockfill shall not be used within 600 mm of top and bottom of box and pipe culverts. Subgrade material shall be used in these areas up to width excavated for structures. 16 Potable or sea water can be used for all embankment construction works, except that only potable water shall be used for compaction of fill material within 1m from all surfaces of structures. 2.5.3.2

Trial Embankments Sections

If shown on the Drawings, or if required by the Engineer, a trial embankment shall be constructed. The trial section shall be at least 2 lanes wide by 100 m long at approved locations at or adjacent to the Site. Compaction and other equipment used shall be as specified in Section 19 'Plant and Equipment'. 2 The initial sections of rock embankment shall serve as the trial sections for rock fill, in order to establish the optimum degrees of consolidation for the different layer thickness. This shall be obtained by compaction trials correlating number of passes of the roller with settlement of the layer, or by different approved methods. The maximum permitted layer thickness shall be related to the unit weight of the vibratory roller and for compaction, as given in Table 2.5 3.1 and shall not exceed 800 mm loose thickness.

~~

Mlnj•trv of Transport & Communlcntions

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Maximum

of

bver

Minimum~ Mea*

n.- Thlclcneul

IIC;hn Wldthl

I

•

~mm

2300-2900

500mm

2900-3600

600mm 700mm 800mm

3600 - 4300 4300-5000 ,. 6000

I I

For multip!e rollers, this shall be assumed as the high axle load.

Table 2.5.3.1 : Maximum Layer Thickness/Minimum Roller Mass Requirements 2.5.3.3

Foundation Preparation

If the original surface upon which embankment is to 1 be placed is an existing pavement, the surface shell be ploughed, scarified, or otherwise broken up regardless of the height of the embankment to be placed thereon. 2 Clearing and grubbing, and removal of tree stumps, shell be undertaken. The degree of compaction for the area to be cleared shall then be determined. The top 150 mm of the surface on which the embankment is to be placed shell be scarified, brought to a uniform moisture content within the specified range, and compacted to the density speci fied for the embankment. Hard and smcoth surfaces are to be roughened before filling is pieced. 3 Where embankment is to be placed over t opsoil containing unsuitable organic material which does not meet the requirements of Table 2.5.2.1, the ground shall be stripped off to a depth of 200mm and the cleared surface shall be scarified to a mi nimum depth of 200mm or as directed by the Engineer, brought to a uniform moisture content within the specified range, and compacted to the density specified for the embankment. 4 Where embankment is to be placed and compar;ted on hillsides or where new embankment is to be compacted egeinst exist ing embankments or where embankment is built part width at a time, the slopes steeper than 3:1 (H:V) when measured at right angles to the road centerline shell be continuously benched as the embankment rs brought up in layers. Benching shall be of sufficient width to permit operation of spreading end compaction equipment, and in any case not less than 2 m wide except where insufficient width is available between existi ng and new embankments. Each horizontal cut shan begin at the Intersection of the original ground and the vertical sides of the previous cuts. The vertical face of each bench shall not be less than 1 m in height and not exceed 2 m. Approved benching shall be measured as unclassified excavatl on.

5

Where embankment is to be placed and compacted on wadi slopes, the entire slope area shall be graded and trimmed to remove any vertical faces and overhangs. The final graded slope shell not be steeper than 1.5H:1V. The slope shall then be continuously benched as the embankment Is brought up In layers, a ll as described above for embankment on hillsides.

2·10

6 Rockfill shall not be placed on any slopes steeper than 1:1. All slopes steeper than 1:1 shall therefore be re· graded to a slope of 1:1 or milder and all vertical faces end overhangs removed. 2.5.3.4

Embankment Construction

1 Roadway embankment consisting of soil or granular materiel shell be placed in horizontal layers not exceeding 200 mm compacted thickness, compacted as specified and approved prior to placing the next layer. The thickness of the first laver over areas of Class A·3 dune sand may exceed 250 mm in order to bridge these areas. Approximately uniform thickness of each layer shall be achieved prior to compaction. As the compaction of each layer progresses, continuous leveling and working of the material shall be carried out to ensure uniform density. The correct moisture content shall be maintained at all t imes. 2 Where embankments are to be constructed to a height in excess of 1.5 m above top of original ground level, the Engineer may approve layers up to 250 mm compacted thickness if these layers are located at depths greater than 1.5m from the final elevation of embankment and if the Contractor's equipment and the nature of the material result in the required density throughout the layer thickness. 3 When the moisture content of the embankment material does not fall w ithin the required moisture range, (optimum moisture :1: 2%1 water shall be added and thoroughly mixed into the soil by approved methods or the material shall be aerated, whichever is necessary to adjust the material to the required moisture content. 4 When water is added to embankment material, the amount added shall be suffteient to provide a moisture content within the required range plus a reasonable additional amount to compensate for evaporation and other unavoidable losses. Water added in excess of th is amount shall be removed by aeration or other approved means at the Contractor's expense. Satisfactory methods and suffiCient equipment shall be used for the furnishing end hand ing of the water in a manner that w iN minimize loss due to evaporation or waste.

5 Embankments that consist of rock-soil materiel w ith sufficient soil to make rolling feasi ble shall be placed and compacted in an approved manner end to the required degree of compaction. Water shall be added as end when dltected to assist in the compaction of such materials. 6 In the case of embankments which are to be formed of approved rock·soil material containing an appreciable quantity of rock fragments (normally not exceeding 30% greater than 80mm) and which cannot be placed in layers of the thickness prescribed without crushing, pulverizing, or otherwise breaking down the fragments, the embankment may be constructed in layers not exceeding in thickness twice the average size of the largest rock fregments and in any case not exceeding 600 mm lbefore compaction).

Sultanbto of Orr>rtn, St•n~>rd Spedfi~•Uonf for A~•d & Brkl~ Con;~ ruction 2il D

Earthworks)

7 Rockfill materials shall be placed in such a manner that the larger rocks are well distributed and the voids are filled to the maximum practical extent by smaller particles of rocks, gravel or approved granular materials. Each I ayer shall be bladed into a neat and homogeneous mass pr' or to compaction. Any rocks found protruding from the leveled surface shall be removed end replaced by smaller particles. Initial breakdown compaction shall be performed with heavy bulldozers. The top level of each layer must be surveyed before and after compaction and approved by the Engineer before the nelCI layer is placed. Oversize rock pieces {i e. exceeding the maximum particle size defined in Table 2.5.2.2 by not more than 10%) may be used in high rockfill embankments to a level 3 meters below sub.grade.

2.5.4

Testing

2.5.4.1

General

For verification of material, moisture content, compaction, thickness and other properties of the materials or workmanship the Engineer shall at all times have access to all parts of the Works and Site. AU sampling and testing of material and work shall be carried out as specified to the satisfaction the Engineer. 2 Materials shall be tested in accordance with BS 930, AASHTO T96, AASHTO T204, AASHTO T205, AASHTO T104, AASHTO T176, BS 1377. AASHTO M145, ASTM 01556 and other applicable and relevant standards. 3 The Engineer shall test the compacti on of embankment materials in accordance with the Specification to ensure that adequate compaction or consolidation has been achieved. All such tests shall be fully documented by the Contractor, in an approved manner. In the case of cohesionless, free draining rock·soil 4 materials, where maximum density tests fail to produce a well defined moisture/density relationship, the relative density test shall be used. Alternatively an electronic compaction meter or any other approved test equipment shall be provided by the Contractor and used to determina the degree of compaction achieved. 5 To determine the degree of compaction for embankment consisting of rock fill, average differential settlement values shall also be determined from surveys of an adequate number of grid point elevations as directed by the Engineer at the commencement of, during and after embankment construction. (Refer to Item 6 of Paragraph 2.5.4.3 below). 6 For rockfill embankments. the modulus of soil reaction shall be determined by the plate bearing test; using the method given in AASHTO T222.

2.5.4.2

Standards of Compaction for Soil and Granular Materials

The following compaction standards shall apply to embankment materials other than predominantly rock

materials. The 'maximum density' of soil type materials shall be the modified maximum density determined in accordance with AASHTO T 180 (Method 0). The 'relative dens·ty• shall be the relative density determined in accordance with ASTM 0 4254, which identifies the state of compactness of the material with respect to its loosest and densest state. The relative density shall be the standard to which the field density is referred for comparison in the case or cohesionless, free draining granular materlals.

2 Soil type materials shall be compacted to at least 90% modified maximum density for the full depth of embankment; except for the 600 mm of embankment material immediately below the sub·grade layer that shall be compacted to at least 95% modified maximum density. Moisture content shall be within plus or minus 2% of optimum at the time of compaction. 3 Cohesionless, free draining granular materials (of 75 mm maxi mum size, with not more than 15% passing 0.075 mm (No. 200) sieve and a plasticity index (PI) not exceeding 20%1 shall be compacted to at least 70% of relative density for the full depth of embankment. The 600 mm depth of such material immediately below the sub· grade layer shall be compacted to at least 75% of relative density. 4 Minimum soil tests required during the construction of sub-grade andfor embankment ere: One sample for CBR, classification (AASHTO M145), and laboratory (Moisture • density) or relative density compaction from each source prior t o use. Each sample shall represent not more than 5,000 cubic meters. One sample for classification representing not more than 3,000 cubic meters of the material in use. For every completed layer, one fie' d density shall be determined for each 1500 square meters or 100 linear meters, whichever is less Testing shall be in accordance with ASTM D 1556 or ASTM 0 2167 orBS 1377 Part 9.

2.5.4.3

Degree of Compaction for Rock Fill Materials

To ensure proper compaction of rockfill embankments, the Contractor shall conduct compaction tests such as the plate load bearing test or other approved equivalent tests using equipment and materials available in order to determine the best compact' on control criteria. 2 A rockfill test section shall be placed on a firm surface approved by the Engineer, end the material and 1ayer thickness shall conform to the requirements of these specifications. 3 The test section shall be of sufficient dimensions to permit the establishment of at least twenty leveling points on a 5 meter {5m) square grid, and no fewer than 3 points on any one line and no point less than three meters from the edge of the layer. The arrangement of the leveling points shall be approved by the Engineer.

2· 11

"V~

Mlniurv of Trnnapart & Communicntlana DGRLT

_./"'-..~<:earthworks

4 Compaction shall then commence with a m inimum of three passes of a v ibratory roller, as shown In Table 2.5.3.1. Leveling points shall then established, short lengths of pa'nted steel bars hammered flush with the surface of the rockfill are suitable for this purpose. A level reading shall be taken at each leveling point on top of a moveable 300 mm square flat steel plate with a hole drilled in the center of the plata to enable a visual check to be made that the plate is located centrally over the bar.

5 Further readings shall be taken at the leveling points after two additional passes with the roller. If the average settlement is less than half of one per cent (0.5%) of the average compacted layer thickness, or as determined by t he Engineer, the rockfill compaction test is deemed comp'lete. 6 If the average settlement is more than half of one percent (0.5%). two additional passes of the roller are required and the leveling procedure shall be repeated. If the average settlement is then less than half of one percent (0.5%1. of the average compacted layer thickness the test is deemed complete. If not, this step shall be repeated. 7 The total number of passes of the rolling equipment necessary to obtain the required result will establish the minimum number of passes to be used on the rock embankments. However, in no case shall the number of passes be less than five (5). This verification Pf'Ocedure shaDI be conducted for 8 each change of material and at least once each week during the initial stages of construction until a reliable rolling pattern is established. The frequency vermcation procedure can than be reduced as approved by the Engineer. 9 Documentation of the rockfill compaction tests shall be maintained by the Contractor in the project records and shall be copied to the Engineer. 2.5.4.4


No separate Items are included in the Bill of Quantities for embankments. The cost is deemed to be included in the items for excavation and borrow excavat ion stated in Sub-sections 2.3 and 2.4..

2•12

3 Surplus materials utilized at the Contractor's option within the ROW but, beyond the cross sections shown on the Drewings. are not measured as part of the embenkment. 4 Benching described under Item 4 of Paragraph 2.5.3.3 is meesured as Unclassified Excavetion, under Clause 2.3.4. 5 No adjustments or allowances are made in respect of expansion or shrinkage of earthwork volumes which may occur during excavation and compaction.• 6 Embankment foundation treatment such as stripping, scarifying and re-compaction of topsoil containing unsuitable organic material, as detailed in Item 3 of Paragraph 2.5.3 3 is not measured but shall be considered as subsidiary work the costs of which are deemed to be included in the rates for excavation and borrow elC cavation in Sub-sections 2.3 and 2.4 7 Scarifying old pavement beds. construction of the trial embankment section if it is outside the pavement, foundation, preparation. testing, including furnishing and using an approved type electronic compaction meter and grid pattern consolidation surveys, 1nd all other ancillery embankment work are not measured, but shall be considered as subsidiary work the costs of which are deemed t o be included in the rates for excavation and borrow excavetion in Sub-sections 2.3 and 2.4

2.5.6

Basis of Payment

No separate payment will be made for any work in this Sub-section 2.5. The cost of al l work for embankments is deemed to be included under Sub-sections2.3 and 2.4.

Monitoring Settlement of Rockfill

On completion of the embankment, the Contractor shall carry out Pf'IICisa leveling of the crest of the embankment. This shall consist of leveling transverse sections {a minimum of five points) at a maximum spacing of 30 m along the embankment. These shall be referenced to 11 stable approved datum. Leveling shall be carried out at suitable time Intervals until the average rate of settlement over a period of one month does not exceed 0.1 mm par day. No permanent pavement construction will be permitted until the specified criteria are achieved. Adequete t ime sha~l be allowed in the construction program for the settlement survey.

2.5.5

2 The volume of embankment displaced by pipe culverts, box culverts and associated end walls shell be deducted from the measured volume of embankment. No deduction shall be made for pipes less than 500 mm in diameter and associated end walls.

2.5.7


No items are included in the BiU of Quantities. AU items under Sub-section 2.5 are subsidiary to other items.

2.6

Sub-grade Construction

2.6.1

Description

This Subsection describes construction of the sub· grade layer and preparing the sub-grade surface ready to receive the pavement structure including shoulders, ali as shown on the Drawings. 2 The sub·grade layer is the 200 mm minimum depth of selected mat erial immediately below the sub-grade surface. or as defined in the Drawings or d lrected by the Engineer. 3 Wherever shallow ground water ls expected under the roadway and wherever damage to the pavement layers is potential due to water impact. a suiteble subsurfece drainage blanket shall be Installed under the

SultnliorJ SPICf.coUon' lor Road !o 9rid~ Con•lructl0!12010

Earthworks)

sub-grade of the roadway. Drainage blanket is a course of washed granular material placed to cut off upward capillary flow of pore water under paved areas, where and as shown on the Drawings.

2.6.2

i.

Materials

Sub-grade material shall consist of suitable materials of Classes A-1, A-2-4 or A·2·5 having a 4-day soaked CBR of not less than 25% when tested in accordance with AASHTO T 193 when compacted at 100% of modified proctor AASHTO (T-180·0) and having a maximum P.l. of 12% and Gypsum Content not exceeding 3%. The Maximum Dry Density of Sub-grade material shall be equal or greater than 1.9 t/cu.m. Sub-grade gradation she II be reasonably smooth without gap grading. All material shall pass 75 mm sieve. The percent of material passing the 0.075 mm (No. 2001 sieve shall not exceed 18% and shall not be less then 5%. Where directed by the Engineer, the Contractor shall screen the sub-grade material at his own expense. The top 200mm sub-grade material shall not contain more than 0.2% total Sulphate content and 0.05% total Chloride content. 2 If e drainage blanket is shown on the Drawings to be Installed directly underneath the sub-grade, the sub-grade material shall respect the filter criteria specified under Item 5 of this Clause 2.6.2. 3 Aggregate material for use in drainage blanket shall be rapid draining crushed stone, or crushed or uncrushed gravel conforming to the properties stated in Table 2.6.2.1 below: p~

Range

Permul:iility in m/day - ASTM 02434 Effective PorositY % F.ractured Faces- (COE Method) . Cu 100010101 .. LA. Abrasion - AASHTO T96 California Bearing Ratio (CBRlAASHT0Tt93

300. 1500 0.25 Min. 75% >3.5 <40 >30%

Table 2.6.2.1 : Properties of Rapid Draining Materials for use In Drainage Blanket 4 The gradation of the rapid draining material for use in drainage blanket shall be as provided In Table 2.6.2.2 below: SfW!~~n

ParoentPa~

(mm) I"'

38.0 (1-112 in.) 25.0 (1 in.)

.

-

100 70-100

19.0 (314 in.)

55-100

12.5 (112 in.)

. 40-BO

.9;5 (318 in,)

·- -· 4175 (No._4)

5 The layer directly underneath the drainage blanket and the one directly above it shall satisfy the following filter criteria:

.

-

30-65 10-50

2.4(No. 81

0-25

1.2 (No. 161

0-5

-

Table 2.6.2.2: Gradation of Rapid Draining Materials for use in Drainage Blanket

ii.

iii.

iv.

The 15% size of filter (01 5 Filter] shall not be greater than 4 times the 85% size of the surrounding material (085 Surrounding material): 015 Filter< 4 085 Surrounding material. The 15% size of filter (D15 Filter) shall not be less than 4 times the 15% size of the surrounding material (015 Surrounding material I: D15 Filter> 4 015 Surrounding material. The 50% size of filter (050 Filter) shall not exceed 25 times the 50% size of the surrounding material (050 Surrounding material I: D50 Filter< 25 050 Surrounding material. The plasticity Index of the portion of all filter materials passing sieve # 40 shall not exceed 6%. The filter materials shall not contain more than 5% material passing through sieve # 200.

2.6.3


2.6.3.1

Sub-grade in Cut

Where tha sub-grade is located in rock, the sub-grade, unless shown otherwise on the Drawings, shall be undercut to a depth of 200 mm by drilling or blasting as directed. No rock shall project more than 50 mm above the undercut surface elevation. The sub-grade layer shall then be constructed using approved sub-grade material. 2 Where the sub-grade is on in-situ soil which is of a quality and CBR value at least equal to those specified for sub-grade, the 200 mm depth of such material immediately below top of sub-grade shall be scarified and all roots, sod, vegetable and other undesirable matter and stones larger than 75 mm in any dimension shall be removed. The material shall then be brought to uniform moisture content within the specified range and compacted to 100% AASHTO T 180 (Method OJ maximum density. 3 Where the sub--grade is on in-situ soil which is unsuitable for retention as the sub-grade layer, such material immediately below tha top of sub-grade layer shall be sub-excavated to a depth of 200 mm, hauled away and disposed of unless approved for use as embankment fill. The sub-grade I eyer shall then be constructed using approved sub-grade material, as specified for sub-grade in embankment. If the material below sub-grade does not consist of suitable materials satisfying the requirements of top 600mm embankment, it shall ba excavated for further 200mm and replaced by suitable material to satisfy the requirements of the top 600mm of the embankment.

2-13

~~

Mlni•trv of Transport & Communlcotlorta OGRLT

/"'--..~<:Earthworks

4 The underlying natural material shall be scarified, leveled and rolled. The surface of the natural soil shall be a pproved by the Engineer before placement of suitable material.

ii.

2.6.3.6 2.6.3.2

Sub-grade in Embankment

Surface Tolerances

A ll finished levels, lines and grades shall be in accordanee with the details shown on the Drawings. Each cross section shall be checked at maximum intervals of 20 m, at each change in cross slope and elsewhere as directed. 2 The tolerances on levels o f finished sub-grade, top of embankment under the sub-grade layer and subexcavated {undercut) surface shall be as given in Table 2.6 3.1 . s~

Tolerances

Finished Sub·grade Soli

+10 or-30 mm

Rock (if approved)

+50 or -50 mm

To p of Embankment or Sub· excavated Surf!!~ §_oil_ __

+10 or-30mm

Table 2.6,3.1: Tolerances on Elevations of Finished Subgrade

If i nstructed by the Engineer, when the finished sub· 3 g rade surface is tested with a 4 m long straightedge placed parallel to, or at right angles to the centerline, the maximum depression of the surface from the straight edge shall be 30 mm. 2.6.3.4

Drainage Blanket

Wherever and as shown on the drawings, place drainage blanket under roadway pavements on prepared sub-grade as follows: i. Compact drainage blanket to required cross sections and thickness to not Jess than 95 percent of maxi mum dry density according to ASTM 01557,

2·14

Where the road sub·grade passes over sabkha are3s or gypsum·rich soils with a high water table the Contractor shall take the special precautions mentioned below if the sabkha or the gypsum -rich soils are encountered within the top 1m below the sub-grade level. 2 These precautions sha ~ include but shall not be limited to the construction of suitable temporary haul roads for all construction plant operating in the area. Such haul roads shall be constructed, at the Contractor's expense. using rock fill and geotextiles as necessary to ensure a safe stable surface, If directed by the Engineer the Contractor shall 3 construct sub-grade and embankment (where applicable) over sabkha areas or gypsum-r ich soils with a surcharge of excess material that shall remain in place t ill all appreciable settlement has stopped. The Contractor shall provide a means of monitoring the settlement. The Engineer shall decide when appreciable settlement has stopped. 4 Unless a specific treatment for using geotextiles, geogrids or geosynthetics is described elsewhere in the contract, work over sabkha or gypsum-rich soils shall consist of initially stabilizing the existing weak soil by laying and rolling rock fill layer type l according to Table 2.6.3.2 below. This operation should be continued by adding and rolling type 1 rock fill layer with steel vibratory roller till the layer is completely stabUised. 5 A layer of geotextile fabric shall be laid over the compacted type 1 pervious material. A layer of 50mm pervious backfill type 2 according to Table 2.6.3-2 shall be laid over the stabilised layer to protect the geotextile fabric. ~

US at.nd..-cl Sieve Size

Maintenance of Finished Sub-grade

The finished and approved sub-grade shall be continuousey m aintained i n a smooth, well compacted and properly drained condit ion unti l the sub-base (or base) course is constructed. Reapprov
Preparation of Sub-grade Construction on Sabkha and Gypsum Rich Soils

The 200 mm minimum dopth of embankment immediately below top of sub-grade shaJJ consist of selected, approved sub-grade material. The material shall be spread in one layer over the full width of the top of embankment, brought to a unifQ(m moisture content within the specified range and compacted to 100% AASHTO T 180 {Method OJ ma)(imum density.

2.6.3.3

Place drainage blanket in layers not exceeding 150mm compacted thi ckness each. with no layer less tha n 75 mm thick when compacted.

: [

-'-

&Inch 5inch 4inch 21nch 11/Zlnch 314 inch 112 inch · 318 inch No.4 No,S No. 16 No. 200

_]p1 100 85 · 100 75 - 90 45 - 65 35 - 55 20 · 35 10 · 2i 5 - 20

JYp,_2

-

100 95 · 100 70 ·100 0. 55 0 · 10

.

-

. . -

. . . .

-

.

0· 3 Table 2.6.3.2: Definition ofType 1 and Type 2 Rockfill Materials for Sabkha Treatment

Sutt:mata of Omnn, Strn:l>td S;>e
*

Cot\$lJUCioat

Earthworks)

6 A layer of 200mm thick capillary break rock fi II type 1 shall be laid over type 2 pervious backfill to receive the required road layers after the above operation.

2.6.3.7

Preparation of Subgrade Construction on top of Dune Sand

Dune sand roadbed shall be compacted only after being confined by special means and methods that shall be approved by the Engineer. These methods may include the construction of an edge dyke of various materials on both sides of the road to provide the necessary confinement. 2 Dune sand material will be allowed to receive dry compaction only if the material is tested and proven to be A-3 type and only in case where the Proctor test showed a maximum dry density at 0 % moisture. Otherwise, the material shall be brought to uniform moisture content within the specified range and shall be compacted to 100% AASHTO T 180 (Method Dl maKimum density.

2.6.4

2.6.5

The amount of completed and accepted work, measured as provided for above, will be paid for at the unit rates for the relevant items in the Bill of Quantities , which rate shall be full compensation for supplying materials, transporting, hauling and placing. for labor, equipment, tools and other items necessary for the proper completion of the work.

2.6.6 i. ii. iii.

iv.

Sub-grade preparation in cut is be measured by sq.m. 2 of top width of sub-grade layer computed from cross sections shown on the Drawings. The rate shall include for all eKcavation below top of sub·grade, scarifying removing undesirable matter and compacting of replaced matter where necessary. 3 Drainage blanket shall be measured by cubic meters of aggregate materials, furnished, screened, washed, placed, spread, compacted, completed and accepted. Measurement shall be of volumes computed from the cross sections shown on the Drawings and of the field measurements of area and compacted depth of each trial section. No allowance shall be made in the measurement for overdepth and/or overwidth construction, regardless of the Engineer's permission for it to remain in place. 4 Sub-grade construction on sabkha or gypsum-rich soils shall be measured by sq.m. of top width of sub-grade layer computed from the cross sections shown on the Drawings The rates shall include for all e~
Items in the Bill of Quantities Sub-grade preparation in cut (sq.m.) Drainage blanket (cu.m.l Preparation of sub-grade construction on sabkha or gypsum-rich soils (sq m .l Preparation of sub-grade construction on top of dune sand (sq.m.)

2.7

Excavation and Backfilling for Structures

2.7.1

Description


Sub-grade layer in embankment is not measured separately but is included as part of the computation for the volume of embankment.

Basis of Payment

This Sub-section describes eKcavation in any material for buildings and pump houses; bridges. culverts, pipe culverts, under-drains; drainage and utility structures; flood areas cut·olf·walls; retaining walls of all types; and for other major and minor structures; including all necessary clearing and grubbing; bailing; drainage; pumping; dewatering; sheeting; temporary shoring and cribbing; construction of temporary cofferdams or cribs; backfilling with suitable approved material to the level of original ground or to the top level of any adjacent embankment; and disposal of all surplus or unsuitable excavated material, all as shown on the Drawings, or as directed by the Engineer. 2 The work also includes removal of those portions of existing structures below ground which would in any way obstruct or interfere with construction of new structures.

3 The Contractor will be deemed to have satisfied himself, at the time of tendering, as to the type and nature of soils and rock that will be encountered in structural excavations.

2.7.2

Excavation

2.7.2.1

General

The Contractor shall notify the Engineer a sufficient time in advance of the beginning of any excavation for structures so that the Engineer may, where necessary, survey and record the cross sectional or longitudinal elevations and measurements of the existing ground and existing structures affected by the proposed structure. Any materials removed or excavated before these measurements have been taken and approved by the Engineer will not be paid for.

2·1!5

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Mlni•trv of Trnnaport & CommunicnUon•

DGRLT

~~<::Earthworks

2 The Contractor shall be responsible for the safety of all foundation and trench excavations whether supported or not. Approval of the Contractor's support system or omission of a support system for any excavations will not absolve the Contractor from his sole responsibility in this regard. 3 The Contractor shall take all necessary precautions, including shoring or other means, to protect employees and others in the excavation and on the ground above. 4 The sjdes of all foundation pits and trenches shallower than 1.5m shall be vertical and adequately supported unless otherwise shown on the Drawings. Sides more than 1.5 m in depth shall be sloped at a stable slope or supported in an approved manner unless the material through which the p"t or trench is cut is deemed to be sufficiently self-supporting and not requlrlng support. 5 Pits and trenches shall be kept free from water until footing concrete has been placed or pipes have been The Contractor shall minimize, as far as installed. practicable, the length of t ime excavated areas are open. The Contractor shall be responsible for repair of damage due to weather, equipment, and other causes during periods when the excavations are left open. 6 The Contractor shall plan the Works so that no excavation is left in an exposed condition for a period greater than 30 days unless otherwise approved. 7 Where excavation is adjacent to public highways and walkways, warning lights, barriers and barricades shall be provided to t he Engineer's satisfaction. No excavation shall be left in an exposed condition for more than 7 days unless otherwise approvecl 8 For excavation in material sensitive to moisture {stiff clays, marls, etc.) the excavation shall be cleaned end a concrete blinding layer cast immediatelY on completion of the excavation. 9 The Contractor shall notify the Engineer of any sign of failure or cracks within or around the excavation i mmediately when such signs are noticed. 2.7.2.2

Temporary Support System

When a temporary support system is required to pr«ect adjacent property or to protect the public during construction, the Contractor's design for suc:h support system shall be submitted for approval prior to commencing its construction. 2 All temporary support systems shall be designed with adequate factors of safety to serve with minimal maintenance, for the duration of its intended use, and shall include adequate safety provisions to protect the public from construction activities. 3 Notwithstanding any approval of temporary support systems, t he Contractor shall be solely responsible for the adequacy of their design and construction and for maintenance and all necessary safety precautions assoc::iated therewith.

2·16

2.7.2.3

Excavation for Major Structures and Bridges

Foundations for buildings, pump houses and other major structures and bridges, shall be excavated In accordance with the dimensions as shown on the Drawings and shall be of sufficient size to permit placing of the full w:dth and lengths of the footings. 2 Excavation shall be carried down to the levels shown on the Drawings or as established by the Engineer based on previous investigations No concrete shall be placed prior to approval ofthe excavation pit. 3 Unless shown otherwise on the Drawings, the bottom of all excavations shall be covered with a 75mm minimum depth of lean {blinding) concrete Class 15 to serve as a working platform. 4 Foundation pits or trenches shall be of sufficient sile and provide minimum sufficient working space to permit construction of structures or structure footings of the full width and length shown on the Drawings. 5 Where footings are constructed using formwork, the el
Excavation for Box Culverts, Pipe Culverts and Miscellaneous Structures

Excavation shalt be carried out to the limits required for construction and to the depth required for bedding material or removal of unsuitable material. All trerdl

S\lftanftlo gf Omnn, SLmd:lrd SpeaficoLonolor Ro•d !k Brld110 Cormruotlon 20!0

Earthworks)

excavation shall proceed upgrade, commencing at the downstream end. 2 Foundation material supporting the bedding or structure shall be AASHTO M 145 Class A·l·a, A·1·b or A· 2-4 compacted to 95% AASHTO T 180 maximum density. If the natural material does not meet the classification requirements, it shall be sub-excavated to a depth of at least 200mm and replaced with material meeting the specified requirements. Any rock or hard material within 200 mm of the bottom of the pipes shall be similarly sub· excavated and replaced with material meeting the specified requirements. If no special bedding material is required, the 3 foundation for precast and prefabricated culverts shall be formed to the shape of the culvert, including all protrusions. The shaping shall extend to 25% of the height of culvert. 4 Where rock is encountered in the toe wall excavation for concrete box culverts or concrete cut-off-walls for floodway, embankment protection and pipe culverts and the rock is of such quality as will prevent erosion, part of the toe wall may be eliminated in the rock strata as directed and the toe wall shall be keyed Into the rock strata in a satisfactory manner. The minimum thickness of the key shall be as shown on Drawings or as instructed by the Engineer. 5 Precast concrete pi pes and metal pipes shall be Installed in trenches cut into previously constructed and compacted embankment or from top of sub-grade. Unless otherwise shown on the Drawings, trench width shall not be greater than the external diameter of the pipe plus 500 mm on each side. 6 In the case of metal pipes, the bottom of the trench shall be shaped to a template so that at least 10% of the overall height of pipe or arch will be in contact with the bottom of the trench as excavated. Recesses shall be excavated to receive any parts of the pipe which extend below the outside perimeter. Where rock, hardpan or other unyielding material is encountered it shall be removed below design grade or as ordered by the Engineer for a depth of at least 200 mm and backfilled as specified. 7 Trenches for cast in-situ pipes shall be cut into previously constructed and compacted embankment from top of sub-grade or embankment height or twice the nominal span of the pipe whichever is less. Trench width shall not be greater than the external diameter or span of pipe plus 500 mm on each side when external forms are used, or the external span of pipe including protection plus 100 mm on each side when external forms ere not used. 8 When excavation is required for installation of ducts, the Contractor shall notify the Engineer upon completion of the excavation. No duct shall be laid until the depth and cross section of the excavation has been approved. Over-width or over-depth excavation for precast 9 concrete pipes shall be made good at the Contractor's

expense by prov1s1on of an in situ concrete cradle or increased thickness of concrete bedding as di reeled, or by the use of other approved suitable materials. 10 Over width excavation for in situ concrete pipes shall be made good at the Contractor's expense by concrete bedding brought up to the external haunch of the pipe or by the use of other approved suitable materials. 11 Over depth excavation for metal pipes shall be made well by furnishing and backfilling an approved, fine granular material containing not more than 0.5% of combined chlorides and sulfates.

2.7.3

Backfilling

2.7.3.1

General

1 The Contractor sha II obtain approve I for his proposed meth ad and rate of pi acing of backfill before work commences. 2 Backfill materials shall be uniformly graded granular material, capable of being compacted to required compaction, and having adequate permeability to permit free drainage through it. Backfill material shall also conform to the requirements listed in Table 2.7.3.1 below:

SurfKe

R.qu_lrement.

Minimum D1a value

--

1 mm

Maximum Plasticity Index

10 pt~r cent

~

-

-

Requirements for bridges, culverts etc. s·haii be spt~cifled in subsequent sections

as

Table 2.7.3.1: Requirements for Backfill Materials Backfill material shall not be placed against any 3 structure until approval is given. Unless otherwise shown on the Drawings structures shall be backfilled to the same requirements as specified for the adjacent embankment. Backfill shall be placed in level I ayers for the full 4 width of the excavated area until the elevation of the original ground or surrounding embankment is reached. Backfill next to walls, between columns or in other confined areas, shall be compacted by approved hand or portable equipment. Each successive layer of backfill shall contain only 5 sufficient material to ensure proper compaction and in no case shall any layer be greater than 150 mm thickness (alter compaction). The moisture content of the backfill material shall be uniform and within the moisture range designated. Backfill material shall be compacted to 95% of the maximum density as determined by AASHTO T 180 (Method Dl. 6 Jetting of fills or other hydraulic methods involving or likely to involve liquid or semi-liquid pressure will not be permitted. 7 Water shall be drained from the areas to be backfilled wherever practicable. In cases where, in the opinion of the Engineer, it is not practicable to drain the areas to be backfilled, the initial backfill material shall consist of

~~

Ml,latry of Trnnaport & CommunlcnUona DGRLT

../"'--.~<:Earthworks

crushed, open graded material ~onform ing to the gradation given in Table 2,7.3.2 below:

ASTMSJeve

..

318" No.4. No. 30 No. 200

~

Percentage Passing Size

.,

-· .

-

100

---

<85 <45 <5

Table 2.7.3.2: Requirements for Open Graded BackfillGradation Such material may be deposited below the standing water level without compaction. Above the water level normal laying and compaction will be considered. 8 Addi!Tonal water to be added during placement of backfill material to achieve required compaction shall be fresh water or brackish water approved by the Engineer. 9 Minimum tests required during backfilling operations to verify material are: One Proctor test for each structure. One gradation of materials when materials changed. One plasticity index and field density for 50"-i of the layers and for each footing and abutment as i nstructed by the Engineer.

2.7.3.2

Backfilling for Box Culverts, Pipe Culverts, Bridge and Building Foundations, Walls. Abutments and Miscellaneous Structures

Structures shall not be subject to the pressures of backfilling or to live loads until the 28-day strength of the concrete has been reached, unless a shorter period is approved in speci.t circumstances where the load is suffiCiently small as not to constitute a risk of any damage to the structure in the opinion of the Engineer. This period m ay be extended if subnormal curing condit1ons exist. 2 Backfill placed around culverts shall be deposited on both sides to approximately the same level at the same time. Special care shall be taken to prevent any wedging action against the structure and slopes bounding the excavation shall be stepped, where necessary. to prevent such wedge action occurring.

5 Unless shown otherwise on the Drawings, when special permeable backfill (sheathing) is to be placed against the back faces of retaining walls or wing walls, it shall consist of a continuous covering of approved type proprietary filter cloth protected by a continuous wall of 200mm minimum thickness precast, porous (no-fines) concrete blocks laid with dry joints. Prior to construction of the block wan, ensure that aUunderdrains or perforated pipes are laid along the base of the wall under the sheathing, as shown on the Drawings. Backfill material for culverts, pipe culverts and 6 miscellaneous structures within 300 mm of any part of the structure shall be Class A-1-a. A-1-b or A-2-4, The 200 mm mlnlmum thickness of sub-grade layer shall consist of approved sub-grade material placed and compacted to 100% maximum density as specified under Sub-section 2.6 - 'Sub-grade Construction'. The backfill shall be completed to the level of the original ground or to the top elevation of any adjacent embankment. 7 Backf~ling around and over pipe culverts shall not commence until headwalls and wingwalls have been constructed and attained the specified 28-day strength. B Water used for compaction of backfill around metal pipes and rei nforced concrete structures shall be from an approved source and shall not contain more than 0.5% combined chlorides and sulphates nor contai n other potentially harmful mi nerals. 9 When pipes or other structut es temporari'ly extend above the grade of the part ia~ ly constructed embankment, the Contractor sha ll construct the fill over the structure of sufficient depth to protect the structure from any damage resulting from construction or other traffic. 10 The Contractor shall complete the backfill around box cu'verts t o the level of the original ground line and to the full width of excavation area. If the top of culvert extends 11bove the orig·nal ground line the Contractor shall continue the backfill to the top of culvert and for a w idth of 3 m on each side of the culvert f or the full width of roadway embankment. If the embankment is in place at the time of backfilling, the Contractor shall backfill atound the culvert to the top of embankment

3 An backfill intended to support false work loads, I ncluding temporary fills shall be selected to support the required load. As a minimum, such material shall be AASHTO M 145, Class A-1-a, A-1-b or A-2-4, compacted to 90% of the maximum density as determined by AASHTO T 180 (Method 0).

1 1 Backfill around pipe culverts shall be completed to the level of original ground line and to the full width of excavation area. If t he top of the culvert extends above the original ground l ine the Contractor shall continue the backfill to the top of culvert for a width of 1.5 times the m aximum external width of the culvert on each side of the culvert centerline to the f ull width of the roadway embankment. If the embankment is in place at the time of backfilling, the Contractor shall backfill around the culvert to the top of culvert or as shown on the Drawings.

4 Backfill around bridge and building foundations, abutment walls and retai ning walls shall be completed to the level of the original ground Iine and to such heights above original ground line or to the levels as shown on the Drawings. Care shall be exercised to prevent forward movement of the wall.

12 Any existing roadway pavement cut through, damaged or removed during excavation for pipe culvert Installation shall be reinstated, after pipe installati on and ttench backfilling, using approved base and surfacing course m 01terials at least equive.lent to those in the original pavement. Materials and construction shall conform t o the

2•18

Sult•nbto of Omnn. Stoi>
Earthworks)

relevant requirements specification.

Sections

3

and

4

of

this

13 Miscellaneous structures other than pipe culverts shall be backfilled in accordance with the methods specified. Compaction of backfill when structures are outside the roadway right·of·way or in approach roads, minor roads or similar areas, shall be to 90% of maximum density as determined by AASHTO T 180 (Method D).

2.7.4


All structural excavation, of whatever type, shall be measured as 'unclassified' which shaH be deemed to include all materials encountered of any nature, including silts, clays, sand, gravel and granular materials and fractured, jointed and solid rock. 2 Structural excavation is measured by cubic meter of material excavated for the major structures hauled away and disposed of as directed, or stockpiled. Measurement of structural excavaton shall be from original ground levels or ground levels after removal of all unclassified highway excavation. Limits shall not be greater than vertical planes 500 mm from the maximum dimension, on each side of the footing or other controlling portion of the structure. Where structures are constructed against natura I ground or rock, excavation limits shall be the dimensions of the structure as shown on the Drawings. Bottom limits shall be the ordered foundation levels. Only material excavated from its original position shall be measured for payment. No measurements shall be made of structural excavation in embankments previously constructed by the Contractor. 3 Additional excavation in unstable material or other unsuitable material encountered below foundation level shall be measured as part of the unclassified structural excavation. 4 Structural Excavation under Water shall be measured by cu.m. of material excavated for the major structures, hauled away and disposed of as directed, or stockpiled on or in the vicinity of the Works, and the excavated areas backfilled, completed and accepted. 5 Unauthorized overdepth and overwidth excavation in soil and rock and the backfill material including blinding concrete required fn such cases, shall not be measured for direct payment, but shall be considered as subsidiary work the costs of which will be deemed to be included in the rates for structural excavation 6 Structural excavation in any material or under water for box culverts less than one sq. m. in external cross section, and structural excavation for pipe culverts, underdrains (subsoil drains). pits, catchbasins. manholes, inI ets, energy dissipaters, slope protection, fence posts, guardrail posts, lighting columns, sign posts, signal supports and all other minor structures, shall not be measured for direct payment, but shall be cons dered as subsidiary work the costs of which will be deemed to be included in the rates and prices for the relevant items..

7 Unless spec'fied otherwise in the special specifications, temporary cofferdams, tern po ra ry support system, bailing, dra' nage, dewatering, pumping, sheeting, concrete blind'ng layers and all other Temporary Works shall not be measured for direct payment, but shall be considered as subs' diary work the costs of which will be deemed to be included in the rates tor structural excavation. 8 Backfilling to structural excavation shall not be measured separately but is considered as subsidiary work the cost of which are deemed to be included in the rates for structural excavation 9 Any blinding concrete used at the bottom of excavations, as shown on the Drawings or as instructed by the Engineer shall be measured and paid for in accordance with the relevant method of measurement under Clause 5. 1.5 of Section 5 'Concrete and Concrete Structures'.

2.7.5

Basis of Payment

The amount of completed and accepted work, measured as provided for above, will be paid for at the unit rates for the various items in the Bill of Quantities , which rate shall be full compensation for equipment, tools, labor. materials, transporting, hauling, placing, and for other items necessary for the proper completion of the work.

2.7.6 l

Items in the Bill of Quantities Unclassified structural excavation (depth 0 to 2ml

lcu.m.l

ii. Unc,assified structural excavation 12m
(cu.m.)

ili. Unclassified structural excavation (depth>4ml

(cu.m.J

iv. Structural Excavation under Water

(cum.)

2.8

EARTHWORK FOR PIPE TRENCHES

2.8.1

Description

This Sub·section describes requirements for excavation of trenches in any material for water supply, sewage, stormwater drainage and irrigation pipes, and all other associated works, including all necessary clearing and grubbing, bailing, draining, shoring, planking, strutting and supporting the sides of excavation. The work includes backfilling with suitable approved material and disposal of the excess material to designated and approved tip locat'ons.

• 2-19 '

~ ~

Mlnl•trv of Trnnaport &

/"-.~<:earthworks

2.8.2

Materials

2.8.2.1

Backfill Material

C:ommun~cnUon&

OGRLT

I.

Initial backfill (up to 300 mm above the top of the pipe) shall be selected fill, sand or other approved material and shall conform to the fol!owing:

Standln:l

19

Percent by Weight P-.fng for Plpee other th.n uJ"IC ' 100

4.76

25- 100

100

1.19

10 - 75

25- 75

0.354

5 - 30

10- 30

0.177

3-10

3 - 10

0.074

0-5

0 -5

Sieve Size

_jmml

Pen:.nt lr(

Wefoht P.A~na '

I

foruPVCP,J~

.

Table 2 8 2·1: Requirements for Initial Backfill • Gradation 2 For GAP pipes, graded crushed stone 2.fl3.8 mm shall be used for initial backfilling.

3 The remainder of the trench shal l be backfilled with suitable material either from material removed in the course of excavating the trench, or impor1ed from approved borrow pit. In either case the backfill materiel shall be non·plastic. The percentage by weight passing a No. 200 (0.075 mml sieve shell not exceed 15%. The percentage passing a 63 mm sieve shall be 100.

2.8.3

Construction

2.8.3.1

Excavation for Pipe Trenches

The Contractor shall not commence excavation of any section of work until a full supply of pipes and fittings is avallab1e for that section. 2 During excavation, material suitable for backfilling shall be piled at sufficient distance from the sides of the trench as to avoid overloading and prevent cave in. All excavated material not required. or unsuitable for backfilling shall be removed and carted away to an approved dump·ng area. 3 Trenches shall be excavated to such depths as will permit the pipes to be laid at elevations, slopes or depths of cover indicated on the drawings, and at uniform slopes between Indicated elevations. 4 Where excavation depth exceeds the level indicated on the drawings and is not authorized in writing by the Engineer, the Contractor shall place backfill or concrete to the required bottom level, as instructed by the Engineer, all at his own expense. 5 Trenches shall ba excavatld with vertical sides between the bottom level and 300 mm above the top of the pipe. 6 Trench width up to 300 mm above the crown of the pipe shall not exceed the folfowing:

2·20

For pipes not exceeding 65 mm diameter. Nominal diameter plus 300 mm. ii. For pipes over 65 mm and not exceeding 600 mm diameter: Nominal diameter+ 600 mm. Iii. For pipes over 600 mm diameter: Nominal diameter+ 1000 mm. 7 Where the above specified trench widths are exceeded; the Contractor shall provide additional pipe protection or pipes of increased strength if the Engineer calls for such measures. all at his own expense.

8

Excavation of trenches with battered sides will not be permined w ithin 4m of any building or other structure.

9 When the pipes are to be laid in embankments or other fill areas, the embankment or fill area shall first bo fllled and compacted as specified to the proposed finished grade or to a height of at least 300 mm above the top of pipe whichever is lower. The trench shall then bo excavated as in undisturbed material. 10 When pipes are to be laid under existing pavements. trenches shall be excavated carefully and to m inimum widths. Methods that w WI give straight and ver1ical face shall be used. The pavement sha:l be kept at its origina l level and cond;Uon. 1l In combined trenches where one pipe is at a lower level than an adjacent pipe the following shall be applied: I. The whole trench shall have a depth related to the lower pipe and the thickness ofthe bedding shall be increased to the upper pipe as necessary. li. The lower pipe shall be backfilled with thoroughly compacted granular material up to a level of 0.30 meters above the higher pipe. 12 Final excavation to the correct grade level for trench beds shall be carried out immediately before laying beds or pipes. Unstable material, rock projections, boulders and hard spots shall be removed and replaced with approved f~ ling material, that will be compacted as instructed. Local soft spots shall be compacted by tamping In bedding material. 13 The bonoms of trenches shall be accurately graded to provide uniform bearing and support for the bottom qua~ant of each section ol the pipe. BeU holes shall be excavated to the necessary size at each joint or coupling to eliminate point bearing. Any material that may cause point bearing shall be removed. 14 The Contractor shall report to the Engineer any unsuitable or weak ground material that may be found below the indicated excavation levels before executing any trimming of the excavation, pipe laying. concreting, or other work. Where, in the judgment of the Engineer the bottom of the trench is unsuitable. such material shall be removed to the width and depth ordered by the Engineer. The trench shall then be made up by backfilling with approved material. t 5 Where rock is encountet ed, the t rench shall be elCcavated to 150 mm be!ow bed level and replaced with granular materill, concrete, or blinding grade as directed.

S.'-~o M Omoo. "'~'"'"'""'~' "'''"' 0 ,,... """"""'~

x=

Earthworks)

2.8.3.2

Backfilling

Trenches shall not be backfilled at joints until after that section of the pipeline has successfully passed the specified tests. 2 Initial backfill or surround up to a level of 300 mm above top of the pipe, shall be placed end hand compacted in 150 mm layers. The backfill shall be brought up evenly on both sides of the pipe for the full length of the pipe, Care shall be taken to ensure thorough compaction ofthe fill under the haunches of the pipe. 3 Suitable backfill shall be placed and well compacted in layers not exceeding 150 mm thick after compaction. Heavy compactors shall not be used until there Is 600 mm cover over pipes. 4 Unless otherwise specified each layer shall be compacted to at least 95% maximum density for cohesionless soils and 90% maximum density for cohesive soils. 5 Backfilling trenches for pipes with concrete beds and or surrounds shall not start before 24 hours after placing concrete. Heavy compactors shall not be used and traffic shall not be allowed before the elapse of 72 hours after placing the concrete. 6 When the backfill material is too wet from rain or excessive application of water, no compaction shall be done. In this case the work shall be suspended until the previously placed and new materials have dried sufficiently to permit proper compaction. Other measures shall be taken if necessary to obtain proper compaction. 7 Temporary crossing are to be provided over trenches to prevent construction traffic damaging pipes after backfilling.

2.8.3.3

Restoration of Surfaces

Restoration of asphalt, concrete, gravel pavements and the likes shall be of materials and thickness to match the existing pavement. Materials and workmanship shall be in accordance with local authority requirements and as directed by the Engineer. 2 Restoration of pavement shall be done according to the existing pavement quality and level to ensure that new pavement matches the existing to provide uniform surface with the existing profile. 3 Grassed areas shall be restored by spreading approved fertile soil over affected area after backfilling. Seeding. fertilizers and water shall be applied until grass is restored to its former condition. 4 Surface grading shall be carried out to restore all un· surfaced areas and any adjoining areas disturbed to provide a level, smooth surface. 5 The Contractor shall proceed with restoration of surfaces as soon after completion of other work as is practicable, but in no case more than 10 days after backfilling of trenches and other excavated areas. Restoration shall be completed within 20 days from the start of restoration.

2.8.4


Trench excavation and backfill shall be paid for per cu.m. measured in horizontal layers for the different depth categories shown in the Bill of Quantities. Trench length shall be measured between outer surfaces of manholes or chambers. Trench width shall be as specified or shown on Drawings. Depth of excavation shall be the depth of every horizontal layer. Excavation for bedding is included as trench excavation. 2 Rates for trench excavation and backfill shall include for: i. Excavating in any material encountered including rock. Blasting, barring, wedging or other quarrying ii. methods for rock excavation. El
2.8.5

Basis of Payment

The amount of completed end accepted work, measured as provided for above, will be paid for at the unit rates for the various items in the Bill of Quantities, which rate shall be full compensation for equipment, tools, labor, materials, transporting, hauling. placing, and for

2·21

~~

Mtni•trv ot Trnnaport & Com•nunkntlon&

OG~LT

~~<:Earthworks

other items necessary for the proper completion of the work.

2.8.6 i.

1i ~~

lv


Trench excavation and Trench excavation and Trench excavation and Trench excavation and

2-2.2

backfilling (Depth up to 2m I backfilling (Depth> 2m< 3m) backfilling (Depth >3m < 4ml backfilling (Depth> 4m)

Ref.

11tle

3.1

Materials for Sub-Base and Base Courses

Page No.

3.3.3.8

3-1

3.1 .1

Description

3-1

3.1.2

Mattrillls

3.1.3 3.13.1

Genen~l

3-1 3-1

31.3.2

Requirementa lor Materlllll Sources end P.rocluctlon Stockpiling

3.1.3.3

Sampling and Test•ng

3.2

Granular Sub-Base Course

3.2.1

Description

3.2.2 3.2.3 3.2.3.1

Materials CoMtNc:tlon Requlrementa Subgrade Surface Preperetion

3-1 3-1 3-1

3-2 3-2 3-2

3.2.3.2

Equipment

3-2 3-2 3-3

3.2.3.3 3.2.3.4 3.2.3.5

Construction ofTrial Sections Stockpiling of Granullll' Material Mixing and Spreading

3-3 3-3

3.2.3.6

Compaction

3.2.3.7 3.2.3.8

Tolerances Maintenance of Completed Sub-base Testing

3.2.3.9 32.4


3"3

3-3 3-4 3-4 S-4

3.2.5 3.2.6

Bal1 of Payment

3-4 3--4

ltema In the Bill of Ouantltlea

3-4

3.3

Aggregate Base Course

3-5

3.3.1

o..cripllon

3-6

3.3.2 3.3.21

Meterillb

3.3.3

Conmuc:tion Requirementa

Crushed Stone Aggregate

3-6

3-5 H

3.3.3.1

Suriece Preparation

3-6

3.3.3.2 3.3.3.3

Equipment Construction of Trial Sections

3-6 3-6 Jl.6

3.3.3.4 3.3.3.5 3.3.3.6

Stockpiling of Aggregate Materiels Mixing and Spreading Compaction

3.3.3.7

Tolerances

Ref.

3-8 3-8 3-7

3.3.3.9 3.3.4

Toitle

Page No.

Maintenance of Completed Base Testing

3i7 3-7

Method of Menurement Balls of Payment

3-8 3-8

ltema In the 8111 of Ouantltlee

318

3.4

Stabilized Base Courses

3-8

3.4.1

Description

3.4.2 3.4.21

Material• Soli for Cement Stabilisation

3-8 3-8

3.4.2.2

Cement as Stabilising Agent

3.4.2.3 3.4.2.4 3.4.2.5

B tumen as Stabilising Agent Ume as Stabilising Agent Water

3.3.5 3.3.6

3.4.2.6 3.A.3 3 4 3.1 3.4.3.2

Mix Design Conatruellon Requlrementa Surfaee Preparation Construction of Trial Seetlon

3l8

3-8 3-9 3-9 3-9 3"9 3-t 3-9 3-9

3.4.3.3

Cement Stebihsetion Procedures -

3.4.3.4

Plant Mixing Cement Stabi isetion Procedures · Batch MiiCing

3-10

3.4.3.5

Cement Stablisetion Procedures . Continuous Mixing

3-10

3.4.3.6

Cement Stabilisation Procedures · Mixed in Pleee Proeeclures Cement Stabtl sat1on Procedures ·

3-10

Piecing of Stationary Plant Mixes

3i11

3.4.3.7

3-10

34 3.8

Cement Stabilisation Procedures Compaction and Finish1ng

3.4.3.9

Curing of-Cement Stabilised Courses

3.4 3.10 3.4.3.11

Testing of Cement Stabilised Courses 3-12 Bitumen Stabilisation Procedures • M'xOesign Bitumen Stebil•setion Proeeclures -

3-12

3.4.3.12

Stationary Plant Mi!dng

:J.12

S.tumen Stabilisation Procedures Mixed in Place Procedures

3-12

3.4.3.13

3-11 3-12

Ref. 3.4.3.14

3.4.3.15 3.4.3,16

3.4.3,17 3.4.3.18 3.4.3.19 3.4.3.20 3.4.3.21 3.4.3.22 3.4.3.23 3.4.3.24

3.4.3.25 3.4.4 3.4.5 3.4.6

Title,

Page No.

Bitumen Stabilisation Procedures • Pl~~eing and Spreading Stationary Plant Mixes Bitumen Staliilisation Procedures Compaction end Finishing Bitumen ~tabilil!ltion Procedures Tolerances and Replacement of Unsatisfactory Areas Bitumen Stabilisation Procedures T.;inQ of Bitum~n Statillised Courses

3-12 3-12

3-12 3-13

Lime Stabilisation P.rocedures • 3-13 Mfx Design Ume Stabilisation Procedures - Safety 3>13 Precautions Ume Stabilisation Procedures • Station~~ry Plant Mixing l-13 Ume Stabilisation Procedures • Mbced 3-13 in Place Procedures Ume Stabilisation l"toc::edures - Placing llfld Spreading St~tionary Plant Mixes 3-13 Ume Stabilisation Procedures • Compaction and Finishing 3-13 Ume Stabilisation Procedures Tolerencesand Replacement 3-13 of Uns.atisfactory Anlas Testing of Lime Statillised Courses 3-14 Method of Measurement 3-14 3-14 Balis of Peyment 3-14 ltema In the Bill of Quantities

Sultanate or Om•n. St1'1d1rd Specific~!ont for F!Md I< Brldg. Co11
Gr anular Sub-Base. Aggregate Base Course and Stabi lized Base Courses

3.1 3.1.1

Materials for Sub-Base and Base Courses Description

This Sub-section describes general requirements for materials for construction of granular sub-base, aggregate base and stabilised base courses, all as and where shown on the drawings.

3.1.2

Materials

Materials for use in the construction of the sub-base and base courses for flexible and rigid pavements may Include any or all of the following: I. Screened or partially crushed granular material, consisting of well graded gravel including sand and silt, or crushed stone or crushed gravel for sub-base course construction. ii. Crushed stone for base course construction. 2 All material sources and the quality of materials shall be approved prior to procuring or processing material from such sources. Inspection, sampling, testing and retasting as necessary, shall be as specified hereunder for specific materials. 3 Storage and handling of all materials shall conform to the relevant requirements of this specification and as approved by the Engineer. Materials shall be stored on hard, clean surfaces or as directed by the Engineer.

3.1.3

General Requirements for Materials

3.1.3.1

Sources and Production

The Contractor shall be responsible for locating sources and manufacturers of materials In accordance with the requirements of this Specification in the quantities and rates of production needed to complete the work on time. 2 The Contractor shall satisfy himself as to the location, suitability and quantity of materials available; extent of work necessary to obtain the materials, and to crush, screen and wash them; and the length of haul to the Site. 3 Prior to starting quarry or borrow pit operations; the Contractor shall obtain written permission from the authorities or owners concerned. 4 Screening plants or crushing and screening pi ants shall not be put into operation until approved by the Engineer. If, after any plant Is put into operation, it fails to perform as intended, the Contractor shalt either rectify the defects in the existing plant to the satisfaction of the Engineer, or shall provide alternative approved plant. 5 Approval of the crushing and screening plants and other equipment shall in no way relieve the Contractor of his responsibi lilies in respect of producing granular materials and aggregates which conform to this Specification and in the quantities required for the completion of the work on time.

3.1.3.2

Stockpiling

Stockpile areas shall be surveyed prior to stockpiling to establish control points and to obtain e record of existing cross sections for future use in determining stockpile quantities. The areas shall be adequately drained at all times. 2 Stock pi ling procedures shall not result in noticeable degradation or segregation of the stockpiled material, or introduction of foreign materials into the stockpile, or coning. Heights of granular material and aggregate stockpiles shall not exceed 3 m berms.

3.1.3.3

Sampling and Testing

The Contractor shall submit to the Engineer, 10 days prior to the scheduled beginning of crushing and screening operations, a statement of origin indicating the aggregate source and the quarry location and qualifications, as well as the types and composition of all stone and/or gravel aggregates and granular materials proposed for use In the work. 2 Samples for testing shall be taken by the Contractor, in the presence of the Engineer. Duplicate samples shall be submitted to the Engineer for future reference, if instructed. Sampling shall be in accordance with AASHTO T2. The Contractor shall conduct the tests in the site laboratory, or have the tests carried out at an approved external laboratory. In order to ascertain the properties of granular and 3 aggregate materials, the Contractor shall submit for testing representative samples of all materials intended for incorporation in the work, prior to starting quarry or borrow pit operations. The representative samples shall be taken by the Contractor in the presence of the Engineer. 4 Tests performed by the Contractor shall be uti Iized in assessing the locations, extent of deposits and quantities of materials which, when properly processed, will conform to this Specification, and shall In no way obviate the need for further testing by the Engineer. Approval of specific sources of materials shall not be construed as final approval and acceptance of materials from such sources. 5 Processed materials shall be tested and approved before being stockpiled on Site or incorporated in the work and may be inspected and tested at any time during their preparation, storage and usa. Materials aweiting testing and approval shall not be unloaded and mixed with materials previously approved. If the grading and quality of any materials delivered to the Site do not conform to the grading and quality of the established control samples, the Engineer will reject such materials. 6 The Contractor shall permit the Engineer to inspect any and all materials used or to be used, at any time during or after their preparation, or while being used.. Unsatisfactory materials, whether in place or not. shall be removed promptly from the Site. The Contractor shall furnish all necessary labor, transport, tools and equipment required by the Engineer for such inspections.

3-1

~~

Mlniatrv of Tranapof't & Communlcatlona. OGRLT

~~
Basecourse and Stabilised Subgrade

3.2

Granular Sub-Base Course

accordance with AASHTO T 96 (Los Angeles Abrasion Test).

3.2.1

Description

6 The granular material shall have a 4-day soaked CBR of not less than 60% when compacted at 100% of modified proctor AASHTO IT 180-DI and tested In accordance with AASHTO T 193.

This Sub-section specifies standards for granular sub-base material, mixing, spreading on prepared subgrade, compacting and finishing.

3.2.2

Materials

Granular material for use in sub-base courses shall be naturally occurring gravel, blended as necessary with fine or coarse material and screened to produce the specified gradation. Crushing of natural granular material shall not normally be required, unless for the purpose of meeting the gradation requirements, or, when shown on the Drawings, to produce a higher quality sub-base with improved mechanical stability. 2 Gravel shall consist of hard, durable and sound stones, free from dirt, organic maner, shale or other deleterious substances. 3 Granular materials shall meet the requirements of Class A, B or C shown in Table 3.2,2.1, and as specified on the Drawings, when tested In accordance with AASHTO T27 after dry mixing and just before spraading and compacting. The class of granular material shall be as shown on the Drawlngs or otherwise as selected by the Engineer based upon the test results of the materials survey, and projected traffic. The actual gradation shall, in all cases, be conti nuous and smooth within the specified limits for each cla$5.

P.eraent l:ly weight p_.lng

Sleve ~n

(aquare opening~)

50mm

90- 100

37.:5mm

J

25'm m 19mm

~-

4>

-

9.5mm

I~

4.76mm 2.00 mm 0.425mm

o.o75mm

-

~ -

55 - 85 ...__..._ ~-~~ - ~1 ,___ 50.85 - - . 40 - 70 -35-70 35-65

30 · 60

-

1 -

20 - 50

25-50

L__:_

10 - 30

15-30

5 · 15

5-15

~

I

J

r- -

100 __..

0-10

i

Table 3.2.2.1: Gradation of Granular Sub-Base Material by Class 4 The material shall not contain more than 5% clay content .at any stage of construction when tested in the Hydrometer Test in accordance with AASHTO T88. 5 The loss In weight of granular material shell not exceed 40% after 500 revolutions, when tested in

3-2 .

12 The maximum permitted swell for the granular material used in the sub·base courses shell be 1.0%, when tested in accordance with ASTM 04829.

14 Only potable water shall be used for mixing granular sub·base material.

-

t r.L

11 The granular material shall have a minimum sand equivalent value of 28. when tested in accordance with ASTM 02419.

_..._ , ;---

-

100

10 The granular material shall not contain more than 3 % gypsum and shall be free from organic content.

13 The Granular Sub-base Course material sha ll have chloride content of less than 3.5 percent and sulphate content of less than 2.0 percent when tested in accordance with BS 812.

o... c

63mm

9 If additional fine material Is required to correct the gradation of the granular material, or for adjusting the LL or P.l. of the fraction passing 0.425 mm (No 401 sieve. It shall be uniformly blended and mixed with the granular material. Additional fine material for these purposes shall be obtained from the crushing of stone, gravel. or slag.

I

Cla•B

I

8 The portion of granular material, including any blended material, passing the 0.425 mm (No. 401 mesh sieve shall have a liquid limit ILL.) of not more than 25 and a plasticity Index (P.I.) not greater than 6 when tested iruccordance with AASHTO T 89 and T 90.

J

CI... A

p

I

When tested for soundness in accordance with 7 AASHTO T 104, the material shall not show signs of disintegration, and the percentage loss in weight after 5 cycles shall not exceed 12% in the case of the sodium sulfate test and 18" In the case of the magnesium sulfate test.

3.2.3


3.2.3.1

Sub·grade Surface Preparation

Prior to subgrade surface preparation, the sub-grade shall be constructed in accordance with the requirements of Sub-section 2.6 and properly maintained and kept well drained thereafter. 2 At all special grade control points, such as at bridge structures, existing pavements, etc the sub-grade shall be lowered to a depth sufficient to permit construction of the sub-base course to the specified elevations and thickness. Transitions shall be of sufficient length to avoid abrupt changes of grade and shall be within plus or minus 3% of the final design grade unless otherwise directed. Surplus materia l shall be removed and disposed of. 3 The sub-grade shall be inspected and approved Immediately prior to commencement of sub-base construction. Any soft, yielding material shall be removed

Sultanate ol Oman, St
Granular

Sub~Base.

Aggregate Base Course and Stabilized Base Courses

and replaced by approved topping material. Holes, depressions and other irregularities shall be made good as directed and the subgrade re-compacted as necessary end finished ready to receive the sub-base course.

3.2.3.2

Equipment

1 Equipment used to handle. place, spread, water, compact and finish sub-base shall conform with the requirements of Section 19 of these Specifications and with the Contractor's approved equipment list.

3.2.3.3

Construction of Trial Sections

1 If directed by the Engineer, before commencement of sub·base construction, the Contractor shall lay and compact trial sections of varying thickness of sub-base. Each trial section shall be 2 lanes wide by 50 m long, at approved locations on or close to the Site. Each trial section shall be laid using the same materials. mix proportions, m1x1ng, spreading and compaction equipment, and construction procedures. proposed for use in the work. 2 The objectives of these trials shall be to determine the adequacy of the Contractor's equipment and the loose depth measurements that witt result in the specified compacted layer depths, to verify the field moisture content, end to identify the relationship between the number of compaction passes and the resulting density of the su b-bese material.

3.2.3.4

Stockpiling of Granular Material

Stockpiling procedures shall requirements of Sub-section 3.1.

conform

to

the

2 Methods used for stockpiling granular material and removing it from stockpiles shall not result in significant degradation or segregation or the introduction of sig nificent amounts of foreign materials or extraneous maner. 3 Granular material adversely effected, in the opinion of the Engineer, by stockpiling or handling procedures, shall not be incorporated in the work regardless of previous approval of such material, until the deficiencies have been rectified in an acceptable manner.

3.2.3.5

Mixing and Spreading

1

Mixing shall generally be performed in hatching plants. Mixing in stockpiles shall be done only if approved by the Engineer and under his supervision. The amount of water added, as approved by the Engineer, shall be such that the material will be uniform and within the specified moisture content range at the time of compaction. Weni ng of granular material in trucks before or during delivery to the Site will not be permined. However, water shall be added to the material, if necessary, during placing and compaction of sub·base material. 2 The sub-base material shall be placed on the subgrade in a uniform layer or layers not exceeding 200 mm thickness (after compaction) with the necessary

control guide wire requirements. Where the required thickness is greater than 200 mm but less than 400 mm. the material shall be placed in layers of equal thickness. 3 If approved by the Engineer, when heavy duty vibratory compaction equipment is used the maximum layer thickness may be increased up to 300 mm {after compaction) provided compaction tests with appropriate testing equipment based on successful Site trials indicate that the specified compaction standard will be anained and will be uniform through the thickness. 4 The sub·base material shall be placed to the required width using an approved paver/finisher or grader if approved by the Engineer. However, any pavers or graders used for placing the sub-base material shall be equipped with calibrated sensors to maintain the design levels and thicknesses. Water shall be applied by approved spraying equipment and thoroughly mixed with the sub-base material. 5 The material shall not be handled in such a way as to cause segregation. If the spreading equipment causes segregation in the material, or leaves ridges or other objectionable marks on the surface which cannot be readily eliminated or prevented by adjustment of the equipment, the use of such equipment shall be discontinued and it shall be replaced by a spreader or grader cape ble of spreading the material in a proper manner. All segregated material shall be removed and 6 replaced with well·graded material. 'Skin' patching will not be permined. Only minor surface manipulation and watering to achieve the required surface tolerances will be permitted during the compaction process. 7 Neither hauling nor placement of material will be permined when, in the judgment of the Engineer, the weather or surface conditions are such that hau Iing operations will cause cutting or rutting of the subgrade or cause contamination of the sub-base material.

3.2.3.6

Compaction

The Contractor shall plan the sequence of operations so that the least amount of water will be lost by evaporation from uncompleted surfaces. If the uncompleted surface material loses water due to evaporation, the Contractor shall appty additional water as required to prevent raveling or excessive drying. 2 The sub· base materiel shall be compacted by means of approved compaction equipment. progressing gradually from the outside towards the center, with each succeeding pass uniformly overlapping the previous pass. 3 Rolling shall continue until the entire thickness of each sub-base layer is tho roughly and uniformly compacted to 100% AASHTO T 180 (Method 0) maximum density. Final rolling of the completed course shalf be by means of an approved self-propelled roller. Rolling shall be accompanied by sufficient blading. to insure a smooth surface, free from ruts or ridges and having the proper

3-3

~ ~

Ministry of Tronopon & Commurolcotlona

OGRLT

../"". ~<:Granular and Stabilised Subbase. Basecourse and Stabilised Subgrade

shape. When additional water is required, It snail be applied in an approved manner. 4 Any areas inaccessible to normal compaction equipment snail be compacted by use of ponable mechanical tampers until tne required standard of compaction is achieved. 5 Each layer shall be completely compacted and approved prior to delivery of materials for the subsequent tayer. 6 Prior to placing a subsequent layer, the existing surface shall be made sufficiently moist as directed, to ensure proper bond between the layers. 7 The edges and edge slopes of the sub-base course shall be bladed or otherwise dressed to conform to the lines and dimensions shown on the Drawings and to present straight, neat lines and slopes as free of loose material as practicable. 8 Material which has dried out prior to final compaction, or which has dr1ed and de-compacted subsequent to final compaction, shall be watered and recompacted using approved equipment and procedures. If the Contractor is unable to return the material to its original or specified condition with respect to compaction, thickness end surface tolerances, the Contractor shall remove the material and reconstruct the sub-base course on a re-approved subgrade. 9 The water shall be clean and free from deleterious substances. Water from doubtful sources shall not be used until tested in accordance with AASHTO T26 and approved. 10 Sea, brackish or saline water shall not be used In the mixing, spreading end compacting operations for aggregate sub-base coursEL

3.2.3.7

Tolerances

The fully compacted and completed sub-base course shall conform to the lines, grades and cross sections as shown on tne Drawings. 2 The elevations of the finished sub· base course shall be checked by the Contractor in tne presence of the Engineer at maximum intervals of 20 m and at intermediate points as directed. 3 The tolerances on elevations of finished surface shall be plus 10 mm to minus 20 mm. Minus tolerance shall be compensated by the subsequent layer. 4 When the finished surface is test ed with a 3 m long straightedge, placed parallel to, or at right angles to the centerl!ne, the maximum deviation ofthe surface from the testing edge between any 2 contact points shall not exceed 10 mm. 5 All areas which exceed the specified tolerances shall be corrected by removing the defective sections of sub· base and reconstructing tnem or, if approved, by scarifying, adding new material, or removing extra mat erial, mixing and re-compacting and finishing to the specified standard.

3-4

3.2.3.8

Maintenance of Completed Sub-base

Following completion and acceptance of tne subbase course, it snail be maintained in good condition prior to laying the base course .. The sub·base shall be bladed. broomed end otherwise maintained, keeping it free from raveling and other defects until such time as the base course is placed. Water shall be app!ied at sucn times and in such quantities as directed by the Engineer.

3.2.3.9

Testing

Every 1000 cu.m . of sub·base material, or whenever there is a change In the material source. shall be subject to a full set of tests as listed in Table 3.3.3.1 after placing and, if found satisfactory. shan be approved for compaction. This approval shall not be deemed to constitute acceptance of the sub-base course. 2 Sampling and testing shall conform with tne relevant requirements of this specifica tion and to the satisfaction of the Engineer. 3 Compacti on shall be tested in accordance with AASHTO T 191 or AASHTO T 205. If there is a delay between the construction of any layer and the following layer, if necessary and required by the Engi near the compaction of the lower layer may be re· verined t o ensure that it has not loosened due to traffic, passage of construction equipment, adverse weather conditions or otherwise.

3.2.4


Granular sub-base course is measured by cu m. of compacted sub-base. Measurement shalt be of volumes computed from the cross sections shown on the Drawi ngs and shall be calculated from the top surface area of each layer, excluding the tapered edges.. 2 No measurement shall be made for direct payment of overdepth construction, regardless of the Engineer's permission for it to remain In place.

3.2.5

Basis of Payment

The amount of completed and accepted work, measured as provided for above, will be paid for at the unit rates for the various items in the Bill of Quantities, which rate shall be full compensation for equipment, tools, labor, locating sources of supply, supplying materials, sampling and testing, screening, crushing. transporting, stockpiling, laying, mixing end compacting and for extra material in tapered edges, and other items necessary for the proper completion ofthe work.

3.2.6

Items In the Bill of Quantities

i.

Granular Sub· Base Course (Class AI

cu.m

ii.

Granu lar Sub-Base Course (Class Bl

cu.m

iii.

Granular Sub·Base Course (Class Cl

cu.m

Granular Sub-Base, Aggregate Bas e Cours e and Stabilized Base Courses

3.3

Aggregate Base Course

3.3.1

Description

This Sub-section specifies standards for crushed aggregate base course material, mixing, spreading on prepared sub-base course or sub-grade, compacting and finishing.

3.3.2

Materials

3.3.2.1

Crushed Stone Aggregate

9 The crushed aggregate base course material shall have a 4-day soaked CBR of not less than 80% when compacted at 100% of modified proctor AASHTO (T180· Dl and tested in accordance with AASHTO T 193. Per cent bv -loht paulng Sieve Duignlltlon t-(.qu•re openfnga) Class A ClnsB ClassC

-

Aggregate for use in base course construction shall be either crushed stone or crushed gravel. The fine aggregate shall consist of screenings obtained from crushed stone, gravel, or sand. Aggregate may be washed, if directed, to remove excessive quantities of clay, silty clay or Slllts. 2 Crushed stone shall consist of hard, durable particles or fragments of stone, free from dirt or other objectionable matter, and shalt contain no more than B% of flat, elongated particles when tested according to ASTM 04791 and, soft. or disintegrated pieces when tested according to ASTM C235 and C123. 3 Crushed gravel shall consist of hard durable stones, rocks, and boulders crushed to specified sizes and shall be free from excess flat, elongated. soft or disintegrated pieces, dirt. or other objectionable matter 4 The method used in production of crushed gravel shall be such that the finished product shall be as uniform as practicable. The crushing of the gravel shall result in a product, which shall have at least 90% by weight of particles with at least one fractured face. All stones, rocks, and boulders of inferior quality occurring in the pit shall be wasted. 5 Any material passing 4.75 mm (No. 41 sieve and produced in the crushing process shall be incorporated in the base material up to the gradation limits required for the base course aggregate. 6 Crushed aggregate for base course delivered to road site shall meet the requirements of Class A, 8 or C gradations as shown In Table 3.3.2.1 when tested In accordance with AASHTO T 27 after mixing with water and just before spreading and prior to compacting. The class of aggregate shall be as shown on the Drawings. The actual gradation shall, in all cases, be continuous and smooth within the specified limits for each class. Gap graded aggregate will not be accepted. If gradation is tested after compaction a tolerance of 3% is allowed in upper limit for percentage of material passing sieve 200. 7 The amount of the fraction of material passing the 0.075mm (No. 200) mesh sieve shall not exceed one half the fraction passing the 0.425mm (No. 40) mesh sieve. 8 The loss In weight shall not exceed 40% after 500 revolutions, when tested in accordance with AASHTO T 96 (los Angeles Abrasion Test).

r·

. -

63mm

100

50mm

90-100

-

37.5mm

60-90

100

2Smm

42-77

60-100

100

19mm

35-70

55-85

B0-100

12.5 mm

25-60

4.75mm

15-40

2.00mm

10-25

0.425mm

5-15

o.o75mm

2-9

--

-

- - 20-45 25 · ·50 15 ·30 35-60

30-60

8 ·15

3-10

Table 3.3.2.1; Gradation by Class of Aggregate Base Couree 10 When tested for soundness in accordance with AASHTO T 104, the material shall nat show signs of disintegration and the loss by weight shall not exceed 12% in the case of the sodium sulfate test and 18% in the case of the magnesium sulfate test. 11 The aggregate material shall not contain more than 2% gypsum and shall be free from organic content 12 The aggregate material shall have a minimum sand equivalent value of 50, when tasted in accordance with ASTM 02419. 13 The maximum permitted swell for the aggregate material used in the base courses shall be 0.5%, when tested in accordance with ASTM 04829. 14 The portion of aggregate, including any blended material, passing the 0.425 mm (No. 40) mesh sieve shall have a liquid limit (LL) of not more than 25 and plasticity index (P.I) of not more than 6 when tested in accordance with AASHTO T 89 and T 90. 15 If additional fine material is required to correct the aggregate gradation, or for adjusting the LL or P.l. of the fraction passing the 0.425 mm (No. 40) sieve. it shall be uniformly blended and mixed with the aggregate material plant at the crushing plant or by an approved plant. Reworking of the material in situ to obtain the specified gradation will not be permitted. Additional fine material for these purposes shall be obtained from tha crushing of stone, gravel, or slag. 16 The Aggregate Base Course material shall have chloride content of less than 3 5 percent and sulphate content of less than 2.0 percent when tested In accordance with BS 81 2.

3·15

~~

Mlnlatry of Tronaport & Communication•

DGRLT

/"-.~<:Granular end Stabilised Subbase,

17 Only potable water shall aggregate base material.

Basecourse end Stabilised Subgrade

be used for mixing

3.3.3


3.3.3.1

Surface Preparation

The sub-base course shall be in accordance w ith the requi rements of Sub-section 3.2 and properly maintained and leapt well drained thereafter. 2 The sub-base surface shall be inspected and approved prior to commencement of base construction. Holes, depressions and other irregularities shall be made good as directed and the sub-base re-compacted as necessary and finished ready to receive the base course. 3 Where no sub-base course Is required or shown on the Drawings, and the aggregate base course is placed d>recUy on completed sub-grade, preparation of the subgrllde surface shall be as specified In Paragraph 3.2.3.1.

3.3.3.2

Equipment

Equipment used to handle, place, spread, water, compact and finish base course shall conform with the requirements of Section 19 and with the Contractor's approved equipment list.

3.3.3.3


If directed by the Engineer, the Contractor shall lay and compact trial sections of varying thickness of basa. Each trial section shall be 2 lanes wide by 50 m long, at approved locations on or close to the Site. Each trial section shall be laid using the same materials, mix mixing. spreading and compaction proportions, equipment, and construction procedures, proposed for use in the Works. 2 The objectives of these trials shall be to determine the adequacy of the Contractors equipment and the loose depth measurements that will result in the speci fied compacted layer depths, to verify the field moisture content for compaction, and to identify the relationship between the number of compaction passes and the resulting density of the base course material

3.3.3.4

Stockpiling of Aggregate Materials

Stockpiling procedures shall conform to the relevant requirements of Sub-section 3. 1. 2 Methods used for stockpiling ~ggr898te materials and removing them from stockpiles shall not result in significant degradation or introduction of significant amounts of foreign materials or extraneous metter. 3 Aggregate materiels adversely affected. in the opinion of the 'E'nglneer, by stockpiHng or handling procedu res, shall not be incorporated in the work regardless of previous approval of such material, until the deficiencies have been rectified In an acceptable manner.

J.6

3.3.3.5

Mixing and Spreading

All components of base course material shall be premixed with water in a pugmill mixing plant. The amount of water added, as determined, shall be such that t he material will be uniform and within the specified moisture content range at the time of compaction. Other methods of mixing will be allowed only if directed by the Engineer, provided such met hodlsl do not reduce t he quality of work. The Contractor shall demonstrate, In the presence of the Engineer, his ability to attain the requirement given ln this Specification. 2 The premixed material shall be placed on the subbase In a uniform layer or layers not exceeding 200 mm in thickness !after compaction) with the necessary control guide wire requirements. Where the required thickness is greater than 220 mm but less than 400 mm, the material shall be placed In layers of equal thickness. 3 If approved by the Engineer when heavy duty vibratory compaction equipment is used, the maximum layer thickness may be incteased up to 300 mm (after compaction) provided compaction tests with appropriate testing equipment based on successful Site trials indicate that the specified compaction standard w WI be attained and will be uniform through the thickness. 4 The base course materiel shall be placed to the required width using an approved paver/finisher. However, any pavers or finishers used for placing the base material shall be equipped with calibrated sensors to maintain the design levels and thicknesses. The material shall be delivered such that It Is ready for compaction without further shaping. 5 The material shall not be handled In such a way as to cause segregation. If the spreader causes segregation in the material, or leaves ridges or ot her objectionable marks on the surface which cannot be readily eliminated or prevented by adjustment of the spreader operation, the use of such sp reader shatl be discontinued and it sha• be replaced by a spreader capable of spreading the material in a proper manner. All segregated material shall be removed and 6 replaced with well-graded material. 'Skin' patching will not be permitted. Only mi nor surface manipulation and watering to achieve the required surface tolerances will be permitted dwing the compaction process. Hauling or placement of material will not be 7 permitted when, in the judgment of the Engineer, the weather or surface conditions are such that hauling operations will cause cutti ng or rutting of the sub-base or subgrade or cause contamination of the base course material.

3.3.3.6

Compaction

The Contractor shall plan the sequence of operations so that the least amount of water will be lost by evaporation from uncompleted surfaces. If the uncompleted surface loses weter due to evaporation, the

Sultannt• of Oman. St>1'111.1rd Spoaf.at.ons lor flood & BndG• C
Granular Sub-Base. Aggregate Base Course and Stabilized Base Courses

Contractor shall apply additional water as required to prevent raveling or eKcessive drying.. 2 The base course material shall be compacted by means of approved compaction equipment, progressing gradually from the outside towards the center, with each succeeding pass uniformly overlapping the previous pass. 3 Rolling shall continue until the entire thickness of each base layer is thoroughly and uniformly compacted to 100% AASHTO T 180 (Method 0) maximum density. Final rolling of the completed course shall be by means of an Rolling shall be approved self-propelled roller. accompanied by sufficient blading, to ensure 11 smooth surface, free from ruts or ridges 11nd having the proper shape. When additional water Is required, it shall be applied in an approved manner.

4

Any areas inaccessible to normal compaction equipment shall be compacted by use of portable mechanical tampers until the required standard of compaction is achieved, or to the satisfaction of the Engineer.

5

Each laver shall be completely compacted and approved prior to delivery of materials for the following laver.

6 Prior to placing a following layer, the surface shall be made sufficiently moist as directed, to ensure proper bond between t he lavers.

7

The edges and edge slopes of the base course shall be bladed or otherwise dressed to conform to the lines and dimensions shown on the Drawings and to present straight, neat lines and slopes as free of loose material as practicable.

8 Material which has dried out prior to final compaction, or which has dried and de-compacted subsequent to final compaction, shall be watered and recompacted using approved equipment and procedures. If the Contractor is unable to return the material to its original or specified condition with respect to compaction, thickness and surface tolerances, for the final layer only the Contractor shall scarify the material and reconstruct the base course on a re-approved sub-base surface or to the satisfaction of the Engineer. 3.3.3.7

Tolerances

5 The tolerances on layer thickness, after being compacted and finished, shall not exceed +10mm and • 5mm. 6 The thickness of the finished base course shall be checked at 20m intervals along the road by taking levels on the centerline and both shoulders.

7 All areas which exceed the specified tolerances shall be corrected by removing the defective sections of base course and reconstructing them or if approved, by scarifying and adding new material, or removing extra material, and re~ompacting and finishing to the specified standard. 3.3.3.8

Maintenance of Completed Bass Course

Following completion and acceptance of the base course, it shall be maintained by the Contractor until the subsequent pavement layers are laid .. The surface shall be broomed, rolled and otherwise maintained, keeping it free from raveling and other defects until such time as the following course is placed. Water shall be applied at such times and in such quantities as directed. 3.3.3.9

Testing

Every 1000 cu.m. of base course material, or whenever there is a change in the material source, shall be subject to a full set of tests as listed in Table 3.3.3.1 after placing and if satisfactory shall be approved for compaction and use. This approval shall not be deemed to constitute acceptance of the base course for full payment purposes.

Source of M.t.-fe.. Re!*ldon Required

Required

RequJr.cl

T..te

foreH T..te•ln

1'nta

IAI

2 The elevations of the finished base course shall be checked by the Contractor in the presence of the Engineer at intervals of 20m on straight lines and of 10 m on curves, and at intermediate points as directed. 3 The tolerances (for final layer only) on elevations of finished surface shall not exceed +5mm or -10mm. 4 When the finished surface is tested with a 4 m long straightedge, placed parallel to, or at right angles to the centerline, the maKimum deviation of the surface from the testing edge between any 2 contact points shall not eKceed tOmm.

~n

Required for

eJITest.ln

IBI

IBI

IAI 1.Gradation of Materials

AASHTO T27 2.Piasticity Index

AASHTO The fully compacted and completed base course shall conform to the lines, grades and cross sections as shown on the Drawings.

Control on Site !The Road)

Minimum one test for each source

1. Proctor

AASHTO T1SO.D

.

T89&T90 3.Abrasion

AASHTO T96

.

Mliiimum one test for every1000 cu.m. of every layer, or whenever Materials changed, whichever is less

2. Gredatlon of Materials

.

AASHTO T27 4. C.B.R.

AASHTO T193

.

3. Plasticity

.

Index

AASHTO 5.Sand equivalent ASTM

.

T89&T90

II

3-7

~ _/'.,../

Mlolalry of

Tronapo~ &

Cornmunlc,tlon• OGRLT

~~<\:Granular and Stabilised Subbase. Basecourse and Stabilised Subgrade

Source of Materl1lt

Control on Sltl ~ ROid)

RepMJclon Required T..U (A)

Requll'ld for IN

Required Tutl

T..Uin

(B)

Repedtfon

R.qulntd for Ill Tall In

CB)

IAI 0 2419

.

4. C.B.R. AASHTO T193

6.Percent1g e of fractured Grain•

5. Abr8110n AASHTO T96

'

7.Thin and elongated pieces ASTM 04791

.

' ;

i' )

.

7. Ciay lumps& friable particles ASTMC235 andC123

.

8. Field

.

Density

Aggregate Base Course (Class AI

cu.m

ii.

Aggregate Base Course (Class BJ

cu.m

iii.

Aggregate Base Course (Class C)

cu.m

3.4

Stabilized Base Courses

3.4.1

Description

3.4.2

Materials

3.4.2.1

Soil for

AASHTO Sieve

to

the

Compaction shall be tested in accordance with 3 AASHTO T 191, AASHTO T 205 or any acceptable method. If there is a significant delay between the construction of any layer and the following layer. the Engineer may requlre the compac!ion of the lower layer to be re-verified to ensure that It has not loosened due to ttaffic, passage of construction equipment, adverse weathl!!r conditions or otherwise.

3.3.4


Aggregate base course shall be measured by cu.m. of compacted base course. Measurements shall be of volumes computed from the cross sections shown on the Drawings and shall be calculated from the top surface area of each layer, excluding the tapered edges •. 2 No meuurement shaH be made for direct payment of overdepth construction, regardle$S of the Engineer's permission for It to remain In place.

3-8

"'~llinG ~ m...l

50 mm 100 4.75 mm 50 · 100 1.80mm 37 - 80 .. 15.- 50 4251Jm 75 11m 0·20 0-3 211m Table 3.4.2.1; Soil for Stabilization

Base and Sub-Base Course Materials conform

Stab~ization

Sand and gravel soils sha ll have the following particle size distribution given in Table 3.4.2.1.

Table 3 3.3.1: Raqulred Tests and Minimum Repetition for

Sampling and testing shall 2 requlrements of this specification.


I.

This Sub-secti on specifies stabilized base courses composed of sand. sandy gravel. sandy clay soU or similar. stabilized with cement or bitumen or lime as appropriate and as shown on the Drawings.

Test for every 2000sq.m. and for every lmr_

9. Thickness

Basis of Payment

The amount of completed and accepted work, measured as provided for above, will be pai d for at the unit rates for the various Items in the Bill of Quantities, which rate shall be full compensation for equipment, toots, labor. locating sources of supply. supp ying materials, sampling and testing, screening, crushi ng, transporting• stockpiling. laying. mixing and compacting and for extra material in tapered edges. and other items necessary for the proper completion ofthe worlc.

3.3.6

-

6. Sand equivalent ASTM D2419

3.3.5

2 The mlx·in·place method of construction shall be used only on sites with naturally occurrlog sand and gravel mixture. For the central plant method of construction, the materials shall be selected by t he Contractor from other sources complying with the requirements of this Clause and shall be subject to the approval of the Engineer. 3.4.2.2

Cement as Stabilizing Agent

Cement for stabilization shall be ordinary Portland cement or sulfate resisting cement, as shown on the Drawings. or as Instructed by the Engi neer. Portland cement shan conform to the requirements of BS12 Part 2 or AASHTO M85 Type I for ordinary and rapid hardening types. and 854027 Part 2 or AASHTO M85 Type V for sulfate resl5tlng cement.

Granular Sub·Base, Aggregate Base Course and Stabilized Base Courses

2 At least two silos shall be used for cement storage. Before recharging a silo it shall be emptied completely and cleaned out. Duri ng the time of charging a sil o shall not be used for batching.

3 The stored cement shall be free-flowing and free of lumps. Cement shall not be stored for longer than 4 months. Cement that has remained in store for a period greater than 4 months, or of which there is doubt as to quality shall be re-tested by standard mortar tests to determine whether it still meets the requirements of the standards.

water to be used with the naturally occurring soil so es to obtain e stabilized mixture with the following properties: I.

ii.

4 Curing seal shall consist of approved proprietary curing compound, or MC-70 cutback bitumen to prime coat standard as specified in Section 4. 3.4.2.3

Bitumen as Stabilizing Agent

Bitumen may include streight run (penetration gradel bitumen; AC cutback bitumen, MC cutback b;tumen, or cationic emulsified bitumen, Type SS. Penetration grade, cutback bitumen and emulsified bitumen shall conform to all rei evant requirements herein.

iii.

iv.

2 The selection of suitable bitumen will depend on the properties of the material to be stabilized and shall be subject to laboratory and field trials by the Contractor, under the supervision of the Engineer. 3 When the material moisture content is high, the material must be dried before the use of penetration grade bitumen or viscous cutback bitumen and plant mixing of materials as appropriate.

4 When the natural moisture content of the material is low, use cutback bitumens or emulsified bitumens as appropriate. 3.4.2.4

Lime as Stabilizing Agent

Hydrated lime (calcium hydroxide( and quicklime {calcium oxidel shall conform to AASHTO M216. Mixing of different brands of lime or use of lime from different mills will not be permitted. 2 Lime slurry shall be a homogeneous pumpable mixture of lime and water. Slurry shall be a premixed material in which the lime solids content shall be not less than 30% by weight.

3.4.2.5

Water

The water shall be clean and free from impurities, oil, acid, salts, alkali, organic matter, and other potentially deleterious substances. Water from doubtful sources shall not be used until tested In accordance with AASHTO T26 and approved.

3.4.2.6

Mix Design for Cement StabilizBd BasB

Before starting the work of stabilization. soil-cement trial mixes shall be carried out. The proposed mix design shall be submitted by the Contractor for approve I by the Engineer. It shell show the percentage of cement and

The minimum cube compressive strength shall be 5.0 N/mm2 after molding and storage at a minimum humidity of 95% for a period of 7 days. The molding shall be in accordance with AASHTO T134 and the strength testing shall be in accordance with BS 1881. The cement content of trial mixes shall be adjusted until this strength Is achieved. The maximum volume change (swelling( shall be 2% and the maximum loss In weight shall be not more than 8%, when cylinders are molded and tested in accordance with AASHTO T 135, Method B. Cement content and water content of the mix on the Site shall each be within · 0 2% to +2% of the approved mix design. The total salt content of the cement stab:lized base course mixture shall meet the following requirements: The total chloride content (sum of both acid soluble and water soluble chlorides( expressed as chloride ion, when tested in accordance with BS 1881, shall not exceed 0.10 percent by weight of dry cement. The total sulfate content expressed as S03, when tested In accordance with BS 1881, shell not exceed 3 percent by weight of dry cement.

3.4.3


3.4.3.1

Surface Preparation

Prior to placing of stabilized base on sub-base or subgrade. the subgrade shall have been properly completed end approved as specified in Sub-section 2.6 end the sub-base shall have been properly completed and approved as specified in Sub-section 3.2.

3.4.3.2

Construction of Trial Section

If instructed by the Engineer before commencement of stabililation work and after completion of laboratory mix design, the Contractor shall lay a trial section or stabilized material 2 lanes wide by 50m long, at an approved location on or near to the Site. 2 This trial section shalt be laid using the same materials, mix proportions, mixing, spreading and compaction equipment, and construction procedures that are proposed for use in the work. The trial section shall serve as a field verification of 3 the laboratory mix design. The results of the dry density and moisture content measurements made in the trial section wiH be used in association with the laboratory tests to establish the moisture content and mi nimum per cent compaction to be attained in the stabilization work. 4 The trial section shall also demonstrate the adequacy of m'xing. spreading and compaction equipment and the suitability of the methods and organization proposed.

~~

M'ni•nrv or Transport & Communications. DGALT

~~
3.4.3.3

Cement Stabilization Procedures- Plant Mixing

When cement and granular or crushed material are to be mixed in a stationary plant, the plant shall be an approved type pugmill mixl ng plant of either the batch mix type with revolving blade or rotary drum, or the continuous mixi ng type. Proportioning of materials and of water may be by either weight or volume. 2 Cement shall be added in such a manner that it is uniformly distributed during the mixing operation. Safe, convenient facilities shall be provided for sampling cement in the supply line to the weigh hopper or pugmlll. 3 Means shall be provided whereby the Engineer may verify the amount of water per batch or the rate of flow for continuous mixing. The time of the addition of water and the points at which it Is introduced Into the mixer shall be as approved. 4 The charge Tn a batch mixer, or the rate of feed to a continuous mixer, shall not exceed that which will permit complete mixing of all of the material. Dead areas in the mixer, in which the material does not move or i s not sufficiently agitated. shall be corrected. 5 The moisture content of the completed mixture shall be not m ore than one per cent below optimum moisture content at the point of delivery to the work area.

feeders which continuously supply the correet amount of granular material in proportion to the cement and so arranged that the proportion of each size of granular material can be separately adjusted if more than ona size is used. Storage facilities containing fine material shall be equipped with vibrating units which shall vibrate the side walls of the feeder to prevent any hang-up of materials while the plant is operating. A control system shall be provided that will close down the plant when the material in any storage facility approaches the strike-off capacity of the feed gate. The plant wi D not be permitted to operate unless the control system Is In proper working order. 2

automati~ally

3 The feeder for the granular material shall be mechanically or eleetrlcal1y driven. Mechanically driven feeders shall be direetly connected with the drive on the cement feeder. The drive shaft on the feeder shall be equipped with a revolution counter reading to 0.1 of a revolution. Electrically driven feeders shall be actuated from the same circuit that services the motor driving the cement feeder. 4 The cement feeder and the granular material feeders shall be equipped with devices by which the rate of feed can be determined while the plant Is In full operation. 3.4.3.6

3.4.3.4

Cement Stabilization Procedures - Batch M ixing

Cement St1bi~zation Procedures · M ixed in Place Procedures

Batch mixi ng plants shall be equipped with a sufficient number of paddles of a type and arrangement to produce a uniformly mixed batch.

Mixed in place procedures wi ~ normally be permitted when the granular materilll to be stabilised is in-situ site material.

2 The mixer platform shall be of ample size to provide safe and convenient access to the mixer and other equipment. 3 The mixer shall be equipped with a timing device which will indicate by a definite audible or visual signal the expiration of the mixing period. The device shall be accurate to within 2 seconds.

2 Plant and equipment for pulverizing (if required) and for mixing all materials will be approved on the basis of preliminary trials to establish that such plant and equipment are capable of producing the spe~ified degree of mixing and uniformity of stabilized material for the full thickness of each layer. Single pass or multi-pass equipment may be used.

4 The time of mixing a batch shall begin after all ingredients are in the mixer and shall end when the mixer is half emptied. Mixing shall continue until a homogeneous mixture of uniformly distributed and properly coated materials of uniform appearance is produced. The time of mixing shall not be less than 30 seeonds. When blending of different sizes is required, the materials shall be blended as they enter the mixer.

3 The mixing equipment shall be equipped with a device for controlling the depth of processing and the mixing blades shall be maintained or reset periodically so that the correct depth of mixing is obtained at all times. Cement shall be spread ahead of the mixer by means of a cement spreader, fitted with a device to ensure a uniform and controllable rate ofspread of cement transversely and longitudinally.

5 Cement for each batch shall be weighed on scales separate from the aggregate belching scales. Each cement scale graduation shall be approximately 0.001 times the total capacity of the scales. The total capacity shall not be greater than twice the amount of cement required when the plant is operated at full capacity. No scale shall be used with a capacity less than 500 kg.

4 If multi-pass equipment Is utilized, the fine cohesive fraction (if any) of the material shall first be pulverized to the required depth with successive passes and the moisture content adjusted if it is more than 3% below the value required for compaction. Cement shall then be spread and mixing continued with successive passes unti l the required depth and uniformity have been achieved.

3.4.3.5

Cement Stabilization Procedures - Continuous Mixing

1 Continuous mixing plants shall be designed such that granular materia:ls are drawn from the storage facility by

3-10 .

5 If it is necessary to adjust the moisture content of the material to the optimum for completion, water shall be added during the m ixing operation using a water sprayer of such design that the water Is added in a uniform and controllable manner both transversely and longitudinally.

5ult•nftla of Oman, Sl.l~nd ..::. •rtl ...:...:. Sp .::........;...4l .;...;.O___ roa _d_& _B_ ~ ....:.... •_ C.. _n_s_ tr_ ....t _l_ or__ 20 ""

Granular Sub-Base, Aggregate Base Course and Stabilized Base Courses

6 Te mrxmg equipment shall be set so that it cuts slightly into the edge of any adjoining completed lane so as to ensure that ail material forming the layer has been properly processed. The Engineer may approve the use of scarifiers or preperizers ahead of the mixing equipment. The output of the mixing equipment shall be such that a minimum rate of 20 lin.m.lh measured longitudinally of completed stabilized layer can be maintained in order to permit satisfactory compaction of the mix.

3.4.3.7

be provided with a fully automatic and adjustable screed that strikes off and distributes the materi at to the fu II width being spread and to the surface tolerances specified. 9 The spreader shall be equipped with grade sensing controls to automatically control the longitudinal grade and transverse slopes of the screed. Screed action includes any cutting, crowding, or otherwise that produces a finished surface texture of uniform appearance.

3.4.3.8 Cement Stabilization Procedures • Placing of Stationery Plant Mixes

Immediately prior to depositing the mix, the surface 1 area to be covered shall be moistened and kept moist. 2 The cement stabilized mix shall be protected against moisture loss during transporting, by use of suitable covers. The mix shall be deposited on the roadbed at a prescribed quantity which shall provide the compacted thickness for the width being spread without resort to sponing, picking up, or otherwise shifting the mixture. Segregation shall be prevented and the mix shall be free from pockets of coarse or fine materials. 3 The mix shall be spread in widths of not less than 2 lanes, insofar as the width of surface permits. Longitudinal construction joints shall fall within 300 mm of lane lines. The mix shell be spread by one or more spreaders operating in a staggered position across the surface. If traffic conditions require that less than 2 lanes be spread, not more than 2 hours shall elapse between the times of placing the material in adjacent lanes. 4 The compacted thickness of any one layer shall not exceed 200 mm and shall be not less than 80 mm. When more than one layer is placed. the surface of the lower layer of compacted mix shall, until covered with the next layer, be kept moist with water or a curing seal as specified. 5 In the case of areas inaccessible to mechanical spreading equipment, the mix may be spread in one layer by approved methods only. After spreading, the material shall be thoroughly compacted to the required lines. grades, and cross section by means of pneumatic tampers, or other approved compacting equipment. 6 Use of motor graders will not be permined during spreading or compacting operations. Motor graders may be used only to trim the edges and surface after compaction in order to finish within the specified tolerances. 7 A motor grader may be classified as a self-propelled mechanical spreader if it has been equipped with end wings on the blade, has the blade locked in a position perpendicular to the direction of travel, and Is equipped with cross slope and automatic grade controls that meet the requirements for the specified type of spreading. 8 Each layer of the mix shall be spread in one operation with an approved type self-propelled mechanical spreader such that the layer is made ready for compaction without further shaping. The spreader shall

Cement Stabilization Procedures· Compaction and Finishing

Immediately upon completion of spreading or spreading and mixing in place operations, and completion of shaping, the mix shall be initiaHy compacted by one complete pass using approved type rollers. 2 If the finished surface after initial compaction is outside the specified tolerance, all high spots shall be trimmed off to within the specified tolerance. Filling of low areas by drifting or hauling of trimmed material will not be permined. Following trimming, the finished surface shall be 3 finally compacted to not less than 100% of the laboratory density of the approved job mix specimens as determined by AASHTO T 134. Final compaction shall be accomplished in such a manner that no loose material remains on the surface and ell tear marks are eliminated. 4 The surface tolera nc:es shall conform with the toler anc:e requirements for Aggregate Base Course. Where any areas are lower than the allowable tolerance, the stabilised layer shall be removed and fresh stabilised mix placed and properly compacted and finished, unless filling of the low areas with bituminous concrete or cement concrete is approved. 5 If the superimposed course will be cement concrete, the low areas may, if approved, be filled with concrete at the time and during the same operation that the concrete pavement is placed. 6 When the superimposed course will be bituminous concrete, the low areas may, if approved, be filled with bituminous concrete to the same standard. This filling sha~l be carried out as a separate operation prior to placing the bituminous concrete course (unless the thickness to be placed is too small to make this practicable). 7 Not more than 2 hours shall elapse between the time water is added to the mixed materials and the time of completion of initial compaction. Final compaction shall be completed withi n 30 minutes of initial compaction. 8 At the end of each day's work and when operations are delayed or stopped for more than 2 hours, a vertical construction joint shall be made in the fully compacted layer, perpendicular to the centerline. Additional mix shall not be placed until the constructfon joint has been approved. 9 One hour after the stabilized mix has been finally compacted; vertical longitudinal joints shall be constructed by cutting Into the existing edge to a depth of

• 3-11

~~

Mlni•trv of Tronaport & CommunlcntJona. OGRlT

../"-.~
Basecourse and Stabilised Subgrade

approxi mately 100 mm. The mix cut away shall be discarded. The face of the cut joints shall be moistened in advance of placing the adjacent lane. 3,4.3.9

Curing of Cement Stabilized Courses

Curi ng seal as specified shall be applied uniformly to the completed surface at a rate of between 0.5 and 1.2 kg./sq.m., or as determined by the Engineer. The curing seal shall be applied on the same day that final compaction •s performed and as soon as practicable thereafter. The surface shall be kept moist until the seal is applied, 2 Damage to the curing seal or stabilized surface shall be promptly repaired by an approved manner. 3.4.3.10

Testing of Cement Stabilised Courses

For every 5,000 sq.m. of each stabilised layer or for each day's completed area (whichever is smal ler) the following sampling and testing shall be carried out~ In situ density of a minimum of 3 samples (taken immediately after final compaction) determined In accordance with AASHTO T 191 or T 205 and which shall be not less than 100% of the density of the approved laboratory mix. Cement content in accordance with AASHTO T 211 . Gradation of mix in accordance with AASHTO T27. Moisture - density relationship for mix sampled fresh from the Site, in accordance with AASHTO T 134 if the source of the material is changed. Compressive strength of a set of 3 test specimens molded and cured In accordance with AASHTO T 134 and T 126, and tested in accordance with AASHTO T 22. 3.4.3. 11

Bitumen Stabilization Procedures - Mix Design

The material to be stabilized shall be a sand. sandy gravel or silty or clayey gravel and sand material with a P.l. not exceeding 12% and L L not exceeding 25% and with not more than 30% passing a 0.075 mm (No. 2001 sieve. 2 Bitumen-soil mix proportions shall be established by field laboratory trial mixes, carried out In the presence of the Engineer. The compressive strength shall be determined in accordance with AASHTO T 167 and in such a way as to ensure that the optimum composition of the mix is established. 3 The laboratory trial mixes, after being air cured for a period of 7 days and tested in accordance with AASHTO T 167, shall have a minimum compressive strength at 25 degrees C, of 2 MN/sq.m. (20 kg/sq.cm.) and a Marshall stability at 60 degrees C, of 2.000 N (204 kg). The Index of Retained Strength when tested using a Marshall mould shall be not less than 70%.

3-12

3.4.3.12

Bitumen Stabilization Procedures • Stationary Plant Mixing

When approval is given to utilize stationary plant for mixing, whether batch mixing plant or continuous type mixing plant, the plant and equipment and handling and mixing procedures shall conform with the relevant requirements of Section 4 · "Bituminous Pavement• and with the appropriate requirements specified herein for plant mixing of cement stab~ized materials. 3.4.3.13

Bitumen Stabilization Procedures- Mixed in PI ace Procedures

Approved type multi-pass or approved type purpo$ebuilt, single-pass equipment shaH be utilized for on Site mixing and placing. Operators shall be trained and fully experienced in the operation of such equipment. 2 Multi-pass equipment may consist of suitable bitumen distributor and motor graders or as otherwise approved. The process of pulverizing the fine grained cohesive 3 fraction (if any I of the granular material shall be as specified for cement stabilized courses. Bitumen, of the type and grade selected by the Engineer, shall then be applied to the surface using approved type heating and pressura distribution equipment. Emulsified bitumen shall not normally require heating. 4 Spreading and mixing of the bitumen and granular or other material shalt be carried out as specified for cement stabilized courses. 3.4.3.14

Bitumen Stabilization Procedures - Placing and Spreading Stationary Plant Mixes.

The placing and spreading of stationary plant mixes shall be as specified for cement stabilized courses. 3.4.3.15

Bitumen Stabilization Procedures · Compaction and Finishing

Compaction of bitumen stabilized courses to 100% of laboratory density of approved job mix specimens, finishing, and provision of longitudinal joints, shall be as specified for cement stabilized courses. 3.4.3.16

Bitumen Stabilization Procedures · Tolerances and Replacement of Unsatisfactory Areas

Finished surface tolerances and the rectification procedures for any areas which fail to meet such tolerances, shall be as specified for cement stabilized courses. 2 Where high spots require trimming after initial compaction, raking or similar procedures may be required. If the area is unduly damaged or pined, the stabilized mix shall be removed and replaced with fresh stabilized mix spread and properly compacted and finished,

Sultannte af Oman. S~l'ld.lnl ;.,..- out ,.,. ot food So

Granular

3.4.3.17

Sub~Base,

Aggregate Base Course and Stabilized Base Courses

Bitumen Stabilization Procedures - Testing of Bitumen Stabilized Courses

For every 5,000 sq.m. of each stabilized layer or for each day's completed area (whichever is the smaller) the following sampling and testing shall be carried out: i. In situ density of a minimum of 3 samples (taken immediately after completion of final compaction) determined in accordance with AASHTO T 191 or T 205 and which shall be not less then 100% of the density of the approved laboratory mix. ii.

ill.

iv.

3.4.3.18

Composition of the mix by extraction in accordance with AASHTO T 164. The variation from the approved job-mix, based on results of 4tests, shall not exceed the following: Aggregates passing No. 200 (0.075 mm) ±1 percent Asphalt content ±0.2 percent Compressive strength in accordance with AASHTO T 167, of samples before compaction. The minimum compress've strength value shall be not less than the value specified under Item 3 of Paragraph 3.4.3.11. Marshall stability in accordance with AASHTO T245, of samples before compaction. The minimum Marshall stability value shall be not less than the value specified under Item 3 of Paragraph 3.4.3.11.

Lime Stabilization Procedures- Mix Design

The material to be stabilized shall be a clayey gravel, clayey sand or lean clay soil with not more than 50% passing 0.425 mm (No. 40) sieve and plasticity index greater than 10%. 2 The lime content and optimum moisture content shall be determined in the field laboratory and In the presence of the Engineer. Cylinders molded in accordance with AASHTO T 220 shall be cured and tested at 7 days and 28 days. Load rate of application shall be in accordance with AASHTO T 22. The minimum compressive strength at 7 days after molding shall be one MN/sq.m. (10 kg./sq.cm.l. 3 Lime content and water content of the mix shall each be within -0.2% to +2.5% of the approved mix design percentages. 3.4.3.19

•dgo Conotruct!O< 2Ctl0

operators. Working operations should take into account the wind direction to minimize the dust problem and consequent eye or skin irritation to any personnel in the vicinity. 3 When hydrated lime is used, precautions shall also be taken against the effects of prolonged exposure to the skin. 3.4.3.20

Mixing When approva I is given to utiliza stationary pia nt for mixing, whether batch mixing plant or continuous type mixing plant, the plant and equipment and handling and mixing procedures shall be as specified for cement stabilization and as specified herein for plant mixing of lime stabilized materials. 3.4.3.21

2 Suitable methods for handling quicklime shall be adopted, including fully mechanized or bottom dump handling equipment and protective clothing worn by the

Lime Stabilization Procedures - Mixed in Place Procedures

Mixed in place procedures will normally be permined when the soil to be stabilized is in·situ site materiaL 2 Spreading and mixing of the lime and soil material shall be carried out as specified for cement stabilized courses. 3.4.3.22

Lime Stabilization Procedures - Placing and Spreading Stationary Plant Mixes

Placing and spreading of stationary plant mixes shall be as specified for cement stabilized courses. 3.4.3.23

Lime Stabilization Procedures - Compaction and Finishing

Compaction of lime stabilized courses to 100% of laboratory density of approved job mix specimens, finishing and provision of longitudinal joints, shall ba as specified for cement stabilized courses with the following modifications: i.

When quick lime is used, the layer shall not be compacted immediately alter spreading the lime, as hydration of the Iime will cause damage to the compacted layer. The time within which the compaction shall be completed will be as estimated in the laboratory.

ii.

Compaction shall not taka place after lime hydration. Any lime stabilized materiBI that has been mixed or deposited after lima hydration, shall be removed end replaced with fresh material, mixed and treated as specified.

Lime Stabilization Procedures- Safety Precautions

Special precautions shall be taken when handling quicklime as it will rapidly corrode equipment and can inflict severe skin burns to personnel coming in contact with it.

Lime Stabilization Procedures - Stationary Plant

3.4.3.24

Lime Stabilization Procedures- Tolerances and Replacement of Unsatisfactory Areas

Finished surface tolerances and the rectification procedures for any areas which fail to meet such tolerances shall be as specified for cement stabilized courses.

3-13 .

~ ~

Mlniatry of TrDnaport & Cammun,c&tlona DGALT

/".~Gra~ular ;n~ ~tabilised Subbase, Basecours e and Stabilised Subgrade

3.4.3.25

Testing of Lime Stabilized Courses

For every 5,000 sq.m. of each stabilized layer or for each day's completed area !whichever is the smallerl the following sampling and testing shall be carried out: i. In situ density of a minimum of 3 samples !taken immediately after completion of final compactionl determined in accordance with AASHTO T 191 or T 205 and which shall be not less than 100% of the density of the approved laboratory mix. ii. Lime content in accordance w ith AASHTO T 232. iii. Gradation of mix in accordance with AASHTO T27. iv. If the source of materials cha~~Qes, the moisture - density relationship in accordance with AASHTO T 134 and gradation of the new mix in accordance w ith AASHTO T27. v. Compressive strength o f a set of 3 test specimens molded and cured in accordance with AASHTO T 134 and T 126, and tested in accordance w ith AASHTO T 22.

3.4.4


Cement stabil ized course. bitumen stabilized course and lime st abilized course shall each be measured by cu.m. of compacted stabilized course. Measurements shaD be of t he area and thickness dimensions shown on the Drawings. Curing seal shall be measured by sq.m. of areu 2 computed from the length and width of the completed sections shown on the Drawings.

3.4.5

Basis of Payment

The amount of completed and accepted work, measured as provided for above, will be paid for at the unit rates for the various items l n t he Bill of Quantities, which rate shall be full compensat>on for equipment, tools, labor, locating sources of supply, supplying materials, samp ling and testing, screening, crushing, transporting, stockpiling, laying. mixing and compacting and for extra m1teri11l in tapered edges, and other Items necessary for the proper completion of the work.

3.4.6


i.

Cement Stabilized Base Co urse (thicknessl

cu.m

IJ.

Bitumen Stabilized Base Course (thicknessl

ou.m

iii.

Lime Stabilized Base Course (thickness).

cu.m

Curing Seal

sq.m

iv.

3-14

&utt.nate of Oman, St.ndetd lpeci~ '"' RMd &!!ridge Conllrud- 2D11J

Ref.

Title

4.1

Materials for Bituminous Construction

4.1 .1 4.1.2 4.1 .2. 1 4.1..~2

4.1.2 3 4.1.3 4.1.4 4.1.5 4.1.5.1

Page No.

Description Aggregate Matarfala Gene111lly Sources. and Production Stockpiling Sampling and Testing

4-1

...,

Ref.

TltJe

4.2.5.2

Prime Coat Application

4.2.5.3 4.2.5.4

Tack Coat Application

Page No.

Polymer Modified Tack Coat

4-11 4-12 4-12 4-12

...,

4.2.6 4.2.7

Method of Maaaurement Baala of Paymem

4.2.8

ltema In the BUI of Quamitln

4-12 4-12

...1

4.3

Bituminous Courses

4--12

-4.3.1 4.3.2

Deac:rlptlon

4-12

Materials

4-13

4.3.3 4.3.4

4-13 4-14

4-1 ... 1

Aggregetn for Bituminous Paving Mbt" Aggregates for Sallf Coats

4-1 4-3

Bitumen Generally

4-3 4-3

4.2

Prime and Tack coats

4--10

43.13

Job Mixes and ProJect Mixes Equipment General Mixing Plant Spreacfng and Finishing Equipment Conatructfon of Trfal Sections Mixing Procedures Surface Preparation Delivery, Spreading and Finishing Delivery of Mix to Site Satt'ng Out and Reference Wnes Spreading and Finishing Jilints and Edges Compaction Sampling and Testing Surface Tolerancea Determination of ThlclcMaa of Couraea Method of Meauremem Basis of Payment

4.21 4.2.2 4.2.21

Descrlpclon

4-10

4.4

Bituminous Base Course

4-21

Mllterfala Medium Cunng Cutback B.tumen

4-10 4-10 4-10

4.4.1 4.4.2

Delctfpdon

4-21

4.4.3

Meterfals Job Mix 1nd Project Mbc Equipmem

4-21 4-21 4-21

4.4.6

Construdfon ofTrial Section•

4-21

4.4.5 4.4.7

Mixing Procedures Surt.ce Preparation

4-21 ...22

4.1 52 4153

Type and Grade Transporting Bitumen Storage of Bitumen

4.1.5.4 4.1.5.5

S.mpl•ng and Testing

4.1.8 4.1.6;1

Heating of Bitumen Bitumen Produc:ta Penetration Graded Bitumen

4-4

4-4 4-4 4-4 4-4 4-4

41.6.2

S.turrien Modifier and.Mod,fied

4.1.6.3 4.1.6.4

c.s Bitum1nous Material Rapid'Curing IFIC) Cutback S.tumen 4-7 Medium·Curing [MCJ Cutback Bitumen 4l7 Slow-Curing ISC!·Cutback B:tumen 4-7

4.1.6.5

4.1.6.6 Emulsified-Bitumens Gene111lly 4.1.6. 7 Anionic Emuls•fied·Bitumen 4.1 .6.8 Cationic Emul!lified Bitumen 4.1 .7 Method of Meesurernem and Baala of Payment

4.2.22 4 .2.2 3

Rapid-Curing CUtback Bitumen Slow-Curing Emulsified Bitumen Equipment

4.2.3 4.2.4

Construction of Trial Sectlona

4.2.5

Application Procedures

4 2.5.1

Med um Curing Cutback Bitumen

41-7

4-8 C.10 4-10

4-1 0 4-11 4-11

...,,

4-11

4.3.4.1 4.3.4.2 4.3.43 4.3.5 4.3.6 4.3.7 4.3.8 4.3.8.1 4.3.8.2 4.3.8.3 4.3.8.4 4.3.8.§ 43.11 -4.3.10 4.3.11 -4.3.12

.....

4-14 4-14 4-14 4-15 4-16 4-16 4-18 4-16 4-16 4-16 4-17 4-17 4-18 4-20 4-20 4-20 4-21

Ref.

Title

Page No.

4.4.8 Delivei'V. Spreading and Ffnllhlng Genl!flll 4.4.8.1 4.4.~.2

4.4.8.3 4.4.8 4.4.10 4.4.11 4.4.12 4,4.13 4.4.14

4.6 4.5.1 4.6.2 4.6.3 4.6.4 4.6.5 4.6.6 4.6.7 4.6.8 4.5.8.1 4.5.8.2 4.5.8.3 4,5,8.4 4.5.9 4.6.10 4.5.11 4.5.12 4.5.13 4.5.14

Rollers Sandard of Compaction Sampling and Testing

4-22 4-22 4-22 4-22 4-22

Surface Tolerances

4-~

Determination ofThlcknea

4-22 4-22 4-22 4-23

Method of Meaaurement Baals of Payment Items In the Bill of Quantities

Bituminous Binder and Wearing Courses 4-23 Delcrlptlon Materials

Job Mix and ProJect Mix Equipment

Conatructlon of Trial Sections Mixing Proc:eclunt1 Surface preparation Delivery, Spreading and Flnllhlng General Rollers Sl:lllndard of Compaction Skid Resistance and Surlace Texture Sampling and Testing Surlace Tolerances Determination of Thickness Method of Meawrement Baals of Payment Items In the Bill of Quantities

4-23 4-23 4-23 4-23 4-23 4-23 4-23 4-23 4-23 Jt-23 4-24 4-24 4-24 4-24 4-24 4-24 4-24 4-24

4.6

Bituminous Seal Coats- Surface Dressings ~25

4.6.1 4.11.2 4.11.2.1 4,6.2.2 4.8.3 4.8.4 4.6.6 4.8.8 4.11.6.1 4.6.6.2

Description Material• Bitumen Aggregates Equipment

Cottatructlon of Trial Section• Rates of Application CoMtnlctlon Requlremem. General Surface Preparation

4!25 4-25 4125 4-25 4-25 4-25 4-25 4-25 41-25 4126

Ref. 4.6,6.3 4.6,11.4 4.6.6.5 4.6.6.6 4,6.11.7 4.6.6.8

Title

P.~ge No.

Heating of Bitumen Spreading Slurry Seal Spraying of Bitumen Application of Aggregate Rolling and Brooming

"""26 4>27

Maintenance and Protection of Sealed Surlacn

4.6.7 4.8.8 4.6.9 4.8.10

4-2!5 4'26 4'26

Tolerances and Records Method of Meaaurement Balla of Payment Items In the Bill of Ouantiti111

4-27 4-27 4-28 4-28 4-28

4.7

Bituminous Leveling Course and Patching Work 4-28

4.7.1 4.7.2 4 .7.3 4.7.4 4.7.5 4.7.6 4.7.7 4.7.8 4 .7.9 4 .7.10 4.7.11 4 .7.12 4 .713 4.7.14

Description

Items In the BHI of Quantities

4-28 4-28 4-28 4-28 4-28 4-28 4-28 4-29 4-29 4-28 4-29 4-29 4-29 4-29

4.8

Bituminous Cold Mix Courses

4-29

4.8.1 4.8.2 4.8.3 4.8A 4 .8.6 4.8.6 4.8.7 4.8.8 4.8.9 4.8.10 4.8.11 4.8.12 4.8,13 4.8.14

Description

Materials Job Mix and ProJect Mix Equipment Construction of Trial Sections Mixing Proolduntl

Surface Preparation Delivery, Spreading and Finishing Sampling and Teatlng

Surface T olerences Determination of ThldcniiU Method of Meaurement Baals of Pavment

Delivery, Spreading and Finishing

4-29 4-29 4-29 4-29 4-29 4-30 4-30 4-30

Sampling and Teatfng

4--30

Surface Tollll'lnces Detennlnatlon of Th~

4-30 4-30

M.thod of MeRUrement

4--30

Baals of Payment

4-30 4-30

Materfell Job Mix and ~ Mix Equipment Conecruc:tfon of Trial Section• Mixing Procedures

Surface Preparation

Itame In the Bill of Quantitfea

Ref.

Title

4.9

Pavement Repairs and Reinstatement

4.9.1 4.9.2 4.9.3 4.9.4 4.9.6 4.9.8 4.9.7 4.9JI

·4.9.9 4.9.10

Page No.

Oeacription Metariak Equipment Prepanrtlon of Pevament Placing and Anllhlng Repair Materiels Sampling and Testing Surface Tolerances Method of Measurement Beale of Payment hems In the Bill of Quantltiu

4-30 4-30 4-30 4-30 4-31 4-31 4-31 4-31 4-31 4-32

Bituminous Pavement Widening 4-32

4.10.1 4.10.2 4.10.3 4 10.3.1 4.10.3.2 410.4 410.6 410.8

Oeecrlption

Method of Measuremer.t Buia of Payment

4-32

ltllfReln the Bill of QuantIt' "

4-32

4.11

Recycled Bituminous Mixes

4-32

4.11.1

Description Materials

4-32 4-33 4-33 4-33

4.11.2 4.11.3 4.11.4 4.11.6 4.11.8 4.11.7 4.11JI 4.11.9 4.11.10 4.11 .11 4.11 .12 4.11.13 4.11.14

4.12 4.12.1

Conetruction Requirementa Co,_.ruction Traffic: Control

Job Mix and ProJect Mix Equipment Conltruc:tion ofTrl., Sedlona Mhclng Proceduraa

4-32 4-32 4-32 4-32 4-32 4-32

4-33

Surface Tolerances

4-33 4-33 4-33 4-33 4-33

Detennlnltlon ofThldcnae Method of MUIUrement Basra of P.-,ment

4-34 4-34

Items In the Bill of Ouantrtiee

4-34

Surface Preparetion Delivery, Spreading and Finishing Sampling and Testing

Title

4.12.2

Refllfence Documents for Profiler Rlc!Nbllity TMting

4.12.3 4.12A 4.12.6 4.12.8 4.12.7 4.12.8 4.12.9 4.12.10

Tenninology

4-30

4.10

Materials

Ref.

4-33

Surface Rtdeabllfty Measurement

4-34

DMCription

4-34

Testing Equipment Testing Procedure Submittals Required Rldeability Method of Measurement Basis of Payment Items In the Bill of Quantities

Page No. 4-34 4-34 4-34 4-34 4-35 4-35 4-35 4-35 4-35

S~ltanntu

of Om11n. Sto!'ld•/\1 St>e<; loe&tlo•• lor Rood & Br dge !:onotfUCIJOr 20 0

Bituminous Pavement)

4.1

Materials for Bituminous Construction

4.1.1

Description

This Sub-section includes specifications for materials for use In the construction of the various bituminous pavement courses including the following: i. Coarse and fine mineral aggregates and filler. ii. Bitumen products including penetration graded emulsified bitumens, cutback bitumens, bitumens, modified bitumens, and rejuvenating agents for use In bituminous courses and surface treatments. iii. Polymers for bitumen modification, Elastomers such as Styrene-Butadiene-Styrene (SBS) copolymers or Plastomers such as Polyethylene (PE) polymer, as shown on the drawings. 2 All materials sources and the quality of materials proposed for use in the work shall be approved prior to procuring or processing material from such sources. Inspection, sampling, testing end retesting as necessary, shall be at the Contractor's expense. 3 Storage and handling of all materials shall conform to the relevant requirements of these specifications. Materials shall be stored on hard, clean surfaces.

4.1.2

Aggregate Materials Generally

4.1.2.1

Sources and Production

The Contractor shall satisfy himself as to the location of the sources of agg regale materials, the length of haul to the site, the suitability and quantity of materials available; extent of work necessary to obtain the material available; the work requl red to open the quarry and to crush, screen and wash Uf necessary) the materials to meet the specified gradation. Prior to starting quarry operat' ons, the Contractor 2 shall obtain written permission from the authorities or owners concerned. 3 Crushing end screening plants shall not be put into operation prior to their approval. If, after any plant is put into operation, it fails to perform as intended, the Contractor shall either rectify the defects in the existing plant to the satisfaction of the Engineer, or shall provide alternative approved pia nt 4 Approval of the crushing and screening plants and other equipment shall in no way relieve the Contractor of his responsibilities in respect of producing aggregates which conform to the Specifications and in the quel\tities required for the completion of the work.

4.1.2.2

stockpile quantities. The areas shall be adequately drained at all times. 2 Stockpiling procedures she II not result in degradation or segregation of the stockpiled materiel, or introduction of foreign materials into the stockpile. Heights of aggregate stockpiles shall not exceed 5 m.

4.1.2.3


Sampling and testing procedures shall conform to the relevant requirements of this Specification. 2 The Contractor shall submit to the Engineer, 30 days prior to the scheduled start of crushing and screening operations, a statement of origin and composition of all aggregates proposed for use rn the work. In order to ascertain the properties of aggregate 3 materials, the Contractor shall submit for testing, representative samples of all materials intended for Incorporation in the work, prior to starting quarry operations. The representative samples shall be taken by the Contractor in the presence of the Engineer. Tests sha II be performed by the Contractor at his laboratory or at an approved outside laboratory 4 Test results shall be utilized by the Contractor in assessing the locations, extent of deposits and quantities of materials which will conform to the Specification when properly processed. Any special tests that may be required by the Engineer shall be carried out by the Contractor, in his own laboratory, or an outside laboratory, approved by the Engineer. Engineer's approval of test results shall in no way obviate the need for further testing if required by the Engineer. Approval of specific sources of materials shall not be construed as final approval and acceptance of materials from such sources. 5 Processed materials shall be tested and approved before being stockpiled on Site or incorporated in the work and may be inspected and tested at any time by the Engineer during thai r preparation, storage and use. Questionable materials awaiting testing and approval, shall not be unloaded and mixed with materials previously approved. If the grading and quality of any materials delivered to the Site do not conform to the grading and quality of the established control samples, the Engineer will reject such materials. 6 Samples shall satisfy all specified test requirements. The Contractor shall permit the Engineer to inspect any and all materials used or to be used, at any time during or after their preparation, or while being used during progress of the work. Unsatisfactory materials, whether in place or not, shall be removed promptly from the Site. The Contractor shall furnish all necessary materials, labor, tools and equipment and transport required by the Engineer for such inspections.

Stockpiling

Stockpile areas shall be sufl/eyed prior to stockpiling to establish control points and to obta;n a record of existing cross sections for future use in determining

4.1.3

Aggregates for Bituminous Paving Mixes

Aggregates for use in bituminous base course, binder course, leveling, wearing and cold mix courses

~~

MlniiU:ry of Tt'nneport & Con1municn•Jona OGRL.T

~~<:Bituminous Pavement

shall consist of crushed stone. The coarse fraction of the aggregates for use in bituminous wearing course shall consist of 100'~ crushed stone from a hard, high quality Gabbro and/or non·ves
Percent.pallina Sleve

Size

~ ~ co_UTH~ ClA

ClB

25

100

100

19

60-90

:0

4 Aggregates shall be free of gypsum and the coarse fraction of the aggregate shall not contain more than 5% chert when tested in accordance with AASHTO T113.

12.5 9.5

•

•

42·67

5 Aggregates shall be of uniform quality, free from decomposed stone, organic matter and shale.

4.75

25-50

2.36

3 The material from hot bins passing the number 40 sieve (0.425mml when tested in accordance with AASHTO T 90 shall be non plastic. In addition the material from cold bins should not have PI greater than 4.

6 The percentage by weight of friable particles, c!ay tumps, and other deleterious matter shah not exceed 1% as determined by AASHTO T 112. 7 Aggregate particles shall be clean, hard, durable and sound. Crushing shall result in a product such that, for particles retained on 4.75 mm (No. 41 sieve. at least 90% by weight shall have 2 or more fractured faces, when tested in accordance with ASTM 05821 . 8 The flakiness index and the elongat ion index test shall be conducted in tJCcordance w ith BS 812, the following are maximum limits; Bitum(noua

Index

Bitumlnou• Blnder&BIIH

Wearing

eou....

Aaki ness Index FJ ~longation_lnde)(_E.t

25 ~~5

..

30 30

Aggregates for Bituminous Mixes 9 Aggregates shall be washed if directed, to remove any clay lumps, organic matter, adherent dust or clay films or other extraneous or deleterious matter that may prevent or detract from proper adhesion of bit umen to the aggregate particles. 10 Mineral filler shall consist of finely divided mineral matter such as limestone dust, hydrated lime; other non· plastic mi neral filler, free from clay and organic impurities; o r Portland cement, conforming to AASHTO M 17, The gradation of the mineral filler shall comply with the requirements ofTable 4.1.3 2:

SlenSize

'

PBI'CIIftt Paalng bv M -

0.600 mm (No . 301 0.300 mm (No. 50) 0.075 mm (No. 200) -~ -

.100 95 · 100 . _ _7_0 - 100 -~-Tabla 4.1.3.2: Gradation of Mineral Filler for Bituminous

Mi)(es

<1-2 .

(mm)

Bfndllf' cOil,..

r

Y!!•n~ co~~~

a.. A

Cia. B

100

-

•

65-100

100

100

60-80

• • 47·72

56-80

40-60

3(}.56

35·56

51 ·71

•

2~

•

-

34-54

2.00

15-31

•

19-36

22-36

•

•.

• --

90. 100 73·93

1.18

-

20·36

•

•

22-38

0.600

•

14-26

-

•

18-30

0.425

8·20

•

a-20

8-20

•

0.300

•

8·20

•

-

10·22

0.150

-

7-15

•

-

9·17

0.075

2·15

2·8

2-8

2·8

2-8

Table 4 1.3.3: Gradation of Aggregates for Bituminous Mixes 12 The loss in weight of aggregate after 500 revolutions, when tested in accordance with AASHTO T 96, shal l not exceed 35% for binder and base courses. and 25% for wearing course.

Coursn

Table 4.1 .3.1 : Flakiness and Elongation Indices of

I

11 Combined coarse and fine aggregates for bituminous mixes, including m i neral filler, when tested in accordance with AASHTO T 27 and T11, shall conform to the gradations shown In Table 4.1.3,3.. For the Gradation of Leveling Course, this should be provided in the Special Speci fications depending on the particular conditions of the Project,

-

13 When tested for soundness In accordance with AASHTO T 104 the coarse aggregate (retained on No.4 sieve) shall not show signs of d isintegration and the loss by weight after 5 cycles shall not eKceed 10% In the case of the sodium sulfate test and 12% in the case of the maonesium sulf ate test 14 When tested for resistance to stripping in accordance with the AASHTO T-182 at least 95% coated particles should be achieved. If resistance to stripping is not achieved then anti-strlpping agent should be used. For additional stripping resista:nce requirements for wearing course layer, refer to Sub-section 4.5, 15 Polish stone value (PSV) of coarse aggregates used in the wearing course m ix when tested according to BS 812 shall be at least 60%. 16 The sand equivalent for fine aggregates, when tested in accordance w ith AASHTO T45. shall be 1 minimum of 75.

Soltonnto of Otnon, Starld.ud Ss»c•tc.stions .,Of' Ro:Jd A Dlid'oe Com1


4.1.4

Aggregates for Seal Coats

Cover aggregates for bituminous seal coats shall consist of screenings of crushed stone. Aggregate for slurry seals shall consist of crushed stone fines or natural sand blended with not less than 50% crushed stone fines. For heavy-duty applications slurry aggregate shall consist of 100% crushed fines. Wadi gravels shall not be used for seal coats, suitability of suggested crushed stone fines for use in slurry seal shall be demonstrated prior to use. 2 Aggregates shall be free of crystaltine or amorphous gypsum (expressed as 503). and shell not contain more than 5% chert when tested in accordance w'th AASHTO T113.

3 Aggregate particles shall be clean, hard, durable and sound. For particles retained on 4.75 mm (No. 4) sieve, at least 90% by weight shall have 2 or more fractured faces and 100% by weight shall have one or more fractured faces, when tested in accordance with ASTM 05821 . 4 Flakiness index and elongation index tested in accordance with BS 812 shall not exceed 25% for each of flakiness and elongation index. The percentage by weight of clay Iumps and friable particles as determined by AASHTO T 112 shall not exceed 3%. Light wei ght aggregate of specific gravity of 2 or less shall not exceed 3% as determ'ned by AASHTO T 113. If necessary aggregates shall be washed, or 5 processed by an approved alternative method, to remove any clay lumps, organic matter, adherent dust or clay films or other eX1raneous or deleterious matter that may prevent or detract from proper adhesion of bitumen to the aggregate particles. 6 Cover aggregates and aggregate for slurry seals, when tested in accordance with AASHTO T 27 and T 11, shall conform to the gradations given in Table 4.1 .4.1. Double Bituminous Surface Treatment Aggregate 1. rt Application Application (Gtedlna Bl IG111dlng Cl

Sieve Oealgnatlon (Square opening•I 25mm

100

19mm

90· 100

-

2().55

100

12.5mm 9.5mm

-

Sluny Aggregllt e

_l

-

D-o15

58·100

100

4.75mm

()..5

10.30

91)..100

2.36mm

-

0· 10

65'90

0-5

45-70

1.1_!! m!f! 0.60mm

.

0.30mm

-

0.15 mm

-

-

0.075mm

o-o.5

Cl-0.5

30-50 18-30 1()..20 5-15

Table 4.1.41: Gradation of Aggregates for Seal Coats

The loss in weight of aggregate after 500 revolutions, 7 when tested in accordance with AASHTO T 96 (Los Angeles Test), shall not exceed 35%. 8 When tested for soundness in accordance with AASHTO T 104, tha aggregates shall not show signs of disintegration and the loss by weight shall not exceed 10% in the case of the sodium sulphate test or 12% in the case of the magnesium sulphate test.

9

When tested for resistance to stripping in accordance with AASHTO T 182, at least 95% of the aggragate surface area shall remain coated with a bitumen f~ m. If resistance to stripping is not achieved then anti· stripping agent should be used.

10 Polish stone va'ue (PSV) of coarse aggregates used in the upper layer of seal coats when tested according to BS 812 shall be at least 60%. 11 The sand equivalent for fine aggregates, when tested in accordance with AASHTO T45, shall be a minimum of 75. 12 Table 4.1.4.2 below summarizes the required aggregate properties listed under items 7 to 11 above;

Specfflc.tloo

Standerd Test MethDCI

Requirementa

AASHTOT96

Max. 35%

Soundness in Sodium Sulphate

AASHTOT104

Max.10%

Soundness In Magnesium Sulphate

AASHTOT104

Max.12%

Resistance to stripping

AASHTOT 182

Min. 95%

Polish Stone Value {PSVJ of;coarse aggregates

BS 812

Min. SO%

Aggragete P.roperty Loss In we1ght of aggregate after 600 revolutions

(Los Angeles Abrasion)

- --

Sand Equivalent for Fine Aggregate

~

AASHTOT175

Min. 75

Table 4.1.4.2: Properties of Aggregates for Seal Coats

4.1.5

Bitumen Generally

4.1.5.1

Type and Grade

Bitumen shall be petroleum derivative penetration grade 60·70 (unless otherwise shown in the Special Specification), conforming to the requirements of AASHTO M20. When more than one type or grade is specified under any item, the Engineer will select the type and grade to be used in the work. If the specified grade is not locally available in the market, the Contractor shall be deemed to have considered any additional costs associated with the import of bitumen in his contract price,

~ ~

Mlniatrv at Trnnn.port & Cnmn1unJcntlon•. OORLl

/"-.. ~<\Bituminous Pavement

4.1.5.2

Transporting Bitumen

All t ransporting of bitumen shall be by conveyances that are free from contamination. Tank cars or tan!{ trucks used for transporting bitumen shall be carefully inspected, drained, and cleaned if necessary, before loading, to prevent contamination of the bitumen from resi dues of previous 1oads. Bitumen may also be delivered and transported in metal drums. 2 Tank trucks or trailers used to transport bitumen shall be equipped with an approved sampling device which shall be bul l! i nto the tank or re-circulating or discharge line in such a manner that a sample can be drawn during clrcul ation or discharge.

4.1.5.3

Storage of Bitumen

The Contractor shall provide an adequate storage facility for bitumen, at the site of the mixing plant. This facility shall be clean and stable and provided with cover and shelter from excessive temperatures No open fires or smoking shall be allowed in or 2 around the storage facility _ 3 The storage capacity shall be sufficient to maintain a uniform operation while allowing for delayed shipments and time for testing, Different batches of bitumen shall be separated, so as to allow for easy identification. 4 If the bitumen is delivered to the site in metal drums. on arrival the drums shall be inspected for perforations, rusting, melting or any other defects that could cause poUution or chemical changes to the bitumen.

Depending on the severity of each case, the Engineer shall decide whether to retain or reject the affected drums. 5 The stored bitumen products should be protected from temperatures which may exceed the range of ·5 degrees C to +50 degrees C.

4.1.5.4

3 Thermometers of approved type and adequate range {calibrated in 2 degrees C increments) for accurately measuring the temperature of the bitumen while heating, shall be located so as t o be readily visible and shall be kept clean and in proper working order at all times. 4 Where storage tanks are required, their capacity shall be sufficient for at least one day's production. 5 Bitumen materials, wasted through careless handling or rendered unsuitable for usa by overheating shall not be used in the work.

4.1.5.5

2 Tanks for heating and storage of bitumen shall be capable of heating the material, under effective and positive control at a!l times. to the specified temperature. The system shall provide uniform healing for the entire contents of the tank. The circulation system shall be of adequate size to ensure proper and continuous circulation of the bitumen during the entire operating period. Suitable means shall be provided, either by steam or oil jacketing, or other insulation, fot maintaining the required


1 Procedures for sampling of bituminous materials shall conform to AASHTO T 40. 2 General requirements and procedures for sampling and testing of the various types of bitumen shall conform to the requirements of the relevant sections of these specifications. 3 Testing for conformity of bitumen products shall be carried out to AASHTO Standard Methods listed in AASHTO M 20 and other specified standards.

4.1 .6

Bitumen Products

4.1.6.1

Penetration Graded Bitumen

The various grades of penetration graded bitumen material shall conform generally with the requirements of AASHTO M 20 as given in Table 4.1 ,6.1 ,

._,_,_

-

-~

PIINIIIItrlltfCJ!I G~

40-50 Requirement

Ductility at 25'C

Heating of Bitumen

Heating equipment shall be of an approved type. Any method of agitation or heating that introduces free steam or moisture into the bitumen will not be approved. During the process of its manufacture, conveyance, storage, or construction use, bitumen of whatever type shall not be heated to temperatures more than 10 degrees C above the maximum application temperature specified for the respective type of bitumen nor above 170 degrees C, whichever is the lower. Materials heated in excess of these temperatures will be rejected and shall not be used i n the work.

-4....

temperature of bitumen, weigh buckets, spray bars, and other containers.

(em)

Kinematic Viscosity at 135'C (eStI Penetration at 25•c (0.1mm) Softening Point {•C) Specific Gravity at

25·c

-

Loss on heating to 163"C (% W1) Penetration of residue% of original Solubility In Trichloroethylene (%W1) Ash content {% W1) Flashpoint (Cleveland Open Cup) 1•c)

-

~

60- 70 .,

J

80 - 11!!1

J

Min Malt Min Max Min MIIX .

-

..._,

100

'1001 too- liOO'

280

-

240

40

50

60

50

58

200... - I '' ----,.

70

85

100

- --.......48·: -· -. ·---- . . r

56

1.01 1.06 1.01 1.06

r-' 99

54

50

_.., .....--.,

I

r-'1 99

99

.

1.()

-

1.0

250

.

250

.

-

1.0

~

58

48

48

... , ._ 0.8 ,._,

0..8

!

J

~

~

1.0

~

I .

~I

' t.O i 225

I

.

Table 4.1.6.1: Properties of Penetration Grade Bitumen

Sultanl'flt of Onton, Stand••d Spec.l.c.s•ons I r fio.,d & Bndge Comtruc!oot


2 Sampling and testing shall be in accordance with the AASHTO standard method listed in AASHTO M 20 3 Penetration bitumen application temperature range shall be as given in table 4.1.6.2. Actual Mixing and Compacting Temperature of Asphalt Concrete shall be determined from Kinematic Viscosity of Bitumen as shown lnMS-2.

f'eft

4o.1iO

80170

801100

Application Temperature rCJ

150·170

145-165

140·160

i.

Compatibility with original bitumen: The modified bitumen shall be tested for compatibility with the polymer modifier to ASTM 05892 for both softening point and dynamic shear (DSRI. The difference In deg C between the softening points of the respective top and bottom portions of the tube sample shall not exceed 4 deg C. The separation ratio based on G• shall have an average G• value !(top + bottom) I 21 within 0.8 to 1.2 of the initial G• value. Alternative compatibility test eccord'ng to ASTM D5841 can be carried out in lieu of ASTM 05892, only in cases where the Contractor and supplier can prove that the ASTM D5892 cannot be adopted for the type of polymer proposed.

ii.

Mixing and compaction temperatures: The mixing and compaction temperatures shall be established in the laboratory by determining the Brookfield viscositY of the approved polymer modified bitumen at three different temperatures 135 deg C, 165 deg C and 195 deg C. The established mixing and compaction temperatures shall then be evaluated and finalized based upon successful site trials.

iii

Proportion of modifier in the mix: Depending upon the results of the tests specified in Table 4.1.6 3 below, the proportion of modifier to be used and the quality control procedures during mixing shall be determined in accordance with the manufacturer's recommendations to provide the optimum characteristics of the mix as specified below.

Table 4.1.6.2: Appllatlon Temperature by Bitumen Grade

4.1.6.2

Bitumen Modifier and Modified Bituminous Material

An approved modifier shall be incorporated in all penetration graded bituminous material immediately prior to the time of use, unless otherwise shown on the Drawings. 2 The types and penetration grades of the original bituminous materials shall be submitted by the polymer supplier/contractor for the Engineer's approval. 3 The Contractor shall provide evidence of his experience to prove that he Is currently supplying and using polymer modified bitumen on similar projects with successful results and performance. The Contractor shall submit data, which Indicate that the product has a proven record of performance regarding compatibility with asphaltic concrete mixtures, blending of the product with the asphalt cement and placing and compacting the mixture. 4 The reduced adhesive bitumen bitumen.

modified bitumen shall demonstrate significantly temperature susceptibility andfor improved qualities. The workability of the modified shall be unchanged from that of unmodified

5 Unless specified otherwise under this Specification, mixing and preparation of modified bitumen shall be carried out in accordance with the modifier manufacturer's lnstructio ns, and to the approval of the Engineer. 6 The Contractor shall subm't a method statement for the preparation of polymer modified bitumen (PMB) blending, including the type of polymer intended for use, for the Engineer's approval. The Contractor shall propose the type of polymer he intends to use and shall demonstrate through testing that the modified asphalt meets all the specification requirements. Blending of the asphalt cement and the modifier shall be done by the supplier of the modifier in a mobile mixing p'ant adjacent to the Contractor's aspholt plant on Site. The Contractor shall submit for the Engineer's approval a comprehensive OA/QC program to ensure that the pre-blended polymer modified asphalt is delivered, stored in suitable cond't'ons, incorporated in the bitumen mix and laid in strict accordance with the manufacturer's instruct'ons. The minimum requirements for this program shall include but shall not be limited to the following :

7 The minimum requirements and tests to be performed on the modified bitumen shall be liS follows: i.

If Styrene-Butadiene-Styrene (SBS) polymer is used, it shall have the following properties: Butadiene-Styrene Ratio =70130. Block Styrene = 30%. Hardness Shore A = 80. Density ASTM D792 = 0.93 - 0.95 g/cm3.

ii.

If Polyethylene polymer is used, it shall be polyolefinic, primarily low densitY polyethylene and shall meet the following requirements:

Test Property

~

Specification

Density

0.910 min

ASTM D792

0.940 max Melt Index Melting Point iii.

1.0-15.0

ASTM D 1238

110"-135" c

The ratio of modifier to bitumen in the completed mix shall be between 4 and B parts of modifier for 100 parts of bitumen, according

4-5

~~

Mlnlatrv of Tronaport & CommunlcatSona. OGRLT


to the manufacturer's recommendations. which must confirm that the modified bitumen w ill meet the requirements of Tab~e 4.1.6.3 and will prove the optimized propenies of the modified bi nder at the proposed proportion of modifier. iv,

The modified bitumen propenies shall comply with the requirements of the latest revision of AASHTO M320 specifications and to the requirements of Table 4.1.6.3 below.

v.

The Contractor shall obtain from the mal\ufacturer and provide to the Engineer periodical cenificates stating that the modifier Is being i ncorporated in the bitumen mix in accordance with the with the approved OA/QC program.

Frequency of 'T..cfng

agreed w ith the Manufacturer

at each batch

Property

Tut Stlndard

1.

Penetration, 25• c. 1OOg, 5s, dmm

ASTMD5

2.

Softening Point, •c

ASTMD36, AASHTOT53

Mil\. 65

3.

Viscosity !Brookfield) at 135" C, max 4C

ASTMD4402

3000 CP

4.

Flash Point Temp, min •c

AASHTOT48

230

•c

every 500t

AASHTOTP5

76 "C

every 500t

1%

at each batch

AASHTOT301

75

at each batch

W«Y500t

•·

I

Requfrementl

Raf

5.

6.

Dynamic Shear before RTFOT, G"lsln il, Min. 1.00 kPe, test temperature • 10 red/a, •c, (Where G* = Dynemlc Shear Modulus and il = phase angle) Rolling Thin Film Oven IRTFOI Mass

Loss,

maJC, %

1

-

--

AASHTOT240

-- -ASTM 08084,

to be

--

7.

Elastic Recovery , 25" C, 10cm elongation, % after RTFOT

8.

Dynamic Shear after Rolling Thin Film Oven Test IRTFOTI. G*lsin i), Min. 2.2 kPa, test temperature ~ 10 rsdls, "C -

AASHTOTP5

76 "C

Compatibility Test

ASTMD5892

See requirements under Item 6 of Paragraph 4.1.6.2

9.

Continue d on page 4· 7

....,

at each batch at each batch

-

Table 4.1.6.3: Modified Bitumen IPerfonnance Gradel Properties

.

every 500 t

Suttonnto of Ornon St&"'ldilrd Sptcafoations fOt Ro3d l. Bridoe Conuructc.

8 The elastic recovery specified under Item 7 of Table 4 1.6.3 above corresponds to modified bitumen with either an elastomer or a blend of elastomer and plastomer polymers. Should the Contractor opt to use plastomer type polymer only, for the asphalt modification, then the elastic recovery requirement can be replaced by a set of tests that shall be carried out at the start of the project, with each set containing three samples, and the resu ts shall conform to the following Table 4.1.6.4: Property

Teltsc.ndenl

Requlrementa

..,._.,.Aging v.... Relldue

Pressure Aging Vessel (PAV)

Aging Temperature, •c. ()ynlimlc Sheer,

AASHTOR28

110

oc

RCCutback Grade RC -

AASHTOT315

90- 115 105- 135

Medium-Curing (MCJ Cutback Bitumen

Sampling and testing shall be in accordance with the 2 AASHTO standard methods listed in AASHTO M 82. MC cutback bitumen spraying temperature ranges 3 shall be as follows:

37"C

Report

AASHTOT313

o•c

4.1.6.5

Spraying Temp•c

MC ·

30

21-63

MC ·

70

45 - 80

MC ·

250

70- 110

MC -

BOO

95. 125

MC - 3000

110-145

Slow-Curing (SCJ Cutback Bitumen

SC cutback shall conform to the requirements of 1 ASTM 0 2026 which covers Grades SC-70, SC-250, SC-800, and SC-3000, and are shown in Table 4.1.6.7. AASHTOT314

o•c

oc.

Table 4.1.8.4: Additional Tests Required for Plastomer

2 Samp1ing and testing shall be in accordance with the appropriate ASTM standard methods. 3 SC cutback bitumen spraying temperature ranges shall be as follows: SC Cutback Grade

Type Polymer

9 The percentage of the polymer to be mixed with the conventional bitumen to modify the latter shall be based on tests to satisfy the job miK formula. 10 The modifier shall be pre-blended into the conventional bitumen before mixing with the aggregate in the hot mix plant. 11 Blending Equipment: The production of the modified bitumen shall require a specialized high shear blending machinery to ensure complete and controlled dispersion and chemical reaction of the modifiers with the conventional bitumen. 4.1.6.3

800

RC · 3000

MCCutback Grade

e 60s, "C.

Direct tension. Failure scrain, minimum 1.0% Test temperature 0 1.0 mmlmin,

40-75 65 - 105

1 MC cutback shall conform to the requirements of AASHTO M 82, which covers Grades MC-30, MC-70, MC250, MC-800 and MC-3000 and are listed In Table 4.1.6 6.

G•sinO, MaKimum 5000 kPa, Test temperature 0 10 redls. OC. Physical Hardenino Creep Stiffness, S, Mulmum 300 MPa m-value, minimum 0.300 Test temperaCure

70

RC - 250

RC 4.1.6.4

Spraying Temp"C

Rapid-Curing (RC) Cutback Bitumen

RC cutback shall conform to the requirements of AASHTO M 81 , which covers Grades RC-70, RC-250, RC800, and RC-3000 and are listed in Table 4.1.6.5 Sampling and testing shall be in accordance with the 2 AASHTO standard methods listed in AASHTO M 81 . 3 RC cutback bitumen spraying temperature ranges shall be as follows:

4.1.6.6

Spraying Temp"C

SC · 70

45.80

sc - 250

70 ·110

SC - BOO

95 - 125

sc - Jooo

110-145

Slow-Setting

(55

and

CSS)

Emulsified

a ·tumens Generally Selection and use of emulsified bitumens shall generally be in accordance with the recommendations in AASHTO R 5, subject to the following requirements. 2 The manufacturer shell furnish samples of the base bitumen used in the emulsion. 3 When samples of undiluted emulsion are not readily avail able for test purposes, tests may be made on the diluted emulsion and the respective specifications modified to reflect the changes in properties resulting from d'lution of the b' tumen.

4-7

~~

MinlRtry of Trnn•port & Co•nmunlent5onn

OGRLT

../"'..~
4 AU emulsified bitumens shall adhere firmly to the surface of the mineral aggregate or the highway surface as appropriate. Failure of the emulsified b' tumen to perform satisfactorily on the job shall be deemed cause for its rejection regardless of satisfactory laboratory test results. 4.1 .6.7

Anionic Slow-Setting (SSI Emulsified Bitumen

Anionic emulsified bitumens shall, prior to dilution, conform to the requirements of AASHTO M 140, for Types SS-1 and 55· 1h and as ~sled in Table4.11. 2 SampHng and testing shall be in accordance with AASHTOT59. 3 Emulsified bitumen spraying temperature range shall be set so that appropriate viscosity for each app~ication Is achieved, if specific viscosity curves are not available the range values, generally considered as guidance, shall be 25 • 65 degrees C. The temperature range for pugmill mixing for medium and slow setting types shall be 15·65 degrees C. RC-70

Par-m~llt'lrest

t
oc-

--

-

~

em

.

Min

70

140

L

-

0.2

Min

Max

Min

250

500

BOO

1600

3000

27

.

27

-

27

,-----,

.

0.2

.- - 35- .

55

-

65

600

2400

600

-

l . -._. -

-

60

801::"

2400 -....._j

r

100

99

.

-

-

-

RC-30

- RC-800

MIX

10 50 70 85

Table 4.1.6.5: Properties of R.C. Cutback Bitumen

..a

RG-250

'

Max

. .

-

"

Min

r

oc

-

-

100

r

.

0.2

- - - ..,_,-16 .

46 75

75

-

600

2400

.

.-

0.2

.

' - .- .

-

2.5 70

.

80

-

600

2400

r-:----'

-

100

-

6000

.

__j ~

--,

99

Max

,---,

99

-

Negative for all grades

Negative for ell grades Negative for all grades

100

-

99

- -

~

Sultftnnto of Omon

S~'ld.ord

Spoeol.c.:lloOI•Io< liNd l!o ll do- Consttuc::


MC.70

MC-30

Parameter/Tnt Kinematic Viscosity at 60 •c centistokes Flash Point (Tag, apen cup ] ~ Water percent Distillation Test: Distillate percentage by volume of total distillate to 360"C To 225"C To260"C To3150C _ Residue from distillation to 360 OC volume percentage of saiTJ)Ie ~ difference Tests on residue from dlsti nation: Absolute viscosity et 60 •c poises Ductility, 5 em/min. 111 25 •c em Solubility In Trichloroethylene, percent Spot test with:

MC-3000

MC·800

MC-250

Min

Mu

Mfn

Max

Min

! Mu

Min

Mu

Min

MIX

30

60

70

140

250

500

BOO

1600

3000

6000

-

38

-

66

-

66

-

66

38

-

-

0.2

.

0.2

-

0.2

-

-

25 70 93

0 20 65

20 60 90

0

-

-

-

15 60

10 55 87

-

40 75

0 45

35 80

0 15

15 75

50

-

55

-

ff1

-

75

-

80

-

300

1200

300

1200

300

1200

300

1200

300

100

-

100

99

-

99

100

100

99

99

-

- Standard Naphtha

-

100

99

0.2

0.2

1200 I

-.-....... -

Negative for all grades

• Naphtha-xylene solvant, percent xylene - Haptene-xylene solvent, percent xylene

Negative for all grades Negative for all grades

Table 4 1.6.6: Properties of M.C. Cutback Bitumen

SC-70 PariHM!efiTea Klnemetlc Viscosity et 60

•c

1-~St Flesh Point (Cleveland open cup) cieQrees •c Distillation Test total d istillate to 360 •c Volume ~ Solubility in trichloroethylene ~ Kinematic viscosity on distillation residue at 6Q•C,St Asphalt residue: ResidUe of 100 p enetration, '16 Ductility of 100 pene~tion residue et 25-t, em Water,%

SC-3000

SC-800

SC-250

Min

Mu

Min

Max

Min

Max

Min

Max

70

140

250

500

BOO

1600

3000

6000

66

-

79

-

107

-

10

30

4

20

99

-

99

-

4

70

8

50

-

60

100

-

100

.

-

0.5

-

0.5

Table 4.1.6.7: Properties of S.C. Cutback Bitume n

-

100

93

--2

12

.

5

99

.

99

-

20

160

40

350

70

80

-

100

100

-

"

-=-

-

0.5

0.5

~ ~

Min a try of Trnn•port & Communic.atJona OGRLT

../"'.~
S.htsfng

.-

I

Viscosity, Saybolt 1 , Furol at 25 St(lj"age stability tesl, 24·h % Cement mixing test, !

:c. •

Min

MIX

20

100

j i

Sl-1h Min MIX

S$-1

20

100

1

.

"

Sieve test. % Residue by distillation % TastS on residue from distillation test: Penetration, 25 100 a. 5 s Ductility. 25•c, 5 cmlmin,cm

.

1

.

1

2

.

2

.

0.1

0.1

!

57

-

57

-

_J

200

40

90

i

100

i

40

.

40

-

97.5

-

117.5

.

Table 4.1 6.8: Properties of Anionic Emulsified Bitumen Slow-Setting

(CSSI

Emulsified

Bitumen Cationic emulsified bitumens shall, prior to dilution, conform to the requirements of AASHTO M 208, for Types CSS4 and as ~sled in Table 4.1.6.9.

SloWs.ilifto --- -

= Min Tests on emulsions: Viscosity, Saybolt Furol at 25-"C s Storage sta~...,.,.. 24-h, • - .% ... • Particle charge test Sieve test, % Cement mixing ti!St, % Distillation: Residue .% Tests on residue from distillation tast: Penetration, 25"~ 100_fl, 5 s Ouctilitv. 25"C, 5 em/min, em Solubility In trichloroethylene% _____ __

20

~-

·-~ MIX

Prime and Tack coats

4.2. 1

Descri ption

_,

..

.. 1-

57 100

100

.

4.2.2

Materials

4.2.2.1

Medium Curing Cutback Bitumen

0.10

2.0

-'

-250

Rapid-Curing Cutback Bitumen

RC cutback bitumen (for tack c:oatsl shall be Grades AC·70 or RC·250 as appropriate and as specified in Subsection 4.1 - 'Materials for Bituminous Construction', or as required by the Engineer.

4.2.2.3

Positive

I

This Sub-secti on describes requirements for furnishing and applyi ng MC cutback bitumen prime coat to a previously constructed sub-base or aggregate base course, highway shoulders, or concrete pavement; and furnishing and applying RC cutback bitumen or emulsified bitumen as a tack coat to a previously constructed bituminous base or wearing surface to provide bond for a superimposed bituminous course; all as and where shown on the Drawi ngs.

4.2.2.2 ~

Slow-Setting Emulsified Bitumen

Slow-setting emulsified bitumen (for tack coats) shall be slow setting Grades SS-1, SS-1h or CSS·l , as appropriate and as specified in Sub-section 4.1 'Materials for Bituminous Construction'. or as required by the Engineer.

4.2.2.4

Polymer Modified Bituminous Tack Coat

I

40

97.5

.

.

Table 4.1.6.9: Propertie& of Cationic Emulsified Bitumen Sampling and testing shall be in accordance with AASHTOT69. 3 Emulsified bitumen spraying temperature range shall be set so that appropriate viscosity for each application ls achieved, if specific viscosity curve is not available the

-4·10

4.2

MC cutback bitumen (for prime coatsl shall be as recommended by ASTM 0 2399. Generally MC 70 shall be used uoless otherwise specified

- - CS$-1

2

1 No separate measurement and no items are i ncluded I n the Bill of Quantities for the materials described in this Sub-section. Measurement and payment provisions are I ncluded in the appropriate Sub-sections of this Section 4.

'

Solubility in trlchforoethylene %

Cationic

Method of Measurement and Basis of Payment

'

•c

4.1.6.8

4.1.7

!

-~

1

range values, generally considered as guidance shall be 25-65 degrees C. The temperature range for pugmill mixing for medium and slow setting types shall be 15-65 degrees C.

The polymer modified tack coat materia l shall be as specified in Sub-section 4.1, the original base binder (before polymer modification! shan be penetration grade bitumen and the polymer modified bitumen binder shall be as specified under paragraph 4.1.6.2. The viscosity o f the binder used for the polymer modified tack coat (Brookfield viscosity determined as per ASTM 044021 at application temperature shan range between 200 and 400 CP. The softening point and elastic recovery at 25" C (after RTfOTI of the polymer mod'fied tack coat shall not be less than eo• c and 90% respectively.

Sultnnlllto af Oman. Suncl"'d Speco!;c.otiotls lor llo•d I:. Bn<


4.2.3

Equipment

Equipment used for diluting emulsified bitumen, heating cutback bitumen, spraying cutback and emulsified bitumen, and for application of blotting material to prime coals, shall conform with the relevant requirements of this Specification and with the Contractor's approved list of equipment.

4.2.4


The Engineer may require trial sections to be constructed prior to the commencement of on-site prime or tack coat applications. The Contractor shall construct trial sections using varying application rates of bitumen, as selected by the Engineer. Each trial section shall be 2 lanes wide by 50 m long, at approved locations on or close to the site.

2 Each trial section shall be constructed using the same materials, m1x1ng and spraying equipment, and construction procedures, proposed for use in the Works. 3 The objectives of these trials shall be to determine the adequacy of the Contractor's equipment and the most suitable application rates for cutback bitumen prime and tack coats, or emulsifi ad bitumen tack coats.

4 The Contractor shall not proceed with any on-site coat applications until the methods and procedures established in the trials have been approved.

4.2.6

Application Procedures

4.2.5.1

Medium Curing Cutback BiiUmen

All equipment used for surface cleaning, heating bitumen (if required) and application of prime and tack coats, shall be adequate for the purposes intended and shall be approved before use. 2 All surfaces to receive prime or tack coats shall conform to the specified tolerances and compaction requirements and shall be properly cleaned using power brooms or power blowers. The surfaces shall be approved before applying any bitumen material. 3 Application of prime coats and tack coats shall be performed only when the surface to be treated is sufficiently dry for tack coat and sufficiently moist for prime coat, and when the atmospheric temperatura is above 1O"C for the application of tack coat, 15"C for the application of prime coat. No application is to be performed if there is fog, rain, strong winds, dusty conditions, or dust storms. 4 The surfaces of all structures, curbs, gutters and other highway appurtenances shall be protected in an approved manner to prevent them from being splattered or stained with bitumen or damaged during equipment operation. The Contractor shall be responsible for making good any such staining or damage to the satisfaction of the Engineer.

5 Traffic shall not be permitted on surfaces after they have been cleaned end prepared for prime or tack coat application.

6 If there are undue delays in scheduling priming or subsequent paving after priming, the surface tolerances and compaction of the granular course shall be re·verified and deficient areas corrected or replaced in an approved manner at the Contractor's expense. 7 The Contractor shall maintain prime coats and tack coats intact until they are covered by the subsequent pavement course. Any area where the coats have been damaged shall be cleaned of all loose material, any surface defects repaired and the coat re-applied at the Contractor's expense. Traffic control measures shall conform to the requirements of the relevant Sections of this Specification. 4.2.5.2

Prime Coat Application

If required by the Engineer, when the surface is an untreated subgrade or a granular surface, the cleaned surface shall be given a light application of water and allowed to dry to the condition deemed appropriate by the Engineer before the bituminous material is applied. 2 Heating of MC cutback bitumen and its temperature at the time of application shall conform to the relevant requi remenls of Sub-section 4.1.

3 Areas to be primed shall be as shown on the Drawings and including 200 mm widths outside the edges of the pavement line; top of embankment slopes to pavement lines; and between curbs or gutter edges for bridge checks. 4 Application rates for prime coat will be determined by the Engineer from the trial sections, and shall be generally within the following ranges:

Range of AppiM=.tfan

R.t• for Prim• c.t

Type of Surface Untreated subgrade surfaces, should!!rs sub·base and base courses ' Bridge weariilg surfaces, asphalt overlay on existing concrete gavements Other surfaces

kg.lsq.m.

0.8·1 .75 0.1-0.4 as determined from field tests or trials

Table 4.2.5.1: Range of Application Rates for Prime Coat 5 The Engineer may order additional trial sections and/or alter the previously established rates of application during progress of the work. 6 Prime coat (MC-701 cutback, or other grade If ordered by the Engineer, shall be applied at the rate selected by the Engineer, using approved type pressure distributors operated by skilled workmen. The spray nozzles and spray bar shall be adjusted and frequently checked so that uniform distribution Is ensured. Spraying shall cease immediately upon any clogging or interference of any

~~

Mlni•trv ot Trnnaport S. Communications

OGRLT

/'-~<:Bituminous Pavement

nozzle, and corrective measures taken before spraying is resumed.

to the satisfaction of the Engineer. The rate of application shall be between 0.25 and 0.5 kg./sq.m .

7 Hand spraying will be approved only for priming small patches or inaccessible areas that cannot be primed by normal operation of the pressure distributor.

2 The polymer modified tack coat shell be applied at a temperature ranging from 1ao• C to 190• C.

B Application of prime at the junction of spreads shall not ba excessive. Any excess shall be removed from the surface and any skipped areas or recognized deficiencies shall be corrected by use of hand sprays. 9 When required by the Engineer, a light covering of blotting material shall be applied to the prime coat 48 hours after spraying and when it has not dried sufficiently to withstand damage by traffic. The blotting material shall be smooth fine sand, or other approved material. 10 Prime coats shall be cured for 3 days before construction traffic is allowed on it or before the succeedlng pavement layer is placed, or as directed by the Engineer, depending on weather conditions.

4.2.6.3

Tack Coat Application

Tack coat shall be applied to the areas shown on the Drawings on clean dry surface, and the rate shall be as ordered by the Engineer. Emulsified bitumen shall be diluted and thoroughly mixed with an equal amount of water before application. 2 Heating of RC cutback bitumen and Its t emperature at the time of application shall conform to the relevant requirements of Sub-section 4.1 'Materials for Bituminous Construction'. Where slow·setting emulsified bitumen (SS or CSS Typal is used for tack coat, it shall not normally require heating except in temperatures below 20 degrees

c. 3 The rate of application shall be approved by the Engineer and after trial tests are carried out it shall be between 0,1 and 0.5 kg.lsq.m, depending on whether RC cutback or emulsified bitumen is used and on the surface condition of the bituminous course on which the tack coat is to be sprayed, The resulting bitumen residue shall be at least 0.35 lcg.fsq.m. The Engineer may alter the previously established rates of application during progress of the work, if he deems it necessary. 4 The tack coat shall be allowed to dry only until it is in a suitable tacky condition to receive the superimposed bituminous course. Tack coat application shall not proceed so far in advance of the following course that it dries out completely. Spraying procedures shall be as specified for prime 5 coat application. 6

Blotting material shaP not be applied to tack coats.

4.2.5.4

Polymer Modified Tack Coat

Polymer modified tack coat shall be hot applied over the prepared polymer modif111d or unmodified bituminous layers to receive the polymer modified bituminous layer, as indicated on Drawings. The type of tack coat and its rate of application shall be compatible with the polymer modified bituminous layer that will be appl ied on top of i t•

• 4-12

4.2.6


Bituminous prime coat shall be measured by the square meter of the areas shown on the cross section at the appropriate rete specified by the Engineer. 2 Bituminous tack coat shall be measured by the square meter of the areas shown on the cross section at the appropriate rate specified by the Engineer. Polymer Modified Bituminous tack coat shall be 3 measured by the square mater of the areas shown on the cross section at the appropriate rate specified by the Engineer. Surface preparation, protective measures to avoid 4 staining or damage to appurtenances, blotting of prime coats when required, and cleaning stains and repairing damage caused by equipment, prim ing or spraying tack coat at areas outside the edge of the pavement line, etc., shall not be measured f or direct payment, but shall be considered as subsidiary work, the costs of which are deemed to be included in the rates stated in the Bill or Quantities.

4.2.7

Basis of Payment

The amount of completed and accepted work, measured as provided for above, w ill be paid for at the unit rates lor the various items in the Bill of Quantities , which rate shall be full compensation for supplying materials. transporting and placing, labor. equipment, too Is and other items necessary for the proper completion of the work.

4.2.8 ;, i i. iii.

Items in the Bill of Quantities Bituminous prime col t. Bituminous t ack coat. Polymer modified t ack coat.

4.3

Bituminous Courses

4.3.1

Description

This Su b·section describes requirements for furnishing materials, mixing at a central mixing plant, and spreading and compacting various bitumi n01.1s concrete and other bitumi nous mixes, all as and where shown on the Drawi ngs.

2 Requirements with particular application to bituminous base course, binder and wearing courses, leveling course, cold mix courses or recycled bituminous courses are specified in the respective Sub-secti ons relating to such courses.

Sultnnntu of Omon. Stond•rd Specilic..tliooo le< ~ & 9ndacr Conslructioo


4.3.2

Materials

Bituminous plant mixes shall generally be composed of coarse mineral aggregate, fine mineral aggregate, mineral filler or cement if required, and penetration graded bitumen, polymer modified bitumen (for performance graded bitumens} with mix additives if specified, cutback bitumen or emulsified bitumen appropriate to the type of bituminous course to be constructed. AU materials shall conform 2 requirements of Sub-section 4.1.

4.3.3

to

the

relevant

Job Mixes and Project Mixes

At least 30 days prior to the date on which the Contractor Intends to begin production at the mixing plant, and after receiving approval of the aggregates, and delivery to the Site of the bitumen specified, the Contractor shall submit for approval his proposed job mix formula.

7 In order to meet the requirements, an approved additive such as Portland cement, hydrated lime or liquid anti-strip agent, may be required in the job mix. Portia nd cement shall meet the requirements of AASHTO M 85. Hydrated lime shall meet the requirements of ASTM C 207, Type N. Cement or hydrated time will normally be required in the approximate range of 2·3% by weight of the aggregates and shall be added at the cold feed in dry or slurry form as directed. liquid anti-striping agent, if needed, will normally be required In the approximate range of 0.6-1.0% by weight of the bitumen, or according to the manufacturer's specifications. 8 Upon receipt of approval of the job mix formula, the Contractor shall adjust his mixing plant to proportion the individual aggregates, mineral filler and bitumen to produce a final mix within the tolerances given in Table 4.3.3.1. The approved final mix that shall be used in the daily production is called the 'project mix'. Speelffed Tolerencn Slwe Dwfgnetlon l.quare opening&)

2 The job mix formula shall stipulate a single combined grading of all aggregate and filler materials showing the specific percentage by weight passing each sieve size and the specific percentage by weight of each material to be used in the total mix. 3 The job mix formula shall be established by the Contractor, under the supervision of the Engineer, in the field laboratory. Mix design procedures shall conform to the Marshall method of mix design and relevant procedures contained in Asphalt Institute Manual MS·2. All trial mixes shall be prepared and tested by the Contractor in the presence of the Eng·neer. 4 The job mix formula shall specify a comb·nation of mineral aggregates, including filler and bitumen {plus bitumen modifier if any) in such proportions as to produca a job mix which is within the limits of the specified gradation and bitumen content ranges and which meets the Marshall Test requirements, as prescribed for each particular type of b' tumen course. It shall also stipulate the mixing temperature at discharge from the mixer which, unless otherwise directed, shall be 170 degrees C (for the conventional unmodified asphalt). 5 The Marshall Test procedure shall be used to determine the percentage of bitumen to be incorporated in the mix. The job mix formula shall take into consideration the absorption of bitumen into the aggregates. Air voids shall be calculated in accordance with the procedure given in the Asphalt Institute Manual. MS-2. The recommended range of bitumen content is as follows:

r=

.....

I~

Aggregate CI••A

Aggragete

9.5 mm and above

+ or-5.0%

+or-5.0%

4.75 mm

+or-4.0%

2.36 mm

+ or-4.0% .

2.00 mm

+or-4.0%

.

0.15 mm (No. 801

.

+or-3.0%

0.075 mm (No. 2001

+or-1.0%

+or - 1.0%

CIUIB

+or-4.0%

Bitumen Content

+or - 0.2%

Temperature of Mix on dlscharae

+or-5.0%

Table 4.3.3.1: Maximum Variations of Project Mhc from Approved Job Mix 9 Any deviation from these limits shall be made only with the approval ofthe Engineer. 10 Conformance to gradation requirements will be determl ned on the extracted aggregate in accordance with AASHTO T 30. The bitumen content shall be determined in accordance with AASHTO T 164 or AASHTO T 308.

Bituminous base and binder courses: 3% to 3.8%. Bituminous wearing course: 3.2% to 4.0%.

11 The Engineer will test the project mix at least twice daily during plant operation and, if necessary, direct the Contractor to readjust the pia nt to conform to the job mix formula. If, due to differing cold feed or hot bin gradations, the Contractor cannot consistently produce a project mix meeting the job mix requirements, production shall cease, the job mix shall be redesigned and reapproved and the plant readjusted to produce a new job mix.

6 When compacting specimens in accordance w"th the Marshall Test procedure, the number of blows applied with the compaction hammer sha1 be 75 on each side, unless otherwise specified.

12 The participation of the Engineer in the preparation of the job mix formula shall in no way relieve the Contractor of responsibility for producing project mixes meeting the specified requirements.

L

ii.

'

~ ~

IVIi'llatry of Trnnaport & Commu'llcntlona


4.3.4

Equipment

4.3.4.1

General

OGR~ T

Plant and equipment for mixing, transporting. spreading and compacting bituminous mixes, shall conform with the requirements of the relevant subsections of these specificatfons and to the Contractor' s approved equipment list.

4.3.4.2

Mixing Plant

Bituminous mixes shall be produced in an approved batch mixing plant of adequate size with a minimum capacity of not less than 80 tonlhr and a mixer capacity of not less than 750 kg. batch. The plant shall conform to the relevant requirements of AASHTO M 156. 2 A mechanical batch counter shall be installed as part of the timing device and shall be designed to register only completely mixed batches. 3 The mixing plant shall be fully equipped to control the gradation of hot dry aggregates and of cold damp aggregates. A suitable dust collection system shall be installed, capable of returning all dust to the mixture whenever required. Suitable filters shall be incorporated whenever the mixing plant Is in the vicinity of town, or whenever they are required by law. 4 The cold feed system shall be of continuous belt feed type or other approved system. It should be easlly modified to a11ow hydrated lime slurry to be added to the mlx prior to heating, and dry powdered lime added after heat
The Contr.&ctor shell systematically inspect end verify, ~n the presence of the Engineer. on a weekly basis and also whenever suspect the following key operational aspects of the mixing plant: State of repair of the screens. and their frame mountings. Proper working of cold and hot bin gates. Accuracy of belching scales for filler, aggregates and bitumen. Proper working of the nozzles of the mixer bitumen sprayer. State of repair of the paddle tips and liners of the mixer. 7 The Contractor shall furnish, for reference and retention by the Engineer, one complete set of the manufacturer's instruction and operating manuals for the mTxl ng plant intended for use. 8 At the commencement of the contract. 2 copies each of the latest editlons of Asphalt tnstitvte Specification SS-1 and Manuals MS-2, MS-3, MS-8 and MS-22 shall be furnished by the Contractor for use by the Engineer's supervisory staff and, in addition. one copy of each as

4-U

appropriate shall be issued to each of the Contractor's senior staff Involved in bituminous course work. At the end of the Contract 1!1 the copies shall become the property of the Employer.

4.3.4.3

Spraading and Finishing Equipment

1 Bituminous courses shall be spread and finished using approved type, self-contained, power-propelled pavers of sufficient capacity to be capable of laying up to 80 ton/hr. Pavers shan be provided with electronically controlled vibratory screed or strike-off assembty with devices for heating the screed, and shall be capable of spreading and finishing the various courses of bituminous plant mix to the proper thickness and in lane and shoulder widths applicable to the typical cross sections shown on the Drawings, and in Incremental widths between 2.4 m and 8 m. If the geometry of the cross section allows, wider pavers will be required to cover the full width of the pavemant section in order to avoid longitudinal construction joints. 2 The pavers shall be equipped with calibrated sansors to control tha road profile in accordance with the design shown on the Drawings. 3 The pavers shall employ mechanical devices such as equalizing runners, straightedge runners, evener arms or other compensating devices, to maintain trueness of grade and confine tha edges of the mix to true lines without the use of stationary side forms. Joint leveling devices shall be provided for smoothing and adjusting longitudinal joints between lanes. 4 The paver shall be equipped with a receiving hopper having sufficient capacity for a uniform spreading operation. The hopper shaP be equipped with a distribution system to placa the mix uniformly in front of the full length of the screed. 5 The screed or strike,off assambly and e)(tensions shall effectively produce a finished surface of the required evenness and texture without tearing, shoving, or gouging the mix. 6 The paver shall be capable of being operated at forward speeds consistent with satisfactory laying of the mix. Speed shall be fully adjustable between 3 m,min and 6 m/min. 7 The automatic controls shall consist of an automatic linkage arrangement such that, through the process of automaticaliy adjusting the screed thickness control, tha mix can be placed and finished to a predetermined grade and a uniform crown or cross section. Articulated averaging beams utilized for grade control shall be at least 9 m in length. 8 If during construction, the spreading and finishing equipment in operation leaves in the pavement surface tracks or indented areas or other objections ble irregularities that are not satisfactorily corrected by scheduled operations, the use of such equipment shall be discontinued and other satisfactory spreading and finishing equipment shall be provided by the Contractor.

Sultnnnto of On,Qn. St:~:..-.d ::.:; ••.:. d.: S::: "'"" :::., ' _ _..;,'o : :•_ __:l!o:.:: Bn ::: "doe ~.:: Co :::n=:: a truet ::,::":::.:20 "' ::_"""


9 The Contractor shall make available, for reference by the Engineer, the manufacturer's instruction and operating manuals for each paver intended for use.

4.3.5

Unless otherwise directed, the bitumen tamperature shall be as given in Table4.3.6.1.

Type and Gl'llde of


Immediately prior to finalization of the job mix formula, the Contractor sha II lay trial sections of tha various bituminous mixes intended for use in the work. Each trial section shall be 2 lanes wide by 100 m long at approved locations close to the Site. Each trial section shall ba laid using the same materials, proposed job mix, mixing, spreading and compaction plant and spreading and compaction procedures, proposed for usa in the work. 2 Each trial section shall seNe as a field verification of the job mix design. The mix density achievable and the air voids at that density shall be determined and, if less than required, the job mix formula shall be adjusted accordingly. 3 Each trial section shall aIso demonstrate the adequacy of hauling, spreading and compaction equipment and the suitability of the construction methods and organization proposed. 4 If the trial section meets the required specification, the job mix formula will be approved. 5 The trial section shall be carried out at the Contractor's expense and is to be removed from Site, if required by the Engineer.

4.3.6

Mixing Procedures

Each aggregate ingredient shall be heated and dried such that tha temperature recorded in the hot fines bin after screening does not exceed 170 degrees C. If any aggregates contain excess moisture so as to cause foaming in the mixture or their temperature is in excess of 170 degrees C, they shall be removed from the bins and disposed of as directed. 2 Immediately after heating, the aggregates shall be screened into at least 3 sizes and conveyed into separate bins ready for botching and mixing with the bitumen. When the aggregates furnished are of such size and grading that separating into 3 bins is impractical, the number of required separations may, if approved, be reduced to 2 only. Screening operations shall produce, at plant operating capacity. gradations in each of the sizes of heated and dried aggregates that are reasonably uniform and will result in the production of a mix conforming to the job mix requirements. 3 The dried and heated aggregate and (cold) mineral filler shall be combined in the plant in the proportionate amounts as determined by the job mix. Just prior to bitumen entering the mixer, the anti-stripping additive, if required, shall be thoroughly mixed with the bitumen which shall then be introduced into the pugmill mixer in the proportionate amount determined by the job mix. 4 The temperature of tha bitumen upon entering the pugmill she II be within 1 5•c of the aggregate temperature.

Max. Tempem ure "C

Alphah

Im mediately aft« diKh• ra• from Puamlll

80 - 10Q !!_en.

160

60-70 pen.

165

40-50 pen.

170

Table 4.3.6.1: Bitumen Temperature 5 Any conventional (unmodified) bituminous mix subjected to higher temperature than those shown in Table 4.3.6. 1 shall be rejected. 6 The mixing temperature for the polymer modified bituminous mixture shall be as determined under Subsection 4.1, paragraph 4.1.6.2. 7 The mixing lime required fn order to obtain a homogeneous mix and adequate coating of the aggregates with bitumen shall be determined by the Contractor in the presence of the Engineer. This time she II be determined whenever the source of aggregate for the mix changes.

B In batch plants, mixing time shall begin upon entry of bitumen into the pugmill. 9 Mixing time for mixing plants will be determined by the following formula or other approved methods: Mixing time (sec)= Pugmill dead capacity ikg.) divided by pugmill output (kg./sec)

4.3.7

Surface Preparation

When the bituminous mix is to be placed on a prepared subbase, or base, the surface shall be prepared to meet the appropriate specified compaction and surface tolerance requirements. The surface shall then be primed es specified in Sub-section 4.2 -'Prime and Tack Coats'. No bituminous mix shall be laid on a prime coat until it has been inspected and approved. 2 When the bituminous mix is to be placed on an existing bituminous surface, the surface shall be cleaned of all foreign malarial and broomed free of dust Any loose, broken or shattered bituminous material along the edges of the existing surface shall be removed and the exposed surface, and a sufficient width of the shoulder adjacent to the edge of the existing surface, shall be shaped, bladed, compacted and broomed to provide a uniform firm layer for the new surface course. 3 Broken, soft, or unstable areas of existing bituminous surface, aggregate base or granular subbase shall be removed and replaced. The areas she II be excavated to a depth as directed and refilled with the specified bituminous mix. 4 Prior to placing of the bituminous mix on an existing bituminous surface when required, a tack coat as specified in Sub·section 4.2 - 'Prime and Tack Coats' shall be

4-15 .

~ ~

Mlnlatry of Tran•port & Communlcntlona

DGRl f


applied to the existing surface at the rate determined by the Engineer. No mixture shall be laid on a tack coat until it has been inspected and approved.

4.3.8


4.3.8.1

Delivery of Mix to Site

A sufficient number of haul vehicles shall be provided so that adequate supplies of mix are delivered to ensure that continuous paving will be achieved. 2 Hauling equipment for aggregates and bituminous mixes shall consist of vehicles having dump bodies suitable for dumping materials i n a windrow or in spreader boxes. The bodies shall be so constructed that their volume measurement can be accurately determined. They shall be constructed and maintained such that loss of materials during hauling operations will not occur. Dump controls shall be capable of operation from the driver's seat. 3 Hauling equipment for hot bituminous mixes shall have t ight, clean, smooth metal beds which are periodically thinly coated with a lime solution or other approved material to prevent adherence of the mix. All hauling units shaD be equipped with a canv{ls or other approved type of cover which shall be used to cover the hot material upon loading at the mixing plant and shall not be removed until the mix is discharged into the paver. Hot mix material may be transported without such cover only If permitted by the Engineer in special circumstances. 4 The dispatching of the hauling vehicles to the Site shall be so scheduled that all material delivered is placed at least 90 minutes before sunset to allow sufficient lime for compaction, unless the use of artificial light Is approved. Delivery of material shall be at a uniform rate and m al\ amount well within the capacity of the paving and compacting equipment. 5 The mix at delivery to the paver shall be I"'Ot more than 10"C below discharge temperature at the mixing plant. The minimum temperature for the commencement of breakdown rolling ls 120"C. Mix loads of temperature tess than 120"C shall not be accepted, and the load shall be disposed of and another load used. If there is consistent failure to meet the temperature requirement the Engineer shall order paving operations to stop until suitable measures are taken by the Contractor to ensure that temperature requirements are met. 6 Each haul vehicle shall be weighed after each loading at the mixing plant and accurate records shall be kept of the gross weight and net weight of each load, for each vehicle and dates and time of loading

4.3.8.2

Setting Out and Reference Lines

The Contractor shall survey the centerline profile and crown of t he existing surface or base and determine a reference grade line which w ill be submitted for approval. A refe ren~;e line of wire or suitable cord shall be Installed at a uniform grade parallel to the approved reference

4-16

grade line such that conformance with the required geometries. surface tolerance and m inimum thickness requirements shall be ensured. The reference line shall be supported at am maximum spacing unless there is noticeable sag in the line or the pavement surface, in which case the maximum spacing shall be 4m. 2 The reference line shaD be maintained taut and free from sags at all times during spreading and initial compacting operations. 3 Ewcept where the paver is matching a previously placed layer, a wire or cord reference line shall be installed on both sides ofthe paver fort he initial bituminous course being laid. Thereafter only one reference line will normally be required, if the paver is equipped with adequate automatic super elevation control.

4.3.8.3

Spreading and Finishing

Bituminous mixes shall be laid onlv when the air temperature is at least 5 degrees C or above, when the existing surface is free from moisture, and when the weather is not foggy, rainy, dusty or excessively windy (particularly at low temperaturesl . 2 After comple!lon of surface preparation, the bituminous mix shall be spread and finished true to crown and grade by approved automatically controlled bituminous pavers. The mix may be spread and finished by approved hand methods only where the Engineer determines that machine methods are impracticable. Hand methods Include heated hand tampers of at least 10 kg. weight and approved type mechanical {vibratoryl tampers. 3 The paver shall spread the bituminous mix without tearing the surface and shall strike a finish that is smooth, true to cross section, uniform in density and texture and free from hollows, transverse corrugations and other irregularities. 4 The paver shall be operated at a speed which gives the best results for the type of paver being used and which coordinates satisfactorily with the rate of delivery of the mix to the paver. A uniform rate of placement shall be achieved without repeated intermittent operation of the paver. 5 The mix shall be delivered to the paver in time to permit completion of spreading, finishing and ~;ompaction of the m ix during day tight hours. 6 If during laving, the paver is repeatedly delayed because of lack of mix or if the paver stands at one location for an extended period, resulting in the {unrolled I mat under and adjacent to the rear of the spreader falling below the minimum temperature for breakdown rolling, the affected portion of mat shall be cut out and discarded and a transverse joint shall be constructed. Paving shall not recommence until the Engineer is satisfied that paving wi l proceed without interruptions. 7 Contact surfaces of curbing, gutters, manholes, and similar structures shall be painted with a thin, uniform coating of tack coat material. The bituminous mixture

shall be placed uniformly high near the contact surfaces so that after compaction it will be 10 mm above the edge of such structure. If during the paving operations the spreading and B finishing equipment in operation leaves in the pavement surface tracks or indented areas or other objectionable irregularities that are not satisfactorily corrected by the scheduled operations, the use of the equipment shall be discontinued. until faults are corrected to the approval of the Engineer. If this is not possible, other satisfactory spreading and finishing equipment shall be provided by the Contractor. 9 Unless otherwise directed by the Engineer, where successive bituminous layers are to be placed, the surface of each existing layer shall be swept clean with a power broom, or by other approved means and a tack coat applied at the rate designated by the Engineer and in accorda nee with the relevant requirements of Sub-section

4.2. 10 Transverse joints in succeeding layers shall be offset by at least 2 m. Longitudinal joints shall be offset at least 150mm. 11 Bituminous mix shall be spread in one or more layers so that, after rolling, the nominal thickness of each layer of the compacted bituminous material shall be between 2 and 3 times maximum size of aggregate. This maximum thickness may be Increased slightly when such increase is more appropriate to total pavement thickness and provided the Engineer determines that such increased thickness will not be detrimental to the quality of the finished bituminous course, and the Contractor can show that the required density is attained throughout the layer thickness. 12 Transitions and structure approaches shall meet the design criteria for geometries, the surface tolerance specifications, and shall not be visually discontinuous or abrupt in appearance. 13 Side roads, entrances and lay-bys shall be paved in accordance with the details shown on the Drawings.

4.3.8.4

Joints and Edges

All joints between old and new pavements or between successive days' work shall be such as to ensure thorough and continuous bond between the old and new material. 2 Before placing fresh mix against previously laid asphalt layers or against old pavement, the contact surface shall be saw-cut to e near vertical face, and shall be sprayed or painted with a thin uniform coat of tack coat material unless otherwise directed. Longitudinal joints shall be made by overlapping the paver screed on the previously laid material (cut back as necessary! and depositing a sufficient amount of fresh mix so that the joint formed will be smooth and tight. 3 The Contractor shall schedule paving operations so as to minimize the exposure of the leading lane of longitudinal joints prior to the completion and compaction

of the joint. As a minimum, the leading lane shall not be laid in advance of the adjacent trailing lane by more than one half day of paving, and in no case shall the leading lane be more than 0.5 km ahead of the trailing lane without approve I. In the event of failure to conform to these requirements, the Engineer may temporarily suspend paving on the leading lane. 4 Unsupported edges of bituminous layers shall be rolled immediately following the rolling of the longitudinal joint. The material along the unsupported edge may, if approved, be raised slightly by hand methods, to ensure that the full weight of the roller will bear fully on the edge material. 5 On completion, the longitudinal edges of bituminous pavement shall be true to the width and alignment as shown on the Drawings. The edges shall be cut back if necessary prior to rolling, additional mix placed manually in a longitudinal strip adjoining each pavement edge, and the edge rolled down to a neat 3:1 (horizontal:verticall slope or as shown on drawings. 6 Transversa joints shall be carefully constructed and thoroughly compacted to provide a smooth riding surface. Joints shall be straight-edged and string-lined to assure smoothness and true alignment. If the joint is formed with a bulkhead, such as a board, to provide a straight line and vertical face, it shall be checked with a straight edge before fresh material is placed against it to complete the joint. If a bulkhead is not used to form the joint and the roller is permitted to roll over the end of the new material, the I ine shall be located back of the rounded edge a sufficient distance to provide a true surface and crosssection. If the joint has been distorted by traffic or by other means, it shall be trimmed to line. In either case, the joint face shall be painted with a thin coating of bituminous materia I before the fresh material is pi aced against it.

4.3.8.5

Compaction

Rollers shall be operated by competent and experienced operators in accordance with the manufacturer's instructions, copies of which shall be submitted to the Engineer. Rollers shall be kept in operation continuously if necessary, so that all parts of the pavement receive substantially equal compaction at the time desired. 2 After spreading and strike-off, and as soon as the mix conditions permit the rolling to be performed without excessive shoving or tearing, the mixture shall be thoroughly and uniformly compacted, using approved types, sizes and numbers of rollers. Rolling shall not be prolonged to the pol nt where cracks appear or shoving or displacement occurs.

~ ~

Min a try of TrBnllport & Comrnunicotlona DGRLT

_.../"...~
successive trips by at least one half the width of the rear wheels. Alternate trips of the rollers shall be of slightly differing lengths.

3 Rollers shall be of self-propelled 2·aMie tandem or three wheel steel-tired, pneumatic-tired and vibratory steel wheel types, in proper operating condition, capable of reversing without backlash or tearing of the surface, and shall be operated at speeds slow enough to avoid displacement ofthe bitumi nous mi)(.

12 The speed of the rollers, rolling pattern and, i n the case of vibratory rollers, the frequency and amplitude of vibration, shall be approved by the Engineer. To prevent adhesion of the mix to the rollers, the wheels shall be kept properly and lightly moistened with water. An excessive use of water w ill not be permitted.

4 Initial breakdown rolling shall be carried out by use of 2 dual-drum vibrating steel-wheeled vibratory rollers each of minimum weight 7,000 kg. and with vibrating frequency of 2,000·3,000 cycles/min. These rollers shall be purpose made for compaction of hot bituminous courses.

13 The rolling pattern, type and number of rollers shall be established by a site trial so as to achieve the requi red compaction. The approved rolling pattern shall be followed.

5 Intermediate rolling shall be carried out by use of at least 2 self-propelled, tandem pneumatic smooth-tired ro~ers each capable of e)(erting contact pressures of up to 690 KN./sq.m. (100 psi) and ballast • adjustable to ensure uniform wheel loadings.

14 The Initial or breakdown ro"ing shall be followed by intermediate rolling involving 3 coverages with pneumatic-tired rollers unless otherwise specified.

6 Final rolling shall be carried out by use of two, 2·axle tandem steel-tired static rollers each of minimum weight 10,000 kg.• capable of exerting contact ptessures of up to 65 kg /cm1 (350 lb/in.).

15 Fin'shing rolling shall then be carried out by means of 2-axle tandem power steel rollers unless otherwise designated, If. the specified density is not achieved, changes shall be made In size and number of rollers being used to ensure the compaction requirements are met.

7 Prior to use on Site of pneumatic-tired roners, the Contractor shall furnish, for reference and retention by the Engineer, manufacturers' charts or tabulations showil'1g the contact areas and contact pressures for the full range of t ire inflation pressures and for the full range of tire loadings for each type and size of compactor t ire to be used. The Conttactor shall ensure ttlat tire pressures are maintained at all times in conformity with such charts or tabulations. The ma)(imum allowable tolerances shall be plus or minus 35 KN./sq.m. (5 psi).

16 The average compacted density for all bituminous courses shall be equal to or greater than 98% of the average Marshall bulk specific gravity for each dey's production unless otherwise directed by the Engineer. It is also required that 90% of the results shall be greater than the minimum specification tolerance limit of 96.3%.

8 Rollers shall move at a slow but uniform speed, generally with the drive roll or wheels nearest to the pavar. Recommended speeds are shown in Table 4.3.8.1 (kmlh. ). ~pnd af R~len

i

Roll8r1Vpe Steel Tlted Statlc Rollers Pneumatic Tired Rollers Vibratory Rollers

4.3.9

(l(m:.tlr.)

' BI'NkdoWn

lntennecllate

R~llna

R~llna

R~llna

3

5

5

5

9

41.5

.

1

Flnllh

!

~

5 4.5 -

---

-

Table 4.3.8.1 · Recommended Speeds of Rollers 9 11 vibratory rollers are used, when it is required to change direction the vibration shall be turned off before the roller is stopped, and turned on after motion in the new direction begins. 10 RoiJing shall begin as soon as the mixture will bear the roller weight without undue displacement. lhe minimum temperature of the mat at which rolling shall be allowed to start is 120"C. 11 Breakdown rolling shall consist of 3 complete coverages of each of the 2 rollers specified in Item 4 above unless otherwise directed. Rolling shall be longitudinal, begirming at the low side of the spread of material and proceeding towards the high side, overlapping on

4·18

17 Any miM that becomes loose. broken. mixed with foreign material, or which is in any way defective in finish or density, or which does not conform In all other respects with the specified requirements shall be removed, replaced with suitable material and properly finished.


Sampling and testing shall conform to requirements of tl!e relevant Sub-sections of Specification and Table 4 3.9.1.

the the

2 The Marshall bul.k specific gravity shall be determined in accordance with AASHTO T 166. The Marshall sper;imens shaD be prepared from the same material used in construction. taken from samples of fresh bituminous mix at the m ixing plant or from trucks delivering miM to the Site. Oven heating for up to 30 minutes to maintain the heat of the sample is permissible. 3 The bulk specific gravity of the miM as placed and compacted in situ shall be determined from 100 mm nominal diameter core samples, or slab samples cut from each compacted layer on the roael at locations designated by the Engineer who may require additional tests to determine limits of areas deficient in density, or for recheck. 4 Samples for in-situ bulk specific gravity determinations shall be taken in sets of 2 from each pavement location. Minimum frequency of sampling for each bituminous layer shell be one setllene/500 m, with a minimum of one set per day of placing bitumi nous layers.

SultanniD Df O!Man. sr.w.ud Spectl.u~ono lor Ro..S & Bndoe Cmnlluct""'


Frequency of Tall Required

!B)

IAI won:~

4-1 Materi als used in bituminous mix (at batchina Dlantl

T~requency

Tab at aouroe of material

for ell tab mantloned under IAI

1 Specific gravrty & water absorption 2. Abrasion Test

3. Chert content 4. Clay lumps & friable materials 5. Flalcy and elongated pertieles 6. S~undness

·-

4-2 Materials used in bituminous mx (from hotbinsl

T..U lit road alta

Frequency for all teltamantloned under (B)

- Test for each Soun:e - Test for each 1,000 eu.m ofasphalt produced - When materials quality changes • As requested

-=='

1 Gradation 2. Specific gravrty and water absorption 3. PlasticitY index

• Test for each soun:e • When materials quality changes • As requestad

4. Sand equNalent

5. Stripping with 4-3 Bituminous mix design for each course {from hot bins)

asphalt 1. Complete mix • For each project design in accordance 1 ·When results are not with American Asphalt 1 c ons;stent with the mix Institute (MS2) clesic:tn results. 2. Loss of stability -As requested

4-4 Bituminous M x Marshall stabloty for each laver

At batchlng plant 1. Stability 2. Flow 3: Extrilction (binder content & gradation!_ 4. Airvolcb 5. Voids'" mineral ag_g_~tes

6. Daily Marshall densitY

Tnt for each day's production • Test for every 200 cu.m of asphalt produced per day • Test for each batching plant As requested

1. Stability 2. Flow 3. Extraction'(binder content & gradation) 4. Air voids 5. Voids rn rriiniiral

·Test each 3 working days ·Test for each batchlng plant ·As requested

I

~tes

6. Dally Marshall den~

-Test each 200 lin.m., per lane 7. Loss of stability - Once a week and for batch l11yar • As~uested -Test each 3 working days B. Loss of st11tillity • As -~uested Table 4.3.9-1 Frequency of Testing for Bituminous 6 The Contractor s hall, w hen necessary, furnrsh and Pavement apply cold water. ice. or other coo ling subs tance to the surface of the pavement to prevent the sampling from 5 The Contractor shall cut the samples with an shattering or d isintegrat ing. The Cont ractor shall fill end approved core drill in the presence ol the Engineer. The compact ell test holes at his own expense. equipment shel l be capable of cutting the mixture w ithout shatte ring the edges or otherwise disturbing the density of the specimen. 7. Compaction density & thickness (after final compaction)

--

~ /'...,/

Mlnlatry of Tron•port & Communlc•tlon• DG!U T


4.3.10

Surface Tolerances

The fully compacted and completed bituminous course shall conform to the lines, grades end cross sections as shown on the Drawings. 2 The elevations of the finished course shall be checked by the Contractor in the presence of the Engineer at maximum intervals of 10m and at intermediate points as directed. 3 The fin!shed surface is tested with a 3 m long straightedge, placed parallel to, or at right angles to the centerline, the maximum deviation of the surface from the testing edge between any 2 contact points shall not exceed the tolerances specified for each type of bituminous course laid, as shown under Paragraphs 4.4.10.1 and 4.5.10.1 for the bituminous base end wearing courses, respectively. All areas which exceed the specified tolerances shown under Paragraphs 4.4.10.1 and 4.5.10.1 shall be corrected by removing the defective sections of bituminous course and reconstructing them, or if approved by the Engineer, by increasi ng the thickness of the succeeding course(s). 4 The finished surface shell also be tested using the rolling straight edge, and the areas which exceed the specified tolerances shown under Paragraphs 4.4.10.2 and 4.5.10.2 shall be corrected by removing the defective sections of bituminous course and reconstructing them, or if approved by the Engineer, by increasing the thickness of the succeedlng course(s). 5 The tolerances specified for evenness of finished surfaces for all types of bituminous courses, shell not invalidate the tolerances specified for construction thickness and elevations of such courses.

4.3.11

Determination of Thickness of Courses

The Contractor shall compensate for minor deficiencies in the thickness of anv bituminous course in the pavement structure by increasing the thickness of the subsequent bituminous course. After completion of the final (wearing) course anv deficiencies in the thickness of any course which have not been compensated for by increasing the thickness of a subsequent course, will be considered deficiencies in the final (weari ng) course. 2 Cylinder core samples shall be taken as specified for in· situ bulk specified gravity core samples. 3 Thickness of bituminous courses shall be determined by average caliper measurement of cores, rounded upwards to the nearest mm. 4 Paved sections to be measured separately shall consist of each 300 lin.m. section in each traffic lane. The last section in each traffic lane shall be 300 m plus the fractional part of 300 m remaining. Other areas such as intersections, entrances, crossovers, ramps, etc. shall be measured as one section and the thickness of each shall be determined separately. Small irregular unit areas may be included as part of another section.

.C-20

5 One core shall be taken from each section by the Contractor at approved locations and in the presence of the Engineer. When the measurement of the core from anv paved section is not deficient by more than 5 mm from the specified thickness, the core will be deemed to be of the specified thickness as shown on the Drawings. 6 When the measurement of the core from any paved section is deficient by more than 5 mm but not more than 20 mm, 2 additional cores spaced at not less than 100m shall be taken and used together with the first core to determine the average thickness of such section. 7 When the measurement of the core from anv paved section is less than the specified thickness by more than 20 mm. the average thickness of such section shall be determined by taking additional cores at not less than 5 m intervals parallel to the centerline in each direction from the affected location until, In each direction, a core is taken which is not deficient by more than 20 mm. Exploratory cores for deficient thickness will not be used in average thickness determinations. B Any deficiencies in the tota l thickness of bituminous courses shall be subject to a proportional reduction in the volume of final (surface) course measured for payment, or complete removal and replacement, as shown in Table 4.3.11. 1 below. Alternatively, the Contractor shall construct at his own expense, a surface course overlay, if practicable In the judgment of the Engineer. Any such overlay shall be a minimum of 40 mm compacted thickness and to the specified standard of the course It is overlaying. 9 If the deficiency in total thickness of the asphalt lavers is from 0 to 3mm, full payment will be made, on condition that deficiencies are not found In more than 10% of the total project. Deficiencies between 3mm and 10mm, 80% of the fuP payment for the bitum"nous courses wlll be made. ~ In

the

Thlc:kn.e of lndlvldu.l AapMit byll'l

DetlclenGy "' the

Th~ofTotal

i

S5mm 5-20mm

> 2ri~m (~r 25% of design t hickness}

Action

AapMit layll'l

>

S3mm

Full~ment

3 - 10mm

BO%~ment

tomin (o~ 15% of design thickness!

J

...

Remove and replace

Table 4.3.11-1: Tolerance& In bituminous concrete layer thicknesses

4.3.12


Conventional and polymer modified bituminous courses are measured in the respective Sub-sections for each type of bituminous course transported, furnished, spread, compacted, completed and accepted. Measurement shaD not indude the rolled down edge strips of bituminous courses placed outside the edge of paving shown on the Drawi ngs.

J i

J

Sutt"ru'to of Ornon.

Sta:'\d~srd Spec•fJUt~ons

fO( RDI!Id & Bridoa Cortstruet,ic:

til


2 Bituminous prime and tack coats are measured as prescribed In Sub-section 4.2. 3 Bituminous overlays constructed by order of the Engineer to correct deficiencies In total thickness of bituminous courses or to compensate for major deficiencies in the thickness of any underlying bituminous course, shall not be measured for direct payment, but shall be considered as subsidiary work the costs of which will be deemed to be included In the respective rates for bituminous courses. stated in the Bill of Quantities. 4 Establishment of the job mix formula, surface preparation, construction of joints, hand painting of contact surfaces, remedial treatment of surface irregularities, cutting of cores and slabs for testing or measurement purposes, reinstatement of core and slab areas of pavement, rolled down longitudinal bituminous edge strips, additional thickness of bituminous course in excess of the speciii ad thickness, and other ancillary items shall not be measured for direct payment, but shall be considered as subsidiary work the costs of which will be deemed to be included in the respective rates for bituminous courses stated in the Bill of Quantities.

4.3.13

Job Mix and Project Mix

The job mix formula shall be established by the Contractor in accordance with the procedures and requirements of Sub·section 4.3. 2 The job mix for bituminous base course shall conform to the following composition limits as shown in Table 4.4.3.1.

Para"l.ter

Vlllua

Marshall stability at BO"C (Kg.)

1200

Flow(mms)_

2· 3;5

Voids in mineral aggragete, (VMAJ

12% {minimuml

Air voids

4-7%

Voids filled with bitumen, (VFBJ

50to70%

of Marshall stability by submerging specimens In water at 60oC for 24 h. compared to stability maasured after submersion in water at 60"C for 30 minutes

Max_ 25%

% Air voids at refllul

Min. 2%

Loss

Basis of Payment

The amount of completed and accepted work, measured as provided for above and as measured in the various Sub·sections of Section 4, will be paid for at the unit rates for the various items in the Bill of Quantities, which rate shall be full compensation for supplying materials, transporting and placing, labor, equipment, tools and other items necessary for the proper completion of the work.

4.4

Bituminous Base Course

4.4.1

Description

Materials

All materials shall conform requirements of Sub-section 4.1.

to

the

relevant

2 Unless otherwise shown on the Drawings, bitumen for base course construction shall be penetration greded bitumen.

oono

For modified bitumen, unless otherwise shown on 3 the Drawings, bitumen for base course construction shall not be lower than penetration graded bitumen modified with one of the polymers specified in Subsection 4.1, Paragraph 4.1.6.2 and as per these same specification requirements.

oono

Table 4.4.3.1 : Job Mix Requirements for Bituminous Bue Cout&e 3 Prior to final approval, the proposed job mix, but with a bituminous content at the upper percentage limits shall be compacted to refusal, (400, 500 and 600 blowsl end the resulting voids in the mix shall not be less than 2%. 4 After the job mix formula has been established and approved, all mixes furnished shall conform to it within the stated tolerances.

This Sub-section describes requirements for furnishing materials, mixing at a central mixing plant, and spreading and compacting conventional or polymer modified bituminous base course on an approved aggregate base course or granular subbase, as shown on the Drawings.

4.4.2

4.4.3

5 The job mix formula shall be re-established if the source of aggregate, filler or bitumen changes.

4.4.4

Equipment

Plant and equipment for mixing, hauling, placing and compacting bituminous base course material, shall conform to the relevant requirements of Sub-section 4_3.

4.4.5

Construction of Tria I Sections

Trial sections shall be constructed as and where directed and in accordance with the relevant requirements of Sub-section 4.3.

4.4.6

Mixing Procedures

Handling and mixing of bitumen {including modifier and anti·stripping agent, if any land aggregates (including mineral filler if requiredl shall be in accordance with the relevant requirements of Sub·saction 4-3-

~ ~

Minlatry of Trnnaport &. COnlmunlcat.iona . OGRL T

/"-.~
4.4.7

Surface Preparation

Preparation of the surface upon which the bi tuminous base course mix is to be laid. shall be appropriate to the type and condition of such surface and shall conform with the relevant requirements of Sub· section 4.3.

4 The longitudinal regularity of the surfaces of base course as measured by the rolling straight-edge set at 5 mm shall be such that the number of surface irregulariti es is within the relevant limits stated in Table 4.4 10-2. No irregularity exceeding 10 mm shall be permitted. Length

4.4.8


4.4.8.1

General

The delivery, spreading and finishing of bituminous mix for base course shall conform with the relevant requirements of Sub-section 4.3 and to the following panicular requirements. 4.4.8.2

Rollers

The rollers, rolling sequence, pattern and speed sh11l be as stipulated in Sub-section 4.3, Paragraph 4.3.8.5. 2 The number of rollers used for any stage of rolling may be reduced by the Engineer to one, provided that the base course width being compacted is less than 5.5 m and provided an equivalent standby roller is available on Site as replacement in the event of breakdown of the operating roller. 4.4.8.3

Standard of Compaction

The compacted density of the bituminous base course shaD be equal to or greater than 98% of the average Marshd bulk density for each day s production or otherwise as directed by the Engineer.

4.4.9


Sampling and testing shall conform to the relevant requirements of Sub-section 4.3, and T able 4,3.9,1,

. Max. permitted number of surface Irregularities

~

300m

75m

20

9

-

Table 4.4.10.2: Tolerances on bituminous base course surface irregularity when tested by rolling straight-edge

4.4.11

Determination of Thickness

Procedures for determining the average compacted thickness of bituminous base course shall conform with the relevant requirements of Sub-section 4.3 and to the following panicular requirements. 2 Cores for thickness measurements shall be used to determine if changes are necessary in the constructed thickness of succeeding bituminous layers to rectify any thickness defiCiencies in the bituminous base course. 3 In cases where the bituminous base course will not be covered by superimposed binder or wearing courses, the base course shall be deemed to be the final (weari ngl course for the purposes of determining the proponion of wearing course volume measured for payment or for the purposes of any overlay ordered to correct deficiencies. In such cases. the surface base course layer shall meet the Surface Tolerance requirements specified under Clause 4.5.1 0 for wearing courses.

4.4.12


Surface tolerences shall conform with the relevant requirements of Sub-section 4.3 and to the following panicular requirements.

Conventional or polymer modified bituminous base course shall each be measured in cubic meters of mix furnished, spread, compacted, completed and accepted. Measurement shall be based on the areas and thickness as shown on the Drawings o r otherwise directed by the Engineer.

2 The tolerances on elevations of finished bituminous base course surface shall be not greater than + 6 mm. 3 When the finished surface is tested with a 3 m long straightedge, placed parallel to, or at right angles to the centerline. the maximum deviation of the surface from the testing edge between any two contact points shall not exceed 5 mm (Table 4.4.10.1).

2 Where bituminous base course Is intended to serve as a wearing course, any deficiencies in thickness shall, unless an overlay is constructed at the Contractor's expense, result in a proponion only of the base course volume being measured for payment. Proponions shall be determined in accordance with the thickness deficiencies stated in Sub-section 4.3, Table 4.3.11.1.

4.4.10

Surface Tolerances

tohnnc:.

Action

Surface elevation

Max. 6mm

Surface Irregularity (3m straight edge)

Max. 5mm

Replace (min. 15m length of road) . -Raplace (min. 15m length of road )

Prqperty

--

Tabla 4.4.10.1· Tolerances on bituminous basa course surface elevation and straight edge Irregularity

4·22 .

4.4.13

Basis of Payment

The amount of completed and accepted work, measured as provided for above, w ill be paid for at !he unit rates for the various items in the Bill o f Quantities, which rate shall be full compensation for supplying materials, transporting and placing, for labor, equipment, tools and other items necessary for the proper completion of the work.

9ultarnoto of Om on. Sraoc!•rd SPKliiC.>tiono lor liNd & Bridge CoMIIUC!ior


4.4.14 I. ii.

Items in the Bill of Quantities Bituminous base course (Class A, Bl. Polymer modified b1t base course (Class A, Bl.

4.5

Bituminous Binder and Wearing Courses

4.5.1

Description

This Sub-section describes requirements for furnishing materials, mixing at a central mixing plant, and spreading and compacting bituminous binder course and bituminous wearing course on an approved base course, as shown on the Drawings.

4.5.2

Materials

4 The Job mix formula shall be re-established if the source of agg regale, filler or bitumen is changed. 5 When tested for resistance to water damage In accordance with AASHTO T-283 'Resistance of Compacted Asphalt Mixtures to Moisture-Induced Damage', the conventional and polymer modified bituminous wearing course mixtures shall have a retained tensile strength greater than or at least equal to 80%. In cases where the anti-stripp'ng agents are not successful In providing the specified tens"le strength ratio, the Contractor shall consider alternative means, such as the use of hydrated lime to achieve this purpose.

4.5.4

All materials shall conform requirements of Sub-section 4.1

to

the

relevant

2 Unless otherwise shown on the Drawings. bitumen for binder and wearing courses construction shall be sono penetration graded bitumen. or any other suitable grade for the climatic condition of the project. 3 For polymer modified bitumen, unless otherwise shown on the Drawings, bitumen for binder and wearing courses construction shall not be lower than sono penetration graded bitumen modified with one of the polymers specified in Sub-section 4.1, Paragraph 4.1.6.2..

4.5.3

3 After the job mix formula has been established and approved, alt subsequent mixes shall conform to it within the allowable tolerances, as shown in Table 4.5.3.1.


The job mix formula shell be established by the Contractor in accordance with the procedures end requirements of Sub-section 4.3. 2 The job mix for bituminous binder and wearing courses shell conform to the following composition limits as shown in Sub-section, Table 4.5.3.1.

Equipment

Plant and equipment for mixing, hauling, placing and compacting bituminous binder and wearing courses materia I shall conform to the relevant requirements of Sub-section 4.3

4.5.5


Trial sections shall be constructed as and where directed and in accordance with the relevant requirements of Sub-secfon 4.3..

4.5.6

Mixing Procedures

Handling and mixing of bitumen (including modifier and anti-stripping agent, if any I and aggregates (including mineral filler if required! shall be in accordance with the relevant requirements of Sub-section 4 3.

4.5.7

Surface preparation

Binder Coune

Wearing Coune

Marshall stability at BO"C ( Kg.l

1300

1400

Preparation of the surface upon which the bituminous binder and wearing course mixes are to be laid, shall be appropriate to the type and condition of such surface and shall conform to the relevant requirements of Sub-section 4.3.

Flow(mmsl

2-4.5

2-5

4.5.8


13-14%

1-4--15%

4.5.8.1

General

4-7%

4-7%

50 to 70%

50 to 70%

Max 25%

Max 25%

Pn:~perty

Voids in mineral aggregate IVMA) Airvolds Voids fillad with bitumen, (VFBI Loss of Marshall stability by submerging specimens in water at eo•c for 24 b. comp11red to stability measured 11fter submersion in w11ter at 60"C for 30 minutes % Air voids at refusal

The delivery, spreading and finishi-ng of bituminous mix for binder and wearing courses shall conform with the relevant requirements of Sub·section 4.3 and to the following particular requirements. 4.5.8.2

Min 2%

Min 2%

Table 4 .5.3·1· Job Mix Requirement for Bituminous Binder and Wearing Course

Rollers

The rollers, rolling sequence, pattern and speed sha II be as stipulated in Sub-section 4.3, Paragraph 4.3.8.5. 2 The number of rollers used for any stage of rolling may be reduced by the Engineer to one, provided that the course width being compacted is less than 5.5 m in width, and provided an equivalent stand-by roller is available on

~ ~

Mlnlstry of Trnn•port 6 Communlcntlons OGRLT

~~
Site as replacement, In the event of breakdown of the operating roller.

The compacted density of the bituminous binder and wearing courses shall be not less than 98% of the average Marshall bulk density for each day's production.

5 The combination of the permitted tolerances In the levels of the different pavement layers, excluding aggregate base and sub-base courses, shall not result in a reduction of thickness by more than 10 mm from the specified thickness, as shown on the Drawings, nor a reduction in the final wearing course thickness by more than 5 mm from that specified or shown on the Drawings.

4.5.8.4

4.5.11

4.5.8.3

Standard of Compaction

Skid Resistance and Surface Texture

Surface Texture: Conventional and polymer modified bituminous wearing course layer shall have a texture depth of at least O.Bmm tested in accordance with tl'le Sand Patch Test ASTM E 965. One Test shall be done every 500m length of constructed road.

4.5.9


Sampling and testing shall conform to the relevant requirements of Sub-section 4 3 and Table 4.3.9.1.

4.5.10

Surface Tolerances

Surface tolerances sha ll conform w:th t he relevant requirements of Sub-section 4-3 and to the following particular requirements. 2 Tolerances on elevations of finished bituminous binder and wearl ng course surfaces shall be not greater than + 6 mm when compared to the design profile shown on the drawings. 3 When the finished binder or wearing course surface is tested with a 3 m long sttaightedge, placed parallel to, or at right angles to the centerline, the maximum devia!lon of the surface from the testing edge between any two contact points shall not exceed 3 mm (Table 4.5.10-1).

Property

Procedures for determining the average compacted thickness of bituminous binder and wearing courses shall conform to the relevant requ irements of Sub-section 4,3, Clause 4.3. 11 and the tolerances/deficiencies shall comply with the relevant requirements of Table 4.3.1 1.1 and with the requirements of Item 2 following. 2 Cores for thickness measurements of the binder course sh;~lt be used to determine if changes are necessary in the constructed thickness of the wearing course to rectify any thickness deficiencies in the binder course.

4.5.12


Conventional and polymer modified bituminous binder course and bituminous wearing courses shall each be measured by the cubic meter of mix transported, furnished, spread, compacted, completed and accepted. Measurement shall be based on the areas and thickness as shown on t he Drawings or otherwise directed by the Engineer, 2 Deficiencies in thickness of the wearing course shall, unless en overlay is constructed at the Contractor's expense. result In a proportion only of the wearing course area being measured for payment. Proportions shall bo determined in accordance with the thickness defic ienci ~ stated- in Sub-section 4_3, Table 4.3. 11 .1

AGtlon

Toter.nc:e

Replace {minimum Surface Max, 6mm elevation 15m length ofroad) Surface Replace (minimum I rregularity {3m Max, 3mm 15m length of road) straloht.edQI!)_ - - - - Table 4.5.10. 1: Tolerances on bituminous wearing course surface elevation and straight edge Irregularity 4 The longitudinal regularity of the surfaces of the finished binder or wearing course as measured by the rolling straight-edge set at 5 mm shall be such that the number of surface irregularities is within the relevant limits stated in Table 4.5. 10·2. No irregularity exceeding 10 mm shall be permitted. Length

300m

75m

Max. permitted number of surface Irregularities

15

7

----------------

Table 4.5.10.2: Tolerances on bituminous wearing course surfacl! irregularity when tested by rolling straight-edge

~4


4.5.13

Basis of Payment

The amount of completed and accepted work, measured as provided for above, will be paid for at the unit rates for the various items in the Bill of Quantities , which rate shall be full compensation for supplying materials, transporting and placing, labor, equipment, too Is and other items necessary for the proper completion of the work.

4.5.14 i. ii. iii. iv,

Items in the Bill of Qua ntitl es Bituminous binder course. Bituminous wearing course (Class A, B). Polymer modified bituminous binder course. Polymer modified bituminous wearing course (Class A, B).

Sultnnnto of Oonon.

St•:>el~rd ~r,u~ono

lor lio.>

4.6 4.6.1

Bituminous Seal Coats- Surface Dressings Description

This Sub-section describes requirements for furnishing of materials and one or more applications of cutback bitumen and cover material, or a single application of emulsified bitumen, or spreading emulsified bitumen slurry, to previously prepared base course or wearing course surfaces, as shown on the Drawings. 2 Bituminous slurry seal coat {BSSCJ shall consist of spreading and screeding a mixture of emulsified bitumen, sand aggregate and water.

3 Single bituminous surface treatment {SBST) shell consist of a single application of cutback or straight run bitumen, and sand aggregate ores specified. 4 Double bituminous surface treatment {DBST) shall consist of an application of cutback or straight run bitumen and coarse graded cover aggregate followed not less than 5 days later by a second application of cutback or straight run bitumen and medium graded aggregate, or as specified.

4.6.2

Materials

4.6.2.1

Bitumen

Bitumen for SBSD end DBSD (surface dressing) applications shall be rapid-curing RC-800 grade, conforming to the relevant requirements of Sub-section 4.1 and AASHTO M-81. 2 Bitumen for BSSC {slurry) applications shall be a cationic, slow senl ng emulsified bitumen Grade CSS-1 conforming to the relevant requirements of Su b-sectlon 4.1.

4.8.2.2

Aggregates

Cover aggregates sha II consist of screenings of crushed stone or crushed gravel. Aggregate for slurry seals shall consist of crushed stone or gravel fines or natural sand blended with not less than 50% crushed fines. For heavy duty applications slurry aggregate shall consist of 100% crushed fines. 2 The properties of cover end slurry seal aggregates and their gradations shall be in accordance with the relevant requirements of Sub-section 4,1.

4.6.3

4.6.4


Before commencement of Site seal coat applications, the Contractor shall construct trial sections using varying application rates for bitumen and for aggregates, as selected by the Engineer. Each trial section shall be two lanes wide by 50 m long, at approved locations on or close to the Site. 2 Each trial section shall be constructed using the same materials, mixing, spraying, spreading, rolling and brooming equipment, and construction procedures, proposed for use in the Works. Trial sections for slurry seals shall be along existing bituminous pavements in the vicinity of the Site.

3 The objectives of these trials shall be to determine the adequacy of the Contractor's equipment, the most suitable application rates for cutback bitumen, emulsified bitumen and the various gradations of aggregate, and the most suitable consistency of slurry seal to fill cracks and leave a residual coating of 3 mm over the entire bituminous wearing surface. 4 The Contractor shall not proceed with any seal coat applications until the methods and procedures established in the trials have been approved.

4.6.5

Rates of Application

Application rates for cutback and emulsified bitumen and for the various cover aggregate gradations, will be determined by the Engineer from the trial sections and shall be generally w ithin the ranges given in Table 4,6.5. 1.

Apptox, Rate of Application

Typa of SNI Coat Coarse aggregate Seal coat(06STl Slurry aggregate Seal coat Slurry seal (SBSCl

Aggreglte

Binder

fkallcr.m.l

lkalsa.~rul

12.5-20.0

1.00:1.80

10.().15.0

0.90-1.80

~

Generally 5-8 kgJsq;m. for the mix

Table 4.6.5-1: Application Rates 2 The Engineer may order additional trial sections and alter the previously established rate~ of epplicatio n duri ng progress of the we rk.

4.6.6


4.6.6.1

General

Equipment

All plant and equ'pment used for pugmill milling of slurry mixes, heating and spraying of cutbaek and emulsified bitumen, spreading, rolling and brooming of cover aggregate. and applying and spreading slurry seals, shall conform with the requirements of the relevant sections of this Specification and with the Contrl ctor's approved equipment list.

Appl'cations of bitumen and aggregate and subsequent rolling shall be completed between sunrise and sunset and under favorable weather conditions as determined by the Engineer. The atmospheric temperature shall be above 15 degrees C and the weather shall not be foggy, rainy, dusty or unduly windy. Generally, where the seal coat is to carry traffic prior 2 to final sweeping, speed signs shall be erected to control

"-... ~ /

Ministry of 1\-nnaport & Communication• • DGRl T

~~
the speed of traffic, Provision for traffic control shall be in accordance with the requirements of Section 1. Sub· section 1.8. 3

When bituminous coatings are applied to sections of which are to be promptly opened to traffic, and the ambient temperature is contributing to slow curing anr;l excessive pickup, the Contractor shall suspend operations untll the Engineer approves continuation of sealing work. high~ay

4 The surface to be treated shall be dry or slightly damp and the moisture content of aggregates at the lime of application to the coated surface shall not exceed 3% by weight. 5 Unless otherwise directed, the minimum time interval between successive seal coats, in DBSD applications, shall be 5 days.

4.6.6.2

Surface Preparation

Granular surfaces shaD be primed in accordance with the requirements of Sub-section 4.2 prior to application of the surface treatment. If there are delays in scheduling the seal coating, which results in deterioration of the surface, the Engineer may order appropriate repairs or corrective t reatment prior to seal coating. 2 When coatings are applled to existing pavement surfaces, all pavement repairs shown on the Drawings shall first be completed. Where applicable, the positions of traffic markings shall be surveyed and recorded to enable their accurate replacement after the seal coatings have been applied. 3 Immediately before applying any bituminous material, all dirt, dust anr;l other objectionable material shall be removed from the surface and cracks shall be repaired or sealed as directed. If required, the surface shall be slightly dampened with a light application of water immediately prior to application of bitumen. 4 Surfaces to be slurry seeled shall be lightly sprayed, immediately prior to spreading the slurry, with a slow· setting 3~1 water/emulsion mixture applied at the rate of 0.4.0.8 kg./sq.m.

4.6.6.3

Heating of Bitumen

The temperature of cutbaclc bitumen and of emulsified bitumen at the time of application shall be as specified in Sub-section 4 1.

4.6.6.4

Spreading Slurry Seal

Spreading of s~urry seal shall be by means of an approved type spreader bol! which shall be capable of spreading at least one traffic lane width. It shall have Hexib!e rubber or similar strips fastened on each side to prevent loss of slurry and shall have baffles incorporated in the box to ensure uniform application. A rear, flel!ible. adjustable strike-off blade shall be fitted to the box. 2 Areas Inaccessible to the slurry spreader box shaD be s'urry sealed using hand or other approved methods.

4-2& .

3 The slurry seal coat shall be uniform end homogeneous after spreading and shall not show signs of separation of the emulsion and aggregate after setting.

4.6.6.5

Spraying of Bitumen

The bitumen cutback or emulsifier;! bitumen for fog and seal coats shall be apprted by means of a pres sure distributor uniformly and continuously over the section to be treated. The rate of application shall be as designated by the Engineer. 2 A strip of building paper or heavy polyethylene sheeting, at least one m in width, and with a length equal to that of the spray bar of the distributor plus 300 mm, shall be used at the beginning of each application. If the cut-off is not positive, the paper shall be used at the end of each spread. The paper shall be removed and disposed of after use. The distributor shall be moving forward at proper application speed at the t ime the spray bar is opened. Any skipped areas or deficiencies shall be corrected Immediately as directed. 3 The length of spray run shan not exceed that which cen be covered by the aggregate spreading equipment. 4 The application width of bitumen shall be not more than 150 mm wider than the widt h covered by the aggregate spraader, Under no ci rcumstances shall operations proceed in such a manner that the bitumen w ill be allowed to chill, set up, dry, or otherwise impair retention of the cover aggregate. 5 The Contractor shall keep a complete record of bitumen used, based on distributor tank measurements and on areas to which t he bitumen has been applied. These records shall be submitted to the Engineer as verification of the accuracy of the tachometer as well as verification of application rates designated by the Engineer. 6 Distribution of bitumen sha ll be so regulated and sufficient material left in the distributor at the end of each application, that there will be a uniform di stribution across the spray bar. In no case shall the distributor be allowed to expel air with the bitumen, thereby causing uneven coverage. 7 The angle of the spray nozzles and the he!ght of the spray bar shall be adjusted and regularly checked to ensure uniform distributi on. The height of the spray bar above the pavement surface should remai n constant throughout the spraying process. Distribution shall cease immediately upon any clogging or parti al blocking of any nozzle and corrective measures shall be taken before application is resumed.

4.6.6.6

Application of Aggregate

If directed, aggregates shall be washed prior to use i n order to elfmlnate or reduce any du st coating or salts before delivery to the spreader. Operation of the aggregate spreader at speeds which 2 ceuse the particles to roll over after striking the bitumen covered surface will not be permitted.

S..tton,.to of Oman. St•nd••d Sj>eco!ICatoono lor Ro.d & Bridge Construdior


Immediately upon application of bitumen, aggregate of the required gradation shall be spread at the rate designated by the Engineer. Spreading shall be accomplished in such a manner that the tires of the hauling units or aggregate spreader do not come in contact with the uncovered bitumen surface.

3

4 Where adjacent spreads are to be made, the first aggregate spread shall not extend closer than 150 mm to the edge of bitumen application. The adjacent spread of bitumen shall overlap this 150 mm and complete aggregate coverage shall be achieved on the second spread promptly upon completion of the first spread to ensure a smooth riding surface. 5 Immediately after aggregate has been spread, deficient areas shall be covered by additional aggregate. Humps, ridges or uneven distributions of aggregate shall be removed and corrected to ensure that there are no permanent ridges, bumps, or depressions in the completed surface. Additional aggregate shall be spread in whatever quantities necessary to prevent pick-up by rollers or traffic, after which the surface shall be ro lied as directed. 6 Care shall be taken to prevent aggregate from entering ditches or Inlets of any type. The Contractor shall be responsible for removing any such aggregate materials or other accumulated debris arising out of his operations.

4.6.6.7

Rolling and Broaming

Aggregate shall nat be spread mare than 150 m ahead of initial rolling operations. 2 Rollers shell not stop, start or turn on the surface being rolled. Any damage to the surface arising out of non-compliance with these requirements shall be made good as directed, et the Contractor's expense.

3

Initial breakdown rolling shall proceed behind the spreader (after any adjustments by hand methods to One complete correct for uneven distribution, etcl. coverage shall be achieved using 2-axle self-propelled steel-wheeled rollers of 6-8 tons weight and operating eta maximum speed of 5 km/h. Initial rolling shall be completed within 30 minutes of spreading aggregate. 4 The Engineer may order the alternative use of pneumatic-tired rollers for initial rolling if adequate embedment of the aggregate is liable to result in excessive crushing when steel-wheeled rollers are used. 5 Immediately following completion of the initial rolling, the surface shall be rolled using self-propelled pneumatic-tired rollers operated at a maximum speed of B km/h, until at least 3 complete coverages have been achieved. If necessary during rolling operations, additional 6 screenings shell be lightly spread by hand methods and re-rolled, to make good any small areas visibly deficient in cover material. 7 Light drag braoming of the surface shall be carried out 24 hours after completion of rolling and in such a manner that embedded aggregate particles will not be

dislodged. This brooming shall result in uniform distribution of loose screenings over the surface which shall then be re-rolled using pneumatic-tired rollers unlil' at least 2 complete coverages have been achieved. 8 Light drag broomi ng and re-rolllng shall be repeated 24 hours after the initial broom ing, if sa directed. 9 Excess screenings shall be salvaged and stockpiled or disposed of as directed.

4.6.6.8

Maintenance and Protection of Sealed Surfaces

BSSC shall be protected from traffic until such time as the coatings have cured sufficiently and wi II not be damaged by, adhere to or be picked up by, the tires of vehicles. 2 Each coat of SBSD and OBSO shall be maintained and protected from traffic for at least 3 days after completion of rolling. 3 At the end of the 3·day maintenance period for each seal coat, or earlier if directed, the surface shall be finally swept, using a rotary broom, to remove loose screenings. Surplus screenings shall be stockpiled or disposed of as directed.

4.6.7

Tolerances and Records

The Contractor shall be responsible for ensuring the accurate calibration of pressure distributors and for the correct rates of application of bitumen as designated by the Engineer. Readings shall be taken of bitumen tanker contents 2 and temperature immediately prior to, and immediately upon completion of each spraying run and the actual application rate in kg./sq.m. shall be calculated. Complete records shall be maintained of all such measurements and the specific locations, width and lengths of the respective runs. 3 The tolerances on temperature-adjusted application rates of cutback bitumen shall be plus or minus 5% of the designated rate. 4 Applications of cutback bitumen varying by more than 5% but less than 10%, after temperature adjustment, below the specified rate of application shall, if accepted, be subject to a 10% reduction in quantity or area measurements as appropriate. 5 Applications of cutback bitumen varying by more than 10%, after temperature adjustment, above or below the specified rata of application shall be rejected and the unsatisfactory material replaced or made good as directed, at the Contractor's expense. 6 The Contractor shall maintain, on a daily basis, complete records of the volumes and tonnage of each type of aggregate delivered to the Site and used in each section of the Works for seal coat applications. 7 All records and calculations of bitumen applications, and aggregate delivery and use, shall be submitted to the Engineer at the end of each day when seal coat applications have been carried out. No measurements will

~ ~

Mrniltry of Tron•port & Communlcotrona OGRl T

/'-..~<:Bituminous Pavement

be made of bitumen applications which are not supported by adequate, verifiable records.

4.6.8


Single bituminous surface treatment, double bituminous surface treatment and bituminous slurry seal coat shall each be measured In square meters of net area covered as shown on lhe Drawings or directed by the Engineer. Rates are deemed to include for all related work. including, without limitation, trial sections. tests and reports and wastage of materials.

4.6.9

Basis of Payment

The amount of completed and accepted work. measured as provided for above, will be paid for at the unit rates for the various items in the Bill of Quantities , which rate shall be full compensation for supplying materials, transporting and p1acing, labor, equipment, tools and other items necessary for the proper completion of the work.

4.6.10 I. li. ill.

4.7

Items in the Bill of Quantities Single bituminous surface treatment. Double bituminous surface treatment. Bituminous slurry seal coat.

Bituminous Leveling Course and Patching Work

4.7.1

Description

Tttis Sub-section describes requirements for furnishing materials, mixing at a central mixing plant, and spreading and compacting bituminous leveling course on an existing pavement surface. as shown on the Drawings or d irected. 2 Patching works shall be limited to localized deficient areas as jointly determined by the Engineer and the Contractor. These areas are usually not exceeding 3m in length and or:.e lane width and the dista11ce between two individual patches is normally not less than 5m.

4.7.2

Materials

All materials shall conform to the requirements of Sub-section 4.1.

4.7.3


The job mix formula shan be established by the Contractor in accordance with the procedures and requirements of Sub·sectlon 4.3. 2 The job mix for bituminous lev~ing shall conform to the requirements for binder course as provided in Subsection 4. 5.

I

4•28

4.7.4

Equipment

Plant and equipment for mixing, hauling, placing and compacting bituminous leveling course materials shall conform to the relevant requirements of Sub-section 4.3.

4.7.5


Trial sections shall be constructed as and where directed and in accordance with the relevant requirements of Sub-secti on 4.3.

4.7.6

Mixing Procedures

Handling and mixing of bitumen (including modifier and enti-stripping agent, if any) and agg regales (including mineral fiRer if required) shall be In accordance with the relevant requirements of Sub-section 4.3.

4.7.7

Surface Preparation

Damaged pavement surfaces shall, where directed, be repaired by patching prior to receiving the bituminous leveling course. The extent of patching shall be as shown on the Drawings or as directed. 2 Areas of existing pavement to be patched shall be cut out to neat l ines to a depth ordered by the Engineer, thoroughly cleaned, and the exposed edges of pavement painted or sprayed with a thin coat of rapid curing cutback bitumen grade RC·70 or RC·250 In accordance with the relevant requirements of Sub-section 4.2. The cut out pavement shall be patched with bitum inous material as shown oro the Drawings or as d irected and conforming w ith the relevant requirements of Sub·section 4.1. 3 Patching shall be carried out in accordance with the relevant requirements of Su b·section 4.3. 4 Patching shall be carried out in layers not exceeding 80 mm in thickness. Each layer shall be thoroughly compacted by means of approved pneumatic tampers prior to placing the succeeding layer. Each layer shall be protected from damage and d dirt or foreign material shall be removed before placing subsequent layers. The final layer shall be rolled w ith a heavy roller. Each layer shall be approved prior to placement of subsequent layers. 5 AU cut-out pavement material and surplus patching material shall be removed from the site and disposed of by the Contractor prior to placing the leveling courses. 6 In areas where leveling courses are required, as shown on the Drawings or directed, the Contractor shall take cross sections of the existing pavement after completing any patching. The cross sections shall be taken at intervals of 12.5 meters or as directed. When the survey is approved, the Engineer will determine and Inform the Contractor of the locations. grades and thicknesses of leveling courses to obtain the desired surface. 7 Prior to placing the leveling courses, the existing pavement surface shan be prepared in accordance with the relevant requirements of Sub·section 4.3, including the use of pri me and tack coats as appropriate.

4.7.8


Delivery, spreading and finishing of leveling courses, including compaction, shall conform to the relevant requirements of Sub-section 4.5. 2 In areas where a specific grade and super-elevation are to be achieved by the leveling courses, setting out and level control shall be based on a reference line installed in accordance with the relevant requirements of Sub-section 4.3. In areas of minor leveling such as fil ~ng of pits or small isolated areas, a mobile reference line or alternative control system may be approved.

4.7.9


Sampling and testing of leveling courses shall conform to the re"event requirements of Sub-section 4.3 • and Table 4 3 9.1. 2 Where sampling and testing are not feasible due to thickness or other constraints, the Engineer will determine specification compliance based on an approved rolling pattern or other basis.

4.7.1 0

Surface Tolerances

Surface tolerances for leveling courses shall conform to the relevant requirements for binder courses in Sub· section 4. 5.

4.7.11


The Engineer may use thickness measurements, spread rates, cross section or other methods to verify quantities placed. Thickness measurements shall be in accordance with the relevant requirements of Sub-section 4 3.

4.7.12


Bituminous leveling courses shall be measured by the cu.m. of mix furnished, spread, compacted, completed and accepted. Measurements shall be based on the areas and thicknesses shown on the Drawings or as directed. 2 Bituminous patching work shall be measured by the cu.m. of mix furnished, spread, compacted, completed and accepted. Measurements shall be based on the areas and thicknesses shown on the Drawings or as directed. No measurements will be made of unauthorized areas or extra thickness. 3 The rates for bituminous leveling course and for patching work shall be deemed to include for all incidental costs as stated in Sub-section 4.3, Clause 4.3.12.

4.7.13

Basis of Payment

The amount of completed and accepted work, measured as provided for above, will be paid for at the unit rates for the various items in the Bill of Quantities , which rate shall be full compensat•on for supplying materials, transporting and placing, for Ia bor, equipment,

tools and other items necessary for the proper completion olthework.

4.7.14 i.

it.

Items in the Bill of Quantities Bituminous Leveling Course. Bituminous Patching Work.

4.8

Bituminous Cold Mix Courses

4.8.1

Description

This Sub-section describes requirements for furnishing materials, mixing manually or at a central mixing plant, or in a travel· mix plant and spreading and compacting bituminous cold mix courses comprising unheated mineral aggregate or cut-back asphalt on a prepared surface, as shown on the Drawings or directed by the Engineer.

4.8.2

Materials

All materials shall conform requirements of Sub-section 4.1.

to

the

relevant

2 The type and grade of bitumen for the paving mixture shall be as shown on the Drawings or as directed. The bitumen shall conform to the relevant requirements of AASHTO M 81,M 82, M 140 or M 208.

4.8.3


The job mix formula shall be established by the Contractor in accordance with the procedures and requirements of Sub-section 4.3. 2 The job mix shall conform to the relevant requirements of Sub-section 4.4 or Sub-section 4.5, as appropriate.

4.8.4

Equipment

Plant and equipment for mixing, hauling, placing and compacting b'tuminous cold mix courses shall conform to the relevant requirements of Sub-section 4.3. In the continuous mixing plant, the devices feeding bauminous material, aggregate and water shall be interlocked to maintain automatically the correct proportions. In a travel mix plant, the equipment used may be either a hopper type, or a rotary type mixer. Both types of equipment shall be capable of thoroughly mixing the bituminous material and aggregate, uniformly dispersing the bituminous mater'al, and adequately coating the aggregate particles to produce a uniform mix.

4.8.5


Trial Sections shall be constructed as and where directed and in accordance with the relevant requirements of Sub-section 4.3.

~ ~

Mtnlatry of TrDneport & Communlcatlons

DGRLT

./'~
4.8.6

Mixing Procedures

4.8.12


Handling and mixing of bitumen and aggregate shall be in accordance wlth the relevant requirements of Subsection 4.3, with the following exceptions:

Bituminous cold mix courses shall be measured by the cubic meter of mix furnished. spread, compacted, completed and accepted. Measurements shall be based on the areas and thicknesses as shown an the Drawings.

Aggregates shall not be heated but shaH be fed cold to the plant. The t emperature of the bitumen upon entering the pugmill shall be adequate to ensure uniform application to the cold aggregate The bitumen temperature shall be designated by the Engineer and shall generally be in accordance with the relevant requirements of Sub-section 4.1. Mixing time shall be the shortest time necessary to remove excess volatiles or water and to produce a satisfactory mixture.

2 Deficiencies in thickness of bituminous cold m ix wearing course shall, unless an overlay is constructed at the Contractor's expense, result in a proportion only of the wearing course volume being measured for payment. Proportions shall be determined in aceordance with the thickness deficiencies and volume proportions stated Subsection 4.3, Table 4.3.11.1.

l.

li.

4.8.7

Surface Preparation

Prep1r1tion of the surface upon which bitumi J'Ous cold mix courses are to be laid, and the use of prime and tack coats shaU be appropriate to the type and condition of such surfaces and shall conform to the relevant requirements of Sub-section 4.3.

4.8.8

4.8.13

Basis of Payment

The amount of completed and accepted work, measured as provided for above. w ill be pa!d for at the unit rates for the various items in the Bill of Quantities , which rate shall be fu l compensation for supplying materials, transporting and placing, labor, equipment, tools and other items necessary for the proper completion of the wortt.

4.8.14 i.


Items in the Bill of Quantities Bituminous cold mix course.

DeUvery, spreacllng and finishing of bituminous cold mix courses shal1conform to the relevant requirements of Sub-section 4.3.

4.9

Pavement Repairs and Reinstatement

Requirements for rolling and co mpaction shall 2 comply with the relevant requirements of Sub-section 4 4 • or Sub.section 4.5, as appropriate.

4.9.1

Description

4.8.9


Sampling and testing shall conform to the relevant requirements of Sub-section 4 3 and Table 4.3.9.1.

4.8.10

Surface Tolerances

l Surface Tolerances shall conform to the relevant requirements of Sub-section 4.4. 2 Finished elevations and straight edge tolerances sheD conform to the relevant requirements of Sub-section 4.4 • or Sub-section 4.5, as appropriate.

4.8.11


Procedures for determin' ng the average compacted t hickness of bituminous cold mix courses shall conform to the re~evant requirements of Sub-section 4.3. 2 Cores for thickness measurements of bjtuminol.ls cold mix courses shall be used to determine if changes are necessary In the thlc~ness of succeeding layers In accordance with the relevant 1equirements of Sub-section 4.4 or Sub-section 4.5, as appropriate.

This Sub·section describes requirements for surface milli ng, removing defective bituminous pavement, preparing surfaces to receive repairs. furni shing materials, placing and finishing new pavement, as shown on the Drawings or directed.

4.9.2

Materials

Subgrade materials shall conform to the relevant requiremants of Sub-secti on 2.6. 2 Aggregate sub-base and base course materials shall conform to the relevant requirements of Sub-section 3.1. 3 Bituminous pavement materials shall conform to the relevant requirements of Su b.section 4.1.

4.9.3

Equipment

1 All plant and equipment shall conform to the requirements of the relevant Secti ons of this Specification.

4.9.4

Preparation of Pavement

Cracks In bitumi nous pavement which, in the opl nion of the Engineer, do not require reconstruction shall be prepared by wire brushing and blowing out with compressed air. 2 Prior to the application of bituminous overlays, the existing pavement shall be planed or m illed out by

4·30

Sulton.,to ol Ornon, Sto

Jrd Spec.f00311ons fo< Roa

approved equipment to the depth shown on the Drawings to remove the asphalt surface that contains hardened asphalt, contaminated material, fuel spots, rubber deposits, taitance and any undesirable material that prevents proper bonding and adhesion with the new asphalt overlay. 3 Defective bituminous pavement which, in the opinion of the Engineer, requires reconstruction shall be cut beck to good material using pneumatic cutting tools. The cut area shall be square or rectangular and in tine with the direction of traffic. The depth of cut shall be determined by the Engineer and may include bituminous layers. base and sub-base layers and subgrade layers (in the case of failed pavement, excavation shalt include a minimum of 300 mm of subgrade material]. All excavated materials shalt be removed and disposed of off-site. When the bottom of the excavation consists of earth or granular material it shall be thoroughly compacted using mechanical compactors to the satisfaction of the Engineer. Exposed bituminous surfaces shall be thoroughly cleaned and wire brushed prior to receiving repair materials. Utility trench reinstatements in bituminous pavement 4 shall be prepared in the same way as defective bituminous pavement. Excavation depth shall be a minimum of 300 mm from the top of subgrade layer.

4.9.5

Placing and Finishing Repair Materials

Cracks of 3 mm to 7mm width or wider shall be filled with clean, coarse sand then saturated with 1:1 diluted emulsified bitumBn, or as directed by the Engineer. Cracks of tess than 3 mm shall be fitted with emulsified bitumen, or as directed. Cracks she II be filled to the road surface. Any excess bitumen shall be removed with a squeegee and the bitumen surface shall be sprinkled Ii be rat ly with coarse sand. 2 Excavations below subgrede level shall be filled to a level specified by the Engineer with subgrade material in layers not exceeding 150 mm and compacted using mechanical compactors to conform to the requirements of Sub-section 2.6 and to the satisfaction of the Engineer. 3 Subbase and/or base course, If required, shall be placed in layers not exceeding 150 mm and compacted using mechanical compactors. They shall conform with the relevant requirements of Sub-section 3. 2 or Subsection 3.3, • as appropriate, and shall be to the grading shown on the Drawings or specified by the Engineer.

be compacted by steel wheeled roller, first compacting the 150 mm strips adjacent to the traffic edges, then rolling in the direction of traffic. 6 New utility trenches shall be backfilled to the details shown on the Drawings, or ordered, including any surrounds, haunchlng or protective materials. Construction of subgrade and pavement shall be as for pavement repairs. 7 No excavated areas shall remain open overnight without adequate safety and protection measures subject to the approval of authorities.

4.9.6


Testing of repair materials shall conform to the relevant requirements of Sub-section 3.3 and Table 4.3.9.1. Sampling shall be as ordered by the Engineer.

4.9.7

Surface Tolerances

Levels shall be checked by straight edge in relation to the adjacent existing pavement 2 Surface tolerances for bituminous layers shall conform to the relevant requirements of Sub-section 4.4 and Sub-section 4.5 as appropriate. Any deficiency in the wearing course surface shall be 3 corrected by cutting out and replacing.

4.9.8


Sealing of cracks shall be measured by lin.m. of cracks sealed and approved by the Engineer. 2 Milling shall be measured by the sq.m. of the area milled to the specified depth, including equipment, application, removal and disposal of the milled material off the site. 3 Pavement repairs shall be measured by the sq.m. of repair, prepared, filled, compacted, completed and accepted. Measurement shall be of the areas shown on the Drawings or ordered. 4 Trench reinstatements shall be measured by the sq.m. of reinstatement prepared, filled, compacted, completed and accepted. Measurement shall be of the areas shown on the Drawings or ordered. New utility trench construction will not be measured under this item. 5 No separate measurement will be made for excavation, prime or tack coats, pavement materiels, subgrede, subbase, or base courses.

4 Prior to rece1vmg bituminous material, the excavations shall be thoroughly cleaned. Subgrade, subbase or base course material shall be primed with a light coating of MC cutback bituman and existing bituminous surfaces shall be lightly painted with emulsified bitumen, all in accordance with the requirements of Sub-section 4.2

All other incidental items shall not be measured for 6 direct payment, as prescribed in Sub-section 4.3 - but shall be considered as subsidiary work, the costs of which will be deemed to be included in the rates and prices stated in the Bill of Quantities.

5 The excavation shall be filled with bituminous pavement materials placed in layers not exceeding 70 mm and compacted using vibratory compactors. Unless ordered to the contrary by the Engineer, the top layer shall

4.9.9

Basis of Payment

The amount of completed and accepted work, measured as provided for above, will be paid for at the unit rates for the various items In the Bill of Quantities ,

""'-........./ /'...,/

Mlnl•trv of Tronapott II<

Communl~atlono

DGRL T

~~
which rate shall be full compensation for supplying materials, transporting and placing, labor, equipment, tools and other items necessary for the proper completion of the work.

4.9.10 L

ii. iii, iv. v.

Items in the Bill of Quantities Surface milling. Crack sealing. Pavement repairs !overlay and surface preparation I. Pavement repairs !complete reconstruction). Trench reinstatement.

4.10

Bituminous Pavement Widening

4.1 0.1

Description

This Sub-section describes requirements for w
4.10.2

Materials

Materials for the construction of p1vement widening shall conform to the requirements of Sub-sections 4.1, 4.2 and 4.3 as appropriate.

4.10.3


4.10.3.1

Construction

The edge of the existing road pavement shall be excavated to the extent and depth shown on the Drawings, Existing cu rbs, gullies and drain pipes shall be re moved as shown on the Drawings or instructed by the Engineer. The bottom of the excavation shall be compacted with suitable rollers or power rammers to the density specified in Subsections 2.5 and 2.6. Adequate provisions shall be made for drainage of the trench to prevent damage to the existing road subgra de. 2 The excavation shall be cleaned of loose material and the edge of the existing pavement shall be cleaned. The excavated base shall be approved by the Engineer prior to placement of bituminous material. If unsuitable or unstable soil is exposed on the excavation bottom it shall be replaced with suitable material and compacted to the depth instructed. 3 Prior to placing bituminous ma terial, the edge of the existing asphalt roa d layers shall be painted or sprayed with a thin coat of cut-back bitumen RC·70 or bitumen e mulsion SS-1.

4 Bituminous material shall be placed in the prepared excav•!lon ln layers not e xce eding 80mm thick. Machine laying shall be used except for confined are as where the use of a machine would be impracticable. Completion shall be by roller as specified in Sub-sections 4 3, 4.4 or 4.5.

4-32

5 Quality control tests fo r density, thickness and mix properties shall be performed as instructed by the Engineer. 6 Any work needed to road shoulders. earthworks, side slopes, road drainage and services shall be carried out as shown on the Drawings and in accordance with the relevant clauses of Sections 2, 8 and 18. 4.10.3.2

Traffic Control

Traffic control arrangements shall be implemented in accordance with Section 1, Sub-section 1.8. 2 Widening shall be earried out only on one side of the pavement at a time. The work shall be programmed to permit continuity of excavation. placing widening material, rolling and finishing with minimum time of disruption to traffic flow. 3 Reflector barricades shall be placed along open trenches. Lighting shall be placed at each barricade at night Adequate provision shall be made to enable traffic to cross at Intersecting roads and at commercial, industrial and private entrances.

4.10.4


The approved work sha ll be measured in square meters of new asphalt surface. Excavatlor~ and removal of curb and road drainage elements will not be measured separa te ly but will be considered subsidiary work, the cost of which is deemed to be included in the ra tes for pavement widening. Relocation of services will be measured se parately under the relevant items of Sub·section 18.2.

2

4.10.5

Basis of Payment

The emount of completed and accepted work, measured as provided for above, will be paid for at the unit rate for Pavement Widening In the BID of Quantities, which rate sha ll be full compensation for excavation, trimming, compacting of the excavation, shoulders and side slopes, mi ~ting, placing and compacting bituminous mate rial and for supplying materials, labor, equipment, tools a nd othe r items ne cessary for the proper completion of the work.

4. 10.6 i.

Items in the Bill of Quantities Pave ment widening.

4.1 1

Recycled Bituminous Mixes

4.11.1

Description

This Sub·sectlon describes requirements for recycling existing pavement material. Including removal, crushing and stockpiling existing bituminous pavement, mixing with new eggregate, bitume n (and, if specified, an approved modifying agentl at a central hot m lxil'lg plant. and spreading and compacting recycled bituminous base

Sultnnnto of 01T1an. Sra·'ld.ud S~f·~tions fM Ro.ld & Bridger ConsUuctiot


course on a prepared surface, as shown on the Drawings or directed.

4.11.2

Materials

Recycled material shall consist of existing bituminous pavement, processed such that 100% will pass a 38 mm (1.5 inch) sieve. If the Engineer determines that recycled bituminous 2 material is causing degradation of the aggregate, he shall revise the job·mix as required.

3 New materials shall conform requirements of Sub·section 4.1.

to

the

relevant

4 Unless shown otherwise on the Drawings, bitumen for recycled bituminous base course shall be graded to suit the project climatic condition and type of work. If not specified, or shown on the Drawings, grade 60-70 penetration conforming to the requirements of AASHTO M 20 shall be used. 5 Modifying agent used to soften the old bitumen shall be used in accordance with the manufacturer's instructions end approved by the Engineer.

6 Existing pavement shall be removed in such a manner as to prevent unnecessary intermixing with the underlying base, sub-base or subgrade material. 7 The stockpile height shall not be greater than 3 meters. Construction equipment will not be permitted on the stockpiles.

4.11.3


required) shall be In accordance with the relevant requirements of Sub-section 4.3. 2 Crushing of existing pavement materials for recycling may be accomplished by portable or stationary crushers or may be the direct result of the pavement removal method such as cold milling. 3 Crushed pavement material shall be separated into a minimum of two sizes prior to heating and mixing. The fine size shall have a minimum of 80% passing a 4.75mm (No.4) sieve. The coarse size shall have a minimum of 60% retained on a 4.75mm (No.4) sieve. 4 Heated and dried new aggregate shall be combined in the appropriate proportions end gradations with the recycled bituminous material and mixed at such temperature and for such time necessary to achieve a thorough coating of the new aggregate. New bitumen and/or modifier shall then be incorporated into the mixture and mixed to produce a homogenous mixture with satisfactory coating of all aggregate.

5 If both bitumen and modifier are used they shall be introduced into the mixing area through separate metering devices.

6 Preheating of the crushed recycled bituminous material immediately before introduction to the mixer may be permitted subject to the approval of the Engineer. Preheating methods shall not result in loss of bitumen from the recycled material.

4.11.7

Surface Preparation

The job mix formula shall be established by the Contractor in accordance with the procedures and requirements of Sub-section 4.3 ..

Preparation of the surface upon which the recycled bituminous base course is to be laid shall be appropriate to the type and condition of such surface and shall conform to the relevant requirements of Sub-section 4.3.

2 The properties of the new modified mix shall meet all the requirements of Sub-sections 4.1, 4.3 and 4.4, as appropriate.

4.11.8

4.11.4

The delivery, spreading and finishing of recycled bituminous base course shall conform to the relevant requirements of Sub-section 4.4

Equipment

Plant and equipment for recycled bituminous base course shall conform to the relevant requirements of Subsection 4.4, subject to any modifications by the Engineer. Plant and equipment for mixing, hauling, placing and 2 compacting recycled bituminous base course materials shall conform to the relevant requirements of Sub·section 4.3.

4.11.5


Trial sections shall be constructed as and where directed and in accordance with the relevant requirements of Sub-section 4.3.

4.11.6

Mixing Procedures

Handling and mixing of bitumen (including modifier and anti-stripping agent, if any] and aggregate (including recycled materiel, new aggregate end mineral filler if

4.11.9



Sampling and testing of recycled bituminous base course shall conform to the relevant requirements of Section 4.3, and Table 4.3.9. 1.

4.11.10 Surface Tolerances Surface tolerances shell conform to the relevant requirements of Sub-section 4.4.

4.11.11


Procedures for determining the average compacted thickness of recycled bituminous base course shall be in accordance with the requirements of Sub-section 4.4.

~~

Mlolauy of Trooeport & Communications

OGR~T

.../".~<:Bituminous Pavement

4.11.12 Method of Measurement Recycled bituminous base course shall be measured by the cubic meter of mix furnished. spread. compacted. completed and accepted. Measurement shall be based on the areas and thickness shown on the Drawings or as directed. 2 Removal and crushing of existing pavement materials for l ncorporation in recycled bituminous base course shall not be measured for direct payment, but shall be considered as subsidiary work, the costs of which w ill be deemed to be included in the rates for recycled bituminous base course stated in the Bill of Quantities, Bituminous prime and tack coats shall be measured 3 as prescribed In Sub-section 4.2 "Bituminous Prime and Tack Coats". 4 All other incidental items shall not be measured for dlrect payment, but shall be considered as subsidiary work, the costs of which w ill be deemed to be included in the rates and prices stated in the Bill of Qupntities.

4.11.13 Basis of Payment lh& amount of completed and accepted work, measured as provided for above, will be paid for at the unit fates for the various items in the Bill of Quantities , which rate shafl be full compei\Sation for supplying materials, transporting and placing, for labor, equipment, tools and other items necessary for the proper completion of the work.

4.11.14 Items in the Bill of Quantities t

Recycled bituminous base course

4.12

Surface Rideability Measurement

4.12.1

Description

This Sub-section summarizes testing procedures and road surface rideability specifications for asphalt and concrete surfaced pavements. The specifications are based on the International Roughness Index IIRU values (average value from three runs and in units of mlkm) measured using a high-speed profiler tugged by a utility vehicle. A minimum lead-in distance of 100 m and a segment lengtta of 150 m are suggested.

4.12.2 i. ii. iii. iv.

4-34

Reference Documents for Profiler Rideability Testing ASTM E 867 Terminology Relating to Vehicle· Pavement Systems. ASTM E 950 Test Method for Measuring Pavement Roughness Using a Profiler. AASHTO Designation PP 50-02: Standard Equipmant Specification for an Inertial Profiler. AASHTO Designation PP 51.02: Standard Pr-=tice for Certification of Inertial Profiling System.

v.

vi.

4.12.3

AASHTO Designation PP 52-02: Standard Practice for Operating Inertial Profilers and Evaluating Pavement Profiles. AASHTO Designation PP 53·02: Standard Practice for a Pavement Ride Quality Specification when Measured Using Inertial Profiling System.

Terminology

The current rideability specifications are based on International Roughness Index (IRI). As an i nternationally accepted scare for ride quality, IRI is a standardized measure of the response of a standard vehid e to paveme11t profile. IRI i s an Index computed from a single longitudi nal profile using a quarter·car model at a simulated travel speed of (BO kmlhl. Lane IRI Is the average of the left and right wheel path IRI val ues.

4.12.4

Testing Equipment

The rideability testing shall be conducted using a high-speed profiler {HSP). The HSP should conform to the requi rements of Class I equipment as defined in ASTM E 950 and to the requirements specifted in AASHTO Designation PP 50.02 and PP 51·02. 2 Prior to testing, calibration and verification procedures should be in accordance with the recommendations provided by the profiler monufacturer. The equipment should be operated in accordance with the rtcommendations provided by the manufacturer and AASHTO PP 52.02.

4.12.5

Testing Procedure

Continuous and rigorous SCi'Utiny of profiler output is requi red. A constant testing speed shall be mai ntained through the lead-in distance (100 m minimum) and the test section. Two driving speeds of 65 to 95 kmlh are required. 2 The profiles measured for each run should be used to compute the IRI value for each wheel path of each 150m subsection within the test section. After three ru ns, the test data URI val ues) should be reviewed by calculating the average, standard deviation, and coefficient of variance (COVJ for each subsection wheel path. If a value of standard deviation Is greater than 0.016mlkm or COV is great erthan 5%, then the test shall be repeated. Additional testing should be done until standard devial ion is l ess than 0.0161Mlm or COV is less than 5% (with obvious outliers excluded), 3 After five runs, if a value of standard deviation is larger than 0.016 mlkm or COV Is greater than 5%, compare the profiles from the five runs and anempt to identify possible equipment or operational problems. Recallbrate if necessary. Record all data.

Sultonnto of Ornon. Sr.t-ad.ttd Spe.esfa• 0111 '01 Ro.1d t.. Bricfgct eon.~ruc:liot


4.12.6

Submittals

4.12.9

Data for each test shall be stored on media such as COs. 2 Hard copy reports shall be provided for each test section. The following information be reported and stored: l. Date and time of day.

ii. iii. iv. v.

vi. vii. vlil. ix.

4.12.7

Operator(sl and equipment used. Weather conditions: temperature, cloud cover, and wind. Surface description: type of pavement and condition. Location and description of section: Job 10, lane, beginning and ending stationing (or other location information I. and direction. Total section length. Data filter settings: High·pass flter setting .. 100m. IRI value of each wheel path and the average of the two wheel paths for each 150 m subsection. Raw data.

Required Rideability

The IRI value representing the rideability of each road subsection shari not exceed 1.2 mlkm. 2 The schedule provided in Table 4.12.7.1 shall be used for payment adjustments to the r.na' quantities of the top layer of the b'tuminous wearing course paid under Clause 4.5.14 or the final quantities of concrete pavement paid under Clause 5.7.6. Price adjustments are based on the average IRI value of the two wheel paths (lane I AI) for each 150m subsection.

RniiRough IRt(!Mm) s 1.2

Price AdJulllment 100%

1.2 - 1.4

98%

1.4 - 1.6

96%

1.6- 1.9

92%

1.9-2.4

85%

2.4 and above

Mill, remove and replace the top wearing course layer Plane concrete surface

Table 4.12.7.1: Wearing Course Price Adjustment for Rldeabllity

4.12.8


The IRI test shall be measured in linear meters for the total length of pavement tested in each pavement lane (covering two wheel paths per lane).The rates shall be deemed to include for all costs including testing equipment, calibration, interpretation of data and reporting of results.

Basis of Payment

The amount of completed and accepted work, measured as provided for above, will be pa ld for at the unit rates for the various items in the Bill of Quantities , which rate shall be full compensation for labor, equipment, tools, materials, transportation and other items necessary for the proper completion of the work.

4.12.10 Items in the Bill of Quantities i.

International Roughness Index (IRII for asphalt pavement (length)

ii.

International Roughness Index (IRI) for concrete pavement (length)

~ate of Oman, St.ndllfd Sped'=-- '"' Rolld &Bridge C.ns~rudion 2010

Ref.

Title

6.1

Concrete Materials and Mixes

6-1

6.1.1

Description Dellnillons

5-1 5-1

5.1.1.1 5.1.1.2 5,1.1 3 5.1 .1.4

5.1..2 5.1.2.1 5.1.2.2 5.1 .2.3 5.1 .2.4

References Submittals Quality Assurance Materials Portland Cement Silica Fume Supplementary Cementing Material (SCM)

5.12.5 5.1.2.5

Blended Hydraulic Cement Aggregates Water

5.1 .2.7

Adm.xtures

5.1.2.8 5.1.3 5.1.3.1 5.1.3.2

!?age No.

Fiber Remforcement Concrete Mixes Design Mixes Testing Agency

5.1.3.3

Reports

5.1.3.4 5.1.3.5

Concrete ClassM Threshold Values for Supplementary Cementing Materials (SCM )

5.1.3.6

Limit VeluM for Supplementary Cementing Materials (SCM I

5.1.3.7 5.1.3.8 5.1.3.9

Waterll:emantitiou' Materials Ratio Slump Limits

5·1 5·2 5-2 5-3 5-3 5·3 5-4 5-4 5-4 5-5 5·5 5-5 6-6 5·6 5-5 5-5 5-5 5-6 5-7 5-7 5-7 6-7

5.1.3.10 5.1.3.1 1

Total Salt Content Initial Setting llme Test Mixes- Structural Grade

5·8

Concrete

5-8

5.1 .3i12

Test Mixes- Blinding and Pla1n

5.1.3:13 5.1.3.14

Concrete Adjustments to Concreta M xes Absorption Test

5.1 .3.15 5.1.3.16 5.1.3.17 5.1.4 5.1.4.1

Permeability Tests Synthetic Fiber Admixtures Construction Requlrarnents Concrete Mixing

Ref. L1.4.2 5)1.4.3 5.1.4.4 5.1.4.5 5.1.4.6 5.1.5 5.1.5.1 5.1.5.2 6.1.6

5-9 5-9 6-9 5-9

Quality Control - Testing on Hardened Concrete Method of Measurement Measured Items

6.2

Reinforcing Steel

5.2.1.1 5.2.1.2 5.2.13 5.2. 1.4 6.2.2 5.2.2. 1 5.2.2.'2 5.2.2.3

5.2.3

Description References Submittals Qual.ty Assurance Delivery, Storage and Handling Materials Steel Reinforcement Reinforcement Accessories Fabricating .Reinforcement Construction Requirements

5.2.3.1 5.2.3.2 6.2.3.3

General Shipp·ng. Storage and Cleaning Placing

5.2.3.4

Concrete Cover

5.2.4 6.2.6 5.2.6

6.3

5-8 5'8

5·9 Ready-Mixed Concrete 5-9 Quality Control and Testmg - General 5-10 Quality Control - Testing on F.resh ConCTete 5· 10

6.1.7

5.2.1

6.3.1 5.3.1.1 5.3. 1.2

Method of Meuurement Basis of Payment Item. In the 8111 of Quantltlea

Reinforced Concrete Structures Deac:riptlon

5.3.1.3

Definitions References Submittals

5.3.1.4

Quality Assurance

5.3.2

Page No.

Job-Site Mix ng

Items Not Measured Basl8 of Payment Items In the Bill of Quantities

5·8 5-8

Title

Mlltarlels

5· 1 1 5-12 5· 12 5· 12 6-12 5-13

6-13 5-13 5·13 5-13 5-13 5-13 5-13

5-13 5-14 5-14 5-14 5-14 5-14 5-15 5·15 6-15 6-15 6-16

6-16 5-18

5-16 5-16 5-16 5· 17 5-17

Ref.

Title

Page No.

5.3.2.1 fiorm Materiels 6.3.2.2 Wetemops 5.3.2.3 Concrete Curing Covw Sheets 6.3.2.4 Curing Compounds 5.3.2.5 Concrete Accessori• l.3.2.8 Repair Materials 5.3.3 Conatructlon Requlrementa 5.3.3.1 Formwotk 5.3.3.2 Falsework 5.3.3.3 Embedded Items 5.3.3.4 Rem&Wing and Reusing fiorm1 5.3.3.5 Vapor Rmrdefs 5.3.3.8 Construction Joints 5.3.3.7 Contrec:tlon end Elcpenslon JOints 5.3.3.8 Watemops 5.3.3.9 Concrete Placement 5.3.3.10 Hot·Weather Concreting 5.3.3.11 Finishing Plastic ConcrltUI 5.3.3.12 Curing Concrete 5.3.3.13 Formed Finishes 5.3.3.14 Tolerances 5.3.4 Method of M...urement. Basis of Pll'fment and Bill of Ouantltlea

6.4

Prestressed Concrete Structures

5.4.1 5.4.1.1 5.4.1.2 6.4.1.3 5.4.1.4 6.4.2 5.4.2.1 5.4.2.2

Deacripefon

5.4.2.3

5.4.2.4 5.4.2.5 6.4.3 5.4.3.1 5.4.3.2

Scope

Definitions Referenc:a Submittals Material. Concrete Reinforcing Steel Prestressing Steel Pos...,Tensloning Anchorages and Couplers Epoxy-Bonding Agents for Precast Segmental Construc:tion Conatructfon Requirements Placement of Ducts Placement of Prestressing Steel

Ref.

5-17 5-18 5·18 5·19 5-19 5·19 5-19 5-19 6·20 5-20 5-20 5-21 5-21 5-21 5-22 5-22 5-24 5·25 !5·25 6-26 5-26

6.51 5.5.1 1 6.5.1.2 6.5.2 6.5.3 5.6.3.1

6-27

5.!5.3.2

6-27 6-27 5-27 5-27 5-27 5·28 6-28 5-28 5·29 5·29 5-29

Page No.

5.4.3.3 5.4.3.4 5.4.3.5 5.4.3.15 5.4.3.7 6.4.3.8

PIIICIIment af Anchorages Identification end Testing Pratectlort pf Prestressing Steel Ducts Grout Tensioning Pretension Cormruction 5.~.3-9 5.4.3.10 Post•Ten1ion Construction 5 4.3.1 1 Grouting 6.4.4 Method o f M...urement 6.4.6 Balls of Payment 5.4.8 lteme ln the Bill of au.ntltles

6.6

5.5.3.3 5.!5.3.4 6.5.4

6.6

Description Scope

References Materials Conltrvc:tlon Requinimenta Silenced CantileVer Construction with In-Situ Concrete Glued Precast Segmental Constru«1on Precast Beam end slab Construction ln·Situ Construction Method of Meaurement, Buil af Payment Mid ltema In the Bills af Ouantldea

!5.8.3.1 5.11.3.2 6.8.3.3 5.8.3.4

~

6--40

6-40 5-40 5-40

5-40 6--40 6-41 5-41 5-42 5-43 5-43

5-43

Vehicular and Pedestrian Underpasses and Animal Crossings

6.8.1 5.8.1.1 6.8.1.2 6.8.2

5-31 5-31 5-32 6-32 6-33 5-34 5-35 6-36 5-37 6-39

Concrete Bridges and Erection

Proceaures

6.8.3 6-29 5-29 5-29 5·30

Title

6-44

Delcriptlon

5-44

~

5-44 5-44

References

Mlterfala Construction Requlrementa lhccavation Structure! Concrete Concrete Piles Waterproofing

5-44

5-44 5-44

5-45 6-45 6-46

Ref.

Title

5.8.3.5 5.8.3.11 5.8.3.7 &.U &.11.5 &.11.11

Concrete Pavement COIWtruction Bituminous Plv..,.nt Conltruction Electrical Workl Method of MUIUrement Baals of PIIYihent Jt.ma ln the Bin of Oulndtiea

5.7

Cement Concrete Pavement

6.7.1 6.7.2 6.7.2.1 5.7.2.2 6.7.2.3 5.7.2.4 5.7.2.5 5.7.2.11 5.7.2.7 5.7.2.1 5.7.2.9 6.7.3 5.7.3.1 5.7.3.2 5.7;3.3 5:7.3.4 5.7.3.5 5.7.3.8

Delcriptlon Materlela Forms Steel Reinfotcernent Concrete Matariall AdmiJCtu1'81 Curing Materials Related Materials Conc:r•eMixes Concrete Mbcinv Umltations of Mixing: Conltruc:tlon Requirements Prepal'don Edge Forma end Screed Construction Stall Reinforcement Placement· of ft_einforcement

5.7.3.7 5.7.3.8 5.7.3.1 5.7.3.10 5.7.3.11 5.7.3.12 5.7.3.13 5.7.3.14 5.7.3.15 5.7.3.11 5.7.3.17 6.7.3.11 5.7.3.19

Page No.

Joints

Conditioning of Underlying·Course. Slip-Form Consuuetton Conditioning of Underlying Courte, Side-Form Conacruction Handling. MeaiUrfng. end BitChing Material Concrlbl Protection and Curing Concrete Pl_,..ent Concrete Finishing Final Strib-Off, ConaoiKIMion and Flnlslling Surt.ce Textunt Slcid Reli. .nl Surfaces Surface Tilt Removing Forms SealingJoWC. Opening 10 Traffic

PIVtment Toler1nce

5-45 5-45

5-45 5-45

5-46 6-45

5-45 5-45 5-45 5-411

5-411 5-411 5-47 5-47 5-47 5-47

5-48 5-411 54 5-48

5-48 5-49

5-49 5-411

Raf.

5-52 5-53 5-53 6-56 5-65 5-58 5-51

5-158 5-57

s;s7 6-57 6-67

PlgeNo.

5.7.3.20 Pav.ment Mertcing 5.7.3.21 Field Quality Control 5.7.3.22 R. .i,. lnd Pratecdon 5.7.3.23 Detennirwtion of Co~ Thiclcnaa &.7.4 Mlllhocl of Meaunlment Baia of Payment 5.7.5 6.7.11 ltema lrl the Bl l of Quentltfee

6.8 5.8.1 6.1.2 5.8.2.1 15.8.2.2 5.8.2.3 6.8.2.4

s.u 5.8.3.1 5.8.3.2 6.8.3.3 5.8.14 5.8.3.5 5.1.4

5-!7

5-57 5-58

15-59 5-59 5-59 5-59

Joint Sealers for Concrete Pavement

5-59

Detcrfptlon Materials Mahtriala, Genenll Elastomeric Hot-Poured Joint Sellanta Joint Sealant Baclcing MilceiiMWOUs Materiala Construction Requlrementa Examination Preparation lnabllladon of Joinr Sealert Cleaning ~n

~hod of Meaurement. Baals of Payment and am of Quantltlel

5-59 5-59 5-69 5-eO HO HO

5-eD

s.ao s.ao 6-80

6-61 6-61 5-81

6.9

Reinforced Concrete Box Culverta and Headwalls, Wlngwalls, Cut-off Walls and Aprons 5-81

5.9.1 5.9.2 5.9.3 5.8A &.8.6 5.U

Deecrfpllon Maleriala Conltructlon Requirements Medlod of M._.ment

5-52 6-52

l'itle

6.10

IHS1 5-81 5-81

laliaofP~

5-82 5-e2

ltema In Bill of Ouantidle

5-62

Waterproofing for Structures

5.10.1 o.aipllon Scope 5.10.1.1 5.10.1.2 uu MaliNIa 5.10.2.1 Asphalt 6.10.2.2 Bitumen 6.10.2.3 Wmerproofing Fabric

...,.,__

5-82 6-12 5-112 6-62 U2

5-82 5-82

6-62

Ref. 5.10.2.4 5.10.2.6 5.10.2.6 5.10.2.7 5.10.2.8 5.10.3 5.10.3. 1 5.10.3 2 5.10.3.3 5.10.3.4

Title

Page No.

Self-Adhesive Polyethylene Sheet Tar for Absorptive Treatment Tar Seal Coat PropriatiiY Waterproofing Systems &poxv Coating System Conltnlctlon Requlremantll Surfaca Preparation Inspection, DellvtiY and Storage Asphalt and Bitumen Watllfjll'oofing Fabric Proprlet8fY Waterproofing Membranes

5-Q

5-63

6.12.1

DeKrlptlon

6-83

6.12.2

Loed Application

5·63 5-63

Composition of Applied Load Testing by Static load 5.12.2.3 Testing by Moving lo.ld 5 .12.3 VIsual Inspection 6.12.4 Measurement. 6.12.6 Method of Meeaurement 5.12.6 Ball• of Payment 6.12.7 Item a In the Bill of Ouantiti111

5~

5-64 5-64 5-64 5-64 5·65 6-eli 5-65 5-65

6.11.1

DHcriptlon Scope Submittals Performance Requirements Duality Assurance Testing

5-60

Material• General P,rfmer Topcoat Specifications Construction Requirement. General Inspection of Concrete Surface Preparation Approval Prior to Coating Application Application

S-ee

5.111.3 5. 11.1.4 5.11.1.5 6.11.2 5.11.2.1 5.11.2.2 5.11.2.3 5.11 .2.4 5.11.3 5.11 .3.1 5.11 .3.2 6.11.3.3 5.11.3.4 5.11.3.5

Mettiod of Me. .urement. Baal• of P-vment and Bill of Cuanthi111

5.12

Proteatlve Coating for Concrete 6-65

5.11 .1.2

6.11.4

5·63 5-63

5.11 5.11.1.1

Title

5-62

5. 10.3.5

Demege Patching of Waterproofing Fabrics 5.10 3.11 O.mpproofing 5.10.3:7 Protection of Waterproofing and O.mpproofing 5.10.3.8 Testing 5 .10.4 Method of Measurement 5.10.5 Balla of Pwyment 5.10,6 Item• In the Bill of Qquantitltl

Ref.

5-65 5-65 5-65 5-65 5-66 fi.66 5-66 5-66 5-66

1-M 5-66 5·66 5·67 6-67

5·67

6.12.2.1

6.12.2.2

Bridge Load Testing

Page No. 6-67

6·67 6-67 6-67 5-&7 6-68 5-68

6-88 !HIS 6-68

6-88 6-88

Sultanate of Oman. Stand•rd Spo::Wc:attons lor !lead &

Bnd~o Conatruetior

21'11

Concrete and Concrete Structures

5.1


ASTM C 114

Standard Test Methods for Chemical Analysis of Hydraulic Cement

5.1 .1

Description

ASTM C 117

5.1.1.1

Definitions

Standard Test Method for Materials Finer Than 75 Micrometer (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C 127

Standard Test Method for Density, Relative Density {Specific Gravity] and Absorption of Coarse Aggregate

ASTM C 128

Standard Test Method for Density, Relative Density (Specific Gravity) and Absorption of Fine Aggregate

ASTM C 131

Standard Test Method for Resistance to Degradation of Smaii·Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C 142

Standard Test Method for Clay Lumps and Friable Particles in Aggregates

ASTMC 143

Standard Test Method for Slump of Hydraulic Cement Concrete

Concrete shall consist of a mixture of cementitious materials, aggregates. water and additives. 2 Cementitious Materials: Portland cement alone or in combination with one or more of blended hydraulic cement, fly ash and other pozzolans, ground granulated blast-furnace slag and silica fume.

6.1.1.2

References

AASHTO T26

Standard Method of Test for Quality of Water to be used in Concrete

American Association of State Transportation Officials (AASHTOJ: 2

Highways

and

American Concrete Institute (ACI]:

ACI 117

Specifications for Standard Tolerances for Concrete Construction and Materials

ASTM C 150

ACI301

Specifications for Structural Concrete for Buildings

Standard Cement

ASTMC 172

ACI304

Guide for Measuring, Mixing, Transporting, and Placing Concrete

Standard Practice for Sampling Freshly Mixed Concrete

ASTM C 186

Standard Test Method for Heat of Hydration of Hydraulic Cement Standard Test Method for Time of Setting of Hydraulic Cement by Vicat Needle

3

American National Standards Institute {ANSII:

Specification

for Portland

ANSI 09001

Quality Systems - Model for Quality Assurance in Design, Development, Production, Installation, and Servicing

ASTM C 191

ANSI 09002

Quality Systems - Model for Quality Assurance in Production, Installation, and Servicing

ASTM C192/C192M Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory {AASHTO T126) ASTM C 2l9

Standard Specification for Steel Fibers for Fiber·Reinforced Concrete

Standard Terminology Hydraulic Cement

ASTMC 227

ASTM C31/C31M Standard Practice for Making and Curing Concrete Test Specimens in the Field {AASHTO T23]

Standard Test Method for Potential Alkali Reactivity of Cement-Aggregate Combinations (Mortar-Bar Method)

ASTMC289

Standard Test Method for Potential Reactivity of Aggregates (Chemical Method)

ASTM C295

Standard Guide Examination of Concrete

ASTM C 311

Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland·Cement Concrete

ASTM C494

Standard Specifications for Chemical Ad mixtures for Concrete

ASTMC 586

Standard Test Method for Potential Alkali Reactivity of Carbonate Rocks for Concrete Aggregates (Rock Cylinder Method)

4

American Society for Testing and Materials {ASTMJ:

ASTM A 820

ASTMC33

Standard Specification for Concrete Aggregates

ASTM C39/C39M Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens {AASHTO T22J ASTM C40

Standard Test Method for Organic Impurities in Fine Aggregates for Concrete

ASTM C42

Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C B8

Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM C94

Standard Specifications Mixed Concrete

for

Ready-

Relating

to

for Petrographic Aggregates for

5·1

~~

Minl•trv of

Trnn:~'t ~ Cornmunicatlona

OOR.ll

~~<::concrete and Concrete Structures

ASTM C595 ASTMC618

ASTMC989

ASTM C 1064

ASTM C 1077

Standard Specifications for Blended Hydraulic Cements

BSEN 12350

Testing Fresh Concrete

BSEN 12390

Testing Hardened Concrete

Standard Specifications for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete

BSEN 12620

Specificatlon for Aggregates

BS EN 197

Cement SpecificaUon

Standard Specificatlon for Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars Standard Test Method for Temperature of Freshly Mixed Portland Cement Concrete

Part 1: Composition and specification Part 2: Conformity evaluation 6

Commercial Standards (CS):

Concrete Plant Manufacturers Bureau • Concrete Plant Standards National Ready·Mixed Concrete Association (NRMCAJ • Check List

Standard Practice for l,.aboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

7

ASTM C 1105

Standard Test Method for Length Change of Concrete Due to AlkaliCarbonate Rock Reaction

CAN/CSA A23.5-M86 Supplementary Cementing Materials

ASTMC 1116

Standard Specification for FiberReinforced Concrete and Shotcrete

1

ASTM C 1202

Test Method for Electrical I ndicatlon of Concrete's Ability to Resist Chloride lon Penetration (AASHTO T 277)

ASTMD512

Standard Test Methods for Chloride Jon in Water

2 Design MiKes: For each concrete m ix. Include alternative mb( designs when characteristics of materials. project conditions. w eather, test results, or other circumstances warrant adjustments.

ASTM D 516

Standard Test Method for Sulfate I on In Water

ASTM E329

Standard Specification for Agencies Engaged in the Testii"Q andlor Inspection of Materials used in Construction

ASTM E548

5

Standard Guide for General Criteria Used for Evaluating Laboratory Competence

British Standards:

BS 812

Testing Aggregates

BS 1881

Methods of Testing Concrete

8

Submittals

Product Data: For proprietary materials and items.

3 Qualification Data: For firms and persons specified in Paragraph 5.1.1.4 "Quelity Assurance• to demonstrate their capabilities and experience. Include lists of completed projects with project names and addresses. names and addresses of engineers end owners. and any other information required by t he Engineer. 4 Material Test Reports: From a qualified testing egency indicating and interpreting test results for compliance of the foDowing w ith requirements indicated, based on comprehensive testing of current materials: 5 Material Certificates: Signed by manufacturers 1nd Contractor certifying that each of the following it ems complies w ith specified requirements: i.

BS4027

Specification for Portland Cement

BS 5328

Methods for Specifying Concrete Including Ready-Mixed Concrete

BS EN 932

Tests of Aggregates Properties

BS EN 933

Tests of Aggregates for Geometric Properties

BS EN 1097

Tests of Aggregates for Mechanical Properties

BS EN 1367

Tests of Aggregates for Thermal and Weathering Properties

BS EN 1744

Tests of Aggregates Properties

5-2

Test for Flat and Eloi"{Jated Particles

National Standard of Canada:

5.1 .1.3

Cementitious materials and aggregates. Flber reinforcement. iii. Admixtures: Material certificates in lieu of material laboratory test reports when permitted by the Engineer. M eterlal certificates shall be signed by the manufacturer 1nd the Contractor. certifying that each material item complies w ith specified requirements. Provide certification from admixture manufacturers that chloride content complies with specified requirements. i~

BS 1199 aNI 1200 Specification for Building Sands from Natural Sources Sulfate-Resisting

for

Corps of Engineers (CE):

CE CRD.C119

General

for Chemical

6

Minutes of pre-Installation conference.

5.1.1 .4

Quality Assurance

Quality System: Comply with ISO 9001/9002 Quality System and ISO 14001 Environmental Management Systems as a m lnlmum. Incorporate all the standard procedures supplied by the E" gineer and the Employer.

Sultanate of Oman,

Sl~tllllld S~clricabom

lor 1\oad & Blldge Conilrue1Kll'


2 Codes and Standards: Comply with the latest version of ACI Manual of Concrete Practice Parts 1, 2, 3, 4 & 5, and CRSI "Manual of Standard Practice" except where more stringent requirements ere shown or spei:ified.

3

Concrete Quality Control Engineer: Appoint a fulltime Concrete Quality Control Engineer (CQCEJ to ensure that concrete is properly produced, placed, cured and protected. The CQCE shall be equivalent to a Member of the Institute of Concrete Technology (MICTJ or as approved by the Engineer end shall be responsible for the maintenance and submission of all specified rei:ords. The CQCE shall not report to the site construction management but to the Contractor's management and to the Engineer. The CQCE shall set standards of quality and insist that these standards be followed, prepare a Quality Control Program for the Inspection and testing of concrete and the maintenance of all reports end rei:ords to meet the specified requirements and requirements of the Engineer. Depending on the quantity of concrete works in specific project, the Special Specifications may waive this requirement. 4 The Contractor shall operate a Quality Assurance System in accordance with ANSI 09002. The Quality Assurance Manager shall be responsible for the preparation of a Quality Plan for approval of the operations specified In this Section. The Quality Plan shall include, among other things, the list end schedule of the Quality Control audits that the Quality Assurance Manager shall make. 5 Concrete Manufacturer Qualifications: A firm experienced In manufacturing ready-mixed concrete products complying with ASTM C 94/C94M requirements for production facilities and equipment. 6 Engage an independent testing agency acceptable to the Engineer to perform material evaluation tests and qualified according to ASTM C 10n and ASTM E 329 to conduct the testing Indicated, as documented according to ASTM E 548 and to design concrete mixes.

i.

Personnel conducting field tests shall be qualified as ACI concrete field testing technician, Grade 1 according to ACI CP-1 or an equivalent certification program approved by the Engineer.

7 Materials and installed work may require testing and retesting at any time during progress of work, if instructed by the Engineer. Tests, including retesting of rejected materials for installed work, shall be done at the Contractor's expense.

B Sourca Limitations: Obtain each type or class of cementitious material of the same brand from the same manufacturer's plant, each aggregate from one source, and each admixture from the same manufacturer. 9 Pre-installation Confarence: Conduct conference at Pro]ei:t site to comply with requirements as follows:

At least35 days prior to submitting design mixes, conduct a meeting to review detailed requirements for preparing concrete design mixes and to determine procedures for satisfactory concrete operations. Review requirements for

submittals, status of coordinating work, and availability of materials. Establish preliminary work progress schedule and procedures for materials Inspection, testing, and certifications. Require representatives of each entity directly concerned with cast-In-place concrete to attend conference, including, but not limited to, the following: Contractor's superintendent. Agency responsible for concrete design mixes. Agency responsible for field quality control. Ready-mix concrete producer. Concrete subcontractor. Primary admixture manufacturers

5.1.2

Materials

5.1.2.1

Portland Cement

Portland Cement: Cement shall be low alkali with chemical composition in accordance with Table 1 of ASTM C 150 orBS EN 197: Part 1. The magnesia content shall be limited to 4 percent by weight of cement, as tested in accordance with ASTM C 114. Use one brand of cement throughout Project unless otherwise approved by the Engineer. Manufacturer's test certification shell be supplied for each delivery of cement and shall confirm that the cement complies with the above requirements and shall be submitted by the Contractor not later than the day of delivery of the cement. The Engineer shall have the right to call for tests, the cost of which is to be borne by the Contractor, on each delivery of cement to confirm that the cement meets the following requirements. i.

ii.

iii.

Ordinary Portland cement (OPCI conforms to ASTM C 150, Type I orBS EN 197. The heat of hydration shall not exceed 325 kjil
2 Sampling shall be carried out in accordance with BS EN 196: Part 7. 3 Test cement for fineness by air permeability apparatus in accordance with ASTM C 204 to meet the requirements of ASTM C 150.

4 Test cement for soundness. Autoclave expansion in accordance with ASTM C 151. 5.1.2.2

Silica Fume

Silica fume (SF), also referred to as microsilica, used as a cement replacement shall be in accordance with Type U, specified in Canadian National Standard CAN/CSA-A23.5 - M86. The silica fume shall be obtained from an approved supplier.

~~

Minl•trvofTrl>naportllo Communication•

OCRLT

~~<:concrete and Concrete Structures

2 The approved supplier shall provide documentation to establish the following: l. i i.

lili. iv.

That the silica fume complies with Type U of CAN/CSA·A23.5 • MB6. The silica fume results from the production of silicon or ferro-silicon alloys containing at least 85 percent silicon diollide. That source of supply shill remain the same for the construction period of the projEH:t. That the supply shall be adequate to meet the anticipated peak requirement. Chemical analyses to give the percentages of the following materials: Si02

c

CaO

Fe203

Al203

Na20

K20

MgO

S03 v. Loss on ignition. vi. Percentage of particles greater than 44 ~o~m . vii. Specific surface area and method of test, together with corresponding particle size. 3 Delivery of silica fume to the concrete batching plant shall be in dry powder form, with a bulk density between 200 and 650 kg/cu m. 4 Manufacturer's test certification shall be supplied for each delivery of silica fume and shall confirm that the silica fume complies with the above requirements and shall be submined by the Contractor no later than the day of del Ivery of the silica fume. 5 The Engineer shall have the right to call for tests, the cost of which are to be borne by the Contractor, on each delivery of silica fume, if necessary to establish or confirm that the silica fume meets the above requirements.

6.1.2.3

Supp' ementary Cementing Material (SCM I

Supplementary cementing materials. if permitted by the Engineer, shall be selected from subparagraphs below. Blending of fly ash or slag with Portland cement shall be done at mixing plant. L

ii.. 5.1.2.4

Pulverized Fly Ash: ASTM C 618, Class Cor F. Ground Granulated Blast-Furnace Slag: ASTM C 989, Grade 100 or 120. Blended Hydraulic Cement

61ended Hydraulic Cement: conforming to ASTM C 595 shall be used solely for grouts if specified or approved by the Engineer. It shall not to be used for making structural concrete. 5.1.2.5

Aggregates

Aggregates shall be normal-weight and shall be from approved sources and shell conform to the requirements of ASTM C 33 and BS EN 12620. Petrographic analyses shall be made in accord11nce with ASTM C 295. Aggregates for exposed concret e shall be from a single

S-4

source and shall not cont11in substances that cause spelling. Only aggregates not susceptible to alkali aggregate reaction shall be used. The Contractor shall supply samples of the materials for approval by the Engineer and each aggregate sourca shall be subject to monitoring by the Engineer. Grading of aggregate shall be to the compliance of BS EN 12620. 2 Coarse aggregate for structural concrete shall be 20mm nominal size, free from material passing a 5mm sieve, and shall consist of crushed stone, selected, recrushed, finish screened and washed w fth water meeting the requirements of Paragraph 5.1.2.6 as necessary, and shall comply with the following:

r-..

Fr.q, of Teet DeicriptJon

Standard

Umlt

Initial

Los Angeles Abrasion Loss (Grading A or Bl

ASTM c 131

25% maximum

Initial

Ratio of Los Angeles Abrasfon Loss at 100 &500 Revolutions (1001500 Revolutions Value)

1 per day

(mini

A~M

0. 25%

c 131 NoteS

maxlmum

Clay Lumps and Friable Particles

ASTM c 142

1.0% maximum

1 per dey

Material Finer than 75 Microns

ASTM c 117

1.0% maximum

1 per7 days

Water Abaorption

ASTM c 127

2.0% maximum

1 per3 days

Chlorides as Cl

BS 812

0.03% max•

1 per3 days

Sulfates u SO,

BS 812

1 Pill' 30 days

Magnesium Sulfate Soundness Loss (5 cycles)

ASTM C88

12% maximum

Flakiness Index

BS 812

25% maximum

Elongation Index

BS 812

25% maximum

Reactive Silica

ASTM c 227

"h

1 per3 days

"

1 per3 days Each productio~

sample

.

0.3%mlllC

Par Appendix X1.3.7 of ASTM C

33 ASTM

1 per7 days

Specific Gravity

1 per2 days

Molstura Content

BSEN 1097-5

Each production sample

Shell Content

BS812

C1~

Minimum 2.6

3% maximum

Table 5.1.2.1: Coarse Aggregate Specifications and TestIng


• Additionally, the limits specified in Paragraph 5.1.3.9 for total salt content shall not be exceeded

tons of fine aggregate and every BO tons of coarse aggregate.

3 Fine aggregate, shall pass a 5mm sieve and shall consist of crushed gravel, crushed stone or natura I sand with rounded or surrounded particles. washed as necessary, and shall comply with the following:

Chemical analyses shall be carried out on every 100 tons of aggregate.

Tnt Description

Standard

Umlt

Clay Lumps and Friable Particles

ASTM C 142

Ul% maximum

Material Finer than 75 Microns

ASTM C 117

maximum 3% for natural sand and 5% for crushed sand with n~ plastic fines

Water Absorption

ASTM C 128

1.0% maximum

Chlorides 11s Cl

BS 812

0.06% maximum•

Sulfates as 50s

BS 812

0.30% maximum•

Organic lmJ)urities

ASTM C 40

Ughterthan Standard

Sand Equivalent

AASHTOT176

75%minimum

BS 812

15% maximum

- Fiv8 Cycles of Soundness in Magnesium Sulfate

Table 5.1.2.2: Fine Aggregate Specifications and Testing • Additionally, the limits specified in Paragraph 5.1.3.9 for total salt content shall not be exceeded 4 Certification: Obtain from each proposed source of supply test certification to confirm that the aggregates comply with tha above requirements. The following information shall be provided: i. ii.

iii. iv. v. vi. vii. viii. ix. X.

xi. xii. XIII .

xiv. xv. 5

Quarry location. Aggregate type. Petrographic analysis report. Grading curve. Shape and surface teX1ure. Flakiness index. 10 percent fines value. Impact test. Shell content. Chloride and sulfate content. Relative density. Water absorption value and moisture content. Silt, clay, and dust content. Results of reactive silica tests. Organic impurities (fine aggregate only).

Testing: i.

When a source of supply for each aggregate type has been established, samples of materials delivered to the Site she II be taken for testing in accordance with BS 812 as follows: Tests for clay, silt and dust, and sieve enalysis shall be carried out for every 40

ii.

The Engineer shall have the right to call for additional samples at any time for testing of aggregates delivered to the Site or of aggregates at the source of supply in order to confirm that the a gg regales meet the above requirements.

6 Transportation: During transportation to the Site. all aggregates shall be protected from wind-borne contaminants. If these contaminants are present at time of delivery, the aggregates shall be washed with water meeting the requirement of Paragraph 5.1.2.6. Transport vehicles shall be cleaned to remove possible contamination due to previous use. 7 Storage: Aggregates shall be stored (under shadef on hard concrete floors or other approved surface having sufficient slope to ensure adequate drainage of aggregate before being used for concrete. Each size and type shall be stored in separate heaps without intermixing. Storage shall prevent contamination of the aggregates by foreign material including windblown dust. Fine and coarse aggregates shall be separated by permanent substantial partitions. Methods of storing, shading and cooling aggregates shall be approved by the Engineer. B Plums used in cyclopean concrete shall consist of non-reactive broken stone spells or boulders ranging in size from 200mm to 300mm. They shall be free from sharp or angular edges and shell not form more than 30 percent of the total volume of concrete. They shall be evenly graded and shall be soaked in water prior to incorporation in the mix. Plums shall be evenly distributed in the concrete mix with a minimum cover of 100mm.

5.1.2.6

Water

Water used for mtxmg concrete, ice production, washing and cooling aggregates, and curing concrete shall be free from impurities, oil, acid, salts, alkali, organic matter, and other potentially deleterious substances when tested in accordance with AASHTO T26, ASTM D 512 and ASTM D 516. Additionally, the limits specified in Paragraph 5.1.3.9 for the total salt content of the concrete shall not be exceeded. 2 Once a source of satisfactory supply has been established, further tests shall be made daily with a portable electrical conductivity probe calibrated against the satisfactory supply. If the conductivity exceeds that of the satisfactory supply, then further chemical tests shall be performed.

5.1.2.7

Admixtures

Admixtures containing chlorides shall not be used. 2 No admixture shall be used in the concrete without the Engineer's written approval and under no circumstances shall admiX1ures containing chlorides or

~~

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other corrosive agents be allowed. Admixture compatibility with the type of cement used shall be proven,

3 The Contractor shall perform a trial batch and casting to substantiate the manufacturer's claims of workability, retardation as specified in Clause 5.1 .3 Admixtures shall comp:y with the following standards: ASTM C494/C494 M, BS EN 934 and BS EN 480. Also, admixture sh41ll comply with BS EN 12878 for pigments of cement. 4 Air-Entraining Admixture: No air entraining agent shall be used.

L

Fiber: Type 1, cold-drawn wire, or Type 2, cut sheet.

Synthetic Fiber: Fibrillated or monofi lament polypropylene fibers engineered and designed for use in concrete, complying with ASTM C 1116, Type Ill. Project to specify length. 2

5.1.3

Concrete Mixes

5.1.3.1

Design Mixes

Admixtures shaU be incorporated into the mix design strictly in accordance with the manufacturer's written Instructions.

Prepare design mixes for each type and strength of concrete determined by either laboratory trial mix or field test data bases, according to ACI 211.1 and ACI 301.

High-Range Water-Reducing ISuperplasticizer): ASTM C 494, Type G.

5.1.3.2

5

6

Admixture

1.

1f necessary, and only with the Engineer's approval, a naphthelene sulphonate retarding superpfasticizer shall be used to increase workability of the concrete and retard the initial set. 11. Products: Superplaticizer shall produce fluid, easily flowing concrete with a s lump Vi11Ue at least 200 mm, but fre e from segregation, and having the same water/cement ratio as that of a no slump concrete with admixture. The product shall result in concrete that remains workable for a minimum of 3 hours at +20 deg.C and for a minimum of 1.5 hours at +40 cleg. C. iii. Obtain from the retarding superplasticizer supplier, details of the material for review by the Engineer and confirmation that It is in accordance with specified requirements. Confirmation shall be obtained that the retarding superplasticizer is compatible with any pozzolan that is used.

7 Water-Reducing Admixture (Plasticizer): ASTM C 494, Type A.

Testing Agency

Use a qualified independent testing agency acceptable to the Engineer for preparing and reporting proposed mix designs for the laboratory trial mix basis. 2 Do not use the same testing agency for field quality control.

5.1.3.3

Reports

Submit written reports to the Engineer of each proposed mix for each class of concrete at least 15 days prior to start of work. Do not begin concrete production until proposl!d mix designs have been reviewed and approved by the Enginee r. 5.1.3.4

j

Concrete Classes Mlnlinum

Cement

Maximum

com preliM

cont.at (kQiml)

CementltJoua

Wllhlf'-

I

days (MP.a)

Mirifmum

M1terfllla

!;YI!_nder I a,!~

/ MIXImum

RMfo

ltrength It 28

-

o.7_Q

15

15 / 18.5

~_50 !350

25

25 / 31

300/400

30

30/37.5

350/450

9 Water-Reducing and Retarding Admixture: ASTM C 494, TypeD.

35

35/43.5

425/ 475

40

40/50

425/sOo

10 Corrosion-lnhlbiting Admixture: Commercially formulated, mixed cathodic end anodic Inhibitor based on amines end a lcohol; capable of forming a protective barrier and absorbed Ol"' the reinforcement surface of concrete for protecting steel bars and minimizing chloride reactions with steel reinforcement in concrete.

45

45 / 56

450/500

0.42

50

50 / 62.5

450/500

0.40

60

60/75

450/500

0.38

8

Water-Reducing and Accelerating Admixture: ASTM c 494, Type e.

11 Glare-Reducing Age11t: For landscape concrete paving, provide material for reducing glare. Comply with ASTM D209. 5.1.2.8

Fiber Reinforcement

Carbon-Steel Fiber: ASTM A 820, deformed. minimum 60 mm long, and of diameter or effective diameter indicated.

S-6 .

-

0.52

-

0.50

-

0.48 -

0~45

Table 5.1.3.1: Concrete Classes 6.1.3.5

Threshold Values for Supplementary Cementing Materials {SCM I

Add SCM to the mix as necessary to achieve the strength and durability requirements of the concrete classes with due account of the maximum watercementitious materials ratios specified in Table 5.1..3.1 and Paragraph 5,1.3.7. 2 All the supplementary cementing materials {SCMI have threshold values of addition below which significant

Sultonot" of Oman. Strtld1rd Spotdr..:a~ons lOt R0;1" & Br>Ciae Con.true1ia 2:'


durability or strength parameters do not develop. Nominal threshold addition val ues era ind;ceted in Table 5.1.3.2 for:

f.

Silica fume Ground granulated blast furnace slag (GGBFSJ Pulverized fly ash (PFA]

ii. iii.

SCM

Nominal thresho;d value

01

Sijlcafume

02

GGBFS

03

PFA

~on

(cement+ silica fume]

50% on [cement + GGBFSJ

6.1.3.7

3 The actual amount will depend on the quality of the supplementary cementing material and mix design parameters. Limit Values for Supplementary Cementing

i. if.

iii. iv.

Materials (SCM] The upper limiting addition percentage values for each supplementary cementing material shall be as Table 5.1.3 3.

Mu:.

SMA SiliCa fume ~

01

"

10

02

GGBFS

55

03

PFA

30

04

GGBFS

70

05

PFA

--1--45- -

Applicable condition• For aU exposures For permanent dry [RH ~ 50%1 or damp [RH :t 85%) conditions For underground damp -~sures IRH it 85%]_ For concrete buried in permanently wBt conditions

Table 5.1.3.3: Llmit Addition Values for SCM RH is the relative humidity. 2 When mixtures of supplementary cementing materials are designed Into the same mix, calculations based on proportionate replacement based on the limiting values shown in Table 5.1.3.3 shall be derived by the use of Equations 1 and 2. The following equations shall be used for calculating the I imiting partia I proportions of each mineraI additive in the mix design: Where

y

is the % of GGBFS incorporated and

z

is the% of PFA incorporated

;r

y

;:

-+-+-=1 10 H aD

5.1.3.8

IEquation 1)

For wet or dry situations (Table 5.1.3.3: conditions 01, 04 and 05]

Slump Limits

The slump of concrete mixes shall be such that the concrete can be transported, placed into the forms, and compacted without segregation in accordance with SubSection 5.3. If no su perplasticizer is required, the slump at time of placement shall be 50·75 mm as measured in accordance with ASTM C 143. The concrete shall be sufficiently workable to enable placement in its position with minimum difficulty. 5.1.3.9

Total Salt Content

Chlorides: The total chloride content (sum of both acid soluble and water soluble chlorides] of the concrete from all sources, expressed as chloride ion. sha II not exceed the following percentages by weight of dry cement, inclusive of pozzolan, when tested in accordance with BS 1881:

iii.

For normal concrete (Table 5.1.3.3: conditions 01,02 and 03]

0.45 for concrete required to have low water permeability. 0 40 for corrosion protection of steel reinforcement in concrete exposed to chlorides from salt, saltwater, brackish water, seawater, or spray from these sources. 0.45 for concrete subject to moderate sulfate exposure. 0.42 for concrete subject to severe or very severe sulfate exposure.

2 The water-cementitious materials ratio shall be continuously checked at the mixer with due allowance made for water contained in the aggregates. Under no circumstance shall water be added between the mixer and the place of concrete placement. The Engineer may require that the water-cementitious materials ratio be checked during tests performed on fresh concrete samples taken at the time of placement as specified in Paragraph 5.1.4.4.

i. ii.

is the% of Silica fume Incorporated

Water-Cementitious Materials Ratio

The maximum water-cementitious materials ratio shall be the lower of the values listed in Table 5.1.3.1 for the concrete classes and the following values for the exposure:

25% on (cement + PFAI

Table 5.1.3.2Threshold Addition Values for SCM

6.1.3.6

(Equation 2)

iv. v.

Unreinforced concrete 0.60% Concrete made with sulfate resisting cement 0.15% Concrete containing embedded metal (reinforced concrete] made with ordinary Portland cement 0.30% Prestressed concrete 0.06% Heat cured concrete containing embedded metal {reinforced concrete] 0.10%

2 Sulfates: The total sulfate content of the concrete from all sources, expressed es S03, when tested in accordance with BS 1881, shall not exceed the lesser of 0.4

5·7 .

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percent by weight of aggregates or 3 percent by weight of dry cement, inclusive of pozzolan. 5.1.3.10

Initial Setting Time

The initial setting time shall be not less than 90 minutes after the production concrete is discharged into the form. With a maximum time between mixing and placing concrete of 90 minutes, the total time between mixing and initial set shall be a minimum of 2 hours. Maximum setting time shall be 6 hours. 2 When trial mixes are made to determine the workability of the concrete, the initial setting time of the cement paste shall be determined using the method defined in ASTM C 191 at the maximum allowable temperature and with same proportions of pozzolan and retarding superplasticizer as specified in this Specification. 5. 1.3.11

Test Mixes - Structural Grade Concrete

When the proposed workability, proportions of aggregates and suparplasticizer, and strength for each grade of concrete have been established. test concrete shall be produced for approval by the Engineer. The following shall be performed for each grade of concrete: i.

ii.

Six separate test mixes shall be made and cured in accordance with ASTM C 192 and tested in accordance with ASTM C 39. The 36 cylinders for each grade of concrete shall be tested for coml)l'essive strength at 28 days and the mean strength and standard deviation established for each grade. The test mixes shall be accepted provided that: The mix proportions and workability are in accordance with this Speclf~ea tion. The standard deviation for each grade is 3.5 MPa or less. The mean strength for structural CQncrete exceeds the specified design strength by 6MPa.

5.1.3.12

Test Mixes - Blinding and Plein Concrete

Concrete for blinding, plain concrete or cyclopean concrete shall be a designed mix with design strength of 15 MPa. The trial mix proportions shall be at the d:scretion of the Contractor, Once they have been chosen, three separate test mlxes shall be made with those proportions and three test cylinders shall be made from each mix for testing at 28 days. The trial mix proportions end water/cement ratio shall be approved if the average strength of the l'line cylinders is not less than 14 MPa. 2 No production test sh11ll be made for this grade of concrete but the Engineer will mol\itor the mix proportions and water/cement ratio. 5.1.3.13

Adjustments to Concrete Mixes

Mix design adjustments may be required by the Engineer when characteristics of materials, job conditions, weather, test results, or other circumstances warrant.

5.8

Laboratory test data for revised mix design and strength results shall be submitted to and approved by the Engineer before using In the work. 5.1.3.14

Absorption Test

Hardened concrete from the trial mixes for structural grades shall be tested for absorption to establish the concrete's abilfty to resist the ingress of aggressive salts, No absorption tests shall be required for blinding, plain concrete or cyclopean concrete. Absorption tests shall be in accordance with modified BS 1881: Part 122 as follows:

I.

After trial mixes have been accepted, three 150 mm cylinders shall be cast from each grade of concrete and immersed in water at 20 deg. C for 7 days. ii. At the end of the curing period, 75 mm diameter core specimens shall be cut along the longitudinal axis of each cylinder to a depth of 75mm. iii. The specimens shall be dried in an oven at 105 deg. C for 72 hours. iv. The specimens shah be cooled in a dry airtight vessel for 24 hours, weighed, and then immediately Immersed in a tank containing water at 20 deg. C with the longitudinal axis of the cores horizontal, and with 25 mm depth of water over the specimens. v. The specimens shall be immersed for 24 hours, then removed, shaken, surface dried, and reweighed. The water absorption shall be calculated as the increase In mass resulting from immersion, expressed as a percentage of the dry mass. vi. If the cores lengths differ from 75 mm, a correction feetor {graph given In BS 1881 I shall be applied. vii. The mean of the corrected absoi'JJtion figure for each concrete grade shall be calculated and the absorption of the concrete m ixes shall be acceptable if the mean absorption is less than 2 percent at 30 minutes. The mean absorption figure and the lowest absoi'JJtlon figure shall be recorded for each grade and used for comparison purposes with absorption tests carried out on cores cut from in-situ concrete, as scheduled in Paragraph 5.1.4.6.

6.1.3.15

Permeability Tests

Depth of penetration tests shall be carried out to establish the water permeability of concrete on prototype samp'es of different components of the structure before the mix design or manufacturing method are approved. The prototype samples shall be short sections of not less than 1.0m x 1.0m x full thickness. The samples shall be fully reinforced and cast In similar environment as the actual structure. The tests shall be carried out in accordance with DIN 1048 at ege 28 days and the maximum value of penetration shan !'lOt exceed the following limits:

SUltonate af Om•n. 51andortl Speaf.ouons lor Ro.>d t. Blllloe Cons1rUGiicr 20


In-situ construction:

Less than 25 mm.

Precast units:

Less than 20 mm.

2 Chloride permeability of the concrete shall be determined using cores taken from the prototype samples, in accordance with AASHTO T277 'Rapid Determination of the Chloride Permeability of Concrete'. The following limits shall not be exceeded: In-situ construction:

1500 coulombs.

Precast units:

1000 coulombs.

3 The concrete will be deemed to comply with the permeability requirements of this specification if all test results comply with the limits indicated in Points 1 and 2.

4

If any of the DIN 1048 and the rap· d chloride permeability test resu Its of unprotected surfaces of a sample fail to meet the above requirements, then all the concrete work represented by such samp,e shall be deemed not to comply with the permeability requirements.

5 If, in the opinion of the Engineer, the concrete that has failed to meet the permeability requirements of this Specification is likely to cause durability problems, three cores shall be cut from the area represented by fa'lad samples for additional DIN 1048 and rapid chloride permeability testing. The location of the cores shall be decided by the Engineer. 6.1.3.16

Synthetic Fiber

Uniformly disperse in concrete mix at manufacturer"s recommended rate, but not less than 0.60 kg/cu. m. 5.1.3.17

Admixtures

Use admil
5.1.4


5.1.4.1

Concrete Mixing

Concrete production shall be in accordance with ACI 304. A checklist for concrete production shell be produced, such as that used by the NRMCA or approved equal. 2 Batching of materials shall be by weight. All weighing equipment shall be calibrated and documentation shall be provided to establish that the accuracy is continuously maintained in accordance with the requirements of ACI 304. Batching scale accuracy shall be in accordance with the Concrete Plant Standards of the Concrete Plant Manufacturers Bureau, or approved equal. 3 Furnish equipment and establish accurate procedures for determining the quantities of free moisture in the aggregates. Moisture determinations shall be made daily and whenever there is an apparent change in the mo·sture content The moisture content shall be recorded and shall be taken into account in adjusting the weight of aggregate and the quantity of water incorporated in the mix. 5.1.4.2

Job-Site Mixing

All concrete mixed on Site shall be in a batch mixer of approved size and design complying with ACI 304 and producing a uniform distribution of the materials throughout the mixed concrete in accordance with ASTM C 94 uniformity test The contents of the drum shall be completely discharged before re·charging. After all the materials ere in the mixer. mixing shall continue until the whole of the materials are uniformly distributed and the mass is of uniform color and consistency. In the case of concrete that contains silica fume with a density between 400·650 kg/cu.m, the mixing time shall be 50 percent greater than the requirement for concrete without si I ica fume. 2 Whenever mixing is to be suspended for half an hour or longer, the drum of the mixer shall be thoroughly washed out with clean water. Provide a competent operator who shall be in continuous control of the mixer. No re·tempering of concrete, which has partially hardened. by the addition of cement. aggregate, or water sha II be allowed. 3 Provide batch ticket for each batch discharged and used in the work, indicating Project identification name end number, date, mix type, mix time. quantity, and amount of water introduced as well as the load printout, delivery printout, temperature readout and measured slump. 5.1.4.3

Ready-Mixed Concrete

Ready-mixed concrete shall comply with the requirements of ASTM C 94 orBS EN 206 end as follows: i.

Concrete shall be centrally mixed off site and transported in an agitator truck. Truck mixing shall not be permitted.

~~

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~~<::concrete and

ii.

iii.

iv.

Concrete Struc tures

The plant and trucks shall be certified as meeting the requirements of the NRMCA Check List, or approved equaL Details and I nformation regarding the supplier proposed by the contrector shall be submitted to the Engineer for approval. The approved supplier of ready mixed concrete shall not subsequently be cha~~ged without further approval of the Engineer.

1.

Samples for production concrete cylinders (or cubes i f approved by the Engineer) shall be taken at the point of placement at the average rate of one per 100 cu. m of concrete placed or one for eech major plecement, with a minimum of one sample taken every day that the mix is used. A sample shell consist of eight 150 mm cylinders molded and stored for laboratory-cured test specimens except when field-cured test specimens are required. Three cylinders are for testing at 7 days after casting, three for testing at 28 days after casting. end two reserved for later testing If required.

2 When air temperature is between 30 deg. C and 32 deg. C, delivery time from the time that water is added to the mix until it is placed in its final position in the form shall not exceed 90 minutes, When air temperature is above 32 deg. C, delivery time shall not exceed 45 minutes. Further time extension may be given if approved by the Engineer.

3 Before discharging concrete at the point of delivery, provide the Engineer w ith a delivery ticket for each batch of concrete containing the following information as a minimum: i. ii. iii. iv. v. vi. vii. viii. ix. x, xlxii.

xlii. xiv. xv. xvi.

5.1.4.4

Name or number of off·site concrete depot. Serial number for ticket. Date. Time of dispatch. Truck number. Name of supplier. Grade or mix description of concrete. Type of cementitious materials. Cementitious materials content and constitution. Wat er/cementitious mater"'ls ratio. Nominal maximum size of aggregate. Source of aggregate, maximum size, weight of fine and coarse aggregate. Type or name of admixture, if included. Percentage variation between design and actual values for all ingredients. Quantity of concrete in cubic meters. Certifying that chlorides and sulfate contents are within specified ~mits and stating their values. Quality Control and Testing - General

Testing Laboratory: i. ii.

Employ an independent testing agency to perform tests and to submit test reports. Be responsible for taking, identifying and delivering to the test laboratory all test samples called for in this Specification. The testing laboratory shall be responsible for the testing. Collect 111 test results and deliver them to the Engineer in the format and detail as specified.

2 Testing Laboratory Qualifications: The testing laboratory shall be approved by the Engineer and shall have a Quality System in accordance with ANSI 09001. 5.1.4.5

Qud ty Control - Testing on Fresh Co ncrete

Compressive Strength Test for Structural Concrete:

Sampling, curing and testing shall be performed using the relevant procedures in ASTM C 31, ASTM C 39, and ASTM C 172 orBS EN 12350.

If frequency of testing provi des fewer than 5 strength tests for a given class of concrete, conduct testing from at least 5 randomly selected batches or from each batch if fewer t han 5 are used. When total quantity of a given class of concrete is less than 100 cu. m, the Engineer may waive strength testing if adequate evi dence of satisfactory strength is provided but not less than one sample per dey. When strength of field-cured cylinders is I ess than 85 percent of compan"on laboratorycured cylinders, re-evaluate current on-site operations and provide corrective procedures for protecting and curing the in-place concrete. ii.

Records shall be kept of the mix details and position in the works of all batches of concrete and of Ill samples taken for cy" nders and other specimens and of their test results. A copy shall be supplied to the Engi neer within 24 hours after recording/testi ng. Records shall contain, but not be lim ited to, the f ollowing information: Date, tlme,location, and volume of pour. Ambient t emperature and humidity. Concrete temperature (at time of placement). Cementitious constitution.

materials

and

Types of manufacturers of cementitious materials. Concrete type and class. Aggregate type and source. Admixture details. Water/cementitious materials ratio. Identification of test cylinder. Name of concrete testing serv•ce. Date and time of sampling. Method of compaction.

5·10

content

Sultonata of Oman. Shmd•rrl Spet;lica~O

Date of testing and results of test. Age of samp e in days, weight in grams, density in kg/cu. m. Crushing load in Newtons and crush; ng strength in MPa. Signatures of person preparing cylinder and of person crushing cylinder. Results of testing. iii.

iv.

v.

For the 28 day tests, the concrete will be deemed to comply with the specified design strength if the average strength determined from all sets of 3 consecutive tests is at least equal to the specified design strength and no individual strength test falls below the spec' fied design strength by more than 3.5 MPe. Any concrete not complying with the specified des' gn strength shall be at risk for removal and replacement at the Contractor's expense. The 28-day cylinder crushing results shall be grouped consecutively in groups of 40 and each group shall have a standard devi a!ion less than 3.5 MPa. If the standard deviation is greater than or equal to 3.5 MPa, then concrete production shall be Investigated by the Engineer and further tests on trial mb(es may be required. Tests shall be carried out at 7 days to establish a relationship between the 7 day and 28 day strengths. This relationship shall be used to interpret future test results in order to predict the corresponding 28 day strength. The Engineer shall be advised without delay if any 7 day test result indicates that the corresponding 28 day strength is li kaly to fai I to meet the specified strength so that any necessary action can be taken to minimize the effect of such possible failure.

Compressive Strength Test for Blinding or Plain 2 Concrete: No production tests on blinding or plain concrete ere required. The Engineer may require compressive strength tests if it is believed that the characteristic strength Is below 15 MPa. Characteristic strength is defined as the minimum value of cube strength achieved by 95 percent of all possible test results. If the tests confirm that the characteristic strength is less than 15 MPa, then the Engineer will require revisions to the mix design to ensure that the concrete meets the specified requirements. 3 Measurement of Concrete Temperature: Temperature measurements shall be in accordance with ASTM C 1064. Concrete temperature shall be measured 50 mm below the surface prior to and at the point of placement and recorded on the pour card for each pour. One reading shall be taken each hour when air temperature is 4 deg.C and below and when air temperature is 27 deg.C end above, and one reeding for each set of compressivestrength specimens. Concreting shell stop If the temperature of the concrete does not meet the requirements of Paragraph 5.3.3.10

4 Cementitious Materiels Content and Water/ Cementitious Materials Ratio: Samples of freshly mixed concrete shall be chosen by the Engineer at least once per month from each structural grade and determination made of cement content end water/cement ratio In accordance with BS 1881. If the cement content is less then 90 percent of the requirement in Paragraph 5.1.3.4 or the water/cement ratio is greater then 110 percent of the requirement in Paragraphs 5.1.3.4 and 5.1.3.7 the Contractor and the Engineer shell i nvestigete to establish the ce use and the Engineer may reject the cast concrete for the pour from which the samples were taken. The Engineer may request an analysis or fresh concrete from any pour. No analysis of freshly mixed concrete Is required for blind'ng or plain concrete. Salt Content: The total concentration of sulfates and 5 chlorides in fresh concrete shall be measured at least o nee a week for all structural grades of concrete. Tests shall be in accordance with BS 1881. Concentrations of each ion shall not exceed the limits specified in Paragraph 5.1 .3.9. If these limits are exceeded, the concrete pour from which the samples were taken shall be rejected and further tests performed on the cast concrete in accordance with paragraph 5.1 .4. 6 to determine the total extent of the problem.

6 Slump; Slump tests shalt be performed in accordance with ASTM C 143. A minimum of one test shall be done at the point of discharge for each dey's pour for each type of concrete. Additional tests shell be performed when concrete consistency appears to have changed. 5.1.4.6

Quality Control- Testing on Hardened Concrete

General: The Engineer may instruct samples to be taken and tests carried out on any hardened structural grade concrete as specified below if he suspects that the concrete does not meet the specified requirements. If the tests confirm that the concrete does not meet the requirements of this Specl fication, then the Engineer may require the concrete to be removed at the Contractor's expense. If the tests confirm that the concrete meets the requirements of this Specification, then the cost of taking the sampies shall not be a!the Contractor's expense. 2 Compressive Strength Tests: The Engineer may instruct cores to be drilled from a particular pour. 100 mm diameter cores shall be drilled as requested, in accordance with ASTM C 42, and sent for crushing. If the cores from that pour have an average compressive strength less than 85 percent of the characteristic strength or if any lndividua I core has a compressive strength less than 75 percent of the characteristic strength, it shall be evidence that the concrete from which it was taken is not in accordance with the specified requirements. 3 Concrete Cover: The Engineer may check the concrete cover over the reinforcement with a cover meter. Any indication that the cover is generally I ess than the requirements specified in Paragraph 5.2.3.4 shall be checked by limited surface concrete removal. If it is

5-11 •

~ ./'../

Mini•trv ot

Trt~nAport.,. ~n~unic:atlons

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confirmed that the actual cover is generally less than specified, then the concrete shall be removed at the Contractor' s expense. In the case of localized lack of cover and where appearance is not important, a repair shall be effected by removal of the inadequate cover and cutting back of concrete for 50 mm behind the reinforcement. Resurfacing of the concrete with the specified cover shall be carried out as a repair by a specialist subcontractor. 4 Absorption: A sample of three 75 mm diameter cores, 75 mm long, shall be taken from hardened concrete if directed by the Engineer and tested in accordance with Paragraph 5.1.3. 14. Should the absorption of any core exceed by more than 1 percent the highest approved test result. the concrete from which it was cut shall be No absorption test shall be required for removed, blinding or plain concrete. 5 Salt Content: Engineer may request samples to be taken from two 20 mm diameter drillings into the concrete surface, spaced 75 mm ap;~rt. Each drilling shall proceed in 25 mm increments for a total depth of 100 mm and the dust from the 4 samples in each hole shall be sent for sulfate and chloride content analysis in accordance with BS 1881. Should the tests show that the limits specified in Paragraph 5. 1.3.9 are exceeded. the concrete shall be removed.

5 Concrete of the same class requiring the same felsework but with a different class of surface finish !Ire each measured separately. 6 Voids. openings or gaps 0.05 cubic meters or more shall be deducted from the volume of concrete In which they occur. 7 All service ducts, irrespective of diameter, shall be measured and deducted from the volume of concrete in which they are Jocated. 5.1.5.2

Items Not Measured

Volume of reinforcing bars is not deducted from the measured vOlume of concrete. 2 Volume of prestressing ducts, anchors, cones, couplers and grouting tubes i s not deducted from the measured volume of concrete. Volume of embedded metals, bolts, nuts, anchorages, 3 hooks etc.. is not deducted from the measured volume of concrete. Holes introduced. with the consent of the Engineer. 4 by the Contractor for the convenience of transportation, erection or construction shall not be deducted from the measured volume of concrete irrespective of the size of the holes and whether or not the holes are made good.

6 Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive devlce may be used but shall not be used as the sole basis for acceptance or rejection of c~t concrete.

Additional concrete placed, w ith the consent of the 5 Engineer. by the Contractor solely for the purpose of facilitating his work shall not be measured for payment.

Additional Tests: The testing agency shall make 7 additional tests of in-place concrete, as directed by the Engineer, when test results Indicate that specified concrete strengths or other characteristics have not been attained in the structure. Testing agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed_

5.1.6

5.1.5


5.1-5-1

Measured Item ~

Basis of Payment

The amount of completed and accepted work, measu red as provided above. will be paid for at the unit rate for tha types and classes of concrete In the Bill of Quantities. which rate sl!all be full compensation for: Cement and other cementitlous materials, aggregates, water and admixtures Including thei r testing, storage, handling and transportation. Washing of aggregates, if r equired. Ice, if required, added in the mix water.

Concrete is measured by the cubic meter for each type and class, based on dimensions shown Ol'\ the Drawings or as otherwise directed by the Engineer.

Plant, machinery and equipment required for the production of concrete.

2 Concrete works shall include mass. reinforced and prestressed concrete of both in-situ and precast construction of a general nature, but shall not include specific components of highway structures, such as concrete pavement, concrete piles, concrete parapets and safety barriers. precast concrete curbs and tiles etc., which are sel)arately prescribed for measurement and payment In other Sections.

Transportation and delivery of concrete to work areas.

3

Different classes of concrete are measured separately.

4 Concrete formed by different types of form a ndlor falsework are each measured separately.

5·12

Design of mixes, taking samples and testing.

Placing, compacti ng, vibrating and finishing of concrete. All formwork irrespective of the material used and the quality of surface finish specified. AI falsework formwork.

supporting

and

stabiliZing

Curing of concrete. Tooling, if requi red, to achieve the specified surface finish.

,_,_or_Rcwt __&_ B_rid..;.c_e_Co_nc _ lr_ uc_llor _ _-...,

S

Corrective measures and the means of carrying them out required in the event of the concrete being not in accordance with the Drawings and/or specification. Handling, transportation and precast concrete members.

erection

British Standards (BS): Specification for Carbon Steel Bars for the Reinforcement of Concrete

BS4483

Steel Fabric for the Reinforcement of Concrete

of

Concrete Reinforcing Steel Institute (CRSI):

4

Grout and/or epoxy used in precast construction including material and equipment for temporary prestress, if required. Material, plant and equipment associated with particular methods of construction. Joint fillers. joint sealants, weep holes, water stops, dowel bars and other accessories as shown on the Drawings including material, plant handling, transportation testing, storage, workmanship and associated ancillaries. Protective coating.

5.1.7

3

BS 4449

CRSI

5.2.1.2

Manual of Standard Practice Submittals

Steel Reinforcement Shop Drawings: Details of fabrication, bending, end placement, prepared according to ACI 315, 'Details and Detailing of Concrete Reinforcement.' Include material, grade, bar schedules, stirrup spacing, bent bar diagrams, arrangement, and supports of concrete reinforcement. Include special reinforcement required for openings through concrete structures.

All labor, materials and equipment.

2 Welding Certificates: Copies welding procedures and personnel.


3 Material Certificates: Signed by manufacturers and Contractor certifying that the following items comply with specified requirements:

Concrete (class) in (type of structu re), (location) and (finish)

5.2

Reinforcing Steel

5.2.1

Description

5.2.1.1

References

cu.m.

i.

of certificates

for

Steel reinforcement end reinforcement accessories: a copy of the manufacturer's test certificate for ultimate strength, elongation and cold bending, together with the chemical analysis of the steel shall be submitted to the Engineer for each consignment of reinforcing steel delivered to the Site.

American Concrete Institute (ACI): ACI315 ACI 318 2

Practice for Detailing Standard Reinforced Concrete Structures Building Code Requirements Reinforced Concrete

for

American Society for Testing and Materials (ASTM):

ASTM A 82

Standard Specification for Steel Wire Reinforcement, Plain, for Concrete Reinforcement

ASTM A 185

Standard Specification for Steel Welded Wire Fabric, Plain, for Concrete Reinforcement

ASTMA496

Standard Specification for Steel Wire, Deformed, for Concrete Reinforcement

ASTMA497

Standard Specification for Steel Welded Wire Reinforcement, Deformed, for Concrete Reinforcement

ASTMA615M

Standard Specification for Deformed and Plain Billet· Steel Bars for Concrete Reinforcement

ASTM A 706M

Standard Specification for low-Alloy Steel Deformed and Plain Bars

ASTM A 780

Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings.

5.2.1.3

Quality Assurance

Welding: Comply with AWS D1 .4, 'Structural Welding Code-Reinforcing Steel' for procedures and qualification of personnel for welding operations. 5.2.1.4

Delivery, Storage and Handling

Deliver, store, and handle steel reinforcement to prevent bending and damage. Avoid damaging coatings on steel reinforcement.

5.2.2

Materials

5.2.2.1

Steel Reinforcement

1 Reinforcing Bars: ASTM A 615M, Grade 60 (420 MPa) specified yield strength, or BS 4449 grade 460 Type 2 deformed, uncoated. One test per 5000 m length delivered to site. 2 Higher strength reinforcement bars may be used subject to approval of the Engineer. 3 Low-Alloy-Steel Reinforcing Bars: ASTM A 706M, deformed. 4

Plain-Steel Wire: ASTM A 82, as drawn.

5

Plain-Steel Wire: ASTM A 82, galvanized.

6 Deformed· Steel Wire: ASTM A 496 and Steel welded wire reinforcement to ASTM A 497.

• !5-13

~~

Ministry or Tronaport & Catnmunicruloos

OGRLT


Welded Wire Fabric: ASTM A 185, welded steel wire fabric.

7

All reinforcement shall be new material on delivery 8 to the Site and at time of installation, material shall be free from loose rust and loose mill scale, deleterious amounts of salts and coatings that reduce or destroy bond. Tight rust and mill scale or surface Irregularities are acceptable if the weight and dimensions, including height of deformations and tensile properties, of a test specimen that has been wire-brushed by hand, are not less than those required by the applicable standards. 9

Galvanized steel

she ~

not be used

10 Reinforcement shall be accurately bent, cut or formed to the dimensions and conf~guration shown on Drawings and within the tolerances specified in ACI 315. Reinforcement shall be bent cold using approved bending equipment in accordance with ACI 318. Bars may be preheated only If prior approval is given by the Engineer. Reinforcement shell not be rebent or straightened without prior approval. i.

ti.

5.2.2.2

Reinforcement having a reduced section, kinks, visible transverse cracks at bends, or otherwise damaged in any way shall not be used. Reinforcement shall not be welded unless specifically shown on Drawings or permitted as an exception and then only after approval of the welding method appropriate to the grade of steel and the type of welding rod to be used. Reinforcement Accessories

Provide and fix bar supports: bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded w ire fabric in place. Provide bar supports according to CRSI's 'Manual of Standard Practice' from steel wire, plastic, or precast concrete or fiber·reinforced concrete of gretter compressive strength than concrete, and as follows:

I.

ii.

For concrete surfaces exposed to view where legs of wire bar supports contact forms, use CRSI Class 1 plastic-protected or CRSI Cl ass 2 stainless-steel bar supports. Other reinforcement supports shall consist of concrete spacer blocks made of the same materials, to the same specified requirements and with the same inherent properties as the parent material with the exception that the maximum aggregate size shall be appropriate for the thickness of cover to the reinforcement,

Joint Dowel Bars: Plain-steel bars, ASTM A 615M, Grade 60 (420 MPa). Cut bars true to length w ith ends square and free of burrs. 2

3 Mechanical splices (couplers) of deformed high yield steel bars are to consist of two seamless steel sleeves and interconnecting high tensile steel stud w ith plastic protection caps for threaded section of sleeve and shall be tested to exceed 135% of the specified yield strength of grade 60 bar (or higher if higher strength bars are used).

5-14

5.2.2.3

Fabricating Reinforcement

Fabricate steel reinforcement according to CRSI's 'Manuel of Standard Practice'.

5.2.3


5.2.3.1

General

Accurately position, support, and secure reinforcement against displacement. Locate and support reinforcement with bar supports to maintain minimum concrete cover. Do not tack weld crossing reinforcing bars. 2 Shop- or field-weld reinforcement according to AWS 01 .4, where indicated.

3 Set wl re ties with ends directed into concrete, not toward exposed concrete surfaces. 4 Install welded wire fabric in longest practicable lengths on bar supports spaced to minimize sagging. Lap edges end ends of adjoining sheets at least one mesh spacing. Offset laps of adjoining sheet widths to prevent continuous laps in either direction. Lace overlaps with wire 5 Avoid cutting or puncturing vapor retarder/barrier and waterproofing membtanes during reinforcement placement and concreting operations. Repair damages before placing concrete.

6.2.3.2

Shipping, Storage and Cleaning

Reinforcement shall be handled and shipped in a manner to avoid bending or other damage to the bars. Bars shall be bundled, separated in sizes and clearly marked by diameter size preferably for one placement, In accordance with the placement schedule and as follows:

1.

Bars for separate structures shall not be bund led together. Bars for small structures may be bundled together but each bar or group of bars that have the same piece mark shall be tagged and coded. ii. Metal tags or approved equal shall be provided and labeled with legible markings. Iii. All bundles shall be tagged at each end. Tags shall show piece maries corresponding to the mark numbers on the placement drawings and on the bar list. iv. Bars shall be bundled in the largest size practical for handling and shipping.

2 Reinforcement shall be stored 1m above ground on platforms, skids or other approved supports and suitably spaced. Contact with the soil shall be avoided. Proper drainage and protection from the elements shall be provided to minimize corrosion. Clean reinforcement of loose rust and mill scale, 3 earth, ice, and other materials that reduce or destroy bond with concrete.

SultanAte of Oman, Stondord Spear-om fiX Rood I' Bridg• Conotructoon 2010


5.2.3.3

Placing

Comply with CASI's 'Manual of Standard Practice' for placing reinforcement. 2 Accurately position, suppon, and secure reinforcement against displacement. locate and support reinforcement on concrete blocks of a size to give the correct cover to the reinforcement 3 Where cathodic protection is utilized, reinforcement shall be isolated from the electrical grounding system. 4 Chairs made of reinforcement shall be used to support the top mats of slab reinforcement and shall be so dimensioned as to be stable during concreting operations. The chairs shall themselves be supported on concrete blocks as specified in Clause 5.2.2.2. 5 Place reinforcement to maintain minimum coverage as indicated for concrete protection. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement operations. Ties at intersections shall be made with 1.5 mm diameter annealed wire with wire ends directed into concrete, not toward exposed concrete surfaces. All lap splices shall be in accordance with ACI 31 B 6 class B tension lap splice unless otherwise shown on Drawings. All reinforcement bars shall be cut bent and fixed in accordance with ACI 318 unless otherwise shown on Drawings. 7

Welded wire fabric shall be lapped 1.5 mesh ~opening size! plus the extension on the wires unless otherwise shown on Drawings.

5.2.3.4

Concrete Cover

Concrete cover to reinforcement shall be as indicated on Drawings but shall not be less than the following: I.

ii. iii. iv. v. vi. vii. viii. ix. x.

Concrete exposed to salt water and splash zone 100 mm Concrete of all su bstructura elements cast against eanh 100 mm Concrete of all substructure elements exposed to 75 mm weather Apron slabs 60 mm Superstructure cast-in-situ concrete exposed to weather 60 mm Interior faces of superstructure cast-in-place 40 mm concrete except slabs Cast-in-situ slabs 30 mm Precast superstructure elements, exposed surfaces 40mm Precast superstructure elements, interior faces 30mm Precast parapets, concrete barriers, curbs, etc. 30mm

2 Cover to reinforcement shall be checked before any concrete is cast. The bending of reinforcement at a cold joint is not permitted. Concrete cover shall be checked with a cover meter as soon as formwork is removed.

5.2.4


Bar and mesh reinforcement is measured by the theoretical quantity in metric tonnes complete in place as shown on the Drawings or placed as ordered by the Engineer. No allowance is made for clips, wire or other fastening devices, reinforcement chairs to separate slab steel or similar reinforcement or to retain wall steel or similar. The rates in the Bill of Quantities shall be deemed to cover for the above. 2 Measurement of splices or laps in reinforcement not shown on the Drawings will not be made. 3 Calculated weights for high tensile and mild steel reinforced bars shall be based upon the following Table:

~

JE E·

i5 5

..

1, 0.154 0.222

6 7

h!

f.~

c

-

~

}j 1~ J c

18 20

fj

2.000 2:470

38

7. 130 7.990

34

0.302 0.395 .. .

22

2.980

38

8.900

24

3.550

40

9.870

10

0.617

26

4.170

12 14

o:eaa

28 30

4.830

45 50

15.400

8

16

-

'i21o 1.580

32

I I

5.550

'

12.500

--' ·

6.310

Table 5.2.4.1 Aelnforc:lng Bars Weights 4 No separate measurement is made for bars of different diameters. The unit rates in the Bill of Quantities shall be deemed to cover for all diameters. 5 Fabric mesh reinforcement is measured separately by weight based on the theoretical quantity of metric tonnes complete in place as shown on the Drawings or placed as ordered by the Engineer. No separate measurement is made for different mesh sizes or different wire diameters. For standard fabric, the weight will be based on the mass In kglsq.m. listed in Table A.1 of BS 4483. 6 The quantity of steel reinforcing bars and fabric mesh reinforcement shall be calculated to the nearest three decimal places.

5.2.5

I

Basis of Payment

The amount of completed and accepted material. measured as provided above, will be paid for at the unit rate for reinforcing steel ~bar and mesh!. in the Bill of Quantities, which rate shall be full compensation for supplying, fabricating, transporting, delivering, erecting and fixing, materials, labor, equipment, tools and other items necessary for the proper completion of the work as specified in Sub-Section 5.2.

5-15 .

~~

MinE•try of Trnn•5)0rt & Cornrnunieutian•. OGRlT

_/""...~<::concrete and Concrete Structures

5.2.6

Items in the Bill of Quantities Mild st eel bar reinforcement of any diameter

t.

l1

High tensile steel bar reinforcement of eny diameter

t.

i1i

Fabric wire mesh reinforcement of any size

t.

ASTM C 171

Standard Specification for Sheet Materials for Curing Concrete lAASHTO M 1711

ASTM C219

Standard Terminology Hydraulic Cement

ASTM C309

Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete IAASHTO M 1481

Relating

to

5.3

Reinforced Concrete Structures

ASTM C881

Standard Specification for Epoxy. Resin· Base Bonding Systems for Concrete

5.3.1

Description

ASTM C920

Standard Specification for Elastomerk: Joint Sealants

5.3.1.1

Definitions

ASTM C 1315

Specification for Liquid Membrane Forming compounds having Special Properties for Curing and Sealing Concrete

ASTM C 10S9

Specification for Latex Agents for Bonding Fresh To Hardened Concrete

ASTM 0448

Classification for Sizes of Agg regales for Road and Bridge Construction

ASTM 0 1751

Standard Specification for Preformed Ex pension Joint Fifler for Concrete Paving and Structure! Construction IAASHTO M2131

ASTM 01752

Specification for Preformed sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction IAASHTO M153).

ASTM 0994

Specification for Preformed Expansion Joint Filler for Concrete (AASHTO M331.

ASTM 04397

Specification for Polyethylene Sheeting for Construction. Industrial, and Agricultural Applications

ASTM E 154

Test Methods for Water Vapor Retarders used in Contact with Earth under Concrete Slabs, on Walls or as Ground Cover.

ASTM E 1745

Specification for Plastic Water Vapor Retarders used in Contact with Soil or Granular Fill under Concrete Slabs.

Forms and Formwork: Temporary works used to give the required shape and support to poured concrete, constructed mainly of sheet material, such as wood. plywood. metal sheet or plastic sheet, in direct contact with the concrete, and joists or stringers to support the sheeting. For bridges it is recommended to use only metal sheets. 2 Falsework: Temporary structure used to support e permanent concrete structure while it is not selfsupporting. 3 Scaffold: Temporary structure to provide access. to work under construction. 4 Tower. Composite structure to provide access to high work under construction and to carry vertical loading. 5 Camber: Upward curvature of the formwork. designed to compensat e for subsequent deflection under load.

5.3.1.2

References

American Association of State Transportation Officials (AASHTO): AASHTO M182 2

Highway

and

Standard Specification for Burlap Cloth Made from Jute or Kenaf

American Concrete Institute (ACII:

ACI11 7

Specifications for Standard Tolerances for Concrete Construction and Materials

ACI 304

Guide for Measuring, Mixing, Transporting. and Placing Concrete

ACI305

Hot Weather Concreting

ACI309

Guide for Consolidation of Concrete

ACI347

Formwork for Concrete

ACI504R

Guide to Joint Sealants for Concrete Structures

3

American Society for Testing and Materials (ASTM):

ASTM C 33

Specification for Concrete Aggregates

ASTM C 109/C109M Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-ln. or 50 mm Cube Specimens ASTMC 150

$·16

Standard Specification Cement

for

Portland

4

Corps of Engineers ICE):

CE CRD·C300

Curing Compound

CE CRD-C513

Rubber Waterstops

CE CAD-C572

PVC Waterstops

6.3.1.3

Submittals

Formwork Shop Drawings: Prepare shop drawings for formwork incfcati ng fabrication and erection of forms fQT specified finish concrete surface. Show form const ruction Including jointing, especial form joints or reveals, location and pattern of form tie placement 1.

Design of formwork includes design of falsework, scaffol d and towers as defined in Paragr aph 5.3.1,1.

Concrete and Conc rete Structures

ii.

iii.

iv.

v.

Prepare formwork drawings by or under the supervision of a qualified professional engineer detailing fabrication, assembly, and support of formwork. Design and engineering of formwork for structural stability and efficiency are the Contractor's responsibility. Indicate proposed schedule and sequence of stripping formwork, removing supports and reshoring. If the ContriiC!or intends to use readymade proprietary formwork and falsework, he shall submit all relevant data, including independent test certiftcates, to enable the Engineer to determine if the proposals are acceptable. Engineer's review of formwork design is limited to architectural aspects only and shall not be construed as approval of structural or other matters, all of which are the Contractor's sole responsibility

2

Material Certificates: Signed by manufacturers and Contractor certifying that each of the following items complies with specified requirements: i. ii. iii. iv. v. vi. vii. viii.

Waterstops. Curing materials. Bonding agents. Adhesives. Vapor retarders. Epoxy joint filler. Joint-filler strips. Repair materials.

3

Samples: Samples of materials as requested by the Engineer, with names, sources, and descriptions, including, but not limited to, the following: i. ii. iii.

Color finishes. Reglets. Waterstops, reinjectable hosing, water swelling gaskets. iv. Vapor retarder/barrier. v. Form liners. vi. Joint fillers. vii. Sealants.

5.3.1.4

Quality Assurance

Codes and Standards: Comply with the latest edition of i. ii.

AASHTO LRFD Bridge Construction Specifications. ACI Manual of Concrete Practice Parts 1, 2, 3, 4 &

5. Iii.

CRSI "Manual of Standard Practice• except where more stringent requirements are shown or specified.

2 Concrete Quality Control Engineer: Appoint a full· time Concrete Quality Control Engineer (CQCEI as specified In Paragraph 5.1. 1.4

i.

Without prejudice to the Engineer's rights to inspect, approve or reject or suspend any work, the CQCE shall be authorized to: Postpone concreting operations until outstanding requirements are corrected. Reject materials or workmanship that do not conform to this Specification. Prevent the use of equipment that could cause improper construction relative to this Specification. Stop any work that is not being done in accordance with specified requirements. Report within 24 hours and provide records to and as required by the Engineer upon discovery of non· compliance.

3 Implement a Quality Assurance System as specified in Paragraph 5.1.1.4.

4 Mockups: Before casting concrete that Is exposed to view in the completed structure, cast a mockup for each exposed element to demonstrate typical joints, surface finish, texture, color, tolerances, quality of materials and standard of workmanship in the completed work. Where specified or directed by the Engineer, the mock up shall be a trial construction representative of the actual structure (pier, cross-head. part of deck) in dimensions and all details including reinforcement, using the Contractor's proposed construction technique, concrete mix, formwork, cutting and placing of reinforcement, etc. i.

Build mockups in the location and of the size indicated or, if not indicated, as directed by the Engineer. ii. Notify the Engineer seven days in advance of dales and times when mockups will be constructed. iii. In the presence of the Engineer, damage parts of ex posed surfaces as selected by the Engineer. and demonstrate materials and techniques proposed for repairs to match adjacent undamaged surfaces. iv. Obtain the Engineer's approval of mockups before starting cast-in-place concrete elements exposed to view. v. If the Engineer determines that any mockup does not meet requirements, demolish and remove from the site and cast another until the mockup is approved. vi. Maintain mockups during construction in an undisturbed condition as a standard for judging the completed work. vii. Demolish and remove mockups when directed.

5.3.2

Materials

5.3.2.1

Form Materials

Forms for Exposed Finish Concrete: Plywood, metal, metal-framed plywood faced, or other acceptable panel·

5-17

~ /",./

Miniatrv of TrnnapOrt & Comm.,nlcntlona . DGRL T


type materials to provide continuous, straight. smooth, exposed surfaces. Furnish in largest practicable sizes to minimize number of joints and to conform to joint system shown on Drawings. I.

ii.

Use overlaid plywood complying with U.S. Product Standard PS-1 "A·C or B-B High Density Overlald Concrete Form; Class I. Use plywood complying with U.S. Product Standard PS·1 'B·B (Concrete Form) Plywood,' Class I, Exterior Grade or bener, mill-oiled and edge-sealed, with each piece bearing legible inspection trademark.

5.3.2.2

Waterstops: Provide flat, dumbbell-type waterstops at construction joints and other joints In accordance with AASHTO LRfO Bridge Construction Specifications Article 8.9.2.6 or as specified herein. Waterstops shall be sized to suit joints and shall be of the profiles shown on the Drawings or as directed or appropriate for t lte particular application. Fittings for angles junctions etc shall be factory formed. i.

2 Forms for U11exposed Finish Concrete: Plywood, lumber, metal, or another acceptable material. Provide lumber dressed on at least two edges and one side for t
4 Forms for Cylindrical Columns and Supports: Metal, glass-fiber-reinforced plastic, or paper or fiber tubes that will produce smooth surfaces without joint lndicetlons. Provide units with sufficient wall thickness to resist wet concrete loads without deformation.

ii.

3

Re-injectable Hosing: Proprietary re-injectable hosing complying with the following requirements: The hose shall consist of a hollow PVC core with lateral openings covered bV neoprene valves. The hose shall be laid and injected by an approved applicator. in 10 to 12 m lengths with entry port and vent ends terminating in junction boxes. Joints shall be hydraulically tested to a pressure at least 2.0 bar higher than the expected local conditions. It the hose fails to hold the pressure for 10 minutes, it shall be injected with a v inyl ester based flexible resin as required to seal the joint and then retested.

6 Carton Forms: Biodegradable paper surface, treated for moisture-resistance, structurally sufficient to support weight of plastic concrete and other superimposed loeds.

i.

Release agent for steel faced formwork shall incorporate rust inhibitor.

8 Form Ties: Factory-fabricated, adjustable-length, removable or snap·off metal form t ies designed to prevent form deflection and to prevent spelling of concrete upon removal. Provide units that leave no embedded metal closer than 38 mm to the surface of the exposed concrete. No permanent metallic part shall have less concrete cover than the reinforcement. Provide lies that, when removed, will not leave holes larger than 25 mm In diameter in the concrete surface. Provlde ties with integral water-barrier plates for walls indicated to receive damp-proofing or waterproofing. 9 Void Forms : Biodegradable paper surface, treated for moisture resistance structural sufficient to support weight of plastic concrete and other superimposed loads. 10 Chamfer Strips: Wood, metal, PVC, or rubber strips of the size indicated on the Drawings.

5-18

Flexible Rubber Waterstops: CE CRD·C 513, for embedding in concrete to prevent passage of fluids through joints. Flexible PVC Waterstops; CE CRD·C 572, for embedding in concrete to prevent passage of fluids through joints.

2 Self-Expanding Strip Waterstops: Proprietary rectangular or trapezoidal strip, sodium bentonite or other hydrophylic material for adhesive bonding to concrete.

5 Pan-Type Forms: Glass-fiber-reinforced plestic or formed steel, stiffened to support weight of placed concrete without deformation.

7 Form Release Agent: Proprietary form release agent with a maximum of 350 gJI. volatile organic compounds (VOCs) that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces.

Waterstops

5.3.2.3

Concrete Curing Cover Sheets

Vapor retarding sheet materials shall be one of the types specified in paragraphs 2 to 5 below or as d irected by the Engineer. 2 ASTM E 1745, Class C, of one of the following materials; or polyethylene sheet 0.25mm thick i. il.

Nonwoven, polyester-reinforced, polyethylene coated sheet; 0.25 mm thick. Three-ply, nylon- or polyester-cord-reinforced, laminated, high-density polyethylene slteet; 0.18 mmthick.

3 Vapor retarder: ASTM E 1745, Class B, five-pry, nylon· or polyester-cord-reinforced, high-density polyethylene sheet; 0.25 mm thick. 4 Vapor retarder: ASTM E 1745, Class A, three-ply, nylon· or polyester-cord-reinforced, high-density polyethylene sheet: laminated to a nonwoven geotextile fabric, 0.76 mm t hick. 5 Vapor reterder: 2.8 mm thick, semt-flexib'e, seven .ply sheet membrane consisting of reinforced core end carrier sheet with fortified asphalt layers, protective weathercoating, and removable plastic releese l iner.

Sultunate of Oman. Slandllll

Ill< Bridlle Conotruo'lioo

------------~~------


Furnish manufacturer's accessories including bonding asphalt, pointing mastics, and self-adhering joint tape. i.

Water-Vapor Permeance: ASTM E 154.

li.

Tensile Strength: 24.5 kN/m; ASTM E 154.

iii.

Puncture Resistance: 400 N; ASTM E 154.

6 Absorptive Cover: Burlap cloth made from jute or kenaf weighing approximately 0.29 kg/sq.m and complying with AASHTO M182. Class 2. Moisture Retaining Cover: ASTM C 171. polyethy~ene 7 sheet, polyethylene coated burlap or Kraft paper.

5.3.2.4

Curing Compounds

7 Reglets: Fabricated from not less than 0.55 mm thick galvanized steel sheet. Temper arily fill or cover face opening of regie! to prevent intrusion of concrete or debris. 8 Dovetail Anchor Slots: Hot-dip galvanized steel sheet, not less than 0.85 mm thick, with bent tab anchors. Temporarily fill or cover face opening of slots to prevent intrusion of concrete or debris.

5.3.2.6

Repair Materials

Repair Underlayment: Cement-based, polymermodified, self-leveling product that can be applied in thicknesses from 3 m m and that can be feathered at edges to match adjacent floor elevations.

Curing compounds shall be one of the types specified in paragraphs 2 to 6 below, or as directed by the Engineer

i.

Cement Binder. ASTM C 150, Portland cement or hydraulic or blended hydraulic cement as defined in ASTM C 219.

2 Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for application to fresh concrete

ii.

Primer. Product of underlayment manufacturer recommended for substrate, conditions, and application.

Clear, solvent-borne, membrane-forming 3 compound: ASTM C 309, Type 1, Class B.

curing

iii.

4 Clear, waterborne, membrane-forming compound: ASTM C 309, Type 1, Class B.

curing

Aggregate: Well-graded, washed gravel, 3 to 6 mm or coarse sand as recommended by underlayment manufacturer.

iv.

Compressive Strength: Not less than 30 MPa at 28 days when tested according to ASTM C 109M.

5 Clear, solvent-borne, membrane-forming curing and sealing compound: ASTM C 1315, Type 1, Class A .

6

Clear. waterborne. membrane-forming curing and sealing compound; ASTM C 1315, Type 1, Class A .

5.3.2.5

Concrete Accessories

2 Repair Topping: Traffic-bearing, cement-based, polymer-modified, self-leveling product that can be applied in thicknesses from 6 mm. i.

Cement Binder: ASTM C 150, Portland cement or hydraulic or blended hydraulic cement as defined in ASTM C 219.

ii.

3 Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber, or ASTM D 1752, cork or self-expanding cork.

Primer: Product of topping manufacturer recommended for substrate, conditions, and application.

iii.

4 Epoxy Joint Filler: Two-component, semi-rigid, 100 percent solids, epoxy resin with a Shore A hardness of 80 per ASTM 0 2240.

Aggregate: Well-graded, washed gravel, 3 to 6 mm or coarse sand as recommended by topping manufacturer.

iv.

Compressive Strength: Not less than 40 MPa at 28 days when tested according to ASTM C 109M.

Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber.

2 Joint-Filler Strips: ASTM D 1752, cork or self· expanding cork.

5 Bonding Agent: ASTM C 1059, Type II, nonredispersible, acrylic emulsion or styrene butadiene.

6

Epoxy-Bonding Adhesive: ASTM C 881, two· component epoxy resin, capable of humid curing and bonding to damp surfaces, of class and grade to suit requirements, and as follows: i.

Type II, non-load bearing, for bonding freshly mixed concrete to hardened concrete.

ii.

Types I and II, non-load bearing. for bonding hardened or freshly mixed concrete t o hardened concrete.

iii.

Types IV and V, load bearing, for bonding hardened or freshly m ixed concrete to hardened concrete.

5.3.3

Construction Requirement&

5.3.3.1

Formwork

Design, erect, shore, brace, and maintain formwork, according to ACI 301, to support vertical, lateral, static, and dynamic loads, and construction loads that might be applied, until concrete structure can support such loads. Design of formwork shall be the sola responsibility of the Contractor. 2 Construct formwork so that concrete members and structures are of size, shape, alignment, elevation, and position indicated, within tolerance limits of ACI117. 3 Limit concrete surface irregularities, designated by ACI 347R as abrupt or gradual, as follows:

i.

Class A, 4 mm.

• 5· 19

"-..//"'..,/

Minlatrv ot Trnnaport & Communlcotlon•

DGIIlT


il

Class B, 6 mm.

Iii.

Class C, 10 mm.

iv.

Class 0 , 25 mm.

4 Construct forms rigid and t ight enough to prevent loss of concrete mortar.

5 Fabricate forms for easy removal w ithout hammering ot prising against concrete surfaces. Provide crush or wrecking plates where stripping may damage cast concrete surfaces. Provide top forms for Inclined surfaces steeper than 1.5 horlzonta I to 1 vertical. Kerf wood inserts for forming keyways, reglets, recesses, and the like, for easy removal. i.

Do not use rust-stained steel form-facing mat erial .

6 Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required elevations and slopes in finished concrete surfaces. Provide and secure units to support screed strips; use strike-off templates or compacting-type screeds.

load. Falsework shall not be supported on any part of the structure, except the footings, without the written permission of the Engineer. The number and spacing of falsework columns, the adequacy of sills, caps and stringers and the amount of bracing in the falsework framing shall be subject to approval of the Engineer. 2 Timber for falseworll shall be sound, in good condition and free from defects that might impair Its strength. If the vertical members are of insufficient length to cap at the desired elevation for the horizontal members, they shall preferably be capped and frames constructed to the proper elevation. Ends of the vertical members shall be cut square for full bearing to preclude the use of wedges. If vertical splices are necessary, the abutting members shall be of the same approKimate size, the ends shall be cut square for full bearing, and the splices shall be scabbed in a manner approved by the Engineer.

3 The Contractor shall compute falsework settlement and deflection for bridges so that when the final settlement Is complete, the structure will conform to the required camber, section and grade es shown on the Drawings.

Provide temporary openings for cleanouts and 7 inspection ports where interior area of formwork is Inaccessible. Close openings with panels tightly fitted to forms and securely braced to prevent loss of concrete mortar. Locate temporary openings in forms at inconspicuous locations.

4 The Contractor shall provide means for accurately measuring settlement In falsework during placement of concrete, and shall provide a competent observer to observe and correct the settlement.

8

5

Chamfer exterior corners and edges of concrete receiving applied waterproofing membranes. 9 Unless otherwise indicated, provide 20x20 mm chamfer on all exposed corners and edges of concrete.

10 Form openings, chases, offsets, recesses, keyways, grooves, blocking, screeds, and bulkheads required in the work. Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, and other debris just before placi ng concrete. 11

12 Retighten forms end bracing before placing concrete, to p revent mortar leaks and maintain proper alignment.

13 Coat contact surfaces of forms with specified form release agent approved by the Engineer, according to the manufacturer's written instructions, before placing reinforcement Petrol oil m ay be used. Where it is required to use Internal ties and spacers, their type, spacing and use shall be to the approval of the Engineer. In no circumstances shall these ties protrude out of the finished concrete, all ties must be cut back into the structural concrete and the surface made good to satisfy the requirements of the minimum spacing and cover. 14

6.3.3.2

Falsework

Falsework and centering shall be designed to provide the necessary rigidity to support all vertical and horizontal loads placed upon it without settlement or deformation in excess of the permissible tolerance for the structure given in the Specifications. Falsework columns shall be supported on hardwood, concrete pads or metal bases If the underlying ground Is liable to sink under the column

5·20

Screw jacks, if used, shall be designed for use wit h a slenderness ratio not exceeding 60. The slenderness ratio shall be taken as the ratio of t he clear distance between effective bracing in both horizontal directions to the diameter of the screw jack measured at the root of the thread. The manufacturers' certificate showing the ultimate load capacity of the screw jack shall be submitted with the design calculations for the felsework. If directed by the Engineer, the Contract or shall furnish a test certifiCate carried out at an approved independent I aboratory.

6 Props and towers supporting forms or partially completed structures shall be interconnected in plan orthogonally at levels to be determined in the design. They shall also be interconnected by diagonal bracings in orthogonal vertical planes. 7 If the concrete is required to be post-tensioned in the field, the fatsework shall be designed to support any increased or readjusted loads caused by the prestressing forces.

5.3.3.3

Embedded Items

Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported by cast-in-place concrete. Follow tern plates, diagrams, instructions, and directions furnished with items to be embedded.

5.3.3.4

Removing and Reusing Forms

General: Formwork, for sides of beams, walls, columns, and similar parts of the work, that does not

SUltanate of Oman. Srllnlt _ •_rd _ _ _ _ _ _llaad __&_ e_ rid _- .;;. g~ _ C

support weight of concrete may be removed after cumulatively curing at not less than 10 deg.C for 24 hours after placing concrete provided concrete is hard enough to not be damaged by form-removal operations and provided curing and protection operations are maintained. 2 The Engineer shall be notified when the Contractor intends to remove any formwork at least 6 hours in advance i.

ii.

iii.

Leave formwork, for beam soffits, joists, slabs, and other structural elements that su ppons weight of concrete in place until concrete has achieved: At least 70 percent of 28-day design compressive strength but not less than 7 days after casting. Determine compressive strength of in-place concrete by testing representative field- or laboratory-cured test specimens according to ACI301. Remove forms only if shores have been arranged to permit removal of forms without loosening or disturbing shores.

3 Clean and repair surfaces of forms to be reused in the work. Split, frayed, delaminated, or otherw'se damaged form-facing material will not be acceptable for exposed surfaces. Apply new form release agent. When forms are reused, clean surfaces, remove fins and laitance, and tighten to close joints. Align and secure joints to avoid offsets. Do not use patched forms for exposed concrete surfaces unless approved by the Engineer.

5.3.3.5

Vapor Retarders

Vapor Retarder: Place, protect, and repair vapor retarder sheets according to ASTM E 1643 and manufacturer's written instructions. Cover with fine graded granular material or fill as specified in paragraphs 2 or3 below. 2 Fine-Graded Granular Material: Cover vapor retarder with fine-graded granular material, moisten, and compact with mechanical equipment to elevation tolerances of plus 0 mm or minus 20 mm. 3 Granular Fill: Cover vapor retarder with granular fill, moisten, and compact with mechanical equipment to elevation tolerances of plus 0 mm or minus 20 mm.

i.

Place and compact a 15 mm thick layer of finegraded granular material over granular fill.

4 Place vapor retarder/barrier sheeting in position with longest dimension parallel with direction of pour. Lap joints 150 mm and seal with manufacturer's recommended mastic or pressure-sensitive tape. Cover vapor retarder/barrier with sand cushion and compact to depth indicated.

5.3.3.6

Construction Joints

Follow the requirements of AASHTO LRFD Bridge Sub-Section 8.8 as Construction Specifications complemented herein. 2 Construct joints true to line with faces perpendicular to surface plane of concrete. 3 Construction joints shall be made only where specified in the contract documents, or shown in the pouring schedule, unless otherwise approved by the Engineer. 4 Unless otherwise specified in the contract documents. horizontal joints may be made without keys, and vertical joints shall be constructed with shear keys in accordance with AASHTO LRFD Bridge Construction Specifications Article 8. 8.2. 5 All construction joints shall be cleaned of surface laitance, curing compound, and other foreign materials before fresh concrete is placed against the surface of the joint. Abrasive blast or other approved methods shall be used to clean horizontal construction joints to the extent that clean aggregate is exposed. All construction joints shall be flushed with water and allowed to dry to a surface dry condition immediately prior to placing concrete. 6 Bonding and doweling to existing structures shall be as specified In AASHTO LRFD Bridge Construction Specifications Article 8.8.3. 7 The use of expanded metal or other perforated material is prohibited in construction joints. Place construction joints perpendicular to main 8 reinforcement. Continue reinforcement across construction joints except as indicated otherwise. Do not continue reinforcement through sides of strip placements. 9 Where needed. unscheduled, construction joints shall be placed as directed by the Engineer and, if directed, additional reinforcement steel dowels shall be placed across the joint. Such additional steel shall be furnished and placed at t he Contractor's expense. 10 Space vertical joints in walls as indicated, or as required by the Engineer. 11 Use a bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces. 12 Use epoxy-bonding adhesive at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces. 13 Waterstops/Re-injectable Hoses: Provide waterstops or re-injectable hoses in construction joints as indicated. Install waterstops to form a continuous diaphragm in each joint. Support and protect exposed waterstops during progress of work. •

5.3.3.7

Contraction and Expansion Joints

Follow the requirements of AASHTO LRFD Bridge Construction Specifications Sub-section 8.9 as complemented herein.

• 5-21 •

~ ~ M~nJ•trv or Trnnapan &

Cotnmunicat.one

~ OGRlT

~~«::Concrete and Concrete Struc tures

2 Expansion and contraction joints shall be constructed at the locations and in accordance with the details specified In the contract documents. Such joints include open joints, filled joints, joints sealed with sealants or waterstops, and joints with combinations of these features. 3 Contraction Joints in Stabs-on-Grade: Form weakened-plane contraction joints, sectioning concrete i nto areas as indicated. Construct contraction joints for a depth equal to at least one-fourth of concrete thickness, as follows: i.

Grooved Joints: Form conttaction joints after initial floating by grooving lind finishing each edge of joint to a radius of 3 mm. Repeat grooving of contraction joints after applying surface finishes. Eliminate groover tool marks on concrete surfaces. li Sawed Joints: Form contraction joints with power saws equipped wlth shatterproof abrasive or diamond-rimmed blades. Cut 3 mm wide joints into concrete when cutt!ng action will not tear, abrade, or otherwise damage surface and before concrete develops random contraction cracks.

Isolation Joints in slabs-on-grade: After removing 4 formwork, Install joint-filler strips at slab junctions with vertical surfaces, such as column pedestals, foundat ion walls, grade beams, and other locations, as indicated. i,

Extend joint-filler strips full width and depth of joint, terminating flush with finished concrete surface, unless otherwise indicated.

ii.

Terminate full-width joint-filler strips not less than 12 mm or more than 25 mm below finished concrete surface where joint sealants, are indicated. Install joint-filler strips in lengths as long as practicable. Where more than one length is required, lace or clip sections together.

iii.

Dowel Joints: Install dowel sleeves and dowels or 5 dowel bar and support assemblies at joints where Indicated.

i.

Use dowel sleeves or lubricate or asphalt-coat one-half of dowel length to prevent concrete bonding to one side of joint

6 Pourable sealants for placement along top edges of contraction or filled expansion joints shall be one of the following:

i.

Hot-poured sealants shall conform to ASTM 0 3406 (AASHTO M 282), except when the

sealant will be in contact with asphaltic material, it shall conform to AASHTO M 301 . ii.

5-22

Cold-poured sealant shall be silicone type, as specified in AASHTO LRFD Bridge Construction Specifications Article 8.9.2.4. The sealant shall be a one-part, low-modulus silicone rubber type w ith an ultimate elongation of 1200 percent.

iii.

6.3.3.8

Polyethylene foam strip, for use when shown in the contract documents, shall be of commercial quality with a continuous, impervious, glazed top surface, suitable for retaining the liquid sealant at the proper elevation in the joint while hardening. Waterstops

Install waterstops in accordance with AASHTO LRFD Bridge Construction Specifications Sub-section 8.9.3.4. Flexible Waterstops: Install in construction joints as 2 indicated to form a continuous diaphragm. Install in longest lengths practicable. Support and protect exposed waterstops during progress of work. Self-Expanding Strip Waterstops: Install in 3 construction joints and at other locations indicated, according to manufacturer's written instructions, bonding or mechanically fastening and firm ly pressing into place. klstaU in longest lengths practicable. 5.3.3.9

Concrete Placement

1 General: Comply with AASHTO LRFD Bridge Construction Specifications Sub-sections 8,6 and 8 ,7 as complemented herein for protection from environmental conditions during placing and curing and for handling and placement of concrete. 2 Concrete shall be handled, placed, and consolidated by methods that will not cause segregation of the mix and will result in a dense homogeneous concrete that is free of voids and rock pockets. The methods used shall not cause displacement of reinforcing steel or other materials to be embedded In the concrete. Concrete shall be placed and consolidated prior to initial set and in no case more than 1.5 hours after the water was added to the mix. Concrete shall not be re-tempered. 3 Inspection: Before placing concrete, inspect and complete formwork installation. reinforcing steel, and items to be embedded or cast in. Notil'y other trades to permit installation of their work. Concrete shall not be placed until the condition of the reinforcement, other embedded items, and the formwork has been inspected and approved by the Engineer. All mortar from previous placements. debris, and foreign materia l shall be removed from the forms and steel prior to commencing placement. The forms and subgrade shall be thoroughly moistened with water immediately before concrete is placed against them. Temporary form spreader devices may be left in place until concrete placement precludes their need, after which tney shall be removed. 4 Transportation: Concrete, after be'ng discharged from the mixer, shall be transported as rapidly as possible to its final position in the Work by agitator trucks, which shall prevent adulteration. segregation, loss of workability or contamination of the ingredients. The containers that convey the concrete shall be kept clean and free from hardened or partially hardened concrete.

Sulcunale of Oman, Stoncl&n:l 51"!~ roe>~ om for R~ & ~ridi;~ C4nJtruc:cia


t

Concrete for T-beam or deck girder spans whose depth is less than 1200 mm may be placed in one continuous operation or may be placed in two separate operations; first, to the top of the girder stems, end second, to completion. For T-beam or deck girder spans whose depth is 1200 mm or more, and unless the falsework is non-yielding, such concrete shall be placed in two operations, and at least five days shall elapse after placement of stems before the top deck slab is placed.

ii.

6 Do not add water to concrete during delivery, at Project site, or during placement, unless approved by the Engineer.

Concrete for box girders may be placed in two or three separate operations consisting of bottom slab, girder stems, and top slab. In either case, the bottom slab shall be placed first end, unless otherwise permitted by the Engineer. the top slab shall not be placed until the girder stems have been in place for at least five days.

7 Placement of concrete for each section of the structure shall be done continuously without interruption between planned construction or expansion joints. The delivery rate, placing sequence, and methods shall be such that fresh concrete is always placed and consolidated against previously placed concrete before initial set has occurred in the previously placed concrete.

12 Placement of Box Culverts: In general, the base slab or footings of box culverts shall be placed and allowed to set before the remainder of the culvert is constructed. For culverts whose wall height is 1500 mm or less, the sidewalls and top slab may be placed in one continuous operation. For higher culvert walls, the requirements for vert" cal members shall apply.

8 During and after placement of concrete. care shall be taken not to damage the concrete or break the bond with reinforcing steel. Workers shall not walk in fresh concrete Platforms for workers and equipment shall not be supported directly on any reinforcing steel. Once the concrete is set, forces shall not be applied to the forms or to reinforcing bars which project from the concrete until the concrete is of sufficient strength to resist damage.

13 Placement of Precast Elements: The sequence of placement for concrete in precast elements shall be such that sound, well-consolidated concrete that is free of settlement or shrinkage cracks is produced throughout the member.

I.

The addition of water at the point of discharge is prohibited and trucks shall have the water tank completely disconnected from the drum.

ii.

The use of chutes, spouts, skips and pumps shall be permitted if approval is obtained. Under no circumstances shall any aluminum pipe or other conveying equipment containing aluminum be allowed to contact fresh concrete when it is conveyed to its point of placement.

iii.

Method of pouring and pouring sequence shall be submitted by the Contractor to the Engineer's approval.

Concrete exposed to sa It or brackish water shall 5 follow the requirements of AASHTO LRFD Bridge Construction Specifications Sub-section B. 6.6.

9 Sequence of Placement: Whenever a concrete placement plan or schedule is specified or approved, the sequence of placement shall conform to the plan.

14 Placing Methods: Concrete shall be placed as nearly as possible in its final position, and the use of vibrators for extensive shifting of the weight lmass) of fresh concret e will not be permitted.

10 Placement of Vertical Members: Concrete for columns, substructure and cuI vert wa II s, and other similar vertical members shall be placed and allowed to set and settle for a period of time before concrete for integral horizontal members, such as caps, slabs, or footings, is placed. Such period shall be adequate to allow completion of settlement due to loss of bleed water end shell be not less than 12 h for vertical members over 4500 mm in height and not less than 30 min for members over 1500 mm but not over 4500 mm in height. When friction collars or fa lsework brackets are mounted on such vertica I members and unless otherwise approved, the vertical member shall have been in place at least seven days and shall have attained its specified strength before loads from horizontal members are applied 11 Placement of Superstructure: Unless otherwise permitted, no concrete shall be placed in the superstructure until substructure forms have been stripped sufficiently to determine the character of the supporting substructure concrete.

15

i.

Concrete shall be placed in ho rizonta I layers of a thickness not exceeding the capacity of the vibrator to consolidate the concrete and merge it with the previous I ift. In no case shall the depth of a lift exceed 600 mm. The rate of concrete placement shall not exceed that assumed for the design of the forms as corrected for the actual temperature of the concrete being placed.

ii.

When placing operations would involve dropping the concrete more than 1500 mm, the concrete shall be dropped through a tube fitted with a hopper head or through other approved devices, as necessary to prevent segregation of the mix and spattering of mortar on steel and forms above the elevation of the lift being placed.

Equipment: i.

AU equipment used to place concrete shall be of adequate capacity and designed and operated so es to prevent segregation of the mix or loss of mortar. Such equipment shall

•

~23

~~

Minl•trv of Trnnapart & Cornmunic.otlona

DGRL1

~~
ii.

Iii.

16

not cause vibrations that might damage the freshly placed concrete. No equipment shall have aluminum parts which come ln contact with the concrete. Between uses. the marta r coating inside of placing equipment which sets or dries out shall be cleaned from the equipment before use is resumed.

vii.

Chutes shall be lined with smooth watertight material and, when steep slopes are involved, shall be equipped with baff:es or reverses.

Vibration shall be supplemented by such spading as is necessary to ensure smooth surfaces and dense concrete along form surfaces and in corners and locations impossible to reach with the vibrators.

viii.

When approved by the Engineer, concrete for small noncritical elements may be consolidated by the use of suitable rods and spades.

Concrete pumps shall be operated such that a continuous stream of concrete without air pockets is produced. When pumping is completed, the concrete remaining in the pipeline, if it is to be used, shall be ejected in such a manner that mere will be no contamination of the concrete or separation of the ingredients.

degree that the concrete ceases to be plastic under vibration. Vibrators shall not be used to transport concrete in the forms.

17

Underwater Concreting: j,

Only concrete used in cofferdams to seal out water may be placed under water, unless otherwise specified in the contract documents or specifically approved by the Engineer.

ii.

If other than concrete class 50 or 60 is to be placed under water, the m inimum cement content of the mix shan be increased by ten percent to compensate for loss due to wash.

iii.

A tremie shall consist of a watertight tube having a diameter of not less than 250 mm and fitted with a hopper at the top. The tremies shall be supported so as to permit free movement of the discharge end over the entire top surface of the work end so as to permit rapid lowering when necessary to retard or stop the flow of concrete. The discharge end shall be sealed closed at the start of work so as to prevent water from entering the tube before the tube is filled with concrete.

Consolidation: l.

All concrete, except concrete placed under water and concrete otherwise exempt, shall be consolidated by mechanical vibration Immediately after placement.

li.

Except as noted herein, vibration shall be internal. External form vibrators may be used for thin sections when the forms have been designed for external vibration.

t ii.

Vibrators shall be of approved type and design and of a size appropriate fer the work. They shall be capable of transmitti ng vibration to the concrete at frequencies of not less than 75 Hz.

~v.

The Contractor shall provide a sufficient number of vibrators to properly compact each batch of concrete immediately after it is placed in the forms. The Contractor shall also have at least one spare vibrator immediately available in case of breakdown.

lv.

After placement has started, the tremie shall be kept full of concrete to the bottom of the hopper. If water enters the tube after pi acement is started, the tremie shall be withdrawn. the discharge end resealed. and the pi acement restarted.

v.

Vibrators shall be manipulated so as to thoroughly work the concrete around the reinforcement and embedded fixtures and into the corners and angles of the forms. Vibration shall be applied at the point of deposit and In the area of freshly deposited concrete. The vibrators shall be inserted and withdrawn out of the concrete slowly. The vibration shall be of sufficient duration and intensity to thoroughly consolidate the concrete but shall not be continued so as to cause segregation. Vibration shall not be continued at any one point to the extent that localized areas of grout are formed. Application of vibrators shall be at points uniformly spaced and not farther apart than 1.5 times the radius over which the vibration Is visibly effective.

v.

When a batch is dumped into the hopper. the flow of concrete shall be induced by slightly raising the discharge end, always keeping it in the deposited concrete. The flow shall be continuous until the work is completed. When cofferdam struts prevent lateral movement of trem:es, one tremie shall be used in each bay.

vi.

Concrete pumps used to place concrete under water shall include a device at the end of the discharge tube to seal out water while the tube is first being filled with concrete. Once the flow of concrete is started, the end of the discharge tube shall be kept full of concrete and below the surface of the deposited concrete until placement is completed.

6.3.3.10

Vibration shall not be applied either directly to, or through the reinforcement, or to sections or layers of concrete which have hardened to the

When hot weather conditions exist that would impair quality and strength of concrete, place concrete complying with ACI 305 and as specified.

vi.

s.:u

Hot-Weather Concreting

Sultonete of Orner


2 Cool ingredients before mixing to maintain concrete temperature at time of placement to below 25 deg C. Mixing water may be chilled or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water.

Hand-finishing methods may be used if approved by the Engineer for short bridges 15 m or less in length or for irregu Ia r areas where the use of a machine would be impractical.

3 Concrete temperature shall not exceed 32 degree C and the temperature differential shall not exceed 25 degree C. 4 No concreting operation shall be carried out at ambient temperature of 40 deg. Cor more. 5 For bridge decks that are located over or adjacent to salt water the maximum temperature of the concrete at time of placement shall be 27 deg. C. 6 Cover reinforcing steel with water-soaked burlap if it becomes too hot, so that steel temperature will not exceed the ambient air temperature immediately before embedding in concrete. 7 Fog spray forms, reinforcing steel, and subgrade just before placing concrete. Keep subgrade moisture uniform without puddles or dry areas. B Use water-reducing retarding admixture when required by high temperatures, low humidity, or other adverse placing conditions, as acceptable to the Engineer. Shade mixing plant and trucks, aggregates, water 9 tank, and cement silo. 10 Paint the mixing plant, trucks, water tank, and cement silo with white or reflective paint 11

Insulate the water tank and supply piping.

12 Protect concrete during pouring, and formwork, from direct sunlight by use of shades and keep shades in position for 7 days from time of pouring, . 13 Concrete placing shall be completed as quickly as possible to reduce transit time. 14 Curing of exposed concreta shall be immediately carried out. 6.3.3.11

Finishing Plastic Concrete

General: Unless otherwise specified in the contract documents. after concrete has been consoli datad and prior to the application of cure, all surfaces of concrete that are not placed against forms shall be struck-off to the planned elevation or slope and the surface finished by floating with a wooden float sufficiently to seal the surface. While the concrete is still in a workable state, all construction and expansion joints shall be carefully tooled with an edger. Joint filler shall be left exposed. 2 Roadway Surface Finish: All bridge decks. approach slabs, and other concrete surfaces for use by traffic shall be finished to a smooth skid-resistant surface in accordance with AASHTO LRFD Bridge Construction Specifications Sub-section 8.10.2 for the following sequence of operations: i.

Striking-off and floating, Article 8.10.2.1. Bridge decks or top slabs of structures serving as finished pavements shell be finished using approved power-driven finishing machines.

ii.

Straightedging. Sub-section 8.1 0.2.2.

i'i.

Texturing, Sub-section 8.10 2.3

iv.

Surface testing and correction, Sub-section 8.10.2.4.

Pedestrian Walkway Surface Finish: comply with 3 AASHTO LRFD Bridge Construction Specifications Sub· section 8 10.3. 4 Troweled and Brushed Finish: comply with AASHTO LRFD Bridge Construction Specifications Sub-section 8.104. 5 Surface under Bearings: comply with AASHTO LRFD Bridge Construction Specifications Sub-section 8.10.5. 6.3.3.12

Curing Concrete

All newly placed concrete shall be cured so as to prevent loss of water by use of one or more of the methods specified in AASHTO LRFD Bridge Construction Specifications Sub-section 8.11. Unless otherwise specified in the contract documents, curing shall commence immediately after the free water has left the surface and finishing operations are completed. If the surface of the concrete begins to dry before the selected curing method can be applied, the surface of the concrete shall be kept moist by a fog spray applied so as not to damage the surface. 2 Curing shall continue uninterrupted for seven days except for when pouolans in excess of ten percent, by weight (massl, of the Portland cement are used in the mix. When such pouolans are used, the curing period shall be ten days. 3 For other than top slabs of structures serving as finished pavements, the above curing periods may be reduced and curing terminated when test cylinders cured under the same conditions as the structure Indicate that concrete strengths of at least 70 percent of that specified have been reached but not In any case less than 3 days. 4 When directed by the Engineer during periods of hot weather, water shall be applied to concrete surfaces being cured by the liquid membrane method or by the forms-inplace method. until the Engineer determines that a cooling affect is no longer required. Such application of water will be paid for as extra work. 5

Methods: i.

Forms-in Place Method: Formed surfaces of concrete may be cured by retaining the forms in place for the required time without loosening.

ii.

Water Method: Concrete surface shall be kept continuously wet by ponding, spraying, or covering with absorptive materials that are kept continuously and thoroughly wet.

5-25

~ ~

Mini•trv of TrnnapOtt &

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~ ~<::concrete and Concrete Structures

iii.

iv.

v.

Liquid Membrane Curing Compound Method: The liquid membrane method shall not be used on surfaces where a rubbed finish is required or on surfaces of construction joints unless it is removed by sand blasting prior to placement of concrete against the joint. Type 2, white pigmented, liquid membranes may be used only on the surfaces of bridge decks. on surfaces that will not be exposed to view in the completed work, or on surfaces where their use has been approved by the Engineer. Details of the application are set in AASHTO LRFD Bridge Construction Specific;~tions Sub· section 8.11 .3.3.

Formed Finishes

2 Class F2. Formwor1c: shall be lined with a material approved by the Englneer to provide a smooth finish of uniform appearance. This material shall leave no stain on the concrete and shall be so joined and fixed to its backing so that it imparts no blemishes. It sh11ll be of the same type and obtained from only one source for any one structure. The Contractor shall make good any imperfections in the finish as directed by the Engineer. Internal t ies and embedded metal parts will not be permitted unless otherwise approved by the Engineer. Class F3. I rregularities in the finish shall be no greater than those resulting from the use of wrought thick square edged boards arranged in a uniform pattern. The finish is intended to be left as struck. Imperfections such

$·2.6

5 Permanently exposed concrete surfaces to classes F1, F2 and F3 finish shall be protected from rust marks and stains of aU kinds. Internal ties and embedded metal parts will not be permitted. 5.3.3.14

Tolerances

In-Situ Construction i.

Length: The horizontal and vertical dimensions of in-situ concrete members, but not crosssections. shall be within the following tolerances:

Lenathlmml

Tolerancalmml

Up to 3000

:1:3

3001-4500

:1:6

Vertical lirtes out of plane :1: 5 + (1 for every 3000 out of true line)

il.

Steam or Radiant·Heat Curing Method: This method may be used only for precast concrete members manufactured in established plants. Details of the application are set in AASHTO LRFD Bridge Construction Specifications Subsectlon 8.11.3.5.

Class F1 . This class of surface finish denotes a special finish required from aesthetic considerations as stated in the Special Specification.

3

4 Class F4. No special requirements. To be used ln the earth-face or below ground structures if no waterproofing membrane will be applied.

Waterproof Cover Method: This method shall consi st of covering the surface with a waterproof sheet material so as to prevent moisture loss from the concrete. This method may be used only when the covering can be to prevent secured adequately moisture loss. Details of the application are set in AASHTO LRFD Bridge Construction Specifications Sub-section 8. 11 ,3.4.

6 Bri dge Decks; The top surfaces of bridge decks shall be cured by a combination of the liquid membrane curing compound method and the water method. The liquid membrane shall be Type 2, white pigmented, and shall be applied from finishing bridges progressively and immediately after finishing operations are complete on each portion of the deck. The water cure shall be applied not later than 4 h alter completion of deck finishing or, for portions of the decks on which finishing is completed. 5.3.3.13

as fins and surface discoloration shall, however, be made good as and when required by the Engineer,

Cross-Section: Slab and wall thicknesses and the cross sectional dimensions of beams, columns, piers etc.. shall be within the following tolerances:

Member Dimensions lmml

:1:6

501 -750

:1: 10

Additional for every subsequent 100mm 2

Tolerance lmml

Up to 500

±1mm

Precast Construction i.

Length: The horizontal and vertical dimensions of members. but not cross-sections, shall be within the following tolerances:

Langth (mml

Toleranca(mml

Up to 3000

±2

3000 and over

:1:5

ii,

Cross-Section: Slab and wall thicknesses and the cross-sectional dimensions of beams, columns. piers etc., shall be within the following tolerances:

Member Dlmenalons lmm)

Tolerance lmml

Up to 500

:1:6

501-750

:1:9

Additional for every subsequent 250mm

±3mm

3 Squareness: For in·situ and precast construction the tolerance between the short side and tl\e long side shall be within the following limits: Member Size (mm)

Tolerance (mm)

Up to 3000

:1:3

3000 end over

:1:6


4 Straightness: For in-situ and precast construction the straightness or bow, defined as deviation from the intended line, shall be within the following tolerances: Member Length lmm)

Tolerances lmm)

Up~~oo

~3

3000 and over

~6

5 Alignment: The alignment of members shall be within the following tolerances: Columns and piers.

t :400 of column or pier length.

Others.

1:600 of length

6 Flatness: The flatness of a surface, measured with a straight edge of 1.5 meter, shall be not greater than 6 mm at any point. 7 Twist: Twist, measured as the deviations of any corner from the plane containing the other three corners, shall be within the following limits: Member Length lmm)

Toletancelmm)

Up to 6000

~

6

Above6000

~

12

5.3.4

Method of Measurement, Basis of Payment and Bill of Quantities

No separate items are measured or included in the Sill of Quantities for any part of Sub-section 5.3 and no separate payment wilt be made therefore. The costs are deemed to be covered in the rates and prices In the Sill of Quantities for Sub-sections 5.1 and 5.2.

5.4


5.4.1

Description

5.4.1.1

Scope

This Sub-section specifies the requirements for prestressing precast or cast-in-situ concrete by furnishing, placing, and tensioning of prestressing steel. It includes prestressing by either the pre-tensioning or post· tensioning methods or by a combination of these methods. 2 This work includes furnishing and installation of any appurtenant items necessary for the particular prestressing system to be used, including but not limited to ducts, anchorage assemblies. and grout used for pressure grouting ducts.

5.4.1.2

3 Pretensioning: The process when the prestressing steel is tensioned against independent anchorages before the concrete is placed round it. The prestressing strand or tendons are stressed prior to casting the concrete. After the concrete has attained the required strength, the prestressing force is released from the external anchorages and transferred, by bond, Into the concrete. 4 Combined Method: Part of the reinforcement is pretensioned and part post-tensioned.

5 Cable end Tendon: Cable and tendon both refer to a bundle of prestressing steel of the same type and size bundled together to be contained within a duct and stressed, individually or collectively, from the same anchorage. 6 Prestressing System: A proprietary system of applying prestress and includes anchorages, couplers and jacks but does not necessarily include prestressing steel and cable ducts. 5.4.1.3

References

American Association of State Transportation Officials (AASHTO):

2 Post·Tensioning: The process when the prestressing steel is tensioned after the concrete has hardened. The tendons are installed in voids or ducts within the concrete and are stressed and anchored against the concrete after the development of the required concrete strength. As a final operation under this method, the voids or ducts are pressure-grouted.

and

AASHTO 2008

AASHTO LRFD Bridge Construction Specifications, 2nd Edition, 2004, 2008 Interim Revisions.

AASHT02008

AASHTO LRFD Bridge Design specifications, 3rd Edition, 2004, 2008 Interim Revisions.

AASHTO 1999

Guide Specifications for Design and Construction of Segmental Concrete Bridges, 2nd Edition.

2

American Society for Testing and Materials (ASTMI:

ASTM A 416/A 416 M Specification for Steel Strand, Uncoated Seven-Wire for Prestressed Concrete [AASHTO M 203). ASTM A 421/A 421 M Specification for Uncoated Stress-Relieved Steel wi re for Prestressed Concrete (AASHTO M 204). ASTM A 7221 A 722 M Specification for Uncoated High-Strength Steel Bars for Prestressing Concrete IAASHTO M 275). ASTM C939

Test Method for Flow of Grout for Preplaced-Aggregate Concrete [Flow Cone Method).

ASTM C940

Test Method for Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate Concrete in the Laboratory.

ASTM C1202

Test Method for Electrical Indication of concrete's Ability to Resist Chloride ion Penetration (AASHTO T 2n1

Definitions

Prestressing Steel: Steel wire, strand or bars used for prestressing of concrete.

Highway

3

British Standards:

BS4447

Specification for the Performance of Prestressing Anchorages for PostTensioned Construction

S-27

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BS EN 5896

5.4.1.4

Specification for High Tensile Steel Wire and Strand for the Prestressing of Concrete.

Enginaer and correcti on by the Contractor of the drawings without delaying the work.

iv.

Shop drawings for post·tensioning and other embedments, such as expansion joints, bearings, and anchor bolts submitted by suppliers shall be reviewed and approved by the Engineer for conformance with the design concept and compliance with the design drawings and Specifications.

v.

Where contract-document information on post· tensioning systems is modified by the Contractor, or where contract drawings do not provide detailed dimensional information on the post. tens'oning system, it is the Contractors responsibility to coordinate the placement of the post-tensioning system with other embedments, and to correct any Interferences created by the Contractor· suppl ied prestressing system or other substitutions. The post-tensioning layout shall govern the I ayout of the secondary nonprestressed reinforcement. Where necessary, location of nonpre-stressed reinforcement should be adj usted to clear tendons, subject to the approval of the Engi neer.

Submittals

Design:

i.

i~

2

Where the design for the prestressing work is not fully detailed in the contract documents, the Contractor shall determine the details or type of prestressing system for use and select materials and details conforming to this Specification as needed to satisfy the prestressing requirements specified. The system selected shall provide the magnitude and distribution of pre·stressi ng force and ultimate strength required by the contract documents without exceeding allowable temporary stresses. Unless otherwise shown in the contrtct documents, all design procedures, coefficients and allowable stresses, friction, and prestress losses. as well as tendon spacing and clearances, shall be In accordance with either or both the AASHTO LRFD Bridge Design Specifications.

Working Drawings and Shop Drawings i.

Where the contract documents do not include complete details for a prestressing system and its method of installation, or where comp!ete details are provided in the contract documents and the Contractor wishes t o propose any change, the Contractor shall prepare and submit to the Engineer working drawings of the prestressing system proposed for use. Fabrication or installation of prestressing material shall not begin until the Engineer has approved the drawings.

ii.

The working drawings of the prestressing system shall show complete details and substantiating calculations of the method, materials, and equipment the Contractor proposes to use in the prestressing operations, including any additions or rearrangement of reinforcing steel and any revision in concrete dimensions from t hat specified in the contract documents. Such details shall outline the method and sequence of stressing and shall include complete specifications and details of the prestressing steel and anchoring devices, working stresses, anchoring stresses, tendon elongations, type of ducts, and all other data pertaining to the prestressing operation, including the proposed arrangement of the prestressing steel in the members.

ilL

S·28

Working drawings shall be submitted sufficient ly in advance of the start of the affected work to allow time for review by the

lntegi'Bted Drawings: Where required by the contract 3 documents, i n addition to all required working drawings, the Contractor shall prepare composite pl aci ng drawings to scele and in sufficient detail to show the relative positions of all items that are to be embedded i n t he concrete, and their embedment depth, for the portions of the structure that ere to be prestressed. Such embedded items shall i nclude the prestressing ducts, vents, anchorage reinforcement and hardware, reinforcing steel, anchor bolts, earthquake restrainers, deck joint seal assembli es, drainage systems, utility conduits, and other such items. Such drawings shall be i n sufficient detail to confirm that there will be no conflict between the planned positions of any embedded items and that concrete cover will be adequate. 4 Material Certificates: Signed by manufacturers and contractor certifying that each of the following items complies with specified requirements: i.

Prestressing steel

ii.

Prestressing system.

iii.

Records for the anchorage device accepts nee test as specified in AASHTO LRFD Bridge Coostruction Specificati ons Article 10.3.2 3.12.

5.4.2

Materials

6.4.2.1

Concrete

Concrete for prestressed const ruction shall be produced and supplied in accordance with the relevant requi rements of Section 5.1 ~cQI\crete Materials and M ixes•.

Sultr>nntll of Oman Slandar1 5!'1'Cifoations 101' ~ & Bridge Con,tructia


5.4.2.2

Reinforcing Steel

Non-prestressed reinforcing steel shall be supplied, cut, bent and fixed in accordance with the relevant requirements of Section 5.2 "Reinforcing Steel".

5.4.2.3

Prestressing Steel

Steel Wire: Steel wire shall comply with ASTM A 421/A 421 M (AASHTO M 2041. or with BS 5896. 2 Stress-Relieved Seven·Wire Strand: Stress·Relieved Seven-Wire Strand shall comply with ASTM A 416/A416 M low relaxation [AASHTO M 203) or with BS 5896 low rela)(ation. 3 High Tensile Steel Bar; High tensile steel bars for prestressed concrete shell comply with ASTM A 722/A 722 M (AASHTO M 275) or with BS 4486.

5.4,2,4

Post-Tensioning Anchorages and Couplers

Post·tensioning anchorages and couplers shall be In accordance with the requirements of AASHTO LRFO Bridge Construction Specifications Article 10.3.2. 2 Prestressing components, such as cable ducts, a nchoreges and couplers, shall be of approved types suitable for types of cables and bars used.

3 All anchorages and couplers shall develop at least 96 percent of the actual ultimate strength of the prestressing steel, when tested in an unbonded state, without exceeding anticipated set 4 The coupling of tendons sha~ l not reduce the elongation at rupture below the requirements of the tendon itself. Couplers and/or coupler components shell be enclosed in housings long enough to permit the necessary movements. Couplers for tendons shall be used only at locations specifically indicated in the contract documents and/or approved by the Engineer. Couplers shall not be used at points of sharp tendon curvature 5 If the Engineer Is not satisfied with the testing certificates submitted for the prestressing system, he may request post-tensioning anchorages and couplers to be tested in accordance with AASHTO LRFD Bridge Construction Specifications Article 10.3.2 at no extra cost.

5.4.2.5

Epoq·Bonding Agents for Precast Segmental Construction

Epoq bonding agents for match cast joints shall be thermosetting 100 percent solid compositions that do not contain solvent or any nonreactive organic ingredient except for pigments required for coloring. Epoxy bonding agents shall be of two components, a resin and a hardener. The two components shall be distinctly pigmented, so that mixing produces a third color similar to the concrete in the segments to be joined, and shall be packaged in preportioned, labeled, ready-to-use containers. 2 Epoxy bonding agents shall be insensitive to damp conditions during application and, after curing, shall exhibit high bonding strength to cured concrete, good water resistivity, low creep characteristics, and tensile

strength greater than the concrete. In addition, the epoxy bonding agents shall function as a lubricant during the joining of the match cast segments, as a filler to accurately match the surface of the segments being joined, and as a durable, watertight bond at the joint. 3 The physical, chemical and mechanical properties of epoxy bonding agents shall satisfy the recommendations of the AASHTO LRFD Bridge Design Specifications or the Federation lnternationale de Ia Precontrai nte (FI PI "Proposals for a standard for acceptance tests and verifications of epoxy bonding agents for segmental construction".

5.4.3


5.4.3.1

Placement of Ducts

Ducts shall be rigidly supported at the proper locations In the forms by ties to reinforcing steel which are adequate to prevent displacement during concrete placement Supplementary support bars shall be used where needed to maintain proper alignment of the duct. Hold·down ties to the forms shall be used when the buoyancy of the ducts in the fluid concrete would lift the reinforcing steel.

2 Polyethylene duct and metal duct for longitudinal or transverse post-tensioning in the flanges shall be supported at Intervals not to exceed 600 mm. Polyethylene duct in webs for longitudinal post-tensioning shall be tied to stirrups at intervals not to exceed 600 mm, and metal duct for longitudinal post·tensioning in webs shall be tied to stirrups at intervals not to exceed 1200 mm. 3 Joints between sections of duct shall be coupled with positive connections which do not result in engle changes at the joints and will prevent the intrusion of cement paste. Joints in adjacent ducts shell be staggered by at least 300 mm. 4 After placing of ducts, and reinforcement and forming is complete, an inspection shall be made to locate possible duct damage. All unintentional holes or openings in the duct shall be repaired prior to concrete placing. 5 Grout openings and vents shall be securely anchored to the duct and to either the forms or to reinforcing steel to prevent displacement during concrete-placing operations. 6 After installation in the forms, the ends of ducts shall at all times be sealed as necessary to prevent the entry of water or debris. 7 Where members are made up of precast units stressed together, the ducts in the joints between the units shall be in perfect alignment and joined securely so as to allow unimpeded cable threading and pulling and prevent the ingress of the epoxy mortar used for gluing the several units together before stressing. Details of such joints shall first be approved by the Engineer. The tolerance in the location of the sheath shall be plus or minus 3 mm. 8

Additionally the following shall apply:

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i.

Entrance and exit angles of tendon paths at anchorages and/or at faces of concrete shall be within ± 3 degrees of desired angle measured in any direction and any deviations in the alignment are accomplished with smooth transitions without any kinks.

ii.

Angle changes at duct joints shall not be greater than ±3 degrees in any direction and must be accomplished with smooth transitions without any kinks.

iii.

Locate anchorages within ± 3 mm of desired position laterally and ±25 mm along the tendon except that minimum cover requirements shall be maintained.

iv.

Position anchorage confinement reinforcement in the form of spirals, multip:e U·shaped bars or links to be properly centered around the duct and to start within 12 mm of the back of the main anchor plate.

v.

If conflicts exist between the reinforcement and post-tensioning duct, position the post· tensioning duct and adjust the reinforcement locally with the Engineer's approval.

pressurize t he tendon t o 345 kPa and lock.off the outside air source. Record pressure loss for 1 mi nute. A pressure loss of 170 kPa is acceptable for tendons having a length of equal to or less than 45 m and a pressure loss of 100 kPa Is acceptable for tendons longer than 45 m. If the pressure loss exceeds the allowable, repai r the leaking connections using methods approved by the Engineer and re--test. 13 The ends of all ducts shall be sealed and protected until tile tendon is threaded through and t he stressing operations are commenced. Where tendons i n sheaths or sheath on its own are left exposed to atmosphere, rust inhi bitors shaU be used as per the maker' s specification to prevent rusting and corrosion of t he Inside of sheaths. They shal be flushed with clean water before the tendons are grouted. The Contractor is responsible for carrying out these measures at his own expense

6.4.3.2 1

9 Ducts shall be kept free of any maner detrimental to the bond between the sheath and the grout and. except for material sealing a sheath joint, between the sheath and the concrete 10 All ducts for continuous structures shall be supplied with outlets at the high and low points of the duct profile, except where the profile changes are small, as ln continuous slabs, and at additional locations as specified in lhe contract documents. Low-point outlets shall remain open until grouting is started. 11 Upon completion of concrete placement, the Contractor shall prove that the post-t ensioning ducts are free and clear of any obstructions or damage and are able to accept the intended post-tensioning tendons by passing a torpedo through the ducts. The torpedo shall have the same cross-sectional shape as the duct. and 6 mm smaller a1J around than the clear nominal inside dimensions of the duct. No deductions shall be made to the torpedo section dimensions for tolerances aDowed in the manufacture or fixing of the ducts. For straight ducts. a torpedo at least 600 mm long shall be used. For curved ducts, the length shall be determined so that when both ends touch the outermost wall of the duct. the torpedo is 6 mm clear of the innermost wall. If tile torpedo will not travel completely through the duct, the Engineer shal I reject the member, unless a workable repair can be made to clear the duct. to the satisfaction of the Engineer. Upon completion of the repairs, the torpedo shall pass through the duct easily, by hand, without resorting to excessive effort or mechanical assistance. 12 Before stressing and grouting internal or external tendons, l nstal.l all grout caps. inlets and outlets and test the tendon with compressed air to determine if duct connections require repair. In the presence of the Engineer,

5·30

2

3

Placement of Prestressing Steel

General: L

All wlres or strands stressed at the same time shall be taken from the same parcel. Each cable shell be tagged with its number and the coil number of the steel used.

ii.

Tendons shah not be welded within the length to bo tensi oned and, unless other methods of cuning are approved by the Engineer, tendons shall be sawn or cropped using an abrasive disc: cutter.

iii.

Tendons sha~ be built into the work strictly in accordance with the system which is being employed.

lv.

Tendons shall not be kinked or twisted and Individual wi res or strands shall be readily identifiable at each of the members No strand which has become unravelled shall be used in the work.

Placement for Pretensioning: I.

Prestressing steel shall be accurate:y installed in the forms and held In place by the stressing jack or temporary anchors and, when tendons are to be draped, by hold· down devices. The hold-down devices used at aMpoints of change In slope of tendon trajectory shall be of an approved low-friction type,

ii.

Prestressing steel shall not be removed from its protective packaging until i mmediately prior to installation In the forms and placement of conc:rete. Openings i n the packagi ng shall be resealed as necessary to protect the unused steel. While exposed. the steel shall be protected as needed to prevent corrosion.

Placement for Post· Tensioning: l.

All prestressing steel preassembled in ducts and installed prior to the placement of concrete shall be accurately placed and held in position during concrete placement

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When the prestressing steel is installed after the concrete has been placed, the Contractor shall demonstrate to the satisfaction of the Engineer that the ducts are free of water and debris immediately prior to installation of the steel. The total number of strands in an individual tendon may be pulled into the duct as a unit, or the individual strand may be pulled or pushed through the duct.

iv.

When steam curing is used, unless anchorage systems mandate its Installation, steel for post· tensioning shall not be installed until the steam curing is completed.

v.

Such tendons shall be protected against corrosion by means of a corrosion inhibitor placed in the ducts or on the steel, or shall be stressed and grouted within seven days after steam curing.

i~ .

Anchorage devices or block·out templates for anchorages shall be set and held so that their axis coincides with the axis of the tendon and anchor plates are normal in all directions to the tendon.

vi.

iv.

The prestressing steel shall be distributed so that the force in each girder stem is equal or as required by the contract documents, e)(cept as provided herein .

Whenever electric welding is performed on or near members containing prestressing steel, the welding ground shall be attached directly to the steel being welded. All prestressing steel and hardware shall be protected from weld spatter or other damage.

ii.

v.

4

For box girders with more than two girder stems, at the Contractor's option, the prestressing force may vary up to five percent from the theoretical required force per girder stem provided the required total force in the superstructure is obtai ned and the force is distributed symmetrically about the centerline of the typ:cal section.

Protection of Steel after Installation: i.

fi.

Prestressing steel used In post tensioned concrete members that is not grouted within the time limit specified below, shall be continuously protected against rust or other corrosion by means of a corrosion inhibitor placed in the ducts or directly applied to the steel. The prestressing steel shall be so protected until grouted or encased in concrete. Prestressing steel installed and tensioned in members after placing and curing of the concrete and grouted within the time limit specified below will not require the use of a corrosion inhibitor described herein and rust which may form during the interval between tendon installation and grouting will not be cause for rejection of the steel. The permissible interval between tendon installation and grouting without use of a corrosion inhibitor for various exposure conditions shall be taken as follows: Very Damp Atmosphere or over saltwater (Humidity> 70 percent) 7 days Moderate Atmosphere (Humidity from 40 percent to 70 percent) 15 days Very Dry Atmosphere (Humidity < 40 percent) 20 days

iii.

After tendons are placed in ducts, the openings at the ends of the ducts shall be sealed to prevent entry of moisture.

5.4.3.3

Placement of Anchorages

The Contractor is responsible for the proper placement of all materials according to the design documents of the Engi near and the requirements stipulated by the anchorage device supplier. The Contractor shall exercise all due care and attention in the placement of anchorage hardware, reinforcement, concrete and consolidation of concrete in anchorage zones. 2 Modifications to the local zone details verified under provisions of AASHTO LRFD Bridge Design Specifications Article 5.10.9.7.3 and AASHTO LRFD Bridge Construction Specifications Article 10.3.2.3, 'Special Anchorage Device Acceptance Test', shall be approved by both the Engineer and the anchorage device supplier.

5.4.3.4

Identification and Testing

All wire, strand, or bars to be shipped to the site shall be assigned a (ot number and tagged for identification purposes. Anchorage assemblies to be shipped shall be likewise identified. 2 Before approval, at least two samples of the prestressing steel shall be tested at the Contractor's expense, at an approved independent laboratory for chemical composition. mechanical strength, relaxation and physical characteristics. 3 Subsequently, each lot of wire or bars and each reel of strand reinforcement shall be accompanied by a manufacturer's certificate of compliance, a mill certificate, and a test report. The mill certificate and test report shall include: i.

Chemical composition (not required for strand),

ii.

Cross-sectional area,

iii.

Yield and ultimate strengths,

iv.

Elongation at rupture,

v.

Modulus of elasticity, and

vi.

Stress strain curve for the actual prestressing steel intended for use.

All values certified shall be based on test values and nominal sectional areas of the material being certified

!5-31 •

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Concrete Structures

4 The Contractor shall furnish to the Englneer for verification testing samples sele<:ted at random from each lot as follows. The actual strength of the prestressing steel shall not be less than specified by the applicable ASTM Standard stated in Paragraph 5.4.2.3. i.

Pretensioning Tendons: one sample at least 1500 mm long shall be furnished il'l accordance with the requirements of Sub-Sectiol'l 9.1 of ASTM A416/A 416M.

i~

Post·Tensloning Tendons: for 20 tonnes, or portion thereof, lot of material used in the work; For wires not requiring heading: sufficient length to make up one parallel-lay cable 1500 mm long consisting of the same number of wires as the cable to be furnished.

type peckaglng material, or when permitted by the Engineer. may be applied directly to the steel. Packaging or forms damaged from any cause shall be immediately replaced or restored to original condition. 3 The shipping package or form sl!all be clearly marked with a statement that the package contains high-strength prestressing steel, and the type of corrosion lnh ibitor used, including the date packaged. All anchorages, end fittings, couplers, and exposed 4 tendons, which will not be encased in concrete or grout in the completed work, shall be permanently protected against corrosion. 5

For strand to be furnished with linings: 1500 mm between near ends of fittings.

Corrosion Inhibitor:

I.

The corrosion inhibitor shall have no deleterious effe<:t on the steel or concrete or bond strength of steel to concrete or grout.

ii.

Corrosion inhibitor shall consist of a vapor phase inhib;tor (VPI) powder conforming to the provisions of Federal Specification MIL·P· 3420F·87 or as otherwise approved by the Engineer.

iii.

When approved, water soluble oil may be used on tendons as a corrosion inhibitor.

For bars to be furnished with threoded ends and nuts: 1500 mm between threads at ends.

5

Anchorages: I.

li.

Before approval, at least two anchoreges shell be test ed at the Col'ltractor's expense, at an approved laboratory to BS 4447. Subsequently, the Engineer may require additional samples, selected at random from materials on site, to be similarly tested. For each anchorage type used in the Works, t he characteristic value of anchorage efficiency, determined in accordance with BS 4447, shall be not less than 90%.

6 For prestressing systems previously tested and approved on projects having the same tendon configurstion. the Engineer may waive t he anchorage testing.

6.4.3.6

Ducts formed by sheath left in place shall be a type t hat w ill not permit the intrusion of cement paste. They shall transfer bond stresses as required and shall retain shape under the weight (mass) of the concrete and shall have sufficient st rength to maintain their correct alignment without visible wobble during placement of concrete. 2

7 Epoxy Bonding Agel'lls: Epoxy bonding agents shall be tested for and satisfy t he requirements of all the tests listed i n the recommendations of FIP "Proposal for a standard for acceptance tests and verification of epoxy bonding agents for segmental construction".

5.4.3.5

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Metal Ducts: i.

Sheathing for ducts shall be metal. except as provided herein. Such ducts shall be galvanized ferrous met al and shall be fabricated with either welded or interlocked seams. Galvanizing of welded seams wiD not be required.

ii.

Rigid ducts shall hava smooth inner walls and shall be capable of being curved to t he proper configuration without crimping or flattening.

iii.

Semi-rigid ducts shall be corrugated and, when tendons ara to be inserted after the concrete has been placed, their m inimum wall thickness shall be as follows: 0.45 mm for ducts less than or equal to 65 mm diameter 0.60 mm for ducts greater than 65 mm diameter.

iv.

When bar tendons 11re preassembled with such ducts, t he duct thickness shaU not be less than 0.25mm.

Protection of Prestressing Steel

All prestressing steel shall be protected agai nst physical damage and rust or other results of corrosion at all t imes from manufacture to grouting. Presuessing steel shall also be free of deleterious material such as grease, oil, wax or paint. Prestressing steel that has sustained physical damage at any time shall be rejected. The development of pitting or other results of corrosion, ot her than rust stain, shall be cause for reje<:tion. 2 Prestressing steel shall be packaged in containers or shipping forms for the protection of the strand against physical damage and corrosion during shipping and st orage. A corrosion inhibitor which prevents rust or other results of coll'osion shall be placed in the package or form, or shalt be incorporated In a corrosion inhibitor carrier-

Duct s

3

Plastic Ducts:

I.

For locations In saltwater environment, plast ic duct mat erial shall be considered and is recommended.

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ii.

Corrugated plastic duct to be completely embedded In concrete shall be constructed from either polyethylene or polypropylene. The minimum acceptable radius of curvature shall be established by the duct supplier according to standard test methods. The duct shall have a thickness as below: Duct Shape Flat

Duct Diameter

Duct Thickness

in millimeters

in millimeters

any size

2.0

Round

23

2.0

Round

60

2.0

Round

75

2.5

Round

85

2.5

Round

100

3.0

Round

115

3.5

Round

130

4.0

Round

145

4.0

iii.

Ducts shall have a white coating on the outside or shall be of white material with ultraviolet stabilizers added.

iv.

Polyethylene duct shall be fabricated from resins maeting or exceeding the requirements of ASTM D 3350 with a cell classification of 345464A.

v.

Polypropylene duct shall be fabricated from resins meeting or exceeding the requirements of ASTM D 4101 with a cell classification range of PP0340B14541to PP0340B67884.

vi.

Use resin containing antioxidant(s) with a minimum Oxidation Induction Time (OITJ according to ASTM D 3895 of not less than 20 minutes. The OIT test shall be performed on samples taken from the finished product.

vii.

Rigid smooth black polyethylene ducts for use where the tendon Is not embedded in concrete shall be rigid pipe manufactured from 100 percent virgin polyethylene resin meeting the requirements of ASTM D 3350 with a minimum cell class of 344464C. A resin containing antioxidant(s) with a minimum oxidation induction time (OIT) according to ASTM D 3895 of not less than 40 min shall be used. The DIT test shall be performed on samples taken from the finished product. The duct shall be manufactured with a dimensional ratio (DRI of 17.0 as established by either ASTM D 3350 or ASTM F 714 as appropriate for the manufacturing process used.

4 Duct Area: The provisions of AASHTO LRFD Bridge Design Specifications, Article 5.4.6.2, 'Size of Ducts,' shall apply. 5

Duct Fittings:

i.

Coupling and transition linings for ducts formed by sheathing shall be of either ferrous

or metal polyolefin (polyethylene polypropylene), and shall be air and watertight and of sufficient strength to prevent distortion or displacement of the ducts during concrete placement and/or tendon grouting. ii.

All ducts or anchorage assemblies shall be provided with pipes or other suitable connections at each end of the duct for the injection of grout after prestressing. As specified in Article 5.4.3.l(10), ducts shall also be provided with ports for venting or grouting at high points and for draining at intermediate low points.

iii.

Vent and drain pipes shall be at least 20 mm diameter for strand and at least 12 mm diameter for single·ba r tendons and three or four strand flat duct tendons. Connection to ducts shall be made with metallic or plastic structural fasteners. The vents and drains shall be mortar tight, taped as necessary, and constructed with either mechanical or shrink wrap connections. Vents and drains shall provide means for injection of grout through the vents and for sealing to prevent leakage of grout.

5.4.3.7

Grout

Grout shall be in accordance with the requirements of AASHTO LRFD Bridge Construction Specifications Subsection 10.9. 2 Grouts may be either a unique design for tha project or supplied in a pre·bagged form by a grout manufacturer. Unless otherwise directed or agreed as a result of 3 grouting trials, uniquely designed grouts shall consist only of ordinary Portland cement and water. The water·cement ratio shall be as low as possible consistant with necessary workability and under no circumstances be higher than 0.45 and not be subject to bleeding in excess of 2 percent after 3 hours, or 4 percent maximum. When measured at 18 degrees C in a covered glass cylinder approximately 100 mm water shall be reabsorbed after 24 hours. 4 Grout shall be mixed for a minimum of two minutes and until a uniform consistency is obtained. The pumpability of the grout may be determined in accordance with the US Corps of Engineers Method CAD· C79 in which case the efflux time of the grout sample Immediately after mixing shall not be less than 11 seconds. 5 Admixture containing chlorides or nitrates sha II not be used. Other admixtures may be used only with the written permission of the Engineer and shall be applied strictly in accordance with the manufacturer's Instruction. 6 The design for grout mix shall be tested in accordance with ASTM C 49 for longitudinal change. Each design mix and each batch mix shall be tested for vertical dimensional change. Daily field testing of tha grout for the following 7 properties shall be required:

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i.

Fluidity to ASTM C 939 or the modified test described in AASHTO LRFD Bridge construction Specification Table 10.9.3·2,

H.

Bleed at 3 h to ASTM C 940 es modified in AASHTO LRFD Bridge construction Specification Table 10.9.3-2.

iii.

Permeability to ASTM C1202 (AASHTO T 277).

8 Manufacturers of pre-bagged post-tensioning grout shal l submit for approval certified test reports from an audited and Independent Cement Concrete Research Laboratory (CCRLI which shows the material meets all the requirements specified herein.

m.

Documentary proof shall be provided confirming that all jacks have been fully overhauled and checked by an agent approved by the manufacturer of the equipment. Each jack shan be accompanied by a test certificate indicating that it has been tested and calibrated by the manufacturer or by an approved testing laboratory up to a load equal to the full capacity of the jack wit hin a period of six months prior to t he commencement of prestressing.

iv.

The jacking system shil'll provide an independent means by which the tendon elongation can be measured The pressure gage shall have an accu rate reading dial at l east 150 mm in diameter or a digital display, and each jack and its gage shall be calibrated as a unit with the cyli nder eKtension in the approxi mate position that it will be at final jacking force, and shall be accompanied by a certified calibration chart or curve.

v.

AU gages, load cells, dynamometers and other devices used for measuring the stressing force shaU have an accuracy of within plus or minus 1.5 percent. Pressure gages shall have a capacity and calibrated cell such that the work' ng pressure required to stress the tendons to the fully stated l oad lies within the central half of the range of the gage.

vl.

Each gage shall have a cali bration certificate Issued by an approved test laboratory. All pressure gages shall be so constructed that they may be calibrated. either directly by an approved testing laboratory, or by compressing with a meter gage which has itself been calibrated by an approved testing laboratory.

vii.

All pressure gages shaD be re-calibrated before use and at int ervals of 14 days during the prestressing operation. The Engineer w ill order re-calibration of any pressure gage at any time should he have reason to suspect damage to or faulty operation of the gage.

vlil

The accuracy of ell prestressing and load measuring equipment shan be checked whenever requi red by the Engineer. The Contractor shall provide a rig suitable in the opinion of the Engineer, for all checking and calibration of any jacking system consisting of j ecks end associated load devices, pressure gages and dynamometers.

9 Preapproved pre-bagged grout shall be milCed in accordance with the Manufacturer's recommendations.

10 Grouts shall achieve a non-bleeding characteristic. Grout shall not contain aluminum powder or gas generating system that produces hydrogen, carbon diolCide, or olCygen. Cementitious grout shall meet or elCceed the specified physical properties stated herein as determined by the following standard and modified ASTM test methods. 11 Grout Classes shall be taken as specified in AASHTO LRFD Bridge Construction SpecifiCations Table 10.9.3-1 and Grout Properties shall be as specified in AASHTO LRFD Bridge Construction Specifications Table 10.9 .3·2.

5.4.3.8

Tensioning

Tensioning may be accomplished by pre-tensioning, post-tensloning, or the combined method; as specified In the contract documents, or on the approved working drawings, or approved In writing by the Engineer. 2 During stressing of strand, individual wire failures may be accepted by the Engineer, provided not more than one wire in any strand is broken and the area of broken wires does not exceed two percent of the total area of the prestressing steel in the member. Concrete Strength: Prestressing forces shall not be 3 applied or transferred to the concrete until the concrete has attained the strength specified for Init ial stressing. In addition, cast-In-place concrete for other than segmentally constructed bridges shall not be post-tensioned until at least ten days after the last concrete has been placed in the member to be post-tensioned. 4

Prestressing Equipment: i.

Hydraulic iacks used to stress tendons shall be capable of providing •nd sustaining the necessary forces and sh.tl be equipped with either a pressure gage or a load cell for determining the jacking stress.

il

All jacks used for prestressing shall be of the type applicable to the system adopted. The accuracy of the load metering equipment shall be checked to the satisfaetlon of the Engineer at the start of the work each day it has to be used and whenever the equipment is moved to a different job.

5·3-4

5 Sequence of Stressing: When the sequence of stressing lndlvldual tendons is not ot herwise specified in the contract documents or on the approved working drawings, the stressing of post-tensioning tendons and the release of pretensioned tendons shall be done in a sequence that produces 1 minimum of eccentric force in the member.

SnWuc!Ja 20


6

Measurement of Stress:

i.

it

iil

6.4.3.9

A record of gege pressures and tendon elongations for each tendon shall be provided by the Contractor for review and approve I by the Engineer. Elongations shall be measured to an accuracy of 1.5 mm. Stressing tails of post· tensioned tendons shall not be cut off until the stressing records have been approved.

the length of the casting bed and the size and number of tendons In the group to be tensioned. 5

The stress In tendons during tensioning shall be determined by the gage or load-cell readings and shall be verified with the measured elongations. Calculations of anticipated elongations shall utilize the modulus of elasticity, based on nominal area, as furnished by the Manufacturer for the lot of steel being tens'oned, or as determined by a bench test of strands used in the wort<. All tendons shall be tensioned to a preliminary force as necessary to e;iminate any take-up in the tensioning system before elongation readings are started. This prelimrnary force shall be between 5 and 25 percent of the final jacking force. The initial force shall be measured by a dynamometer or by other approved method, so that its amount can be used as a check against elongation as computed and as measured. Each strand shall be marked prior to final stressing to permit measurement of elongat'on and to ensure that all anchor wedges set properly. Pretension Construction

1 The strand stress prior to seating (jacking stress) shall not exceed 60 percent of the minimum ultimate tensile strength of the prestressing steel. This allowable stress, which slightly exceeds the values allowed in AASHTO LRFD Bridge Design Specifications, Article 5.9.3, may be permitted to offset seating I asses and to accommodate compensation for temperature differences specified below. 2 In pretensioned members where tendons are specified as debonded from the concrete, they shall be covered with sleeves of PVC or other material approved by the Engineer. The ends of the sleeves shall be taped to the tendon to prevent the ingress of grout. 3 Stressing shall be accomplished by either single· strand stressing or multiple-strand stressing. The amount of stress to be given to each strand shall be as shown in the contract documents or on the approved working drawings. All strands to be stressed in a group (multiple-strand 4 stressing! shall be brought to a uniform initial tension prior to being given their full pre·tensioning. The amount of the Initial tensioning force shall be within the range specified in Article 5.4.3.8 (61 Measurement of Stress, and shall be the minimum required to eliminate all sleek and to equalize the stresses in the tendons as determined by the Engineer. The amount of this force will be Influenced by

Draped Pretensioned Tendons: i.

Draped pretensioned tendons shall either be tensioned partially by jacking at the end of the bed and partially by uplifting or depressing tendons, or they shall be tensioned entirely by jacking, with the tendons being held in thai r draped positions by means of rollers, pins, or other approved methods during the jacking operation.

ii.

Approved low-friction devices shall be used at all points of change in slope of tendon trajectory when tensioning dra pad pretensioned strands, regardless of the tensioning method used.

iii.

If the load for a draped strand, as determined by elongation measurements, is more than five percent less than that indicated by the jack gages, the strand shall be tensioned from both ends of the bed, and the load as computed from the sum of elongation et both ends shall agree within five percent of that indicated by the jack gages.

6 When ordered by the Engineer, prestressing steel strands in pretensioned members, if tensioned ind'vidually, shall be checked by the Contractor for loss of prestress not more than 3 hours prior to placing concrete for the members. The method and equipment for checking the loss of prestress shall be subject to approval by the Engineer. All strands that show a loss of prestress In excess of three percent shall be retensioned to the original computed jacking stress. 7 Stress on all strands shall be maintained between anchorages until the concrete has reached the compressive strength required at time of transfer of stress to concrete.

a

When prestressing steel in pretensioned members is tensioned at a temperature more than 14 deg. C lower than the estimated temperature of the concrete and the prestressing steel at the time of initial set of the concrete, the calculated elongation of the prestressing steel shall be increased to compensate for the loss in stress due to the change in temperature, but In no case shall the jacking stress exceed 60 percent of the specified minimum ulti mete tensile strength of the prestressing steel. 9 Members shall be free to accommodate the horizontal end vertical movements due to the application of prestress. Side and flange forms that restrain deHection shall be removed before release of pra-tensfo ning reinforcement. 10 When the concrete has attained the specified strength, the load shall be transferred gradually without severance of the tendons 11 Except when otherwise shown in the contract documents, all pretensioned prestressing strands shall be cut off flush with the end of the member, and the exposed

~~

Minlatry of Trnnaport & Cammunlcutiona

OGRt. T

~~
ends of the strand and a 25 mm strip of adjoining concrete shall be cleaned and painted. Cleaning shall be by wire brushing or abrasive blast cleaning to remove all dirt and residue that is not firmly bonded to the metal or concrete surfaces. The surfaces shall be coated with one thick coat of zinc-rich paint conforming to the requirements of U S. Military Specification MIL·P-24441120. The paint shall be thoroughly mixed at the time of application, and shall be worked Into any voids in the strands. 12 All members shall be indelibly marked to show the specified member mark, the production line on which they were manufactured, the date on which the concrete was cast, the load applied and, if they are of symmetrical section, the face which will be uppermost when the member is in its correct position in the work. The markings shall be so located that they are not exposed to view when the member is in its permanent position.

5.4.3. 10

2 I mmediately before tensioning, t he Contractor shall demonstrate to the satisfaction of the Engineer that all t endons are free to move between jacking points and that members are free to accommodate the horizontal and vertical movements due to the application of prestress. 3 Unless otherwise specified, concrete shall not be stressed until it has reached the age at which at least 2 test specimens taken from It attain the specified transfer strength, The test specimens shall be cured in similar conditions to t he concrete to which they relate. The Contractor shall cast sufficient specimens to demonstrat e that the required strength of the concrete at transfer has been reached.

4 Where members consist of jointed elements the strength at transfer of the jointing material shall be at least equivalent to the specified transfer strengt h of the member. Tension Procedures:

i.

The Contractor shall establish the datum point for measuring extension and jack pressure to the satisfaction of the Engineer.

ii.

The Contractor shall add to the specified forces an allowance where necessary f or anchorage friction, wedge pull-in, jack losses and friction due to duct alignment and curvature. The total forces and calculated extensions shall be agreed with the Engineer before stressing is commenced.

iii.

5·36

The tendons shall be stressed at a gradual and steady rate until they attain the force and axtension specified.

v.

If the measured extension differs by more than 5 percent from the estimated extension, corrective action shall be taken as directed by the Engineer.

vi.

The force in the tendons shall be obtained from reading on a load cell or pressure gage, and the extension of the tendons measured. Due allowance must be made for taking up slack in the tendons.

viL

Stressing shall be from both ends unless otherwise specified or agreed by the Enginear.

viii.

Where stressing from one and only, the pulf·ln at the end remote from the jack shall be accurately measured and the appropriate allowance made In the measured extension at the jacking end.

lx,

When the specified force, including any overload of short duration, has been applied, to the satisfaction of the Engineer, the tendons shall be anchored . The jack pressures shall then be released In such a w -v as to avoid shock to the anchorage of tendons.

x.

If the puU-1n of the tendons at completion of anchoring is greater than that stipulated by the Engineer. tensioning shall be carried out afre sh.

xi.

If it is necessary to cut the tendons to enable the ducts to ba grouted, this shall be delayed as long as practicable up to the time of grouting. In all other cases, unless agreed otherwise by the Engineer, the tendons shail not be cropped less than 3 days after grouting,

Post· Tension Construction

l he standard stress prior to seating (jacking stress) and the stress in the prestressing steel immediately after seating shall not exceed the va!ues allowed in AASHTO LRFD Bridge Design Specifications, Sub-section 5 9.3.

5

iv.

Immediately after anchoring, the stresses in the tendons shall not exceed 75 percent of their ultimate tensile strength or as defined in the contract documents. During stressing the value shall not exceed 80 percent.

6

Records: A record of the following post-tensioni ng operati ons shall be kept for each t endo n installed:

I.

Project name, number,

ll.

Contractor and/or subcontractor,

iii.

Tendon location, size and type,

iv.

Date tendon was first installed In ducts,

v.

Coil/reel number for strands or wires and heat number for bars and wire,

vi.

Assumed and actual cross-sect ion aI area,

vii.

Assumed and actual modulus of alasticlty,

viii .

Date stressed.

he.

Jack and gage numbers par and oflendon,

X.

Required jacki ng force,

xl.

Gage pressures.

xii.

Elongations (anticipated and actuall,

xiii.

Anchor sets (anticipated and actual ),

xiv.

Stressing sequence (i.e., tendons before and aftar this tendon),

XV,

Stressing mode ends/simultaneous),

(one

endi\wo

Sultunote of Oman. Stondanl Specific:Jliam lot llo.>d &

Brlcl~e Comlluc:.ar


xvi.

Witnesses to stressing operation (Contractor and Inspector!.

viii.

xvii. Date grouted, days from stressing to grouting, grouting pressure applied, and injection end, xviii. Record any other relevant Information Including pour back and bitumastic installation dates.

Direction of grouting;

x.

Sequence of use of the inlets and outlet pipes;

xi.

Procedures for handling blockages; and

xii.

Procedures for possible post grouting repair.

Before grouting operations begin, a joint meeting of the Contractor, grouting crew end the Engineer shall be conducted. At the meeting, the grouting operation plan, required testing, corrective procedures, and any other relevant issues shall ba discussed.

The Engineer shall be provided with a complete copy of stressing operations, and the jack calibration forms within 24 hours of each tensioning operation. 7 Protection of Tendons: Within 4 hours after stressing and prior to grouting, tendons shall be protected against corrosion or harmful effects of debris by temporarily plugging or sealing all openings and vents; cleaning rust and other debris from all metal surfaces which will be covered by the grout cap; and placing the grout cap, including a seal, over the wedge plate until the tendon Is grouted.

Mixing and pumping procedures;

ix.

5

Preparation of Ducts: i.

Each duct shall be air pressure tested prior to the installation of the prestressing steel into the ducts. If leaks are indicated during the test, the duct shall be repaired to eliminate the leakage or minimize the consequences of the leakage.

ii.

All ducts shell be clean and free of deleterious materials that would impair bonding or interfere with grouting procedures.

Grout should be injected from low points pumping toward the high-point vent. For segmental, span-by-span construction, grout shall be injected through e grout inlet at midspan.

iii.

Ducts with concrete wells {cored ductsl shall be flushed to ensure that the concrete is thoroughly wetted. Metal ducts shall be flushed if necessary to remove deleterious material.

2 Ducts shall be grouted as soon as practicable after the tendons have been stressed and the Engineer's permission to commence has been obtained. The ducts shall be completely filled with grout. Grout shall ba inJected in one continuous operation and allowed to flow from the vents until the consistency is equivalent to that being injected or more than 11 seconds.

iv.

Water used for flushing ducts may contain slack lime (calcium hydroxidel or quicklime (calcium oxidel in the amount of 0.012 kgn.

v.

After flushing, ell water shell be blown out of the duct with oil free compressed air.

6.4.3.11

Grouting

6

3 Grout shall not be above 32 deg. C during mixing or pumping. If necessary, cool the mixing water. 4 A grouting operation plan shall be submitted for approval at least 45 days in advance of any scheduled grouting operations. Written approval of the grouting operation plan by the Engineer shall be required before any grouting of the permanent tendons in the structure takes place. At a minimum, the following items shall be provided in the grouting operation plan: i.

ii. iii.

Provide names, and proof of training and experience records for the grouting crew and the crew supervisor in conformance with this Specification; Type, quantity, and brand of materials used In grouting including ell required certifications;

Type of equipment furnished, including capacity in relation to demand and working condition, as well as back-up equipment and spare parts;

iv.

General grouting procedure;

v.

Duct pressure test and repair procedures;

vi.

Method to be used to control the rate of flow within ducts;

vii.

Theoretical grout volume calculations;

7

Equipment: i.

The grouting equipment shall include a highspeed shear mixer capable of continuous mechanical mixing which will produce a grout free of lumps and undispersed cement, a grout pump, and stand-by flushing equipment with water supply. The equipment shall be able to pump the mixed grout in 11 manner which will comply with all requirements.

ii.

The equipment shall be as per ASTM LRFD Bridge Construction Specification Article 10.11.3.

Mixing of Grout: i.

Water shall be added to the mixer first. followed by cement grout.

ii.

Grout shall be mixed in eccordence with the manuf11cturer's instructions using a colloidal mixer to obtain homogeneous mixture. A fluidity test shall be performed on the mixed grout prior to beginning the injection process. Target flow rates as a function of mixer type used and ambient temperatures shell be obtained from the grout manufacturer. The

5·37

~../"..../

Monlstry cl Tronapgrt llo Communleotlon•. DGRLT


grouting process shall not be started until the ~)toper grout properties have been obtained. HI.

iv.

8

Mixing shall be of such duration as to obtain a uniform, thoroughly blended grout, without excessive temperature Increase or loss of expansive properties of the admixture. The grout shall be continuously agitated until It is pumped. Water shall not be added to Increase grout flowability which has been decreased by delayed use of the grout.

Injection of Grout: All grout vents shall be opened before grouting starts. Injection and ejection vents with positive shut-offs shall be provided. Grout shall be a llowed to flow from the first injection vent until any residual flushing water or entrapped air has been removed prior to closing that vent. Remaining vents shall be closed In sequence in the same manner. A continuous flow of grout at a rate between 10 000 mm and 15 000 mm of duct pe r minute shall be maintained.

i.

i:i.

Iii

iv.

~8

The pumping pressure at the injection vent should not exceed 1,0 MPa. Normal operations shaP be performed at approxim1tely 0.5 MPa. If the actual grouting pressure exceeds the maximum allowed, the injection vent shall be closed and the grout shall be injected at the next vent that has been, or is ready to be closed, as long as a one-way flow is maintained. Grout shall not be injected into a succeeding vent from which grout has not yet flowed. Grout shall be pumped through the duct and continuously wasted at the ejection vent until no visible slugs of water or ait are ejected. A fluidity test shall be performed on each tendon in accordance with paragraph 5 4.3.7 {7) measuring the grout fluidity from the discharge outlet. The measured grout e fflux time shall not be faster than the efflux time measure d a t the inlet or the minimum efflux time established in Table 5.4.3. 1. If the grout efflux time is not acceptable, additional grout shall be discharged from the discharge outlet. Grout efflux time shall be tested. This cycle shall be continued until acceptable grout fluidity is achleved. To ensure that the te ndon remains filled with grout, the ejection and injection vents shall be closed in sequence, respectively, under pressure when the tendon duct is completely r..rled with grout. The positive shutoffs at the injection and ejection vents shall not be removed or vents opened until the grout has set. The maximum allowable ambient temperature to start grouting is 32 degrees C.

TNt Value Max. 0.08%by weight of camentitlous material Max. Size :s No. 50 Sieve

P.roperty

Total Chlo ride Ions Fine Aggregate Clfuti&zedl Volume Changeat28 davs

0.0% to+0.2% at 24 h and 28 days :s2.0% for up to 3 h

Expansion Compressive Strength 28 day (average of3cubes) Initial Set of Grout Flullity Test** Efflux Time from Flow Cone al lmmediaUI!y after Mixing b) 30 min after Mixing with Remixing fo r 30 s Bleeding at 3 h Permeability at 28 days Table 5.4.3.1

26ks1

Min.3h Max. 12 h

TNt Method ASTM C1152/C1152M ASTMC33 ASTM C 1090* ASTM C940 ASTM C942

ASTM C !l53 I

Min 11 s Max. 30sor Mln, 9 s Max. 20s Max. 30 s or Max. 30s

ASTM C939 ASTMC 939*** ASTM C939 ASTMC 939***

Max. D. D%

940****

-

ASTMC

Max. 2500 AASHTOT277 (ASTM C 1202) coUlombs at 30 volts for 6 h Grout Propenies for Volume Change at 28 Days

Table5.4.3-1 Notes •Modify ASTM C 1090 to include verification at both 24 h and 28 days. **Adjustments to flow rates will be achieved by strict compliance With the manufacturer's recommendations. ***Grout fluidity shall meet either the standard ASTM C 939 flow cone test or the modified test described harein. Modify the ASTM C 939 test by filling the cone to the top instead of to the standard level. The efflux time is the time to fill a 1.0 liter container placed directly unde r the flow cone. ****Modify ASTM C 940 to conform with the wick induced bleed test described below: a) b)

c)

Condition dry ingredients, mixing water, prestressing strand and test apparatus overnight at 21 to 25 deg. C Insert 800 miltilite rs of mixed conditioned grout with conditioned water into the 1000 milliliters graduated cylinder, Mark the level of the top of the grout. Wrap the strand with 50 mm wide duct or electrical tape at each end prior to cutting to avoid splaying of the wires when it is cut.

SultanRtu of Omftn, Standard Spoaf.a!ians f~r Ro.sd t. Bndgo Conwuc:tio 201


d) e) f)

Degrease (with acetone or hexane solvent) and wire brush to remove any surface rust on the strand before temperature conditioning. Insert completely a 500 mm length of conditioned, cleaned, ASTM A 416/A 416M seven wire strand 12.7 mm diameter into the 1000 milliliter graduated cylinder. Center and fasten the strand so it remains essentially parallel to the vertical axis of the cylinder (possibly using a centralizer). Mark the level of the top of the grout. Store the mixed grout et the temperature range listed above in [a). Measure the level of the bleed water every 15 min for the first hour and hourly afterward for 2 h. Calculate the bleed water, if any, at the end of the 3 h test period end the resulting expansion per the procedures outlined in ASTM C 940, with the quantity of bleed water expressed as a percent of the initial grout volume. Note if the bleed water remains above or below the top of the grout.

9 Vertical Grouting: In lieu of a positive shut-off, vertical or near vertical tendon ducts for grouting shall terminate in reservoirs at the upper-most point. The reservoir shall have sufficient capacity to store excess grout bleed water. Visible grout level shall be maintained in the reservoirs. The reservoirs shall be maintained until the grout has set. Grout shall be injected at a rate of 5000 mm of duct per minute.

be used to construct all pour-backs located at anchorages of expansion joints or other areas exposed to the elements. ii.

Alllaitance, grease, curing compounds, surface treatments, coatings, and oils shall be removed by grit blasting or water blasting using a minimum 70.0 MPa nozzle pressure. The surface shall be flushed with water and blown dry. Surfaces shall be clean, sound, and without any standing water. In case of dispute, ACI 503 shell be followed for substrate testing and a minimum of 1.2 MPa tension [pull-off value) be developed.

iii.

Epoxy shall be mixed and applied as manufacturer's current standard technical guidelines. All pour-becks shall be in leak proof forms creating neat lines. The pumping of epoxy grout shall be permitted for proper installation. Forms shall be constructed to maintain a liquid head to insure intimate contact with the concrete surface. Vents shall be used as needed to provide for the escape of air to insure complete filling of the forms.

iv.

The exposed surfaces of pour-backs or grout caps, except on transverse tendons, shall be coated with an elastomeric coating system having a thlckness of 760 to 1140 ~m. Concrete, grout caps or other substrates shall be structurally sound, clean, and dry. Concrete shall be a minimum of 28 days old. Laitance, grease, curing compounds, surface treatments, coatings, and oils shall be removed by grit blasting or water blasting using a minimum 70.0 MPa nozzle pressure to establish the anchor pattern. Surfaces shall be blown with compressed air to remove the dust or water.

v.

A 600 x 1200-mm concrete test block shall be constructed with a similar surface texture to the surfaces to be coated and a vertical face shall be coated with the elastomeric coating system chosen. The number of coats required to achieve a coating thickness between 760 to 1140 11m without runs and drips shall be determined. The elastomeric coating shall be mixed and applied as per Manufacturer's current standard tech niceI specifications. Spray or roller application may be permitted; spray application is preferred. Coatings shall be applied using appro11ed and experienced personnel with a minimum of 3 years experience applying similar polyurethane systems. Credentials of these persons shall be submitted to the Engineer for review and consideration for approval.

10 Post-Grouting Inspection: Vacuum grouting shall be used to fill any voids that expose strands discovered in the grouting process. Where possible, aII anchorages and high-point vents shall be drilled and probed 48 hours after grouting, until the Engineer is assured that no bleed water or subsidence (settlement) voids exist. After the Engineer is assured that voids do not exist, only one or two anchorages per span shall be drilled and probed to ensure quality grouting. Any voids discovered should be filled immediately with the approved grout. 11

Finishing: i.

Valves, caps and vent pipes shall not be removed or opened until the grout has set.

ii.

The ends of vents shall be removed at least 25 mm below the concrete surface after the grout has set.

iii.

The void shall be filled with epoxy grout. All miscellaneous material used for sealing grout caps shall be removed before carrying out further work to protect end anchorages.

12 Protection of End Anchorages: Permanent grout caps constructed from either stainless steel or polymer shall be specified. The following requirements apply: i.

Within seven days upon completion of the grouting, the anchorage of post-tensioning bars and tendons shall be protected as indicated in the contract documents. The application of the elastomeric coating may be delayed up to 90 days after grouting. PI astic or stainless steel threaded caps shall be used to plug all grout inlets/outlets. A sand-filled epoxy grout suitable for machinery base plate shall

5.4.4


Concrete shall be measured under the provisions of Section 5.1.

~~

Miniatrv or Trnnaport & Communicatron•. DGRll

_/"'..~<:concrete and Concrete Structures

2 Non-prestressed ~elnforcing steel shall be measured under the provisions of Section 5.2 . 3 Prestressing steel shall be measured by the weight in metric tonnes for each size and quality of wire, strands or bar furnished, installed. completed and accepted. The weight shall be calculated based on the nominal mass of each diameter wire, str4nd or bar as stated in the standards listed in Paragraph 5.4 21.3.

6 Items not measured: Measurement of prestressed concrete is restricted to the items stated in items 1, 2 and 3 above. No separate measurement i5 made for any other component or work.

i.

Cable ducts, (fuel couplers. grout tubes and steel chairs for the correct duct/tendon location are not measured for payment.

II.

Anchor blocks for use in pre-tension work are not measured for payment.

iii.

Prestressing steel used in connection with temporary works is not measured for payment even if such steel is left permanently in the member.

Plant, equipment and labor for all stressing and grouting operations, including making good all anchorage pockets as shown on the Drawings or as directed by the Engineer.

v.

All testing required in the Specifications.

5.4.6

4 In post-tensioning work, the prestressing steel shalf be measured In t based on the actual length between the outermost surfaces of the anchorages except where couplers are used in which case, the prestressing steel shall be assumed to be continuous, without any flares, through the coupler. 5 In pre-tension work, the prestressing steel shall be measured in t based on the actut l length between the outermost faces of the member.

iv.

Items in the Bill of Quantities Prestressing wires (state size and type)

t.

ii

Prestressing strands [state size and type)

l.

iii

Prestressing bars [state sit e and type)

l.

5.5

Concrete Bridges and Erection Procedures

5.5.1

Description

5.5.1.1

Scope

This Sub-sectio11 describes requ frements for erection of concrete bridge structures and decks In conformity with the lines, grades and dimensions shown on the Drawi ngs and In accordance with the Specifications. These requirements are additional to the requirements for co ncrete work generally as specified i n the preceding Sub· sections of this Section

5.5.1.2

References

American Associat ion of State Transponat ion Officials (AASHTO):

Highway

and

iv.

Epoxy bonding agent used in precast segmernal construction shall not be measured for payment.

AASHTO 2008

v.

Shear keys and location dowels used in precast segmental construction shall not be measUted for payment.

AASHTO LRFD Bridge Construction Specifications, 2nd Edition, 2004, 2008 Interim Revisions.

AASHT02008

Prestressing steel and anchorages used for applying temporary prestress to glued segments shall not be measured for payment.

AASHTO LRFD Bridge Design specifications, 3rd Edit ion, 2004, 2008 Interim Revisions.

AASHTO 1999

Guide Specifications for Design and Construction of Segmental Concrete Bridges, 2nd Edition.

vi.

vii.

5.4.5

Anchorages and couplers measured for payment,

shall

not

be

Basis of Payment

The amount of completed and accepted work measured as provided for above shall be paid at the tales in the Bill of Quantities. These rates shall be fua compensation for the provision of materials, equipment, labor. tools, t esting and other items necessary for proper completion ofthe Work. The rates shall include:

i.

Items not measured as described In Item 5.4.4

2

Federation lnternationale de Ia Pnicontralnte (FIPI

FIP

5.5.2

Proposal for a Standard for Acceptance Tests and Verification of Epoxy Agents for Segmental Construction.

Materials

1 Materials shall conform to the relevant requirements of the followi ng Sub-sections of the Specification:

· Concrete

Sub-section 5.1


· Reinfor ci ng Steel

Sub-section 5.2

Reinforcing Steel

(6).

ii.

Cement, water and additive used In making the grout.

iii.

All prestressing equipment and its calibration.

5-410

S..lt.,mue

or Oman. Sr.ncl•rd Spe
- Pre-stressing

Sub·section 5.4

Pre-stressed Concrete Structures

5.5.3


5.5.3.1

Balanced Cantilever Construction with ln·Situ Concrete

each stage of construction at the check points listed below, or an alternative of his choice and subm't the same for the Engineer's approvaL The check points are: One of the lowest corners at the top surface of any temporary bearing pad which is to be used as datum during construction. All four corners of the top slabs of the pier units to establish grade and top levels.

Genera!; This work consists of Installing temporary bearings, casting concrete u n' ts in·situ end setting the superstructure on permanent bearings. The Contractor shall submit complete details and descripfons of aU methods, arrangements and equipment which he intends to adopt, for approval before construct· on work is started. ii.

iii.

iv.

2

Two points on the longitudinal center line of each pier unit, one on each end to establish alignment. One point on the longitudinal center line, and at least on one corner of each unit along every joint between cast-in-place units to establish elevations and alignments at every stage of construction.

The construction method statement shall i nclude casting of units, method of the tiedown of superstructure during cantilever construction, method of apprcation of all temporary forces to be used for adjusti ng horizontal and vertical alignment and to place the structure on permanent bearings, detalls of work plans and safety measures. It shall also include control methods to ensure the accuracy of alignments of the constructed superstructure. Work equipment includes all machinery, devices, labor and material which are to be used for construction but which will not become a permanent part of the completed superstructure. Construction equipment and other loads shall not be placed upon any part of the su perstructura at any stage of construction other than that which specifically meets the requirements of total working load per unit, or has the approval of the Engineer. This Includes the post-tensioning, jointing, jacking, grouting equipment, any other equipment whatsoever, workmen and materials of any kind. Unbalanced Load: During construction the cantilever may be unbalanced by only one unit et any time and be consistent with the holdingdown method adopted. In addition to the unbalanced load due to one unit, 0.5 kN/m2 load is permissible anywhere on the cantilever. This load includes workmen, miscellaneous equipment and stored materials. The Contractor shall take care to ensure that this allowable load is not exceeded.

3

i l.

The alignment and elevations of the cantilever shall be checked by the Contractor and the Engineer independently within 1 hour of sunrise on each dey that the units ere to be cast. The measurements made by the Engineer and the Contractor shall agree to within 5 mm.

n.

The temporary bearing pads at the piers shall be carefully placed. The top surface of these pads must have the correct elevations, alignments and slopes as required by the working drawings and as established by the procedure described above. Shims may be used underneath the pads to accomplish accuracy. The Contractor shall check elevations and alignment of the structure at every stage of construction and shall mal ntain a record of all these checks and of all adjustments end corrections made.

Casting Procedures: i.

Casting of the units shall not begin until approval of the shop drawings, calculations and the post-tensioning system has been given.

ii.

Sequence. The units shall be match cast beginning with each pier unit. After the pier unit is cast all units on either side of the pier unit may be cast in order so long as match casting is maintained.

iii.

Care shall be taken in the set-up of each unit. All materials to be encased within the concrete of the segment shall be properly positioned and supported. Before any concrete is placed, the set up will be inspected and checked by the Engineer. All ducts shall be located within 3mm of the location given on approved drawings. The top surface of the units shall be free of depressions or high spots.

iv.

Forms shall not be removed until the concrete has achieved the specified compressive strength has been proved by test cylinders made and cured in the same manner as the

Construction Schedule: i.

The Contractor shall submit a construction schedule showing the order of every phase and stage of erection and construction of the superstructure. The Contractor shall prepare a table of elevations and alignments required at

5-41

~~

Mint•trv of Trtuupart &. Communic-ation• OGRLT


unit. Care shall be taken in removing the forms to prevent spelling and chipping of the concrete.

4

iv.

Each batch of resin mixed shall be tested for setting by compression and shear tests as described below. No permanent prestress shall be applied to a joint until the epoxy has achieved the required strength. Should this test show that the resin is not setting the joint shall be broken and the resin removed. Set resin shall be removed by grit blasting. Further tests may be requested by the Engineer at various times to ensure that the material as mllCed is complying w ith the Specification.

v.

All the instructions of the manufacturer and/or the formulator shall be submitted to the Engineer for agreement Such agreed instructions shall be adhered to in all respects.

vi.

The supplier shall carry out a program of testing as described in FIP "Proposal for a standard for acceptance test s and verification of epoxy bonding agents for segmental construction", after consultation w ith the Engineer on the range of temperatures and work cycles that are to be considered in the tests. The Engineer may require the tests to be witnessed either in person or by an approved Independent authority.

Tolerances: i.

Formwork for box girder segments must satisfy the following tolerances: Web thickness, +10 mm or -5 mm. Thickness of bottom slab +5 mm, but 0 reduction in depth. Thickness of top slab +5 mm, but 0 reduction In depth. Overall width of unit, :t5 mm. Overall depth of unit, :t5 mm. Length of match cast unit, :t10 mm, but not cumulative and a maximum of 50 mm per spa n. Diaphragm dimensions, + 10 mm or ·5 mm. Grede at top and bottom flanges, :t3.

ii.

5.5.3.2

After erection, final post-tensfonlng, final corrections and adjustments are completed and the structure has baen ptaced on its permanent bearings, the superstructure shall conform to the grade and alignment shown on the Drawings with due consideration for creep and superimposed load and dead load deftections within a tolerance of :t 5 mm horizontally end :t 10 mm vertically. Glued Precast Segmental Construction

Where bridge decks are precast in segments and assembled in position for glueing and stressing, the Contractor shall satisfy the Engineer that his proposed construction method will achieve the required standard of workmanship and finish. The Contractor shall submit details for approval of aU his forms, falsework, preeastlng factory and his method of lifting, transporting, assembling, supporting, threading cables, glueing and stressing the precast units before commencement of any work. 2

EpoKY Adhesive: i.

The epoKY resin adhesive shall be supplied by an approved manufacturer.

il.

It shall be made up and packaged by approved formulators and to specifications agreed by the Engineer.

Iii.

The material shall be supp1ied in accurately measured packs with the pack containing the hardener clearly distinguished by both size and labelling. The pack containing the resin shall be large enough to permit the addition o f the hardener. Resin and hardener shall be pigmented with dissimilar colours to indicate when even mixing has been completely attained and to produce an even gray colour to match the concrete.

S-42

3 Surface Preparation: The interface of the units shall be lightly grit blasted before erection to remove laitance. Before applying the epoxy the interfaces must be clean and free from laitance or any bond breaking material. Any oil or grease which may be harmful shall be removed. The surface shall have no free moisture. 4 Application of Epoxy: Application shall begin Immediately after a batch has been mixed. Application shall be to both interfaces to a total nominal thickness of 2 mm with a spatula or by hand. No epoxy may be applied w ithin 25mm of any duct 5 Preliminary Prestress: Immediately after the interfaces are coated with epoxy, the unit shall be brought Into posit ion and the preliminary prestress applied. This preliminary prestress is to be just sufficient to start squeezing epoKY resin out of the joint. The amount of prestress required will depend on the formulation of resin chosen by the Contractor. If th:s operation is not completed within the life time of the first batch of epoxy ta be applied, the units shall be moved apart. All the epoxy on both Interfaces shall be removed with spatulas and an approved solvent. No epoxy may be applied to the joint until 24 hours after a solvent has been used. The life t ime shell be reckoned from the end of the pot life unless the manufacturer's Instructions direct otherwise. A ll excess epoxy shall be cleaned off from the outer faces of the webs and the soffit in such a way as not to smea r the concrete face. 6 Records of Joining: The Contractor shall keep a record of each joint with the following details: i.

Joint Number

ii.

Date and Time of jointing


iii.

Batch number of resin and hardener

iv.

Weather conditions (temperature humidity) continuously recorded

v.

Resu Its oftests.

containing the other 3 corners) and

7 Tolerances; These shall be similar to prescribed for balanced cantilever construction. 6.6.3.3

those

Cover to reinforcement

Precast Beam and slab Construction

Manufacture of Prestressed Beams:

4

i.

The details of method of manufacture shall be approved by the Engineer before work is started. No changes shall subsequently be made without tha consent of the Engineer.

ii.

The Contractor shall Inform the Eng:neer in advance of the date of commencement of manufacture and the dates when tensioning of tendons, casting of members and transfer of stress will be undertaken for the first time for each type of beam.

iii.

The Contractor shall submit to the Engi neer, not more than 7 days after the transfer of stress, a certificate showing the force and strain in the tendons lmmed"ately after they were anchored, the strength and age of the test cylinders cast in accordance with this Specification, and the minimum age in hours of the concrete at the time stress was applied to the members. Copies of all 28 day cylinder test results relating to the work shall be kept so that the identity of those who stressed the tendons, cast the concrete and transferred the stress, on any member or line of members, can be traced.

iv.

Storage and Handling of Prestressed Members; Members shall be firmly supported at such bearing positions as will ensure that the stresses induced in them are always less than the permissible design stresses. Mem bars shall be lifted or supported only at the points specified and shall be handled and placed without impact.

3

6mm

+5 or·O mm

Prestressing tendons

3 mm in any direction

Dowel holes


Composite Slab Construction: I.

Where i n·situ concrete deck is cast to act compositely with precast beams, the beams shall be installed to correct line and level, starting from the outermost beam and working inwards progressively. When the beams are Iaid side by side just before erection the difference in soffit level between adjacent beams shall nowhere exceed 6 mm. Where permanent soffit shutters are used, they shall be to the approval of the Engineer and they shall be fixed securely so that there is no movement or grout loss during deck concreting.

li.

The in-situ concrete deck over any one span shall be poured in one continuous operatfon and shall be placed in such a sequence that the advancing edge of the freshly deposited concrete over the full width of deck or between longitudina1 construction joints is approximately parallel to the deck supports. Lateral displacement of beams shall be prevented during the piecing of in-situ concrete.

iii.

The width of the in-situ deck shall be within +25 mm of that specified. On curved bridge deck, the in-situ deck may be in a series of straights such that the width Is within +25 mm of that specified.

Where the EngIneer requires tests to be carried out on beams, the beams to which these tests related, shall not be dispatched to Site until the tests have been satisfactorily completed.

2

6mm

Flatness (the maximum deviation from a 1.5 meter straight-edge placed In any position on nominally plane surface)

5.5.3.4

In-Situ Construction

Where bridge decks are constructed in-situ, the details of all forms and falsework shall first be approved by the Engineer. Dimensional variations shall not exceed the following tolerances: Length

± 12 mm

Tolerance in Precast Members;

Width

:t 10 mm

i.

Thickness

± 6 mm

Levels

+ 10 mm or -0 mm

Dimensional variations shall not exceed the tolerances given below: Length

±12 mm

Width and depth

:1:.

Bow in the vertical plane

6 mm

+15 mm or-O mm

Bow in the horizontal plane Difference between longest and shortest dimensions (check for squareness of beam) in any plane Twist (measured by the deviation of any corner from the pia ne

±12 mm

6.5.4 6mm

Void Location


Cover to reinforcement

+ 5 mm or -0 mm

Prestressing tendons


Method of Measurement, Basis of Payment and Items In the Bills of Quantities

Concrete bridge construction is measured and identified in the Bill of Quantities in accordance with

• 5-43

~~

Miol•trv al Trnnopon & Cornmunlcatlona DGRLT

/"--.~<:concrete and Concrete Struct ures

Clause 5.1.7. Measurementand basis of payment will be in accordance with the stipulations for the correspondIng items In Sub-sections 5.1, 5.2 and 5.4. No ditect payment wll be made for the stipulations of this Sub-section 5.5. which work is considered to be subsidiary to the requi rements of Sub-sections 5.1, 5.2 and 5.4. The rates and prices for the relevant items of Sub-sections 5.1, 5.2 and 54 shall be deemed to include for aD the sti pulations of this Sub-section 5. 5.

5.6

Vehicular and Pedestrian Underpasses and Animal Crossings

5.6.1

Description

5.6.1.1

Scope

This Sub-section specifies the requirements for concrete underpasses and animal crossings. These requirements are additional to the requirements for concrete generally, as described in the preceding Subsections of this Section.

1

5.6.1 .2

References

The relevant stipulations of the following Sections or Sub-sections of this Specification shall apply to this Subsection. Section 2

Earthworks

Section 5


Section 6

Structural Steel and Other Metalwork

Section 8

Drainage

Section 10

Piling

Section 12

Sidewalks, Paved Areas end Curbs

Section 15

Road Lighting and Electrical Installations

5.6.2

Materials

Materials shall conform to the relevant requirement!> of the following Sections and Sub-sections of the Specification: Piles

Section 10

Concrete

Sub-section 5.1

Reinforcing Steel

Sub-section 5.2

Structural Steel and Other Metal

Section 6

Backfilling

Sub·section 2.7

Road Pavement

Sections3,4

Concrete Pavement

Sub-section 5. 7

Waterproofing

Sub-section 5.10

Pipe culverts

Sub-section 8.1

Drainage

SectionS

Sidewalks, Paved Areas

Section 12

Electrical Installations

Section 15

6 -44

2 Rnishes to floors and walls, including tiles, plaster paint and special finishes shall be as described in the Special Specification.

5.6.3


5.6.3.1

Excavation

The Contractor shall provide the Engi neer with detailed written proposals of construction methods of temporary and permenent works for the underpass excavation. Details of ground water lOwering, excavation support and support of adjacent existing structures shell be accompanied by relevant shop drawings and calculations. The work shall not proceed until the Engineer has given approval to these construction proposals together with the relevant construction program for these works. Such approval, when given, shall not relieve the Contrador of his responsibility for the correctness, safety and adequacy of such proposal. 2 Excavation and earthwork shall comply with the requirements of Section 2.

3 The Contractor shall comply with arrangements to maintain the How of pedestrian and vehicular traffic as stated in Section 1 of the Specification and as detailed on the Drawings or as instructed by the Engineer. The Contractor's attention is specifically drawn to his responsibilities regarding the safety of such traffic near to open excavations for the works and the operation of heavy plant and equipment and the provision and maintenance of adequate fences and barriers. 4 The Contractor shall protect and support existing statutory services during the excavation works as stated in Section 1 and Section 18 of the Specification and co. operate with all statutory services to ensure efficiency of diversion of such services where necessary. In the event that services are uncovered during excavation that have not been previously located on Drawings. the Engineer's attention shall be drawn to the matter without delay. 5 Particular care shall be taken by the Contractor to minimize noise, dust and vib<'at!on caused by excavation operations especially where such nuisances prove hazardous to e)(isting structures. 6 Where ground water lowering operations prove necessary the phasing of pumping operations and their termination on completion of the underpass structure shall be approved by the Engineer. 7 Where the Drawings show the use of piles or diaphragm walls to support the underpass structure or retain the subsoil the Contractor shall submit to the Engineer for hl s approval a detailed method statement and work program for this work together with the names of any specialist firms he i ntends to use for this work.

Sultanllte of Oman. Standartl Spadficatians for Ro.>d !o B11do;;o Com:ruclicn 201Q


5.6.3.2

Structural Concrete

The Contractor shall provide the Engineer with detailed written proposals for the formwork design of all major parts of the underpass structure together with proposals for transporting, placing and curing concrete and sizes of pours. The works shall not proceed until the Engineer has given approval to these proposals; such approval when given shall not relieve the Contractor of his responsibility for the efficacy of such proposals. 2 The structu rat concrete work shall generally com ply with the relevant requirements of the following sections: Section 5.1

Concrete Materiels and Mixes

Section 5.2

Reinforcing Steel

Section 5.3

Reinforced Concrete Structures

Section 5.4


5.6.3.3

Concrete Piles

The reinforced concrete construction of piling works shown as the Drawings to support the underpass structure or retain the subsoil shall comply with the relevant requirements of Section 10.

5.6.3.4

Waterproofing

The waterproofing of the underpass structure shall be generally carried out in compliance with Section 5.1 0 "Waterproofing for Structures". 2 Where membrane materials are specified on the Drawings for special use, such as P.V.C. membranes, the manufacturer's instructions for storage, handling and installation of such membranes shall be strictly complied with. Where special details of junctions of such membranes with walls and piles are necessary, drawings shall be submitted to the Engineer for approval before work commences. 3 Tucks and seals for waterproofing shall be provided at points of discontinuity such as edges, expansion joints and rainwater drains. Sharp internal and external edges shall be chamfered with minimum 40mm x 40mm fillets. The waterproofing membrane shall be protected from damage during the execution ofthe work. 4 Where the Drawings show the use of waterstops in concrete walls and slabs at construction joints and expansion joints the Contractor shall supply samples of waterstop material for approval and provide details of weterstop assembly for approval.

5.6.3.6

Bituminous Pavement Construction

Bituminous pavement construction shall be in accordance with all relevant requirements of Section 4 "Bituminous Pavement•. 2 Orainage works shell be constructed In accordance with all relevant requirements of Sub·Section 8.4 "Drainage of Structures·.

5.6.3.7

Electrical Works

The Installation of lighting and electrical works for shall be in accordance with details shown on the Drawings and the general requirements of Section 15 "Electrical Installations•.

5.6.4


Excavation, backfilling, pi Iing, concrete, reinforcement, road pavement, sidewalks and paved areas. drainage, ducts, waterproofing of concrete and electrica I work shall be measured in accordance with the relevant Sections ofthis Specification. 2 Floor and wall finishes shall be measured in accorda nee with the Special Specification for the particular work.

5.6.5

Basis of Payment

The amount of completed and accepted work, measured as provided for above, will be paid for at the unit rat as for the various items in the Bill of Quantities, which rate shall be full compensation for supplying materiels, transporting and placing, labor, equipment, tools and other items necessary for the proper completion of the work.

5.6.6


All work In underpasses and animal crossings is separately identified In the Bill of Quantities and the relevant items, as stated in the respective Sections of the Specification are included.

5.7

Cement Concrete Pavement

5.7.1

Description

5 The standard of acceptance of waterproofing shall be that there shall be no damp patches or visible leaks on the inside face of walls, roof or floor of the underpass structure.

This Sub-section specifies the requirements for cement concrete pavement, with or without reinforcement, on a prepared base all as and where shown on the Drawings. These requirements are additional to the requirements for concrete generally contained In the preceding Sub·sections of this Section

5.6.3.5

6.7.2

Concrete Pavement Construction

Concrete pavement construction shall be in accordance with all relevant requirements of Section 5.7 "Concrete Pavementw.

Materials

Cementitious Materials: Portland cement alona or in combination with one or more of blended hydraulic cament, expansive hydraulic cement, fly ash and other pozzolans, ground granulated blast-furnace slag, and silica fume.

5-45

~ ~

Minlatry af Trnnaport &: Cotnmuntcationa. DGRLT

/'-. ~<:concrete and Concrete Structures

2 Base Course: Cement treated base course or aggregate base course placed beneath the concrete pavement. 5.7.2.1

Forms

Form Materials: Plywood, metal, metal-framed pl ywood, or other approved panel-type materials to provide full-depth, continuous, straight, smooth exposed surfaces. Use flexible or curved forms for curves of a radius 30 m or less. 2 Form-Release Agent: Commercially formulated for m-release agent that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatment of concrete surfaces. 5.7.2.2

Steel Reinforcement

Reinforcement Bars: deformed.

ASTM A 615, Grade 60,

2

Plain Steel WiTe: ASTM A 82, cold-drawn steel.

3

Welded Deformed Steel Wire fabric: ASTM A497.

4 Joint Dowel Bars: Plain steel bars, ASTM A 615, Grade 60. Cut bars true to length with ends square and free of burrs. 5 Dowel Bars: High tensile plain steel bars conform' ng to BS 4449, ASTM A615, ASTM A616, or ASTM A617, and shall be free from burring or other deformation restricting slippage in the concrete, Before delivery to the construction site, a minimum of two-thirds of the length of each dowel bar shaU be painted with one coat of zinc· chromate, If plastic or epoxy-coated steel dowels are used, no zinc-chromate coating is required, except when specified for a panicular si tuation on the contract p!a ns. Coated dowels shall conform to the requirements given in AASHTO M254. 6

Tle Bars: ASTM A 615M, Grade 60, deformed.

Sleeves: Metal, of an approved design to cover 50 7 mm to 75 mm of the dowel, with a closed end and wi th a suitable stop to hold the end of the bar at least 25 mm from the closed end of the sleeve. Sleeves shall be of such design that they will not collapse during construction. 8 Hook Bolts: ASTM F 568M, Property Class 4.6, internally and externally threaded. Design hook-bolt joint assembly to hold coupling against pavement form and in position during concreting operations, and to permit removal without damage to concrete or hook bolt.

throughout the work, unless otherwise accepted by Engineer. 2 Portland Cement: ASTM C 150, Type I. In particular cases, where the design requires the use of Sulfate Resistant Cement (SRCI, the Contractor shall submit to the Engineer's approval an SAC material complying w ith the requirements of ASTM C 150, Type II. 3 Aggregate: ASTM C33 or BS EN 12620, shall consist of crushed stone, crushed or uncrushed gravel, or natural sand. The aggregate shall be composed of sound, tough, durable particles and shall meet the raqu irements for deleterious substances g iven in ASTM C33 or BS EN 12620. The aggregate in any size group shall not contain more than 8 percent by weight of flat or elongated pieces when tested in accordance with ASTM 04791. A flat or elongated particle is one having a ratio between the maximum and the minimum dimensions of a circumscribing rectangular prism exceeding 5 to 1. Uniformly graded, from a single source, with coarse aggregate as follows: 4 Fine Aggregate: Conform to the requirements of ASTM C33 (Table 5.7.2.11 orBS EN 12620.

Pe"*ltage bv Weight Puali\gSiwea

SIIIYII DMign.don (squl!re openings} 318 in (9.5 mml

100

No. 4 {4.75 mml

95-100

~o. 8

(2.36 mml

.

80-100

-·

No. 16 {1.18 mml

50- 85

ao

No. 30 (600 micro-ml

25-

No. 50 (300 mlcro·ml

10· 30

No. t OO {150 micro-ml

2- 10

-

No. 200 (75 mlcro·ml

·-

0-3

Table 5.7 2 1· Gradation for Fine Aggregate ASTM C33 1 Coarse Aggregate: Conform to the requirements of ASTM C33 (Tible 5.7.2.21 orBS EN 12620.

PIII'CIIfttage bv wefght PIIAing Slevw

Sltwe DeelQnlltlon (squire openings} in(mm)

1 {25) I

. I

-

-

314 {191

t /2 {12.51

318 (9.5)

19 mm- 2.36 mm

c: l

c: !

100 90-100 - -

' 20-55 .

9 Bar Suppons: Bolsters. chairs. spacers. and other devices for spacing. supponing, and fastening reinforcement bars, welded wire fabric, and dowels in place. Use wire bar type suppons complying to CRSI' s "Manual of Standard Practice· .

Table 5. 7.2.2: Gradation for Coa rse Aggregate ASTM C33

10 Epoxy Repair Coating; l iquid two-part epoxy repair coating, compatible with epoxy coating on reinforcement.

The percentage of wear shall be no more than 30% when tested in accordance with ASTM C131.

5.7.2.3

6 Water. Water used in mixing or curing shall be as clean and free of o il. salt, acid, a lkali, sugar, vegetable, or other substances injurious to the finished product as possible. Water will be tested in accordance with the

Concrete Materials

General: Use the same brand and type of cementl tious material from the same manufacturer

S-4a

No. 4 {~.75)

No. 8 (2.361

r"'-'

0- 10 0 -5

__JI I

Sult11nat• of Oman. Sral\llatd Spoc:ificatioru lOt Rood & Bndo• Conslluclion 2010


requirements of AASHTOT26, ASTM C94. Water known to be of potable quality may be used without testing.

celtulosic fiber, or ASTM D 1752 for cork or self-expanding cork.

5.7.2.4

2 Joint filler shall be furnished in a single piece for the full depth and width required for the joint, unless otherwise specified by Engineer. When the use of more than one piece is authorized for a joint, the abutting ends shalt be fastened securely end held accurately to shape by stapling or other positive fastening means satisfactory to Engineer.

Admixtures

General: Admixtures certified by manufacturer to contain not more than 0.1 percent water-soluble chloride ions by mass of cement and to be compatible with other admixtures. 2 Approval Process: The use of any material added to the concrete mix shall ba approved by Engineer. Submit certificates indicating that the material to be furnished meets all of the requirements indicated below. In addition, the Engineer may require the submittal of complete test data from an approved laboratory showing that the material to be furnished meets all of the requirements of the cited specifications. Subsequent tests will be made of samples taken by Engineer from the supply of the material being furnished or proposed for use on the work to determine whether the admixture is uniform in quality with that approved. 3 Chemical Admixtures: Water reducing, set-retarding, and set-accelerating admixtures shall meet the requirements of ASTM C494.

Joint sealer shall: meet the requirements of Sub3 section 5.8 of the Spacification and shall be of the type{s) specified on drawings.

4 Dowels: Galvanized steel, to the dimensions shown on drawings. 5 Bonding Agent: ASTM C 1059, Type II, non-redispersible, acrylic ernul sion or styrene butadiene. 5.7.2.7

Prepare design mixes, proportioned according to ACI 211.1 and ACI 301, for each type and strength of normalweight concrete determined by either laboratory trial mixes or field experience.

li,

High-Range, Water-Reducing ASTM C 494, Type F.

Admhcture:

2 Use a qualified independent testing agency for preparing and reporting proposed mix designs for the trial batch method. Do not use Employer's field quality-control testing agency as the independent testing agency.

iii.

Water-Reducing and Accelerating Admixture: ASTM C 494, Type E.

3 Proportion mixes to provide concrete with the following properties using test specimens prepared in accordance with ASTM C31 and tested with ASTM C78:

iv.

Water-Reducing and ASTM C 494, Type D.

i.

Water-Reducing Admixture: ASTM C 494, Type A.

5.7.2.5

Retarding

Admixture:

Curing Materials

i.

Flexural Strength {28 Days): 4.6 MPa

ii.

Compressive Strength (28 Days): 35 MPA.

iii.

The minimum cementitious material content shall be 300 kg. per cubic meter. The ratio of water to cementitious material, including free surface moisture on the aggregates but not including moisture absorbed by the aggregates shall not be more than 0.50 by weight.

Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately, 305 gfsq.m. dry. 2 Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet. 3

Concrete Mixes

Water: Potable.

4

Slump Limit: i.

The mix determined shell be workable concrete having a slump for side-form concrete between 25 mm and 50 mm as determined by ASTM C143.

ii.

Slump Limit for Concrete Containing High· Range Water-Reducing Admixture: Not more than 200 mm after adding admixture to plantor site-verified, 50- to 75-mm slump.

iii.

Absorption and permeability tests on hardened concrete shall be carried out in accordance with ASTM C642.

4 Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for application to fresh concrete. 5 Clear Solvent-Borne Liquid-Membrane-Forming Curing Compound: ASTM C 309, Type l, Class B. 6 Clear Waterborne Membrane-Forming Compound: ASTM C 309, Type 1, Class B.

Curing

7 White Waterborne Membrane-Forming Compound: ASTM C 309, Type 2, Class B.

Curing

6.7.2.6

Related Materials

Pre-molded joint filter shalt conform to the requirements of ASTM 01751 and shall be punched to admit the dowels where called for on the plans. Expansion and isolation joint-filler strips shall conform to the requirements of ASTM D 1751 for asphalt-saturated

5 Chemical Admixtures: Water-reducing and setcontrolling admixtures shall be added to t he mix in the manner recommended by the manufactu rer and in the amount necessary to comply with the specification requirements. Tests shall be conducted on trial mixes, during the mix design, in accordance with ASTM C494.

~~

M nletrv of Trtmaport & CommunlcGtlon• DGRl T


6 Slip-form Construction: A high degree of uniformity In the plastic concrete is required. Some edge stump of the wet concrete behind the side form on the paving machi ne will occur, even with low slump concrete. This may continue. though very slowly, until Initial set has taken place.

5.7.2.8

Concrete Mixing

Ready-Mixed Concrete; Comply with requirements and with ASTM C 94 and ASTM C 1116. Discharge of the concrete shall be completed within a maximum of 1'h hours, or before the drum has revolved 300 revolutions, whichever comes first. Mixing time shall be measured from the time all materials, except water, are emptied into the drum. However, when air temperature is between 30 deg. C and 32 deg. C, reduce mixing and delivery time from 1'h hours to 75 minutes; and when air temperature is above 32 deg. C, reduce mixing and delivery time to 60 minutes.

2

i.

The minimum required revolutions of the mixing speed for transit mixed concrete may be reduced to not less than that recommended by the miMer manufacturer.

ii.

The number of revolutions recommended by the mixer manufacturer shall be indicated on the manufacturer's serial plate attached to the mixer.

I~

Concrete may be mixed at the work site location In a central mix plant approved by the Engineer and shall be transported in truck millers. The mixer shall be of an approved type and capacity. Furnish test data occeptable to Engineer verifyi ng that the model of the mixer will produce uniform concrete conforming to the provislons of ASTM C 94 at the reduced number of revolutioi'IS shown on the serial plate.

3

When mixed at the work site or in a central mixing plant, the mixing time shall not be less than 50 seconds nor more than 90 seconds. Mixing time ends when the discharge chute opens. Transfer time ln multiple drum mixers is included in mixing time. The contents of an indivi dual mixer drum shall be removed before a succeeding batch Is emptied therein. Mixer: i.

il

5-46

The mixer shall be operated at the drum speed recommended by the manufacturer as stated nameplate on the mixer. Any concrete m'ixed less than the specified t ime shall be discarded at Contractor's own expense. The volume of concrete mixed per batch shall not exceed the mixer's nominal capacity, as shown on the manufacturer's standard rating plate on the mixer.

An overload up to 10 percent above the mixer's nominal capacity may be permitted provided concrete test data for segregation and uniform consistency are satisfactory, and provided no spillage of concrete takes place.

5

Batch: Constituents shall be charged into the drum so that a portion of the mixing water enters in advance of the cement and aggregates. The flow of water shall be uniform, and all water shall be in the drum by the end of the first 15 seconds ofthe mixing period, The throat of the drum shall be kept free of such accumulations as may restrict the free flow of materials into the drum.

6

Mixed Concrete: i.

Central mixing plant concrete shaD be transported in truck mixers, truck agitators, or non- agitating trucks. Non-agitating trucks are allowed to be used only when the location of the miMing plant is very close to the site and to the approval of the Engineer.

ii.

The time elapsi ng from the t ime water is added to the mix until the concrete is deposited in place at the work site shall not exceed 30 minutes when the concrete is hauled in non· agitatii'\Q trucks. nor 45 minutes when the concrete is hauted in truck mixers or truck agitators. All these operations must be performed w ithin 45 minutes after the initial mixing operations and the water-cement ratio must not be exceeded.

iii.

Admixtures for increasing the workability or for accelerating the set wilt be permitted only when specified for In the contract.

Concrete: i.

4

iii.

5.7.2.9

Limitations of Mixing:

No concrete shall be mixed, placed. or finished when the natural light is insufficient, untess an adequate and approved artificial lighting system is operat ed.

2 During periods of hot weather when the maximum dBUy air temperature exceeds 30 deg. C, the following precautions shall be taken: the forms and/or the underlying material shall be sprinkled with water immediately before placing the concrete. The concrete shall be placed at the coolest temperature practicable, and in no case shall the temperature of the co ncrete when placed exceed 32 deg, C. The aggregates and/or mixing water shall be cooled as necessary to maintain the concrete temperature at or not more than the specified max. Refer to ACt 305 R·n for Hot Weather Concreting.

5.7.3


5.7.3.1

Preparation

Proceed with pavement layers only after nonconforming conditions have been corrected and subgrade is ready to receive pavement. 2 Remove loose material from compacted sub-base surface immediately before pl1cing concrete.

Sultanate of Oman Slano!ord Spodloticm lor l!.>.od & Brodge Conttructior


5.7.3.2

Edge Forms and Screed Construction

matter that may adversely affect or reduce bond. Reinforcing steel with rust, mill scale, or a combination of both will be considered satisfactory, provided thB mm1mum dimensions, weight, and tensile properties of a h11nd wire-brushed test specimen are not less than the applicable ASTM specification requirements.

Set, brace, and secure edge forms, bulkheads, and intermediate screed guides for paving to required lines, grades, and elevations. Install forms to allow continuous progress of work and so that forms can remain in place at least 24 hours after concrete placement. 2 Forms shall be securely set so that they can withstand impacts and vibration of consolidating and finishing equipment without visible spring or settlement. Extend flange braces on the base outward for not less than two thirds of the height of the form. Remove bent, twisted or broken forms, and forms with damaged top surfaces. Use repaired forms only with inspection and approval. Built-up forms will not be allowed, unless specifically approved. The top faces of forms are not to vary from a true plane by more than 3 mm In 3m. The upstanding leg shall be perpendicular to the base and Is not to vary horizontally from true alignment by more than 6 mm at any point. The ends of abutting sections lock together tightly for secure setting. Local defects, such as kinks in steel forms, will not be allowed. 3 Setting: Forms shall be set ahead of concrete placement and staked into place with at least three pins for each 3 m section. A pin shall be placed at each side of every joint. Form sections shall be tightly locked and free from movement in any direction. Excessive settlement or springing from operation of the finishing machine will not be allowed. Forms shan be cleaned and oiled before concrete placement. The alignment and grade elevations of the forms shall be checked, and corrections made immediately before placing concrete. Reset and recheck forms when they have been disturbed, or when the grade has become unstable. Clean forms after each use and coat with form 4 release agent as required, to ensure separation from concrete without damage. 5 Removal: Do not remove forms until the concrete has set for at least 12 hours, unless otherwise approved or where auxiliary forms are used temporarily in widened areas. Remove forms carefully to avoid damaging the pavement, and after removal, the side of the slab shall be cured by the method specified In the current specification. 5.7.3.3

iii.

Arrange, space, and securely tie bars and bar supports to hold reinforcement In position during concrete placement operations. Set wire ties so ends are directed into concrete, not tow11rd exposed concrete surfaces.

iv.

Install welded wire fabric in as long lengths as practicable. Lap adjoining piBces at least one full mesh and lace splices with wire. Offset end laps in adjacent widths to prevent continuous laps in either direction.

5.7.3.5

At the time concrete is placed the reinforcing bars shall be free of mud, oil or other organic

Joints

General: Form construction, expansion, and contraction joints and tool edgings true to line with faces perpendicular to surface plane of concrete. Construct transverse joints at right angles to centerline, unless otherwise indicated. When joining existing pavement, place transverse joints to align with previously placed joints, unless otherwise indicated. Construction Joints: Set construction joints at side 2 and end terminations of pavement and at locations where pavement operations are stoppl!d for more than one· half hour, unless pavement terminates at Isolation joints. 3 Expansion Joints: Form expansion joints of preformed joint-filler strips abutting concretl! curbs, catch basins, manholes, inlets, structures, walks, other fixed objects, and where indicated.

i.

Locate expansion joints at intervals indicated on drawings.

ii.

Extend joint fillers full width and depth of joint.

iii.

Terminate joint filler not less than 12 mm or more than 25 mm below finished surface if joint sealant is required.

iv.

Place top of joint filler flush with finished concrete surface if joint sealant is not indicated.

v.

Furnish joint fillers in one·piece lengths. Where more than one length is required, lace or clip joint-filler sections together.

vi.

Protect top edge of joint filler during concrete placement with metal, plastic, or other temporary preformed cap. Remove prot ective

Placement of Reinforcement

Reinforced Concrete Pavement: Comply with Concrete Reinforcing Steel Institute's recommended practice for 'Placing Reinforcing Bars'. for details and methods of reinforcement placement and supports, and as herein specified:

I.

Accurately position, support, and secure reinforcement against displacement by formwork, construction, or concrete placement operations. Locate and support reinforcing bars by metal chairs, runners, bolsters, spacers. and hangers, as required.

Steel Reinforcement

General: Comply with CRSI's 'Manual of Standard Practice' for fabricating reinforcement and with recommendations In CRSI's "Placing Reinforcing Bars" for placing and supporting reinforcement. 5.7.3.4

ii.

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Mtnl•trv of Trnnaport & Communications

OGRLT


cap after concrete has been placed on both sides of joint. 4 Longitudinal and Transverse Joints: Construct as indjcated on the Drawings and in accordance with the following requirements:

I.

All joints shall be constructed true to line with their faces perpendicular to the surface of the pavement.

Iii.

Joints shall not vary more than 12mm from a true I ine or from their designated position.

iii.

The vertical surface of the pavement adjacent to all expansion joints shall be finished to a true plane and edged to a radius of 6mm or as shown on the plans,

iv.

v.

vi.

7 Dowel Bars: Dowel bars or other load-transfer units of an approved type shall be placed across transverse or other joints in the manner as specified on the Drawings.

The surface across the joints shall be tested with a 3m straightedge as the joints are finished and any irregularities in excess of 6mm shall be corrected before the concrete has hardened. Transverse joints shall be at right angles to the centerline of the pavement and shall extend the full width of the slab. The transverse joints in succeeding lanes shall be placed In line with similar joints in the first lane. All joints shall be so prepared, finished, or cut to provide a g roove of the width and depth shown on the plans.

i.

They shall be of the dimensions and spacing as shown and held rigidly in the middle of the slab depth in the proper horizontal and vertical alignment by an approved assembly device left permanently in place.

ii.

The dowel or load-transfer and joint devices shall be rigid enough to permit complete assembly as a unit ready to be lifted and placed into position.

iii.

A metal. or other type dowel expansion cap or sleeve shall be furnished for each dowel bar used with expansion joints.

iv.

These caps shall be substantial enough to prevent collapse and shall be placed on the ends of the dowels as shown on the Drawings.

v.

The caps or sleeves shall fit the dowel bar tightly and the closed end shall be watertight.

8 Fix dowel bars and support assembl[es at joints where indicated. Lubricate or asphalt-coat one-half of dowel length to prevent concrete bonding to one side of joint. 9

Joints Installation: i.

The top of an essembled jofnt device shall be set at tlte proper distance below the pavement surface and the elevation shall be checked. Such devices shall be set to the required position and line and shall be securely held in place by stakes or other means during the pouring and finishing of the concrete. The premolded joint material shall be placed and held in a vertical position; if constructed in sections, there shall be no offsets between adjacent units. Dowel bars shall be checked for ex act position and alignment as soon as the joint device is staked in place, and the device shall be tested to determine whether it is firmly supported. The maximum permissibla tolerance on dowel bar alignment in each plane, horizontal and vertical, shall not exceed 2 percent or 6mm per 300 mm of a dowel bar. The most effective way to obtain proper alignment is with well -fabricated dowel baskets and dowel assemblies.

il.

When joints in concrete pavements are sawed, the joints shall be cut as shown on the Drawings. The circular cutter shall be capable of cutting a groove in a straight fine and shall produce a slot et least 3mm w ide end to the depth shown on the plans. When shown on the plans or required by the specifiCations, the top portion of the slot groove shall be widened by means of a second shallower cut or by suitable and approved beveling to provide adequate space for joint sealers. Sawing of the joints

Slip-Form Construction: Transverse joints with 5 dowels shall be carefully placed to ensure the dowels are accurately placed and not disturbed during concrete placement. i.

Transverse dowels wlll require use of an apparatus to firmly hold the dowels perpendicular to the joint and parallel to the slab surface.

ii.

During the concrete placement operation, it is advisable to placa plastic concrete directly on the dowel assembly immediately prior to passage of the paver to help maintaining dowel alignment.

6 Tie Bars: Deformed bars shall be fixed in longitudinal joints as shown on the Drawings. i.

Tie bars shall be placed at right angles to the centerline of the concrete slab and shall be spaced at intervals shown on Drawings.

i~

Tie bars sltall be held in position parallel to tile pavement surface and midway between the surfaces of the slab.

iii.

When tie bars extend into an unpaved lane. they may be bent at right angles against the form at longitudinal construction joints. unless threaded bolt or oth~ assembled tie bars are specified.

iv.

Tie bars shall not be painted, greased, or enclosed in sleeves.

s.s.o

SultaniOID of Oman, Sral'l

shall commence as soon as the concrete has hardened sufficiently to permit cutting without chipping, sparling, or tearing. Sawing shall be carried on both during the day and night as required. The joints shall be sawed at the required spacing consecutively in sequence of the concrete placement, unless otherwise approved by Engineer.

material is used, the installation and edge finish shall be according to the manufacturer's instructions. The sawed groove shall be straight and of uniform width and depth. In either case, the groove shall be clean cut so that spelling will be avoided at intersections with transverse joints. Tie bars shall be installed across these joints where indicated on the plans.

10 Contraction Joints: Form weakened-plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least one-fourth of the concrete thickness, as follows:

11

i.

Grooved Joints: Form contraction joints aher initial floating by grooving and finishing each edge of joint with groover tool to the radius shown on drawings. Repeat grooving of contraction joints aher applying surface finishes. Eliminate groover marks on concrete surfaces.

ii.

Sawed Joints: Form contraction joints with power saws equipped with shatterproof Cut abrasive or diamond-rimmed blades. joints into concrete to the width shown on drawings, when cutting action will not tear, abrade, or otherwise damage surface and before developing random contraction cracks.

l ongitudinal Joints: l.

ll.

Construction type: longitudinal construction joints necessary for lane construction shall be formed against suitable side forms as indicated in the plans. Wooden forms may be used under specia l conditions, when approved by Engineer. Where butt-type joints with dowels are designated, the dowels for this type shall be painted and greased. The edges of the joint shall be finished with a grooving tool or edging tool, and a space or slot shall be formed along the joint of the dimensions, as Indicated, to receive the joint sealing material. Longitudinal construction joints shall be sawed to provide a groove at the top conforming to the details and dimensions Indicated on the plans. Provisions shall be made for the installation of tie bars as noted on the plans. Contraction or weakened plane type: longitudinal groove·formed or sawed joints in the top of the slab shall be formed where indicated on the Drawings. The groove shall be formed In the plastic concrete with suitable tools or material to obtain the width and depth specified, or it shall be sawed with approved equipment in the hardened concrete to the dimensions required. When the groove is formed in plastic concrete, it shall be true to line with not more than Smm variation in 3m; it shall be uniform in width and depth; and the sides of the groove shall be finished even and smooth with an edging tool. If an insert

iii.

12

Expansion type: longitudinal joints shall be informed as indicated on the Drawings. The pre-molded filler, of the thickness shown shall extend for the full depth and width of the slab at the joint, except for space for sealant at the top of tha slab. The filler shall be securely staked or fastened into position perpendicular to the proposed finished surface. A metal cap shall be provided to protect the top edge of the filler and to permit the concrete to be placed and finished. Aher the concrete has been placed and struck off, the cap shall be carefully withdrawn leaving the space over the premolded filler. The edge of the joint shall be finished and tooled while the concrete is still plastic.

Transverse Joints:

i.

Expansion Type: Transverse expansion joints shall be installed at the locations and spacing as shown on the plans. The joints shall be installed at right angles to the centerline and perpendicular to the surface of the pavement. The joints shall be formed and finished to ensure completa separation of the slabs. Joint filler shall be of a premolded type as specified and shown on the Drawings and shall el(!end the full width of the pavement strip. All concrete shall be cleaned from the top of the joint material. Before the pavement is opened to traffic, it shall be swept clean and filled with approved joint sealing material. All devices used for the fixing expansion joints shall be approved by the Engineer. They shall be easily removable without disturbing the concrete and held in proper transverse and vertical alignment. Immediately aher forms are removed, any concreta bridging the joint space at the ends shall be removed for the full width and depth of the joint. When specified, expansion joints shall be equipped with dowels of the dimensions and at the spacing and location indicated on the Drawings. The dowels shall be firmly supported in pi ace and accurately alig ned parallel to the subgrada and the

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Ministry or Trnnapart &: Communka\iona. OGRlT

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centerline of the pavement by m eans of a dowel assembly, which will remain i n the pavement and will ensure that t he dowels are not displaced during construction. ii

Transverse contraction joints, weekened-plane joints, or both, shall be formed at the locations and spacing as shown on the Drawings by forming a groove or cleft in the top of the slab while the concrete Is still plastic or by sawing a groove into the concrete surface after the concrete has hardened in the same manner as specified. Dowel bar assemblies shall be installed as shown on the Drawings.

Ill.

Transverse construction joints shall be f ormed at the end of each day' s placing operations and at any other points within a paving lane when concrete placement is interrupted for more than 30 minutes or it appears that the concrete will obtain its initial set before fresh concrete Is placed. Construction joints planned in advance shall be located at a contraction or expansion joint where possible but they shalt not be located within 2500 mm of a regular spaced transverse joint. If the pouring of the concrete is stopped, causing a joint to fall within this limit, it shall not be formed, and t he fresh placed concrete shall be removed back to the 2500 mm limit.

13

Edging: Tool edges of pavement, gutters, curbs, and joints in concrete after initial floating with an edging tool to the radius shown on drawings. Repeat tooling of edges after applying surface finishes. Eliminate t ool marks on concrete surfaces.

5.7.3.6

Conditioning of Underlying Course, Slip·Form Construction

The base course on which the pavement will be placed shall extend approximately 900 mm beyond the paving machine track, or wider if required, to support the paver without any noticeable deformation.

2 If damage occurs to the base course, It shari be relaid for the full depth or the damaged areas filled with concrete integral with the pavement. If traffic is allowed to use the prepared grade, the grade shall be checked and corrected immediately before the placement of concrete.

3 The prepared grade shall be well moistened with water, without saturating, immediately ahead of concrete placement to prevent rapid loss of moisture from concrete. 5.7.3.7

Conditioning of Underlying Course. Side-Form Construction

The prepared grade shall be well moistened with water, without saturating, immediately ahead of concrete placement to prevent rapid loss of moisture from the co ncrete.

2 If damage occurs to the base course, it shall be relaid for the full depth, or the damaged areas filled with concrete Integral with the pavement.

3 A multiple-pin template weighing not less than 454 kg. per 6 m or other approved template shall be provided and operated on the forms immediately in advance of the placing of the concrete. The template shall be propelled only by hand and not attached to a tractor or other power unit. Templates shall be adjustable so that they may be set and maintained at the correct contour of the underlying course. The adjustment and operation of the template shall be such as to provide an accurate re-test o f the grade before placing the concrete thereon. All excess material shall be removed. Low areas may be filled w ith concrete integral w ith the pavement.

5.7.3.8

Handling, Measu ring. and Batching Material

Batch plant site: layout, equipment. and provisions for transporting material shall assure a continuous supply of material to the work.

2 Stockpiles: Bui ld up stockpiles in layers of not more than 900 mm in thickness. Each layer shall be completely in place before beginning the next layer and shall not be allowed to "cone• down over the next lower layer. Aggregates from different sources and of different grading shall not be stockpiled together. Improperly placed stockpiles w ill not be accepted by Engineer. 3 Aggregates: Handle from stockpiles or other sources to the belching plant in such manner to secure the specified grading of the material. Aggregates that have become segregated or mixed with earth or foreign material shalf not be used. All aggregates produced or handled by hydraulic methods. and washed aggregates. shall be stockpiled or binned for draining at least 12 hours before being batched.

4 Cement: Store in weather tight struct ures w ith raised floors or in suitable silos. Different consignments of bagged cement shall be used separately and in the order of delivery. Cement manufactured more than twelve months prior to proposed use on site shall not be used. If cement becomes partially set or contains lumps of caked cement. It shall be rejected. Cement salvaged from discarded or used bags shall not be used.

5

Aggregate: Fine and coarse aggregate shall be separately weighed into hoppers in the respective 11mounts approved by Engineer in the job mix. Cement shall be measured by weight Separate scales and hopper. with a device to positively indicate the complete discharge of the batch of cement into the batch box or container. shall be used for weighing the cement.

6 When required by the contract or when permitted, batehing plants shall be equipped to proportion aggregat es and bulk cement, by weight, automatically using interlocked proportioning devices of an approved type. 7 Water shall be measured either by volume or by weight accurately measured to within plus or minus 1

6-52

Sultnn11ta of Oman. Siond.rd $peal0callonslor ~e. Br'doe ConurLIC!icn 2010


percent of required amounts. Unless the water is to be weighed, the water-measuring equipment shall include an auxiliary tank from which the measuring tank shall be filled. The measuring tank shall be equipped with an outside tap and valve to provide for checking the setting, unless other means are provided for readily and accurately determining the amount of water in the tank. The volume of the auxiliary tank shall be at least equal to that of the measuring tank 8 Methods and equipment for adding air-entraining agent or other admixtures to the batch, when required, shall be approved by Engineer. All admixtures shall be measured into the mixer with an accuracy of plus or minus 3 percent. Concrete Protection and Curing General; Protect concrete against loss of moisture and rapid tern perature changes for at least seven days from beginning of the curing operation. Unhardened concrete shall be protected from rain and flowing water. All equipment needed for adequate curing and protection of the concrete shall be on hand, ready to use bafore concrete placement begins. A standby water truck capable of dispensing a fine spray of water shall be continuously available during paving operations to keep the concrete moist until the curing compound has been applied. Provide protection as necessary to prevent cracking of the pavement due to temperature changes during the curing period. 2 Membrane Curing: Apply a uniform coating of white pigmented-type membrane curing compound to the entire exposed surface of the concrete by means of an approved automatic spraying machine as soon as free water has disappeared from the finished surface. Coat formed surfaces immediately after the forms are removed and in no case longer than one hour after removal of forms. Do not allow concrete to dry before application of the membrane. If any drying has occurred, moisten the surface of the concrete with a fine spray of water and apply curing compound as soon as the free water disappears. The spraying machine shall ba self-propelled and shall ride on the side forms, or previously constructed pavement straddling the newly paved lene. The machine shall have one or more spraying nozzles that can be controlled and operated to completely and uniformly cover the pavement surface with the required amount of curing compound. The curing compound shall be thoroughly and continuously mechanically agitated in the drum used for the spraying operation throughout the full depth of the drum during application. Air agitation may be used only to supplement mechanical agitation. Provide sufficient spraying pressure to produce a fine spray to cover the surface thoroughly and completely with a uniform film. Maintain spray equipment in good mechanical condition, and provide adequate wind guard to the spray nozzle. Apply curing compound with an overlapping coverage that will give a two-coat application at a coverage rate of not more than 0.1 Uter perfsq.m. for each coat or as recommended by the manufacturer. The

application of curing compound by hand-operated pressure sprayers will be permitted only on small widths or shapes of slabs as approved, and on concrete surfaces exposed by removal of forms. When application is made by hand-operated sprayer, apply the second coat in a direction approximately at right angles to the direction of the first coat. The compound shall form a uniform, continuous, cohesive film that will not check, crack or peel, and is free of pinholes and other discontinuities. Apply an additional coat, if pinholes, abrasions or other discontinuities exist, to the affected areas within 30 minutes. Re-spray concrete surfaces that are subjected to heavy rainfall or abrasive wind-blown sand within three hours after the curing compound has been applied. Respray areas where the curing membrane is damaged by subsequent construction operations within the curing period. i.

Precautions shall be taken to ensure that concrete is properly cured at sawed joints, but that no curing compound enters the joints. Tightly seal top of joint opening and joint groove at exposed edges before concrete adjacent to the joint is re-sprayed. Seal joint groove by using method that will prevent loss of moisture from the joint during the specified curing period.

ii.

Provide approved standby facilities for curing concrete pavement at an accessible location at the jobsite for use in the event of failure of the spraying equipment, or other conditions that might prevent correct application of curing compound at the proper time.

iii.

Protect concrete surfaces to which curing compounds have been applied from pedestrian and vehicular traffic and from any other possible damage to the continuity of the membrane, during the curing period except as required for joint-sawing operations and surface testing.

3 Protection: Protect pavement and its appurtenances from damage caused by traffic. The Engineer w m decide when the pavement may be cleaned and opened to traffic, but not earlier than 14 days after concrete placing. Protect freshly placed concrete from premature drying and excessive cold or hot temperatures Comply with the recommendations of ACI 306R for cold weather protect:on and ACI 305R for hot weather protection during curl ng. 5.7.3.10

Concrete Placement

Inspection; Before placing concrete, inspect and complete formwork installation, reinforcement steel, and items to be embedded or cast in. Notify other trades to permit installation oftheir work. 2 Moisten subbase to provide a uniform dampened condition at the time concrete is placed. Do not place concrete around manholes or other structures u ntir they are at the required finish elevation and alignment.

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Minl•try of TrDn•port & Cornmunicat lon8. OGRlT

/""-. ~<:\concrete and Concrete Structures

3 Comply with requirements and with recommendations in ACI 304R for measuring, mixing, transporting, and placing concrete.

joint assemblies by means of vibrators inserted in the concrete. Vibrators shall not be permitted to come in contact with a joint assembly, the grade, or a side form. In no case shall the vibrator be operated longer than 15 seconds in any one location, nor shall the vibrators be used to move the concrete.

4 Do not add water to concrete during delivery, at Site, or during placement. 5 Deposit and spread concrete in a continuous operation between transverse joints. Do not push or drag concrete into place or use vibrators to move concrete Into place. 6 Consolidate concrete by mechanical vibrating equipment supplemented by hand-spading, rodding, or tamping. Use equipment and procedures to consolidate concrete according to recommendations in ACI 3091'1. Consolidate concrete along face of forms and adjacent to transverse Joints with an internal vibrator. Keep vibrator away from joint assemblies, rei nforcement, or side forms. Use only square-faced shovels for hand-spreading and consolidation. Consolidate with care to prevent dislocating reinforcement, dowels, and joint devices.

10

iv.

Concrete shall be deposited as near to expansion and contraction joints as posslble without disturbing them but shall not be dumped from t he discharge I:UJcket or hopper onto 1 joint assembly unless t he hopper is well centered on the jolnt assembly.

v.

Should any concrete materials fall on or be worked into the surface of a completed slab. they shall be removed immediately by approved methods.

Slip.form Method: I.

The concrete shall be pieced with an approved crl wler-mounted, sli p·form paver designed to spread, consolidate, and shape the freshly placed concrete in one complete pass of the machine so that a mi nimum of hand finishing will be necessary to provide a dense and homogeneous pavement in conformance with requirements of the plans and specifications. The concrete should be placed directly on top of the joint assemblies to prevent them from moving when the paver moves over them. Side forms and finishing screeds sha II be adjustable to the extent required to produce the specified pavement edge and surface tolerance. The side forms shall be of dimensions. shape. and strength to support the concrete literally for a sufficient length of time so that no appreciable edge slumping will occur. Final finishing shall be accomplished while the concrete Is still in the plastic state.

11.

In t he event that slumping or sloughing occurs behind the paver or if there are any other structural or surface defects, which, in the opinion of the Engi neer, cannot be corrected withi n permissible tolerances, the Engineer may halt paving opef!ltions until proper adjustment of the equipment or procedures have been made. In the event that satisfactory pavement procedures are not achieved after more than 600 m of single lane paving, the balance of the work shall be completed with the use of standard metal forms and the formed method of placing end curing.

7 Following the placing of the concrete, it shall be struck off to conform to thll cross section shown on the Drawings and to level such that when the concrete is properly consoUdated and finished. the surface of the pavement shall be at the level shown on the Drawings. 8 Screed pavement surfaces with a straightedge and strike off. Commence initial floating using bull floats or derbies to form an open textured and uniform surface p~ane before excess moisture or bleed water appears on the surface. Do not further disturb concrete surfaces before beginning finishing opllrations or spreading dry· shake surface treatments. 9

Side Form Method:

i.

ii.

iii.

H~

The concrete shall be deposited on the moistened grade to require as little re-handling as possible. Unless truck mixers. truck agitators, or non agitating hauling equipment are equipped with means for discharge of concrete without segregation of the materials, the concrete shall be unloaded into an Bpproved spreading device and mechan1:ally spread on the grade to prevent segregation of the materials. Piaclng shall be continuous between transverse joints without the use of intermediate bulkheads. Necessary hand spreading shall be done with shovels • not rakes. Workmen sl11ll not be allowed to walk in the freshly mixed concrete with boots or shoes coated with earth or foreign substances. When concrete is to be placed adjoining a previously constructed lane of pavement and when mechBnical equipment will be operated upon the existing lane of pavement, the concrete shall be at teast 7 days old and at a flexural strength approved by Engi neer. Concrete shall be thorolighly consolidated against and along the faces of all forms and along the full length and on both sides of an

11

Slip-Form Pavers: When automatic machine placement is used for pavement, submit revised mix design and laboratory test results that meet or exceed requl rements. Produce pavement to required thickness. lines, gr1des, finish, and jointing as required for formed pavement Compact subbase and prepare subgrade of

SultanDte of Oman. Sr _ _ _ _ _..,.,. _ · _ r_ O<_IIaad __& _ B_ nc~g _ e_ Co _nrtr __ uc: _ua _ _-...


sufficient width to prevent displacement of paver machine during operations. 12 When adjoining pavement lanes are placed In separate pours, do not operate equipment on concrete until pavement has attained 85 percent of its 2B·day compressive strength. 13 Hot-Weather Placement: Place concrete according to recommendations in ACI 305R and as follows when hot· weather conditions exist: i.

Cool ingredients before mixing to maintain concrete temperature at time of placement below 32 deg. C. Chilled mixing weter or chopped ice mey be used to control tempereture, provided weter equivelent of ice Is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.

ii.

Cover reinforcement steel with water-soaked burlap so steel temperature will not exceed ambient air temperature immediately before embedding In concrete.

11:.

Fog· spray forms, reinforcement steel, and I or stabilized base just before piecing concrete. Keep aggregate base moisture uniform without standing water, soft spots, or dry areas.

iv.

v.

6.7.3.11

5.7.3.12

2 Strike-Off of Concrete: Following the placing of the concrete, it shalt be struck off to conform to the cross section shown on the plans and to an elevation such that when the concrete is properly consolidated and finished, the surface of the pavement shall be at the elevation shown on the plans. 3

Concreting shall not be permitted when the rate of evaporation exceed 1.0 kg lsq m./h. (ACI 305R "Hot Weather Concreting"). The rate of evaporation can be estimated from Fig. 2.1 .5 of ACI 305R with the prevailing temperature, relative humidity, and wind speed. The evaporation rate can also be determined more accurately by evaporating water from a cake pan having an area of approximately 1 ft2 (0.093 sq.m.). The pan is filled with water and the mass determined every 15 to 20 min to determine .the evaporation rate, which is equal to the loss of water mass from the pan. A balance of at least 2500 g capacity is satisfactory.

Finishing at Joints: i.

Concrete adjacent to joints shall be compacted or firmly placed without voids or segregation against the joint material; it shall be firmly placed without voids or segregation under and eround ell load-transfer devices, joint assembly units, and other features designed to extend into the pavement.

ii.

Concrete adjacent to joints shall be mechanically vibrated. After the concrete has been placed and vibrated adjiiCent to the joints. the finishing miiChine shall be operated in a manner to avoid damage or misalignment of joints.

iii.

If uninterrupted operations of the finishing machine, to, over, and beyond the joints, cause segregation of concrete, damage to, or misalignment of the joints, the finishing machine shall be stopped when the screed Is approKimately 200mm from the joint.

iv.

Segregated concrete shall be removed from the front of and off the joint, the screed shall be lifted and set directly on top of the joint, and the forward motion of the finishing machine shalf be resumed. Thereafter, the finishing machine mey be run over the joint without lifting the screed, provided there is no segregated concrete immediately between the joint and the screed or on top of the joint.

No concreting shall take place when the ambient temperature exceeds 40 deg. C. Concrete Finishing

General: Wetting of concrete surfaces during screeding, initial floating, or finishing operations is prohibited. 2 Float Finish: Begin the second floating operation when bteed-weter sheen has disappeared and the concrete surface has stiffened sufficiently to permit operations. Float surface with power-driven floats, or by hand floating if area is small or inaccessible to power units. Finish surfaces to true planes. Cut down high spots, and fill low spots. Refloat surface Immediately to uniform granular texture.

Final Strike-Off, Consolidation and Fi nlshing

Sequence: The sequence of operations shall be the strike-off and consolidation, floating and removal of laitance, straight edging, and final surface finish. The addition of superficial water to the surface of the concrete to assist in finishing operations generally will not be permitted. If the application of water to the surface is permitted, it shall be applied as a fog spray by means of approved spray equipment.

4

Machine Finishing: i.

The concrete shall be spread as soon as it is placed, and it shall be struck off and screeded by an approved finishing machine. The machine shall go over each area as many times and at such intervals as necessary to give the proper consolidation and to leave 11 surface of uniform texture.

ii.

Excessive operation over 11 given 11rea shall be avoided. When side forms 11re used, the tops of the forms shall be kept clean by an effective device attached to the machine, and the travel

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Miniatrv gfTrnnaport & Communieotion• DGALT

.../"'-. ~<:\concrete and Concrete Structures

of the machine on the forms shall be maintained true without lift, wobbling, or other variation tending to affect the precision finish. During the first pass of the finishing machine, a uniform ridge of concrete shall be maintained ahead of the front screed for its entire length. iii.

When In operation, the screed shall be moved forward with a combined longitudinal and transverse shearing motion, always moving in the direction in which the work is progressing, and so manipulated that neither end is raised from the side forms during the striking-off process, If necessary, this shall be repeated until the surface is of uniform texture, true to grade and cross section, and free from porous areas.

5 Hand Finishing: Hand finishing methods will not be permitted, except under the following conditions: i.

il.

v.

The use of long·handled wood floats shall be confined to a minimum; they may be used only In emergencies and in areas not accessible to fonishlng equipment.

6.7.3.13

Surface Texture

Brush or Broom Finish:

In areas of narrow widths or of irregular dimensions where operation of the mechanical equipment is Impractical.

ii.

The equipment shall operate transversely across the pavement surface, providing corrugations that are uniform in appearance and approximately 2 mm In depth.

iii.

The equipment must not tear or unduly roughen the pavement surface during the operation. Any imperfections resulting from the texturi ng operation shall be corrected.

Straight-Edge Testing and Surface Correction:

5-56

Special attention shall be given to assure that the surface across joints meers the requirements for smoothness. Straightedge testing and surface corrections shall continue until the entire surface Is found to be free from observable departures from the strelghtedge and until the slab conforms to the required grade and cross section.

A brush or broom finish shall be formed on all newly constructed concrete pavements when the water sheen has practicl!ly disappeared. using mechanical texturing equipment.

6 Floati ng: After the concrete has been struck off and consolidated, it shall be further smoothed, trued, and consolidated by means of a longitudinal Ooat, using approved hand or machine methods.

ii.

iv.

i.

The screed for the surface shall be at least 600 mm longer than the maxlmum width of the slab to be struck off. It shall be of approved design, sufficiently rigid to retain its shape, and shan be constructed either of metal or of other suitable material covered with metal. Consolidation shall be attained by the use of a suitable vibrator.

i.

Any depressions shaM be Immediately filled with freshly mixed concrete, struck off, consolidated, and refinished. High areas shall be cut down and refinished.

In the event of breakdown of the mechanical equi pment, hand methods may be used to finish the concrete already deposited on the grade;

Concrete, as soon as placed, shall be struck off and screeded. An approved portable screed shall be used. A second screed shall be provided for striking off the bottom layer of concrete when reinforcement is used.

7

iil.

After the pavement has been struclt off and consolidated and while the concrete is still plastic, it shall be tested for trueness with a 4.Bm straightedge. Furnish and use an accurate 4.8m straightedge swung from handles 900 mm longer than one·ha:f the width ofthe slab. The straightedge shall be held in contiiiCt with the surface in successive posit ions parallel to the centerline and the whole area gone over from one side of the slab to the other, as necessary. Advancing shall be in successive stages of not more than one-half the length of the straightedge. Any excess water and laiumce shan be removed from the surface of the pavement.

5.7.3,14

Skid Resistant Surf~es

Wire Combing: A skid resistant surface shall be provided by wire combing In plastic concrete. The wi re combing technique shall use steel eombs or tines of various dimensions to form groove-like texture in the plastic concrete pavement and shall provide grooves that are approximately 3 mm by 3 mm spaced 13 mm center· to-center. 5.7.3,15

Surface Test

As soon ts the concrete has hardened suffi ciently, the pavement surface shall be tested with a 4 8 m straightedge or other specified device. Areas in a slab showing high spots of more than 6 mm but not exceeding 12 mm In 4.8 m shall be marked and immediately ground down with an approved grinding machine to I within the tOlerance of 6 mm or less. Where the departure from correct cross section exceeds 12 mm, the pavement shall be removed and replaced when so directed by Engineer. 2 Any area or saction so removed, shall not be less than 3 m In length, t~or less than the full width of the lane involved. When it is necessary to remove and replace a section of pavement, any remaining portion of the slab adjacent to the joints that Is tess than 3 m in length shall also be removed and replaced.

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6.7.3.16

Removing Forms

Unless otherwise specified, forms shall not be removed from freshly placed concrete until it has set for at least 12 hours, except where auxiliary forms ere used temporarily in widened areas. Forms shall be removed carefully to avoid damage to the pavement. After the forms have been removed, the sides of the slab shall be cured. Major honeycombed areas shall be considered as defective work and shall be removed and replaced. Any area or section so removed shall not be less than 3 m In length nor less than the full width of the lane involved. When it is necessary to remove and replace a section of pavement, any remaining portion of the slab adjacent to the joints that is less than 3 m in length shall also be removed and replaced. 6.7.3.17

Sealing Joints

The joints in the pavement shall be sealed as shown on Drawings and as specified in Sub-Section 5.8. 6.7.3.18

Opening to Traffic

The Engineer shall decide when the pavement shall be opened to traffic. The pavement will not be opened to traffic until test specimens molded and cured in accordance with ASTM C31 have attained the specified flexural strength when tested in accordance with ASTM C78, unless otherwise ecceptable to Engineer. 6.7.3.19

Pavement Tolerance

Comply with tolerances of ACI 117 and es follows:

i.

Level: Plus 6 mm, no minus.

ii.

Thickness: Plus 9 mm, minus 6 mm.

iii.

Surface: Gap below 3-m long, unleveled straightedge not to exceed +6 mm.

iv.

Lateral Alignment and Spacing of Tie Bars and Dowels: +1·25 mm.

v.

Vertical Alignment of Tie Bars and Dowels:

vi.

Alignment of Tie-Bar End Relative to Line Perpendicular to Pavement Edge: +1·13 mm.

vii.

Alignment of Dowel-Bar End Relative to Line Perpendicular to Pavement Edge: Length of dowel +1·6 mm per 300 mm.

shall submit for the Engineer's approval the appropriate testing instrument(sl and test methodology for the surface roughness test. 3

Tolerances. The following tolerances are applicable: i.

Lateral deviation from established alignment of the pavement edge shall not exceed plus or minus 30 mm in any lane.

ii.

Vertical deviation from established grade shall not exceed plus or minus 12 mm at any point.

iii.

Surface smoothness deviations shall not exceed 6 mm from a 4.8 m straightedge placed in any direction, including placement along and spanning any pavement joint or edge.

5.7.3.20

Allow concrete pavement to harden and gain 2 strength for 28 days and be dry before starting pavement marking. 3 Sweep and clean surface to eliminate loose material and dust. 6.7.3.21

viii.

Joint Spacing: +1·75 mm. Contraction Joint Depth: Plus 6 mm, no minus.

x.

Joint Width: Plus 3 mm, no minus.

2 Surface Roughness: The International Roughness Index {IRII for roads shall be complied with on all concrete finished surfaces. The acceptable range of IRI test results shall vary between 0 and 1.5 mm/m for highways and primary roads and between 0 and 3.0 mm/m for secondary, tertiary and other access roads. Adopt contact type test instruments for test stretches not exceeding 400 m in length and non-contact test instruments (optical or sonicl for stretches exceeding 400 m in length. The Contractor

Field Quality Control

Slump: Minimum one test at point of discharge for each day's pour of concrete. Additional tests when concrete consistency seems to have changed. 2 Concrete Temperature: Test hourly when air temperature is 4 deg C and below, and when 27 deg C and above, and each time a set of flexural test beams are made.

3

Flexural Strength: i.

Flexural test beams shall be made for eech day's pour exceeding 4 cu m, plus additional sets for each 40 cu.m. over and above the first 20 cu.m. Each group of test beams shell be molded from the same batch of concrete and shall consist of a sufficient number of specimens to provide two flexural strength tests at each test age. The specimens shall be mede in accordance with ASTM C31. At the start of paving operations and when the aggregate source, aggregate characteristics, or mix design is changed, additional groups of test beams may be required until Engineer is satisfied that the concrete mhc complies with the strength requirements of these specifications. Test eges shell be 7 days and 28days.

ii.

The flexural strength of the concrete shall meet the following requirements:

+1·6 mm.

ix.

Pavement Marking

Do not apply pavement marking paint until layout, colors and placement have been verified by the Engineer.

The average of any 4 consecutive strength tests, tested at the end of 28 days, shell be equal to or greater than the specified flexural strength;

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Ministry af Trnna.,art &

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Not more than 20 percent of the beams tested at the end of 28 days shall have a flexural strength less than the specified strength; No specimen shall have a flexural strength less than 90% of the specified flexural strength.

m.

Specimens, which are obviously defective, shall not be considered In the determination of the strength. When it appears that the test specimens will fail to conform to the requirements for strength, Engineer shall have the right to order changes In the concrete mix sufficient to increase the strength to meet the requirements. When a satisfactory relationship between 7-days and 28-day strengths has been established and approved, the 7-day test results may be used as an indication of the 28· day strengths. However, the 7-day test results will not replace the results of the 28-day tests If the 28-day resu Its fall below t he requirements.

4 Testing Agency: Engage a qualified independent testing and inspection agency to sample materials, perform tests, and submit test repons during concrete placement according to requirements specified in this Clause. 5 Testing Services: Testing shall be performed accordlng to the following requirements: i,

Sampling Fresh Concrete: Representative samples of fresh concrete shall be obtained according to ASTM C 172, except modified for s!ump to comply with ASTM C 94.

ii.

Slump: ASTM C 143; one test at point of placement for each flexural and/or compressive-strength test, but not tess than one test for each day's pour of each type of concrete. Additional tests will be required when concrete consistency changes.

iii.

Concrete Temperature: ASTM C 1064; one t est hourly when air temperature is 4 deg C and below and when 27 deg C and above, and one test for each set of flexural and/or compressivestrength speclmens.

iv.

Compression Test Specimens: ASTM C 31/C 31M; one set of four standard cylinders for each compressive-st rength test, unless otherwise Indicated. Cylinders shall be molded and stored for laboratory-cured test specimens unless field-cured test specimens are required.

v.

Compressive-Strength Tests: ASTM C 39; one set for each day's pour of each concrete class exceeding 4 cu.m., but less than 19 cu.m., plus one set for each additional 3B cu.m. One specimen shall be tested at 7 days and two specimens at 28 days; one specimen shall be retained in reserve for later testing if required.

5-58

vi .

When frequency of testing will provide fewer than five compressive-strength tests for a given class of concrete, testing shall be conducted from at I east fove randomly selected batches o r from each batch if fewer than five are used.

vii.

When strength of field-cured cylinders is less than 85 percent of companion laboratory-cured cylinders, current operations shall be evaluated and corrective procedures shall be provided for protecting and curing in-place concrete.

v iii.

Strength level of concrete will be considered satisfactory if averages of sets of three consecutive compressive-strength test results equal or exceed specified compressive strength and no individua I compressive-strength test result falls below specified compressive strength by more than 3.4 MPa.

6 Test results shall be reported in writing to Engineer, concrete manufacturer, and Contractor within 24 hours o f testing. Reports of compressive-strength tests shall contain Project identification name and number, date of concrete placement, name of concrete testing agency, concrete type and class, location of concrete batch in pavement. design compressive strength at 28 days, concrete mix proportions and materials, compressive breaking strength, and type of break for both 7- and 28day tests. 7 Nondestructive Testing : Impact hammer, sonoscope, or other nondestructive device m!IY be permitted by Engineer but will not be used as the sole basis for approval or rejection. 8 Additional Tests: Testing agency shall make additional tests of the concrete when test results indicate slump, air entrainment, concrete strengths, or other requirements have not been met, as directed by Engineer. Testing agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed. 5.7.3.22

Repalts and Protection

Remove alld replace concrete pavement that is broken, damaged, or defective, or does not meet requirements in the Specification 2 Drill test cores where directed by Engineer when necessary to determine magnitvde of cracks or defective t reas. Fill core holes In satisfactory pavement areas with Portland cement concrete bonded to pavement with epoxy 11dhesive. 3 Protect concrete from damage. Exclude traffic from pavement for at least 14 days after placement. When construction traffic is permitted, maintain pavement as clean as possible by removing surface stains and spillage of materials as they occur. 4 Maintain concrete pavement free from stains, discoloration, dirt, and other foreign materiaL Sweep

Sultanate of Omen. Stonc!ord Spoafoe.liom for RQO

concrete pavement not more than two days before date scheduled for Substantial Comp' etion inspactions.

the joint shall be removed and replaced at the Contractor's expense.

5.7.3.23

5.7.4

Oeterminat'on of Concrete Thickness

1 Thickness of concrete pavement shall be determined by average caliper measurement of cores taken from sections of the pavement as stated in Item 2 below, rounded upwards taken to the nearest mm.

2 Pavement sections shall consist of each 300 lin.m. length in each paver lane. The last section in each lane shall be 300 m plus the fractional part of 300 m remaining. Other areas such as intersections, entrances, ramps, etc shall be measured as one section each and the thickness of each shall be determined separately. Small irregular unit areas may be included as part of another section,

3 One core shall be taken from each section by the Contractor at approved locations and in the presence of the Engineer. When the measurement of the core from any pavement section is not deficient by more than 5 mm from the specified thickness, the core will be deemed to be of the specified thickness as shown on the Oraw'ngs. 4 When the measurement of the core from any pavement section is deficient by more than 5 mm but not more than 20 mm, 2 additional cores spaced at not less than 100 mm shall be taken and used together with the first core to determine the average thickness of such section.

5

When the measurement of the core from any pavement section is less than the specified thickness by more than 20 mm, the average thickness of such section shall be determined by taking additional cores at not less than 5 m intervals parallel to the centerline in each direction from the affected location until, in each direction, a core is taken which is not deficient by more than 20 mm. Exploratory cores for deficient thickness will not be used in average thickness determinations.

2 Reinforced concrete pavement shell be measured in cubic meters of the paved area multiplied by the executed slab thickness (as approved by the Eng'neerl and shall include the same items detailed in Item 1 of Clause 5 7.4 above plus the reinforcement Steel material furnished, spliced, jointed and placed all as shown on the Contractor's shop drawings that are approved by the Engineer. 3 The rates in the Bill of Quantities shall be deemed to include furnishing of all associated concrete and joint component materials, preparation of bases, concrete mixing, placing, compacting, finishing and curing, as well as all joint sawing, cutting and cleaning operations, drilling and installing dowels and deformed tie bars and other joint accessories, and all tests, all as detailed on Drawings and in the Specifications.

5.7.5

Deflclency In Thlclcn-·u Detarmlnecljlf_Cores (mml o:o to 5:o 5.1to 10.0 10:1 to 15.0 15.1to.2o:-o > 20.0

Proportion of AI'N Mea•ured for hyment 100% 90% 75%

so%

Basis of Payment

The amount of completed and accepted work, measured as provided for above, will be paid for at the unit rates for the various items in the Bill of Quantities, which rate shall be full compensation for supplying materials, transporting and placing, for labor, equipment, tools and other items necessary for the proper completion of the work. 1

5.7.6

6 Where the average thickness of concrete pavement is deficient by more than 5 mm but not more than 20 mm adjustments shall be made In the area measurements as shown In Table 5.7.3.1.

j


1 Unreinforced concrete pavement shall be measured in cubic meters computed as the paved area multiplied by the executed slab thickness as approved by the Engineer.


i.

Unreinforced Cement Concrete Pavement

(cu.m.)

ii.

Reinforced Cement Concrete Pavement

(cu.m.)

5.8

Joint Sealers for Concrete Pavement

5.8.1

Description

This Sub-section describes joint sealers for concrete pavement as shown on Drawings.

0%

Table 5.7.3.1: Concrete Thickness Deficiency

5.8.2

Materials

7 When the pavement is more than 20 mm deficient in thickness, the Contractor shall remove such deficient areas and replace them with concrete pavement of the specified quality and thickness, all at his own expense.

6.8.2.1

Materials, General

8 When the limits of a deficient area to be removed and replaced are within 3 m of an expansion, contraction or construction joint, the entire concrete pavement up to

1 Compatibility: Provide joint sealers, joint fillers and other related materials that are compatible with one another and with joint substrates under conditions of service and application, as demonstrated by sealant manufacturer based on testing and field expert ence.

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Minl•trv of Trtm•port & Communication• OGilLT


5.8.2.2

Elastomeric Hot·Pourecs Joint Sealants

I.

Remove all foreign material from joint substrates which could interfere w ith adhesion of joint sealer,including dust; paints, except for permanent, protective coatings tested and approved for sealant adhesion and compatibility by sealant manufacturer; old joint sealers; oil; grease; waterproofing; water repellents; water and surface dirt.

ii.

Remove laitance and form release agents from concrete.

ASTM D 3569 • Joint Sealants, Hot-Poured, Elastomeric, Jet-Fuel-Resistant type, for Portland Cement Concrete Pavements.

1

5.8.2.3

Joint Sealant Backing

General: Provide sealant backings of material and type which are non-staining; are compatible with joint substrates. sealants, primers and other joint fillers; and are approved for applications ind:cated by sealant manufacturer based on field experience and laboratory testing. Plastic Foam Joi nt Fillers: Preformed, compressible, 2 resilient, non-waxing, non-extruding strips of flexible, nongassing plastic foam of material indicated below; nonabsorbent to water and gas; and of size, shape and density to control sealant depth and otherwise contribute to producing optimum sealant performance. 3 Bond·Breaker Tape: Polyethylene tape or other plastic tape as recommended by sealant manufacturer for preventing sealant from adhering to rig:d, inflexible joint filler materials or joi nt surfaces at back of joint where such adhesion would result in sealant failure. Provide selfadhesive tape where apptlcabl e. 5.8.2.4

Miscellaneous Materials

Primer: Provide type recommended by joint sealer manufacturer where required for adhesion of sealant to joint substrates indicated, as determined from preconstruction joint sealer substrate tests and field tests. 2 Cleaners for Nonporous Surfaces: Provide nonstaining, chemical cleaners of type which are acceptable to manufacturers of sealants and sealant backing materials, which are not harmful to substrates and adjacent nonporous materials, and which do not leave oily residues or otherwise have a detrimental effect on sealant adhesion or in-service performance.

Joint Priming; Prime joint substrates where 2 indicated or where recommended by joint sealer manufacturer based on preconstruction joint sealersubstrate tests or prior experience, Apply primer to comply with joint sealer manufacturer's recommendations. Confine primers to areas of joint sealer bond, do not allow spillage or migration onto adjoining surfaces. 3 Masking Tape: Use masking tape where required to prevent contact of sealant with adjoining surfaces which otherwise would be permanently stained or damaged by such contact or by cleaning methods required to remove sealant smears. Remove tape immediately after tooling without disturbing joint seal. 5.8.3.3

1 General: Comply with joint sealer manufacturers' printed installation insttuctions applicable to products and applications indicated, except where more stringent requirements apply. 2

Hot poured Seelants;

i.

The joint sealant shalf be applied solid, uniformly from bottom to top and shalf be filled without formation of entrapped air or vo[ds. A backing material shall be placed as shown on the plans and shalf be non-adhesive to the concrete or the sealant material. The heating kettle shall be an indirect heating type, constructed as a double boiler. A positive temperature control and mechanical agitation shalf be provided. The sealant shall not be heated to more than 11•c below the safe heating temperature. The safe heating temperature can be obtained from the manufacturer's shipping container. A direct connecting pressure type extruding device with noules shaped for insertion into the joint shall be provided. Any sealant spilled on the surface of the pavement shall be removed immediately.

i~

Backup materia Is and bond breakers shall be compatible with the sealant, shalf not adhere to the sealant, shall be compressible without extruding the sealant. and shalf recover to maintain contact with the joint faces when the joint is open.

3 Maski ng Tape: Provide non-staining, nonabsorbent type compatib1e with joint sealants and to surfaces adjacent to joints.

5.8.3


5.8.3.1

Examination

1 Examine joints for compliance with requirements for joi nt configuration, installation tolerances and other conditions affecting joint sealer performance. Do not proceed with Installation of joint sealers until unsatisfactory conditions have been corrected.

5.8.3.2

Preparation

Clean out joints Surface Cleanil"'g of Joints: Immediately before installing joint sealers to comply with recommendations of joint sealer manufacturers and the following requirements:

5..60

Installation of Joint Sealers

Sultonnte of Oman, Stmd1td Speafie~tians lor Rood & Bndge Conotructian 21110


5.8.3.4

5.9.3

Cleaning

Clean off excess sealants or sealant smears adjacent to joints as work progresses by methods and with cleaning materials approved by manufacturers of joint sealers and of products in which joints occur. 5.8.3.5

5.8.4


No separate measurement is mede for joint sealers and no items are included in the Bill of Quantities. The work is considered as subsidiary to the concrete pavement and its cost is deemed to be included under payment for concrete pavement items as measured under Clauses 5.7.4, 5.7.5 and 5.7.6.

5.9

Reinforced Concrete Box Culverts and Headwalls, Wingwalls, CutOff Walls and Aprons

5.9.1

Description

This Sub-section describes the requirements for construction of reinforced concrete box culverts, in-situ or precast, and headwalls, wing walls, cut-oft walls and aprons tor box and pipe culverts, including earthworks, structural concrete and aII other encilla ry items necessary for the completion of the structures to the lines, grades and dimensions as shown on the Drawings. These requirements are additional to the requirements of preceding Sections of the Specification.

5.9.2

Materials

Concrete

Sub-section 5.1 •concrete Materials and Mixes•

Reinforcing Steel

Sub-section 5.2 "Reinforcing Steel"

2 Concrete classes shall be those prescribed on the relevant Drawings. Backfill shall be as specified in Section 2 "Earthwork".

Section 2

Earthwork

Sub-section 5.2

Reinforcing Steel

Sub-section 5.3

Reinforced Concrete Structures.

2 Box culverts, headwalls. wing walls, cut·oft walls and aprons shall be to the lines and levels shown on the Drawings. Unless otherwise shown, culverts shall have a constant fall of 1:100 along their centerline. 3 Box culverts shall be constructed In sections such that expansion joints are located at Intervals which shall be so spaced as to prevent the box culvert from behaving as a long beam unless such structural action has been allowed for in the design. Unless shown on the Drawings or directed by the Engineer, the spacing of expansion joints shall be no greater than 35 meters. Unless otherwise indicated, expansion joints shall 4 also be used at the culvert ends where the culvert meets the wing walls and apron slabs. 5 Where box culverts are located in road embankments, the embankments shall first be constructed in accordance with Paragraph 2.5 3.4 "Embankment Construction". The compacted embankments shall then be excavated in trenches for the culverts. This requirement may be dispensed with by a written permission from the Engineer to so do. Where a culvert Is to be constructed under a high embankment, this requirement may be relaxed or dispensed with provided the fill is designed to arch over the cuI vert or the culvert Is specially designed for an increased surcharge load from the embankment. Embankments may be constructed to within 1 m above the culvert then construction carried out as above. 6 For culverts located below firm ground, the excavation shall be carried out in trenches in accordance with Section 2 "Earthwork". 7 Backfilling and compaction shall be carried out in layers not exceeding 150 mm compacted thickness and the difference in the levels of backfill on either side of the culvert shall et no time exceed 500 mm. Start backfilling after having attained 75 percent of the culvert 28-day concrete strength. 8

Materials shall conform to the relevant requirements of the following Sub-sections of the Specification:

3

Construction work shall comply with the relevant requirements of the following sections:

Protection

Protect joint sealers during and after curing period from contact with contaminating substances or from damage resulting from construction operations or other causes so that they ere without deterioration or damage at time of Substantial Completion. It, despite such protection, damage or deterioration occurs, cut out and remove damaged or deteriorated joint sealers Immediately and reseal joints with new materials to produce joint sealer Installations with repaired areas indistinguishable from original work.


All concreting shall be carried out in dry conditions.

Unless otherwise shown on the Drawings or 9 instructed by the Engineer, the base slab of the box culvert for its entire length shall first be completed before proceeding with the walls and roof slab. The construction joints in the walls shall be located at not less than 100 mm above the top of the base slab. Unless shown otherwise on the Drawings or directed by the Engineer, the walls and roof slabs shall be concreted in one pour between expansion joints. 10 Unless otherwise shown on the Drawings or instructed by the Engineer, the cut-oft wall shall be cast against earth.

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Mini• try o' Trnnsport & Communicotlon• . DGRl T


11 Contrete placing, forms, finishing, curing and jointing shaU be done in accordance with Section 5.3 •Reinforced Concrete Structures".

5.9.4


The work sha~ be measured according to the dimensions shown on the Drawings in accordance with the rules for measurement stated in Sub-section 5.1 ' Concrele Materials and Mixes' and Sub-section 5.2 'Reinforcing Steel'. 2 Where the Contractor uses precast units as an alternative, any extra material and quantity necessary shall not be measured. All other work such as excavation for the cut-off walls 3 formwork. construction and expansion joints and the like, shall be included as subsidiary work whose costs are deemed to be included in the rates and prices for concrete and reinforcement.

The amount of completed and accepted work, measured as provided for above, shall be paid for at the unit rates in the Bill of Quantities, which rates shall be full compensation for supplying. curing, finishing concrete and cutting, shaping and fixing reinforcing steel and for labor, materials, equipment, tools and other items necessary for the proper completion of the works.

6.9.6

Specification for Bitumen-Saturated Cotton Fabrics Used in Roofing and Waterproofing (AASHTO M 117)

ASTM 0449

Specifications for Asphalt Used in Dampproofing, and Waterproofing (AASHTO M 1151

ASTM 0450

Specification for Coal-Tar Pitch Used in Roofing, Oampproofing, and Waterproofing (AASHTO M 1 18)

ASTM 0490

Specifications for Road Tar (AASHTO M 52)

5.10.2

Materials

6.10.2.1

Asphalt

Waterproofing asphalt shell conform to AASHTO M 11 5 (ASTM D 449); Type I for use below ground, and Type II for use above ground. 2 Primer for use with asphalt in waterproofing shall conform to AASHTO M 116 (ASTM 0 41).

Basis of Payment

5.9.5

ASTM D 173

6.10.2.2

Bitumen

W1terproofing bitumen shaH conform to AASHTO M 118lASTM 0 450); Type II unless otherwise specified. 2 Primer for use with coal-tar bitumen In dampproofing tnd waterproofing shall conform to AASHTO M 121 (ASTM D 43). It shalt be a distillate of coal-gas tar or cokeoven tar.

Items in Bill of Quantities 5.10.2.3

Reinforced concret e box culverts, head walls. wing walls and cut-off walls are separately identified in the Bill of Quantities and the relevant items as stated in Subsections 5.1 and 5 2 are Included.

5.10

Waterproofing for Structures

5.1 0.1

Description

6.10.1.1

Scope

Waterproofing Fabric

Waterproofing fabric shall conform to AASHTO M 117 {ASTM 0 173). 5.10.2.4

Self.Adhesive Polyethylene Sheet

, Flexible, preformed waterproof membrane comprising strong, hi gh-density polyethylene film w ith self-adhesive rubber/b itumen compound. and having the following minimum properties: Total th ickness

1.5 mm

Weight

1.6 kg/m 2

This Sub-section describes watarproofing membrane, sand dampproofing courses to external concrete surfaces in contact with earth and epoxy coating to internal surfaces of concrete walls, slabs, and beds, all as shown on the Drawings or as directed by the Engineer.

Elongation

21 0% long : 160% trans.

Tear resistance

340 N/mm long.; 310 N/mm trans.

6.10.1.2

Puncture resistance

220 N 65 mm

1

References

American Society for Testing and Materiels

[ASTMI~

ASTM D 41

Specification for Asphalt Primer Used in Roofing. Dampproofing, and Walerproofing (AASHTO M 1161

ASTM 043

Specification for Coat Tar Primer Used In Roofing, Dt mpproofing, and Waterproofing (AASHTO M 1211

s.62

Tensile strength

5.10.2.5

: 42N/mm2

Tar for Absorptive Treatment

Ter fo r absorptive treatment shall be a liquid water· gas tar that conforms to the following requirements; Speclfic gravity, 25"C

1.030 to 1.100

Specific viscosity at 40"C (Engler), not more than

3.0

Total di stillat e. percel"'( by welght, to 3oo•c, not more than

50.0

S

Bitumen lsoluble in carbon disulfide) 98.0 not less than, percent Water, not more than, percent 5. 10.2.6

3.0

When necessary the Engineer may require the surface to be scrubbed with water and a stiff brush, after which the surface shall be allowed to dry before application of the primer.

Tar Seal Coat 5.10.3.2

1 Tar seal coat shall conform to AASHTO M 52, Grade RTCB·S lASTM D 490). 5.10.2.7

Proprietary Waterproofing Systems

Proprietary waterproofing systems shall be bituminous membranes reinforced with layers of suitable reinforcement, bituminous coated polythene sheet, plasticized polyvinyl ch Ioride sheet, other approved membranes or applications of resinous reinforced coatings. The type to be used shall be as indicated on the Drawings and shall be chosen according to its location and serviceability. The specific system shall be approved alter site trials, should the Engineer decide these to be necessary. 5.10.2.8

Epoxy Coating System

An approved epoxy coating system shall be furnished and applied to the internal concrete surfaces of culverts and open channels as shown on the Drawings or as directed by the Engineer. The thickness of the epoxy coating shall be at least 400 microns in accordance with the manufacturer's recommendations

Inspection, Delivery and Storage

All waterproofing materials shall be tested before shipment. Unless otherwise ordered by the Engineer, they shall be tested at the place of manufacture, and, when so tested, a copy of the test results shall be sent to the Engineer by the chemist or inspection bureau which has been designated to make the tests, and each package shall have affixed to it a label, seal, or other mark of identification, showing that it has been tested and found acceptable, and identifying the package with the laboratory tests. 2 Factory inspection is preferred, but in lieu thereof and/or addition thereof, the Engineer may order that representative samples, properly identified, be sent to him for test prior to shipment of the materials. After delivery of the materials, representative check samples shall be taken which shall determine the acceptability of the materials. 3 All materials shall be delivered to the work in original containers, plainly marked with the manufacturer's brand or label.

5.10.3


4 Waterproofing and dampprooling material shall be stored in a dry, protected place. Rolls of waterproofing fabric and membranes shall not be stored on end.

5.1 0.3.1

Surface Preparation

5.10.3.3

Waterproofing: I.

ii.

All concrete surfaces to be waterproofed shall be reasonably smooth and free from projections or holes which might cause puncture of the membrane. The surface shall be dry, so as to prevent the formation of steam when the hot asphalt or tar is applied, and, immediately before the application of the waterproofing. the surface shall be thoroughly cleaned of dust, projecting tying wire and loose material. No waterproofing shall be done in wet weather, nor when the temperature is below 4 degrees C, without special authorization from the Engineer. Should the surface of the concrete become temporarily damp, it shall be covered with a 50 mm layer of hot sand, which shall be allowed to remain in place from 1 to 2 hours, or long enough to produce a warm and surface-dried condition, after which the sand shall be swept back, uncovering sufficient surface for beginning work, and the operation repeated as the work progresses.

the 2 Dampproofing: The surface to which dampproofing coating shall be applied shall be cleaned of all loose and foreign material and dirt and shall be dry.

Asphalt and Bitumen Waterproofing Fabric

Asphalt shall be heated to a temperature between 150 degrees C and 175 degrees C and tar for hot application shall be heated to a temperature between 93 degrees C and 120 degrees C with frequent stirring to avoid local overheating. The heating kettles shall be equipped with thermometers. In all cases, the waterproofing shall begin at the low 2 point of the surface to be waterproofed, so that water will run over and not against or along the laps. 3 The first strip of fabric shall be of half-width; the second shall be full-width, lapped the full-width of the first sheet; and the third and each succeeding strip shall be full· width and lapped so that there will be two layers of fabric at all points with laps not less than 50 mm wide. All end laps shall be at least 300 mm. 4 Beginning at the low point of the surface to be waterproofed, a coating of primer shall be applied and allowed to dry before the first coat of asphalt is applied. The waterproofing shall then be applied as follows. 5 Beginning at the I ow point of the surface to be waterproofed, a section about 500 mm wide and the full length of the surface shall be mopped with the hot asphalt or tar. Immediately following the mopping, the first strip of fabric, or half-width, shall be rolled and pressed into place so as to eliminate all air bubbles and obtain close conformity with the surface. This strip and an adjacent

' - . ,~ /

Monl•trv ol Trnnaport & Cammuolcatlon• DGRl T

~~
section of the surface of a width equal to slightly more than half of the width of the fabric being used shall then be mopped with hot asphalt or tar, and e full w idth of the fabric shall be rolled Into th:S, completely covering the first strip, and pressed into place as before. This second st rip and an adjacent section of the concrete surface shall then be mopped with hot asphalt or tar and the third strip of fabric "shingled" on so as to lap the first strip not less than 50 mm. This process shall be continued until the entire surface is covered, each strip of fabric lapping at least 50 mm over the last strip. The entire surface shall then be given a final mopping of hot asphalt or tar. 6 The completed waterproofing shall be a firmly bonded membrane composed of two layers of fabric and three mappings of asphalt or tar, together w ith a coating of primer. Under no circumstances shall one layer of fabric touch another layer et any point or touch the surface, as there must be at least three complete mopplngs of asphalt or tar. In all cases the mopping on concrete shall cover the 7 surface so that no gray spots appear, and on cloth it shalf be sufficiently heavy to completely conceal the weave. On horizontal surfaces not less than 49 liters of asphalt or tar shall be used for each 10 square meter of finished work, and on vertical surfaces not less than 61 liters shall be used for each 10 square meter. The work shall be so regulated that, at the close of a day's work. all cloth that is laid shall have received the final mopping of asphalt or tar. Special care shall be takan at all laps to see that they are thoroughly sealed down. AI the edges of the membrane and at any points 8 where it is punctured by such appurtenances as drains or pipes, suitable provisions shall be made to prevent water from getting between the waterproofing and the waterproofed surface. All flashing at curbs and against girders, spandrel 9 walls, etc., shall be done with separate sheets lapping the main membrane not less than 300 mm. Flashing shall be closely sealed either with a metal counter-flashing or by embedding the upper edges of the flashing in a groove poured full of joint filler. 10 Joints which are essentialty open joints but which are not designed to provide for expansion shell first be caulked with oakum end lead wool and then filled w ith hot joint filler.

5.10.3.4

Proprietary Waterproofing Membranes

Proprietary waterproofing membranes shall be installed strictly in accordance with the manufacturer's instructions and shall be laid so that no air is trapped between it end the concrete surface or between successive layers of sheeting. 2 Unless otherwise specified. joints between sheets shall be lapped w ith end laps of at least150 mm end side laps of at least 100 mm. The joints shall be arranged so that, at no points, are there more than three thicknesses of sheeting and, as far as possible so that water w ilt drain away from the exposed edge. 5.10.3.5

Damage Patching of Waterproofing Fabrics

Care shall be taken to prevent Injury to the finished fabric membrane by workmen or wheelbarrows, or by throwing any materiel on it. Any damage which may occur shall be repa"red by patching. Patches sha D extend at least 300 mm beyond the outermost damaged portion and the second ply shell extend at least 75 mm beyond the first. 2 Proprietary waterproofing membranes shaD be repaired according to the manufacturer's specifications and es directed bv the Engineer. 5.10.3.6

Dampproofing

Concrete, brick, or other surfaces to be protected by dampproofing shall be thoroughly d eened before t he primer Is applied. The surfaces shall then be brush or spray painted with two or more coats (as ind
Protection of Waterproofing and Dampproofing

11 Expansion joints. both horizontal and vertical, shall be provided with sheet copper or lead in ·u· or ·v· form in accordance w ith approved details. After the membrane has been placed, the joint shall be filled with hot joint filler. The membrane shall be carried continuously across all expansion joints.

Waterproofing membranes and dampproofing courses shall be covered by a protective layer which, unless otherwise specified or shown on the Drawing.s, shall be a 50 mm coat of mortar composed of one part Portland cement and two parts send, reinforced midway between its top and bottom surfaces with wire netting of 150 mm mesh and No. 12 gauge, or an approved equivalent. The top surface shall be troweled to a smooth, hard finish and, where required, true to grade.

\2 At the ends of the structure the membrane shall be carried well down on the abutments and suitable provision made for all movement.

2 The protection course shall follow the waterproofing so closely that the letter will not be exposed without protection for more then 24 hours. Unless otherwise shown on the Drawings or direct ed the Engineer, vertical faces waterproofed or dampproofed shall be protected by a porous concrete block well of not less than 225 mm thickness. If approved 3

by

5-&t

Sultonate of Oman. Slondord Sporcifoalic ns 101' Ru•d & Bridge Conolr~~ar 2010


by the Engineer, a proprietary synthetic sheeting may be used as the protective layer in lieu of the porous concrete block wall.

5.10.3.8

Testing

Unless otherwise agreed by the Engineer in writing. at least one site trial application of the waterproofing system shall be carried out to determine the suitability of the surface preparation, method of application and effectiveness of the protective layer. The size of membrane laid shall be not less than 2.0 meters wide and 5.0 meters long.

5.10.4

Piers, columns, frames and exposed surfaces of abutments and reta'ning walls. Deck soffit and sides and other exposed surfaces of deck. Precast concrete girders and other precast concrete elements. Concrete parapets

2 Tar or bituminous painting to surfaces permanently in contact with backfilled material shall be measured by the square meter of surface area so painted .

3

Epoxy coating to internal surfaces of concrete shall be measured by the square meter of the surface area so coated.

4 Protection to waterproofing membrane and dampproofing course shall not be measured for direct payment but shall be deemed to be Included in the rates for waterproofing and dempproofing. 5 Site trials of waterproofing membranes shall not be measured for direct payment but shell be deemed to be included in the rates for waterproofing.

6.1 1.1.2

Items in the Bill of Qquantities Tar or bituminous paint (State type, number of coats)

sq.m.

ii

Membrane waterproofing {State type, thickness)

sq.m.

iii

Epoxy coating to internal surfaces of concrete (State type, thickness)

sq.m.

5.11

Protective Coating for Concrete

5.11.1

Description

5.11.1.1

Scope

This Sub·section describes protective coating on exposed surfaces of reinforced and prestressed concrete

Submittals

Propr'etary special coating system for the protection of exposed concrete surfaces shall be pro posed by the Contractor and shall be subject to the Engineer's approval. Submittal shall include the details of the coating type and coating manufacturer and a list of projects, executed in environmental conditions similar to those experienced in the project site, in which the same protective coating system was successfully used. 2 The Contractor's submittal shall be accompani ed by the manufacturer' s detailed product specifications together with application instructions, and guarantee that the product is suitable for use at the operating temperatures in the Sultanate.

3

Trial Panels as specified in Paragraph 5.11.1.4 (1) shall be provided.

6.11.1.3

Basis of Payment

The amount of completed and accepted Work measured as provided for above will be paid at the unit rates as specified in the Bill of Quantities, which unit rates shall be full compensation for furnishing all materiels, labor, equipment, tools, supplies and all other items necessary for the completion of the Work.

5.10.6

2 The coating system she II be used for the protection of reinforced concrete structures against carbonation or chloride induced corrosion. Work includes, but not necessarily l imited to coating for;


Waterproofing membrane shall be measured by the square meter of each type, furnished, laid, completed and accepted.

5.10.5

construction in corrosive or marine environments or other severe exposure conditions as shown on the Drawings.

Performance Requirements

The coating system shall provide in·depth protection against carbonation and chloride penetration while permitting water va per transmission from the concrete.

2

Final color shall be selected by the Engineer.

5.11.1.4

Quality Assurance

Trial Panels: i.

Prior to applying the system, trial applications shall be carried out on trial panels made by the Contractor to the specified finishes. The trial shall demonstrate the method proposed for applying the system, coverage, coating thickness, color and final appeara nee of the coating. Representatives of the coating manufacturer shall be present at the trials and the surface preparation and a pptication of the coating shall be carried out under their direction. The Contractor shall, at his own expense, coat as many panels as required by the Engineer until a trial panel has been accepted by the Engineer as satisfactory. The coated panel, when accepted, will form the standard against which the corresponding coating in the works shall be judged. No

~~

M•nl•trv of Trnnaport & Comrntr.n\teation•

OGRLT

~~
application of the coating in lhe works shall be undertaken until trials have been completed to the Engineer's satisfaction. ii.

Trial panels shall be tested for permeability in accordance with DIN 1048 and AASHTO T 277 as defined in Paragraph 5.1.3.15 as a check on the effectiveness of the coating. Acceptance of the coating shall be based on compliance with tha following acceptance limits. Based on this result, the Enginear may reject the work or require addit iona l coating. DIN 1048 results for coated surfaces: one fifth of the limits for the unproteeted surfaces defined in Paragraph 5.1.3. 15. AASHTO T 277 test results for coated surfaces: charge passed should be less than 500 coulombs.

5.11 .1.5

5.11 .2.3

The topcoat shan be a pure aliphatic acry:lc resin, decorative, high performance water based, pigmenting coating. It shall have resistance to water, carbon dioxide and other air-borne acids and have the ability to allow passage of water vapor from within the structura. The topcoat shall have elastomeric and flexural capabilities. The color shall be selected by the Engineer. 5.11.2.4

- Wet film thickness

650 microns

- Dry film thickness

400 microns

Carbon dioxide diffusion resistance

Testing Water vapor transmission

greater than 13 glm1.day

Chloride ion diffusi on

3.63x 10·10 cm•tsec

Water vapor transmission Taywood Engineering Laboratories

Reduction i n chloride ion penetration

Reduct ion in chloride ion penetration BS 1881: Part 124

Tear resistance • Crack bridgeability

Tear resistance ASTM D624 Crack bridgeability BREmethod 2 Where test methods are not specified, the procedure for establishing compliance with the specification requirements sheM be agreed w ith the Engineer.

Materials General

The coating system shall consist of a penetrating, reactive primer and an acrylic topcoat system to minimize ingress of acidic gases, chlorides and water. 5.1 1.2.2

Primar

The primer shall be a low viscosity silane-siloxane acrylic blend dissolved in a penetrating organic carrier. The primer shall have the capability to penetrate end produce a chamically bound hydrophobic barrier to prevent the passage of chloride end su lfate ions. The primer shall elso be film forming to condition and stabil ize the substrate prior to the application of the topcoat. The primer shall be applied In full accordance w ith the manufacturer's instructions.

5-86

R value at 3251' greater than 161 m

Carbon diOlcide diffusion resistance (R value) Taywood Engineering Laboratories

Chloride ion diffusion Taywood Engineering Laboratories

5.11 .2.1

Speclflcations

The material employed for the coati ng shall complv w ith the following requirements:

Testing of the coating shall conform to the following:

5.11.2

Topcoat

minimum94% at 28 days

7.3 kNimm• 1. 5 mm

Adhesion

m inimum 1.0 N/mm'

Reduction In water absorption (measured agai nst a control concrete sample)

mi nimum82 %at 28 days when testad at a water-cement ratio 0.5

5.11.3


6.11.3.1

General

The Contractor shall adhere strictly to the manufacturer' s recommendations regarding the use, storage, application and sa(ety rules in respect of the approved materials. 2 During storage, mixing and application, the Contractor shall comply with the health end safety and environmental protection recommendations of the m anufacturer and governing authorities. 6.11.3.2

Inspection of Concrete

The Contractor shaD not proceed with the surface finish or making good of concrete surfaces until he has recel1111d the Engineer's permission to do so end he shall not epply cement slutry or mortar or any other coating to t he concrete surfaces from which the formwork has been struck untU the Engineer has inspected and approved the concreta.

S...lton.,to of Ornan. St..-.l ....;.•_•

5.1 1.3.3

Surface Preparation

Before application, all surfaces must be dry and free from oil, grease, loose particles, decayed matter, moss or algae growth and general curing compounds. 2 All such contamination end laitance must be removed by the use of sweep sand blasting, high pressure jetting or equivalent mechanical means. 3 Before proceeding to apply the protective coatings, all surfaces which ere not to be coated, but which may be affected by the application of the coating shall be fully masked. 4 Blow holes and areas of pining shall be made good with a one part modified cementitious material and allowed to cure in accordance with the manufacturer's recommendations. In particular, the application shall be In accordance with the manufacturer's recommendations, with respect to the maximum application thickness. 5.11.3.4

Approval Prior to Coating Application

The Engineer's approval must ba obtained prior to applying the coating system in the works. Before giving the approval, the Engineer will need to be satisfied as to the following:

i. ii. iii. iv.

v.

5.11.3.5

All construction work in the immediate vicinity of the structure to be coated has been completed. The surface preparation of the structure has been completed. The whole of the structure can be coated in a continuous operation. Adequate measures have been taken to protect the property of third parties, including vehicles, from coating splatters. The weather conditions accord with the coating manufacturer's directions for coating application. Application

The exposed concrete surfaces shall be conditioned by the application of the penetrating hydrophobic primer. The primer shall be allowed to dry in accordance with the manufacturer's requirements. 2 The Contractor shall than apply two coats of the pigmented topcoat in accordance with the manufacturer's Instructions. The finished coating shall be pinhole free. The color and finish shall be agreed with the Engineer.

5.12

Bridge Load Testing

5.12.1

Description

All bridges shall be load tested unless otherwise agreed by the Engineer. 2 The aim of the testing is not to measure the actual factor of safety of the bridge but intended to verify the design and construction of the bridge under normal loading conditions. Measurements are, accordingly, meant to give an order of magnitude and fine precision is not required. 3 The date of conducting the load tasting shall be fixed by the Engineer and shall be at least 90 days after all concrete structural elements ere constructed. Load testing may be carried out before or after opening the bridge for traffic. 4 If the bridge is open to traffic before being load tested, the Engineer may impose restrictions on highway loading over the bridge until testing is satisfactorily completed, such as banning the passage of heavy traffic loading of the order of the Oman Special Truck, or any other measures. 5

Load testing comprises:

i. ii.

iii.

Application of load as described in Clause 5.12.2. Detailed visual inspection before, during end after the testing as described In Clause 5.12.3. Measurement of deflections and other quantities as described in Clause 5. 12.4.

6 If the Works include a number of similar bridges testing may be limited as follows: i. ii.

iii.

At least one bridge shall be tested for all the tests specified in this Sub-Section. The other bridges may be subject only to testing by static toads. The latter test may be further simplified by reducing the number of tests. It is recommended, however, to measure the deflection at, at least, one point per span.

7 Bridges are considered similar when their superstructures have the same design, same material specifications and are constructed by the same contractor.

3 The coating shall be applied by spray, roller or brush to achieve a finish acceptable to the Engineer.

8 If the results of the load testing are unfavorable, and leave some doubt as to the ability of the bridge to withstand the loads it is supposed to carry, more elaborate testing shall be considered, including non-destructive full. scale testing.

5.11.4

5.12.2

Load Application

5.12.2.1

Composition of Applied Load


No separate measurement is made for protective coating and no items are included in the Bill of Quantities for direct payment. The work is considered as subsidiary work. the cost of which will be deemed to be Included in the unit rates for the relevant BOQ Items for concrete described and measured for payment under the provisions of Section 5.1 "Concrete Materials and Mixes".

The applied load shall consist of a number of loaded trucks sufficient to satisfy the requirements of this Clause. 2 The loads shall be applied in two types of tests: by static loads and moving loads. 3 The I oads shall ba restricted to the carrlageways and no load is applied on the sidewalks.

5-67

~ ~

Ministry ofTranaport &: Cornmun;c4ltiona

DGRLT

~ ~<::concrete and Concrete Structures

4 The stipulations of this Clause are set as minimum requirements. In particular cases, when there is doubt about the quality of the bridge, the Engineer may impose more severe loads.

5.12.2.2

Testing by Static Load

The loaded trucks shall be positioned on the carriageways and grouped together in the longitudinal and transverse directions such that the straining actions they develop are between 67 and 75 percent of the maximum straining actions developed by all unfactored loading cases. 2 The straining actions considered do not include any load factor magnification.

3 The test starts by loading the bearings before applying any loads on the spans in order to activate immediately the bearing deformation, and then the measured deflections will be significant.

4

Bridges with simply supported spans shall have the loads applied independently on every span.

5

Bridges with continuous spans shall have the loads applied independently on every span. then on every two adjacent spans, with no loads on the others, to obtain the maximum hogging (negative) bending moment over the support The latter loading shall be repeated for every intermediate support. The loads shall be applied gradually, one truck at a time. After each load increment, there will be a consolidation period of one hour, or as instructed by the Engineer, during which no load is applied. Measurements shall be recorded at the beginning and end of the loading increment period and of the consolidation period.

6

7

Removal of the load shall also be done by equal decrements with a consolidation period of one hour, or as instructed by the Engineer. Measurements shall be recorded at the beginning and end of the loading decrement period and of the consolidation period.

5.12.2.3

Testi ng by Moving Load

Out of the loaded trucks used for static loading of the bridge, a number shall be selected equal to the number of traffic Janes. The selection shall consider those with the heaviest axle loads. The trucks shall travel in one direction along the whole length of the bridge at the largest possible speed with due consideration of safety measures.

2 Measurements shall be recorded during passage of the moving load.

5.12.3

Visual lnspection

All parts of the structure that can be accessed by platforms, scaffoldings or other means shall be visually inspected jointly by the Engineer and the Contractor before start of testing. 2 During static load testing, visual inspection shall also be carried out in the consolidation periods at reasonable at intervals.

6-68 .

3 After the completion of testing, a detailed visual i nspection shall also be carried out to all accessible parts of the bridge.

4

Visual inspections shall be complemented with photographs.

5.12.4

Measurements

As a minimum the deflections of each span and the deformation of the bearings shall be measured. 2 Measurement of the deflections will be carried out by topographic equipment or by deftectometers installed on scaffoldings independent of the structure as instructed by the Engineer. 3 If specified or instructed by the Engineer, additional measurements may be requested such as the strains in the steel reinforcement and/or concrete surface. 4 Digital recording of measurements by electronic means is encouraged for important structures, particularly for strain measurements and moving load testing. It may be imposed by instruction of the Engineer.

5

The ambient temperature shall be recorded with every measurement made.

6 A report shall be prepared by the Contractor Including the testing procedure, measurements, interpretation and conclusion.

5.12.5


Load testing of the bridge shall be measured by the number of bridges tested as instructed by the Engineer, inclusive of all static load cases and moving load testing and inclusive of the provision and operation of the loaded trucks, measuring and recording equipment of any type and their calibration, platforms and scaffoldings for visual inspection and of accepted testing report.

5.12.6

Basis of Payment

The amount of completed and accepted work measured as provided for above shall be paid at the unit rates in the Bill of Quantities. These rates shall be full compensation for the provision of tabor, materials, equipment. tools and other items necessary for proper completion of the Work.

5.12.7

Items in the Bill of Quantities Bridge loading test

nr.

Page No.

Ref.

Title

6.1

Description

6--1

8.1 .1

SumtnMV Deflnltlone

8-1

6.1.2 8.1.3 8.1.4

Submittllll Quality AAuraneo

8-1 8-1

8.1.5 6.1 .8

Delivery, Storage, and Handling Coordination

8-2 8-2

6.2

Materials

6--2

8.2.1

Structural-Steel Materials and Steel

Rallina• 8.2.2

Bolt8, Connoc:tot'8, and And1oR

8.2.3 8.2.4

Grout

8.2.6 8.2.6

Febricatlon Shop Connec:tlona Sourca Quality Control

6.3


6.3.1 6.3.2

Examination Praparatlon

8-1

8-2 8-2

&-3 &-3 8-4 8-4

6-4 8-4

6.3.3

Eractfon

8-S 8-5

8.3A 8.3.5 8.3.6

Orthotropk:-Dec:lt Super Sti'Ud\lra Field Connoc:tlona Field Quality Control

8-5 8-8 8-8

6.4


6--6

6.6

Basis of Payments

6--7

6.6


6-7

Sultaru~te of Oman.

id & (

Slandonl s-;f.c

Structural Steel and other Metal Work

Description

6.1 6.1.1

Show backing bars that are to be removed and supplemental fillet welds where backing bars are to remain. iv. Indicate type, size, and length of bolts, distinguishing between shop and field bolts. Identify pre-tensioned and slip-critical highstrength bolted connections. v. Identify members and connections of the seismic-load-resisting system. vi. Indicate locations end dimensions of protected zones. vii. Identify demand critical welds.

Summary

This Section describes: i. Structural steel. ii. Grout. iii. Steel pipe and tube railings.

6.1 .2

Definitions

Structural Steel: Elements of structural-steel frame, as classified by AISC 303. 'Code of Standard Practice for Steel Buildings and Bridges.' 2 Seismic-load-Resisting System (SlRS): Elements of structural-steel frame shown on the Drawings. designated as 'SLRS' or along grid lines designated as "SLRS" on Drawings, including columns, beams, and braces and their connections. 3 Heavy Sections: follows:

Rolled and built-up sections as

i.

4 Welding Procedure Specifications (WPSs) and Procedure Qualification Records (PQRs): Provide details according to AWS D1.1i01 .1M, 'Structural Welding Code· Steel' for each welded joint qualified by testing, including the following: i. Power source (constant current or constant voltage). ii. Electrode manufacturer and trade name, for demand critical welds.

Shapes included in ASTM A 6/A 6M with flanges thicker than 38 mm. ii. Welded built-up members with plates thicker than50mm. iii. Column base plates thicker than 50 mm.

5 Qualification Data: Submit details for qualified Installer. fabricator. professional engineer, and testing agency.

4 Protected Zone: Structural members or portions of structural members indicated as 'Protected Zone' on Drawings. Connections of structural and nonstructural elements to protected zones are limited.

7 Paint Compatibility Certificates: Submit certificates from manufacturers of topcoats applied over shop primers, certifying that shop primers are compatible with topcoats.

5 Demand Critical Welds: Those welds, the failure of which would result in significant degradation of the strength and stiffness of the Seismic·Loed·Resisting System and which are indicated as 'Demand Crifcal' or 'Seismic Critical' on Drawings.

6.1.3

6

8 Mill test reports for structural steel, including chemical and physical properties. 9 Product Test Reports: following:

I. ii. Iii.

Submittals

Product Data: Submit data for each type of product specified or shown on the Drawings or as directed by the Engineer. 2 LEED (leadership in Energy and Environmental Design) :Submit the following as directed by the Eng·neer i. Product data for Credit MR 4. 1 and Credit MR 4 2. For products having recycled content, include documentation indicating percentages by weight of post-consumer and pre-consumer recycled content and a statement indicating costs for each product having recycled content 3 Shop Drawings: Submit shop drawings as required by the specification and directed by the Engineer to show fabrication of structural-steel components i. Include details of cuts, connections, splices, camber, holes, and other pertinent data. ii. Include embedment drawings. iii. Indicate welds by standard AWS symbols. distinguishing between shop and field wel ds, and show size, length, and type of each weld

Welding certificates.

iv. v. vi. 10

Submit reports for

the

Bolts, nuts, and washers including mechanical properties and chemical analysis. Direct· tension indicators. Tension-control, high-strength bolt-nut-washer assemblies. Sheer stud connectors. Shop primers. Non-shrink grout.

Source quality-control reports.

6.1.4

Quality Assurance

Fabricator Qualifications: A qualified fabricator who participates in the AISC Quality Certification Program and is des'gnated an AISC-Certified Plant or approved by the Engineer. 2 Installer Qualif.cations: A qualified installer who participates in the AISC Quality Certification Program and is designated an AISC-Certified Erector, Category ACSE or approved by the Engineer. 3

Shop-Painting Applicators: Qualified according to Sophisticated Paint Endorsement P1 or SSPC·QP 3, "Standard Procedure for Evaluating Qualifications of Shop Painting Applicators' or approved by the Engineer. A~ SC's

" J~

MJniatrv of Tronaport AI Cornmunicatlona . OGAL T

/"".~<:structural

Steel and other Metal Work

4 Welding Qualifications: Welding procedures and personnel shall be qualified according to AWS D1.11D1 .1M, 'Structural Welding Code . Steel", t. Welders and welding operators performing work on bottom·flenge, demand-critical welds shell pass the supplemental welder qual!f~eatlon testing, as required by AWS 01.8 or shall be approved by the Client Authority. FCAW·S and FCAW·G shall be considered separate processes for welding personnel qualification. 5 Comp-ly with applicable provisions o f the following specifications end documents: i. AISC 303. ii. AISC 341 and AISC 341s1. iii. AISC 360. lv. RCSC's *Speclf.cetlon for Structural Joints Using ASTM A 325 or A 490 Bolts." 6 Pre-installation Conference: Conduct conference at Site. 7 Source Limitations: Obtain each type of rai[ ng or sjmilar product from single source, from single manufacturer.

6.1.5

Delivery, Storage, and Handling

1 Store materials to permit easy access for inspection and identification. Keep steel me mbers off ground and spaced by using pallets, dunnage, or other supports and spacers. Protect steel members and packaged materials from corrosion and deterioration. i. Do not store materials on a structure in a manner that might cause distortion, damage, or overload to members or supporting structures. Repair or replace damaged materials or structures as directed. 2 Store fasteners in a protected place in sealed containers with manufacturer's labels intact. i. Fasteners may be repackaged only with the Engineer's approva l and under his supervision. II. Clean and re-lubrlcate bolts and nuts that become dry or rusty before use. iii, Comply with manufacturers' writte n recommendations for cleaning and lubricating ASTM F 1852 fasteners and for retesting fasteners after lubrication.

6.1.6

Coordination

1 Coordinate selection of shop primers with lopcoets to be applied over them. Comply with paint and coating manufacturers' recommendations to ensure that shop primers and topcoats a re compatible with one another. 2 Coordinate Installation of anchorage Items to be embedded in or attached to other construction so as not to delay the work. Provide setting diagrams, sheet metal templates, instructions, and directions for installation.

6.2

Materials

6.2.1

Structural-Steel Materials and Steel Railings

Recycl ed Content of Steel Products: Provide products with an average recycled content so that the post·consumer recycled content plus one-half of preconsumer recycled content is not less than 25 percent 2 W-Shapes ASTM A 992/A ASTM A 529/A A 913M, Grade

shall comply, as appropriate, with 992, ASTM A 572/A 572M Grade 5 529M Grade 50, end ASTM A 913/ 50.

3 Channels, angles , M shapes and , S·shapes shall comply, as appropri!1te, with ASTM A 36/A 36M. ASTM A 572/A 572M Grade 50. ASTM A 529/A 529.\4 Grade 50 and ASTM A 913/A 913M Grade 50. 4 Plate and bar shall comply, as appropriate with ASTM A 36/A 36M, ASTM A 572/A 572M Grade 50, end ASTM A 529/A 529M Grade 50. 5 Corrosion·resisting low·alloy structural-steel shapes, plates, and bars shall comply with ASTM A 588/A 58BM, Grade 50. 6 Cold-formed hollow structural sections shall comply with ASTM A 500, Grade B or C. structural tubing. 7 Corrosion-resisting cold·formed hollow structural sections shall comply with ASTM A 847/A 847M. structural tub! ng. Stee l Pipe shall comply with ASTM A 531A 53M, 8 Type f or 5. Grade B. i. Weight Class: Sta ndard. ii. Finish: Black except where indicated to be galvanized. 9 Steel castings shall comply with ASTM A 216/A 216M, Grade WCB with supplementa ry requirement S 11. 10 Steel Forgin11s ASTM A 668/A 66BM. 11 Welding Electrodes re quire ments.

shall shllll

comply comply

with

with AWS

12 Woven·wire mesh shall be intermediate-crimp, dia mond or square pattern, 50-mm woven-wire mesh, made from 3.5·mm norrinal diameter wire complying with ASTM A 510M

6.2.2

Bolts, Connectors, and Anchors

1 High-Strength Bolts, Nuts, and Washers: ASTM A 325 (ASTM A 325MI, Type 1, heavy-hex steel structura l bolts; ASTM A 563, Grade C, (ASTM A 563M, Class 8SI heavy.hex carbon-steel nuts; and ASTM F 436 (ASTM F 436MI, Type 1, hardened carbon-steel washers; all with plain finish. Indicators; ASTM F 959. L Direct·Tension (ASTM F 959M, Type B.BI, Type 325 compressible-washer type with plain finish. High-Strength Bolts, Nuts, and Washers: ASTM A 490 (ASTM A 490MI. Type 1, heavy-hex steel structural bolts;

6-2

Sultanat• of Oman, Slandanl Sptc.fiationo 'or Road & Bri

ASTM A 563, Grade OH, (ASTM A 563M, Class 105) heavy-hex carbon-steel nuts; and ASTM F 436 (ASTM F 436M), Type 1, hardened carbon-steel washers with plain finish. i. Direct-Tension Indicators: ASTM F 959, Type 490 [ASTM F 959M, Type 10.9), compressible-washer type with plain finish. Zinc-Coated High-Strength Bolts, Nuts, and Washers; 2 ASTM A 325 (ASTM A 325M), Type 1, heavy-hex steel structural bolts; ASTM A 563, Grade DH (ASTM A 563M, Class 105) heavy-hex carbon-steel nuts; end ASTM F 436 (ASTM F 436M), Type 1, hardened carbon-steel washers. i. Finish: Hot-dip or mechanically deposited zinc coating. ASTM F 959, Indicators: li. Direct-Tension (ASTM F 959M, Type 325 Type 8.8), compressible-washer type with mechanically deposited zinc coating 3 Tension-Control, High· Strength Bolt-Nut-Washer Assemblies: ASTM F 1852, Type 1, heavy-hex head assemblies consisting of steel structural bolts with splined ends, heavy-hex carbon-steel nuts, and hardened carbonsteel washers. i. Finish: Mechanically deposited zinc coating. 4 Shear Connectors: ASTM A 108, Grades 1015 through 1020, headed-stud type, cold·fi nished carbon steei;AWS D1.1/01.1M, Type B. 5 Unheeded Anchor Rods: ASTM F 1554, Grade 36 or ASTM F 1554, Grade 55, weldable i. Configuration: Hooked. ii. Nuts: ASTM A 563 (ASTM A 563M) heavy-hex carbon steel. iii. Plate Washers: ASTM A 36/A 36M carbon steel. iv. Washers: ASTM F 436 (ASTM F 436M), Type 1, hardened carbon steel. Hot·dip zinc coating, v. Finish: ASTM A 153/A 153M, Class C. 6 Headed Anchor Rods: [ASTM F 1554, Grade 361 JASTM F 1554, Grade 55, weldable! [ASTM A 3541 IASTM A 4491, straight. i. Nuts: ASTM A 563 (ASTM A 563M) heavy-hex carbon steel. ii. Plate Washers: ASTM A 36/A 36M carbon steel. iii. Washers: ASTM F 436 (ASTM F 436M), Type 1, hardened carbon steel. iv. Finish: Hot-dip zinc coating, ASTM A 153/A 153M, Class C. 7 Threaded Rods: ASTM A 36/A 36M A 572/A 572M, Grade 50 (345).

i. ii. iii.

and

Nuts: ASTM A 563 (ASTM A 563M) heavy-hex carbon steel. Washers: [ASTM F 436 (ASTM F 436M), Type 1, hardened!. Finish: Hot-dip zinc coating, ASTM A 153/A 153M, Class C.

8 Clevises and Turnbuckles: Made from cold-finished carbon steel bars, ASTM A 108, Grade 1035.

9 Eye Bolts and Nuts: Made from cold-finished carbon steel bars, ASTM A 108, Grade 1030. 10 S!eeva Nuts: Made from cold-finished carbon steel bars, ASTM A 108, Grade 1018. 11 Structural Slide Bearings: Low-friction assemblies, of confi guratCon indicated, that provide vertical transfer of loads and allow horizontal movement perpendicular to plane of expansion joint while resisting movement within plane of expansion joint. i. Manufacturers: Subject to compliance with work requirements. ii. Basis-of-Design Product: Subject to compliance with requirements, provide product indicated on Drawings or comparable product. iii. Mating Surfaces: PTFE and mirror-finished stainless steel. iv. Coefficient of Friction: Not more than 0.03. v. Design Load: Not less than 41 MPa. vi. Total Movement Capability: 50 mm. 12

Fasteners for Interconnecting Railing Components: i. Provide concealed fasteners for Interconnecting railing components end for attaching them to other work, unless otherwise indicated. ii. Provide concealed fasteners for interconnecting railing components and for attaching them to other work, unless exposed fasteners are unavoidable or are the standard fastening method for railings indicated. Iii. Provide square or hex socket flat-head machine screws for exposed fasteners unless otherwise indicated.

6.2.3

Grout

Metallic, Shrinkage-Resistant Grout: ASTM C 1107, factory-packaged, metallic aggregate grout, mixed with water to consistency suitable for application and a 30minute working time. 2 Non-metallic, Shrinkage-Resistant Grout: ASTM C 1107, factory-packaged, nonmetallic aggregate grout, noncorrosive and non-staining, mixed with water to consistency suitable for application and a 30-minute working time.

6.2.4

Fabrication

Structural Steal: Fabricate and assemble in shop to greatest extent possible. Fabricate according to AISC's "Code of Standard Practice for Steel Buildings and Bridges• and AISC 360. i. ii. iii.

iv.

Camber structural-steel members where Indicated. Fabricate beams with rolling camber up. Identify high-strength structural steel according to ASTM A 6/A 6M and maintain markings until structural steel has been erected. Mark and match-mark materials for field assembly.

6-3

~~

MlnJ•try of Tran•pon & Comsnunlc:otlon•

DGRl T

_/"'-....~<:structural Stee1 and other Metal Work

v.

Complete structu rat-steel assemblies. including welding of units, before starting shop-priming operations.

Using ASTM A 325 or A 490 Bolts" for type of bolt and type of joint specified.

Thermal Cutting: Perform thermal cutting by 2 machine to greatest extent possible i. Plane thermally cut edges to be welded to comply with requirements in AWS D1.1/01.1M.

2 Weld Connections: Comply with AWS 01.1101 .1M and AWS D1.8101 .8M for tolerances, appearances, welding procedure specifications, weld quality, and methods used In correcting welding work. Assemble and weld built-up sections by methods i. tllat will maintain true alignment of axes without exceeding tolerances in AISC 303 for mill material.

3 Bolt Holes: Cut, drill, or punch standard bolt holes perpendicular to metal surfaces.

4 Finishing: Accurately finish ends of columns and other members transmitting bearing lo1ds. 5 Cleaning: Clean and prepare steel surfaces that are to remain unpainted according to SSPC·SP 3, "Power Tool Cleaning• 6 Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear connectors. Use automatic end welding of headed-stud shear connectors according to AWS 01.1/Dl.lM and manufacturer's written instructions.

7 Holes: Form holes required for securing other work to structural steel end for other work to pass through steel framing members. i. Cut, drill, or punch holes perpendicular to steel surfaces, Do not thermally cut bolt holes or enlarge holes by burning. ii. Base plate holes: Cut, drill, mechanically thermal cut, or punch holes perpendicular to st eel surfaces. Iii. Weld threaded nuts to framing and other specialty items indicated to receive other work.

8

Steel pipe and tube railings: i. Fabricate connections that will be exposed to weather in a manner to exclude water. Provide weep holes where water may accumulate. i i. Connections: Fabricate railings with either welded or non-welded connections unless otherwise indicated. i ii. Connect members with concealed mechanical fasteners and fittings. lv. Form changes i n direction by bends of radius indicated or by inserting prefabricated elbow fittings of radius indicated. v. Close exposed ends of railing members w ith prefabricated end fittings. vi. Provide inserts and other anchorage devices for connecting railings to concrete or masonry work. Fabricate anchorage devices capable of withstanding loads imposed by railings. Coordinate anchorage devices with supporting structure.

9 Galvanization: The minimum average thickness of coating for all galvanized specimens shall conform to the requirements of ASTM A 123/A 123M.

6.2.5

Shop Connections

High-Strength Bolts: Shop install high-strength bolts according to RCSC' s "Specification for Structural Joints

6-4

i.

6.2.6

Joint Type: Slip critical.

Source Quality Control

Testing Agency: The Employer may engage an independent testing and inspecting agency to perform shop tests and inspections and prepare test reports. i. Provide testing agency with access to places where structura l-steel work is being fabricated or produced to perform tests and inspections.

2 Correct deficiencies in work that test reports and inspections indicate does not comply with the Specification or Drawings. 3 Bolted Connections: Shop-bolted connections w~ l be tested and inspected according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts.•

4 Welded Connections: In addit ion to visual inspection, shop-welded connections will be tested and inspected according to AWS 01.1/Dl .lM and the following inspection procedures, at testing agency's option: i. Liquid Penet rant Inspection: ASTM E 165. ii. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on finished w eld. Cracks or zones of Incomplete fusion or penetration wilt not be accepted. iii. Ultrasonic Inspection: ASTM E 164. iv. Radiographic Inspection: ASTM E 94.

5

In addition to visua l inspection, shop-welded shear connectors will be tested and inspected according to requirements in AWS D1.11D1.1M far stud welding and as follows: I. Bend test s will be performed if visual inspections reveal either a less-than -con ti nuaus 360-degree flash or welding repairs to any shear connector. ii. Tests wilt be conducted on additional shear connectors if weld fracture occurs on shear connectors already tested, according to requirementsinAWS 01 .1101.1M.

6.3


6.3.1

Examination

Verify, w ith steel erector present. elevations of concrete- 1nd masonry-bearing surfaces and locations of anchor rods, bearing plates, and other embedments for compliance with requirements.

Sultanat• of Oman. Srandanl ~~ono for R....t & 9ridge Coootrua.on 21J 0


i.

Prepare a certified survey of bearing surfaces, anchor rods, bearing plates, and other embedment, showing dimensions, locations, angles, and elevations. 2 Proceed with installation only after unsatisfactory conditions have been corrected.

6.3.2

6 Do not use thermal cutting during erection unless approved by Engineer. Finish thermally cut sections within smoothness limits in AWS 01.1/D1.1M. 7 Do not enlarge unfair holes In members by burning or using drift pins. Ream holes that must be enlarged to admit bolts.

I.

Preparation

Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear Use automatic end welding of connectors. headed-stud shear connectors according to AWS D1.1/D1.1M and manufacturer's written instructions.

Provide temporary shores, guys, braces, and other supports during erection to keep structural steel secure, plumb, and in alignment against temporary construction loads and loads equal in intensity to design loads. Remove temporary supports when permanent structural steel, connections, and bracing are In pi ace unless otherwise indicated. I. Do not remove temporary shoring supporting composite deck construction until cast-in-place concrete has attained its design compressive strength.

Protection of Deck Plate after Sandblasting: If sandblasting to a white metal, or an equivalent method, is used to prepare the deck plate to receive a wearing surface, a protective coating shall be applied to the plate immediately after cleaning.

6.3.3

2

Erection

Set structural steel accurately in locations and to elevations indicated and according to AISC 303 and AISC 360. 2 Base Bearing and Leveling Plates: Clean concreteand masonry-bearing surfaces of bond-reducing materials, and roughen surfaces prior to setting plates. Clean bottom surface of plates. i. Set plates for structural members on wedges, shims, or setting nuts as required. ii. Weld plate washers to top of base plate. iii. Snug-tighten anchor rods after supported members have been positioned and plumbed. Do not remove wedges or shims but, if protruding, cut off flush with edge of plate before packing with grout. iv. Promptly pack grout solidly between bearing surfaces and plates so no voids remain. Neatly finish exposed surfaces; protect grout and allow curing. Comply with manufacturer's written installation instructions for shrinkage-resistant grouts. 3 Maintain erection tolerances of structural steel and steel railing within AISC's "Code of Standard Practice for Steel Buildings and Bridges." 4 Align and adjust various members that form part of complete frame or structure before permanently fastening. Before assembly, clean bearing surfaces and other surfaces that will be in permanent contact with members. Perform necessary adjustments to compensate for discrepancies in elevations and alignment. i. Level and plumb individual members of structure. ii. Make allowances for difference between temperature at time of erection and mean temperature when structure is completed and in service.

5

Splice members only where indicated.

6.3.4

Orthotropic·Deck Super Structure

Dimensional Tolerance Limits: i. Dimensional tolerance limits for orthotropic-deck bridge members shall be applied to each completed but unloaded member and shall be as specified in the AWS Structural Welding Code except as superseded hereinafter. The devlatfon from detailed flatness, straightness, or curvature at any point shall be the perpendicular distance from that point to a template edge which has the detailed straightness or curvature and which is in contact with the element at two other points. The term element as used herein refers to individual panels, stiffeners, flanges, or other pieces. The template edge may have any length not exceeding the greatest dimension of the element being examined and, for any panel, not exceeding 1.5 times the least dimension of the panel; it may be placed anywhere within the boundaries of the element. The deviation shall be measured between adjacent points of contact of the template edge with the element; the distance between these adjacent points of contact shall be used in the formulas to establish the tolerance limits for the segment being measured whenever this distance is less than the applicable dimension of the element specified for the formula. ii. The term panel as used in this paragraph means a clear area of steel plate surface bounded by stiffeners, webs, flanges, or plate edges and not further subdivided into such elements. The provisions of this paragraph apply to all panels in the bridge; for plates stiffened on one side only such as orthotropic-deck plates or flanges of box girders, this includes the total clear width on the side without stiffeners as well as the panels between stiffeners on the side with stiffeners. The maximum deviation from detailed flatness or curvature of a panel shall not exceed 5 mm.

~ ./'-.../

Mln.iatrv of Tfnn•pon & Communtcotlon•

OGRt T

~ ~
The maximum deviation from detailed straightness or curvature in any direction perpendicular to its length of a longitudinal stiffener subject to calculated compressive stress. Including each orthotropic·deck rib, shall not exceed U480, where L "' the length of the stiffener or rib between cross members, webs, or flanges, in millimeters. iii. The maximum deviation from detailed straightness or curvature in any direction perpendicular to its length of a transverse web stiffener or other stiffener not subject to calculated compressive stress shall not exceed U240, where L .. the length of the stiffener or rib between cross members, webs, or flanges, in millimeters.

6.3.5

Field Connections

High·Strength Bolts: Install high·strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of joint speclfled. i. Joint Type: Slip critical. 1

2 Weld Connections: Comply w ith AWS D1 .1/01.1M and AWS 01.8/01.8M for tolerances, appearances, welding procedure specifications, weld quafity, and methods used in correcting welding work. i. Comply w ith AISC 303 and AISC 360 for bearing. alignment, adequacy of temporary connections, and removal of paint on surfaces adjacent to field welds. i~ Remove backing bars or runoff tabs, back gouge, and grind steel smooth. iii . Assemble and we:d built-up sections by methods that will maintain true alignment of axes without exceeding tolerances in AISC's "Code of Standard Practice for Steel Buildings and Bridges• for mill material.

6.3.6


1 Testing Agency: The Employer may engage a qualified independent testing and inspecting agency to inspect field welds and high-strength bolted connections. Bolted Connections: Bolted connections w ill be 2 tested and inspected according to RCSC's "Specification for Structural Joints Usi ng ASTM A 325 or A 490 Bolts.• 3 Welded Connections: FJeld welds will be visually inspected according to AWS 0 1.1/01 .1M. I. In addition to visual inspection, field welds w ill be tested and inspected according to AWS 01 .1101.1M and the following inspection procedures, at testing agency's option: Liquid Penetrant Inspection: ASTM E 165. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on finished weld. Cracks or zones of incomplete fusion or penetration wiH not be accepted. Ultrasonic Inspection: ASTM E 164.

6-6

Radiographic Inspection: ASTM E 94.

4

In addition to visual Inspection, test and inspect field· welded shear connectors according to requirements in AWS 01 .1101.1M for stud welding and as follows: i. Perform bend tests if visual inspections reveal either a less-than-continuous 360·degree flash or welding repairs to any shear connector. ii. Conduct tests on additional shear connectors if weld fracture occurs on shear connectors already tested. according to requirements in AWS 01.11D1 .1M.

5 Correct deficiencies In work that test reports and inspections indicate does not comply with the Specification or Drawings.

6.4


1 Structural steel is measured by weight in tonnes. Except for rolled steel sections and plates whose weights are computed from nominal weight as paragraphs 2 and 3 below, the weight shaH be calculated on the basis that 1.0 cu. meter weighs 7850 kg

2 The weights of rolled shapes shall be computed on the basis of their nominal weights per meter as shown on the Drawings, or listed in the handbooks.

3

The weights of plates shall be computed on the basis of the nominal weight for their width end thickness as shown on the Drawings, plus an estimated overrun computed as one-half the 'Permissible Variation In Thickness and Weight' as tabulated in Specification, 'General Requirements for Delivery of Rolled Steel P~es, Shapes, Steel Piling, and Bars for Structural Use', AASHTO M 160. 4 The welght of castings shall be computed from the dimensions shown on the approved shop drawings, deducting for open holes. To this weight shall be added 5 percent allowance for fi llets and over·run. Scale weights may be substituted for computed weights in the case of castings or of small complex parts for which accurate computations of weight would be difficult. 5 The weight o f temporary erection bolts, shop and field paint, boxes, crates, and other containers used for shipping, and materials used for supporting members during transportation and erection, shall not be included in the rate and is subsidiary to the rate of st ructural steel. 6 In computing pay weight on the basis of computed net weight the following stipulations in addition to those In the foregoing paragraphs shall apply: i. The weight shall be computed on the basis of the net finished dimensions of the parts as shown on the approved shop drawing. deducting for copes, cuts, clips, and all open holes. except bolt holes. ii. The weight of heads, nuts, single washers, and threaded stick·through of all high-tensile strength shop bolts, both shop and field, shall be Included on the basis of the following weights:

Sult.,....,l., ol Om11n, Sr.ndotd Spoocilic.t"'"" tor Root! & Bride- Construction :1!110


Diameter of Bolt mm 12 16 19 22 25 29 32 35 38

'

Weight per 1DO bolts 9.0 14.4

23.8 -

'

36.5 53.0 75.0 96.4 127.3 154.5

Table 6.4-1 Bolt Weights iii.

The weight of weld metal shall be computed on the basis of the theoretical volume from dimensions of the welds.

In compufng pay weight on the basis of computed 7 gross weight, the following stipulations in addition to the above shall apply. i.

ll .

Iii.

6.5

Basis of Payments

ka

The weight shall be calculated on the basis of rectangular dimensions for all plates, and ordered over·all lengths for all structural shapes; except that (AI when parts can be economically cut in multip'es from material of larger dimensions, the computed weight shall be that of the material from which the parts are cut, and (B I all material shall be ordered to produce as little waste as practicable when cut and finished by modern shop methods. No deductions from the computed weight of rolled steel shall be made for the copes, clips, sheared edges, punchings, borings, milling or planning; or from the computed weight of castings to allow for drillings or borings. The weight of weld metal shall be computed on the basis of the theoretical volume of the dimensions of the welds. To this weight shall be added 50 percent allowance for overrun.

8 In computing pay weight on the basis of scale weights, the pay quantity of structural steel will be the shop scale weight of the fabricated members, which shall be weighed on satisfactory scales in the presence of the Inspector. tt the shop paint has been applied to the completed member when weighed, 0.4 percent of the weight of the member shall be deducted from the scale weight of the member to compensate for weight of shop paint. The weight of field bolts shall be based on the approved shipping list. No payment will be made for any weight in excess of 1.5 percent above the computed net weight of the whole item. 9 Stejjl ra~ ings are measured in lin. meters as the actual length fixed in position according to type and height, without differentiation for straight, curved, raking and stepped railings The rates are deemed to include for all accessories and fixings and finishes.

The prices for fabrication and erection of structural steel and railings shall include all labor, materials, equipment, transportation, and shop and field painting necessary for the proper completion of the work in accordance with the contract. The prices for fabrication without erection shall include all labor and materials necessary for the proper completion of the work.

6.6

Items in the Bill of Quantities Payment will be made under one or more of the following: Structural Steel (grade) ii.

Railings

(Typel (height)

(!.I (lin m. )

Ref.

Title

7.1

Description

7.1.1 1 1. 1.1

Summary Description

1.2

Materials

7.2.1

General

7.2. 1.1 7.2.1.2 7.2. 1.3 72.1.4 7 2.1.5 7.2.1.6 7.2. 1.7

References and Warranties Composition and Mtxing

Page No. 7-1 7·1 7-l

7-1 7-1 7-1 '1-1

Compatibility Covering Qualities

7-1

Containers Delivery

7-l

7.2.2

Storage and Handling Pigments and Palltn

7.2.3

Paint Oils. Thlnnera and Dryera

7.2.4 7.2.41

Red Lead Paint Description Composition

7-1

7·1 7·1 7-1 7-2

Bef. 7.2.5.11 7.2.5.12. 7.2.5.13 7 .2.f 7.2.6.1 7.2.6.2 7.2;6.3

7.2.7 7.2.7.1 7.2.7.2 7;2.7.3

7.U 7.2.8.1 7.2.8.2

7.2.9

7-2

Weight per Uiter

7·2 7-2 72

7.2.91 7.29.2 7.2.9.3

7.2.4;5 7.2.4.6

Coarse Particles Consistency Condition in Container

7·2 7·2 7-2

7.2.4.7

Skinning

7-2

7.2.4.8 7.2.4.9

Dilution Stability Brushing Propert:es

7·2

7.2.4.10

Spraving Properties

?2 7-3

7.2.4 2 7.2.413 7.2.4.4

7.2.4.11 Drying Time 7.2.4.12 Tinting 7.2.5 Basic Lead Slllco-Chromate Primer 7.2.5.1 Description 7.2.5.2 7.2.5.3 7.2.5.4 7.2.5.5

Composition Weight per Liter

7-2

7-3

7-3

Description Zinc Oxide Vehicle Zinc Dust•Zinc Oxide MilCed Primer Aluminum Paint Description Proportions Mixing '11nted Aluminum Paint Description Proportions B.alc Lead Sillco-Chromate Maroon Field Coat Description

,...

7·3 7-4 7-4 7-4

7:.& 7·5 7· 5 7-5

7-S 7· 5 7· 5

7-5 7-S 7-S

7.2.9.4 7.2.9;5 7.2.9.6 7.2.9.7

Cond,tfon in Container Sk.nmng

7·5

7.2.9.8 7.2.9.9 7.2.9.10

D~ution Stability

7-5

Brushing Properties

7·5

Spravtng Properties Drying Time

7-6

7.2.9.11 7.2.10

7-5

?·5

7-li

Basic Lead Sllfco.Chromate Dart Green

Flnlah Coat Description 7.2. 10.2 Composition 7.2.10.3 7.2.10.4

Weight per Liter

7-6 7-!i

7-5 7-6

7.2.105 7.2. 10.6

Coarse Particles Consistencv Color Condition in Container Skinning 0 1 ution Stability

7·6

Brushrng.Propenies

7-6

7.2.5.6

Flash Point

7.2.5.7 7.2.5.8

Condition In Conta ner Skinning

7.2.5.9

Dilution Stab•lity

N

7.2.10. 7 7.2.10.8 7 2.10.9

7.2.5.10

Appearance

7-3

7.210.10

7·3

Zinc Dullt·Zinc Oxide Primer

7·3 7-3

7·5 7-5

73

7·3 7·3

Brushing Properties Spraving Properties DTVingTlme

Weight par Liter Coarse Particles Consistency

7.2.10.1

7·3 73

Page No.

Composition

7·3 7·3

Coarse Particles Consistency

Title

7·6 7-6 7-5 7-5 7·6

Ref. 7.2..10.11 7.2..10.12

7.2.tl 7.2.11.1

11tle Spraying Properties Drying Time Zinc Dust Paint Description

Requirements 7.2.11.2 7,2..12 Gloss Enamel Description 7.2.12..1 7.2.12.2 Requirements 7,2..13 Sampling and Testing 7.2.14

Portland Cement Paint Description 7.2 .14.1 7.2.14.2 Composition 7.2.14-3 Colors POlymer Latex Paint 7.2.16 7.2.15.-1 7.2.15.2

Description Composition

7.2.15.3 Colors 7.2.18 Polymer Paint Description 7.2.16.1 7.2.. 16.2 Composition 7.2. 16.3 Colors 7.2.17 Acrylic Emu!.lon Paint

Page No.

Ref.

Title

7-6

7.3.8 7,3.9

Painting Exlltlna Structures Painting Sttllll Piling and Steel

7-12 Pile

Shells Painting Steel Pile Enclosures

7-13

7.3.10

and Tubular Steel Piers

7-13

7..fi

1·1 7·7 7·7

7-7 1·1 7-7

7-7 1-1 1-7 7-7

7-7

7-8 7-8 7-8

H!

7-8 7-8

1·8

1 ·8 7-8

7.3

Con~on R~uirements

7-8

7.3.1 7..3.2

Ge11111111 Application

1-8 7-9

'7.3.2.1 7.3.3 7.3.3.1 7.3,3.2

General Concrete SurfKel Preparation Painting

7.13 7-9 7-9 7·10

7.3.4

Structural Steel .Requiramenta

7-11

7.3.6

Shop Coat IPrime! Shop Cleaning S hop Painting

7·11

Field Coat

7-12

Field Clean•na Field Painting Bridge Raflinga and Guardrails Bridge Railings

7-12

7.3.5.1 7.3.5.2 7.3.8 7.3..6.1 7.3.6.2

7.3.7 7.3.7.1 7.3.'1!l

Guardrail

7-11 7-11

7-12

7-12 7-12 7 12

Page No.

7.4


1-13

'/.5

Basis of Payments

'1-13

7.6


7-13

Sultonoto of Omen, S!ondord Spodlica'Jan• far Road & B,.dgo C<>Min.cti
Paint) 7.1

Description

7.1.1

Summary

7.1.1.1

Description

This Section describes painting to steel and concrete structures end painting to railings and other metalwork. 2 The work described herein includes protective and decorative painting to new and existing structures and metalwork to meet the ambient conditions. 3 The paints, primers and ancillary products included in this Section Include a full range of products. The actual products to be used for the particular project shall be as specified in the Special Specification for each project or as directed by the Engineer.

7.2

Materials

7.2.1

General

7.2.1.1

References and Warranties

Where reference is made to specifications and standards Issued by named organizations, such specifications and standards are hereby made a part of this specification to the same extent as if fully set out herein. 2 The paint manufecturer(sl shall supply evidence that the proposed products have performed satisfactorily for a minimum of five (51 years in conditions similar to those of Oman as to ultraviolet light exposure and Intensive climatic conditions. 7.2.1.2

Composition and Mixing

Paints shall be factory·mixed or in paste form. Mixing of dry pigment and a vehicle by the Contractor will not be permitted, except as specifically required by the specifications. Mixed paints shall be mixed with a paddle to a smooth and homogenous condition. Pigments and insoluble ingredients shalt be finely ground to a smooth uniform consistency Mixed paints or pastes which have hardened, thickened or otherwise deteriorated during storage or shipment will not be accepted. 2 Thinners for a particular type of paint must mix readily with that type of paint. 3 When paint is tinted, the tinting material shall be thoroughly mixed Into the paint to form an even, uniform shede. 7.2.1.3

Compatibility

Finish paint for factory·primed items shall be of a type compatible with the primer. Primers for unprimed items shall be as recommended by the manufacturer for use with the finish paint. 2 Primers, sealers, undercoat and finishing coat paint shall be compatible in composition and color and, for any one paint system, shalt be the products of the same manufacturer.

7.2.1.4

Covering Qualities

All mixed paint shall have satisfactory protective and covering qualities. Mixed paint shall not run, streak, break or sag when brushed on a clean one hundred fifty (1501 millimeters by two hundred fifty (2501 millimeter glass panel placed in a vertical position. The paint shall dry to a smooth, uniform finish, free from rough ness, grit, unevanness and other surface imperfections. 7.2.1.5

Containers

Paint containers shall be sufficiently strong and durable to withstand shipment and normal handling procedures without damage. Paint containers shall be equipped with lids which positively prevent the entrance of air into the container. 7.2.1.6

Delivery

All paint shall be delivered to the site in original manufacturer's metal containers with labels which give type, color, quantity, gross and tare, and pal nt ingredient proportions of every item of the contents. 7.2.1.7

Storage and Handling

All paints and painting products shall be stored and protected and used in environmental conditions that ensure that the paint is not affected by extremes of temperature.

7.2.2

Pigments and Pastes

When specified in mixed paints, the following pigments and pastes shall comply with the requirements of the ASTM designations indicated below: P.lgmenta and Patel

ASTM

Zinc Oxide 079 White Lead; Basic Carbonate 081 White Lead, Basic Sulfate 082 D 83 Red Lead, nlnety·sev~m (971 percent Grade Iron Oxide, Class II Type A -084 Lempbleillc 0209 Chrome Oxide Green 0263 Titanium Dioxide, Type I 0476 Carbon Black DS61 Magnesium Silicate Piament 0605 Aluminum·Pigments, Type II Class B 0962 [except coarse particles may be two 121 percent maximuml Copper Phtalocv~~nlne Blue 0963 Basic Lead SiiiCo'!chromate D1648 Copper Phthalocvanine Green 03021 Table 7.2.2·1: Specifications for Pigments end Paste ~

-

2 Siliceous red iron oxide shall meet the following requirements:

~~

Mlnlatry of Tron•port & CammunicntJon•. DGRlT

~~
Total Iron Oxide, Calculated as Fe203 Coerse particles, on Number 325 mesh sieve Calcium Oxide Moisture and other volatile material . Water soluble matter

ii.

Eighty·fiVe percent 185%1 min. One percent 11%1 maximum Five-tenths perc.ent (0.5%1 max. Two' percent 12%1 max.

One and five-tenths oDircent (1.5%1 max. Oil absorption Sixteen (16%1 percent min. Siliceous matter Balance Organic colors None Permitted Table 7.2.2·2: Requirements of Siliceous Red Iron Oxide

True red lead

..

~

Paint Oils, Thinners and Dryers

When specified in mixed paints or vehicles the following paint liquids shall comply With the designetions lndiceted below:

7.2.4.3

I

I 1

. . ASTM

" 0 13~ 1 Turoentine, steam distflled Pine Oil Twe 1 - ~F.SS ! LU.-P.~ ~ I Raw llnseed oil 0234 Mineral spirits 0235 Mineral spirits, Grade 1 and Grade FSS TT-T-291 2 Boiled linseed oil. TYpe 1 0260 DtYers,liquid paint. Class B 0600 Alkyd resin solutions, Type I, II and FSS TT·R-266 111 Table 7.2.3·1: Specifications for Paint Liquids

7.2.4

Red lead Paint

7.2.4.1

Description

7.2.4.2

Composition

Rapid-dry red lead paint following composition by weight: i. Paint.

she~

conform to the

Pigment Sixty-six 1661 percent min. . Vehicle nilrtv·four (34) percent max. . Fifty-siX (56) percent min. Non.volatlle meterial in vehicle Phthaljc anhydride Fifteen (15) percent min.. based on vehicle : solids Water OFive-tenths (0.51 percent max. Table 7.2.4-1: Composition of Red lead Paint

N

.

Coarse Partic les

Coarse particles and sklns retained on a forty -five thousandths 10.0451 millimeter (No. 3251 sieve shall not exceed one percent (1 %) by weight based o n pigment. Consistency

Consistency sha II be not less than seventy-three (731 nor more than e ighty·six {861 Krebs Units (K.U.I. 7.2.4.6

Condition in Containe r

The paint shall be thoroughly ground and mixed; it shall not be settled, caked or thickened to such a degree that it cannot be redispersed easily with a paddle to a uniform and homogenous state. 7.2.4.7

Skinning

Skinning shall be entirely absent from a sample that has been stored forty-eight {481 hours in a dark place in a three-quarters-filled tightly-closed container. 7.2.4.8

Rapid-dry red lead paint shall consist only of lead p:gment, iron oxide pigment, magnesium silicate pigment, raw lcnseed olt, linseed oil modified alkyd resin. thinners and dryers. The palnt shall not contain more than fourtenths 10.41 percent aluminum stearate to produce loose suspet~sion of the pigment during storage.

Weight per Liter

Red lead paint shall weigh not less than two (21 ldlograms per liter.

7.2.4.6 ComDOMnt

Sixty-two and Five-tenths (62.5) oercent min. Twelve and FIVe-tenths (12.51 percent min.

Ferric oxide siliceous matter and remainder Other oxides of lead Table 7.2.4-2: Composition of Pigment for Red lead Paint

7.2.4.4

7.2.3

Pigment: The extracted pigment shall conform to the follow ing by weight:

Dilution Stability

The paint shall remain stable and uniform after reduction with mineral spirits in the proportions of eight (8) parts by volume of paint to one (1) part by volume of mineral spirits. 7.2.4.9

Brushing Properties

The paint, after thorough mixing, shall have satisfactory brushing and leveling properties and show no running or sagging tendencies when brushed on a vertical steel surface. 7 .2.4.10

Spraying Properties

The paint, when thinned, shall spray satisfactorily, show no tendency to orange-peel. sag, creep, or run, and shall show satisfactory spraying properties in all other respects. The mineral spirits used as a reducer shall conform to FSS TT-T-281 Grade 1. and shall be tested and approved prior to use.

Sultanate ol Oman. Stond•
Paint) 7.2.4.11

Drying Time

7.2.5.5

Consistency

The paint shall be touch-dry in not more than four (41 hours and dry-through in not more than sixteen (161 hours when applied as in FSS Test Method, Standard Number 141, Method 4061.

Consistency shalf be not less than seventy (701 or more than eighty-three (831 Krebs Units (K.U.).

7.2.4.12

The flash point shall ba not less than thirty degrees Celsius (30 Cl when tested in accordance with Federal Test Method. Standard Number 141, Method 4293 using Pensky-Martens Closed Cup Tester.

Tinting

When used for the shop (prime) and second coat, sufficient black synthetic or magnetite iron oxides shall be added to the second coat paint as a tinting agent for identification of the coated surfaces.

7.2.5

Basic Lead Silica-Chromate Primer

7.2.5.1

Description

Primer shall be suitable for use as a structural metal, shop or spot primer. It shall consist only of basic lead silico-chromate, and red iron oxide eighty-five (851 percent, linseed-soya oil modified alkyd resin, raw linseed oil, thinners and dryers. The primer shall not contain more than seven-tenths (0.71 percent pigment suspended agent. The alkyd resin shall conform to FSS TT-R-266, Type Ill. 7.2.5.2

Composition

Basic lead silica-chromate primer shall conform to the following by weight: i. Paint: Pigment Non-volatile material in vehicle Phthalic anhydride baud on vehicle solids Water

(571 percent min. Fifty-two (521 pen:ent min. F.ifty-s~r~~en

Fifteen (15) pen:ent min.

Five-tenths (0.51 pen:ent.max.

Table 7.2.5-1: Composition of Beale Lead Slllco-Chromate Primer Paint ii.

Pigment: The extracted pigment shall conform to the following by weight:

Basic lead Silicochromate Ferric oxide

Ninety-three

and two-tenths minimum Four and eight-tenths (4.81 to five and eight-tenths (5.8) pen:ent

Silica-Chromate Primer Weight per Liter

Basic lead silico-chromate primer shall weigh not less than one and six-tenths (1.61 kilograms per liter. 7.2.6.4

7.2.5.7

Flash Point

Condition in Container

The paint shall be thoroughly ground and mixed; it shall not be settled, caked or thickened to such a degree that it cannot be dispersed easily with a paddle to a uniform and homogenous state. 7.2.5.8

Skinning

Skinning shall be entirely absent from a sample that has been stored forty-eight (48) hours in a dark place in a three-quarters-filled tightly-closed container. 7.2.5.9

Dilution Stability

The paint shall remain stable and uniform after raduction with mineral spirits in the proportions of eight (8) parts by volume of paint to one (11 part by volume of mineral spirits. 7.2.5.1 0

Appearance

After a flow-out panel of the paint on one hundred (1001 millimeters by three hundred (300) millimeter clean glass plate has dried in a nearly vertical position at room temperature, it shall show no straaking or separation. 7.2.6.11

Brushing Properties

The paint, after thorough m1x1ng, shall have satisfactory brushing and leveling properties and show no running or sagging tendencies when brushed on a vertical steel surface at a spreading rate of twelve end three-tenths ( 12.31 square meters per liter. 7.2.5. 12

Spraying Properties

(93.2t~ent

Table 7.2.5-2: Composition of Pigment for Basic Lead

7.2.5.3

7.2.5.6

Coarse Particles

Coarse particles and skins retained on a forty-five thousandths (0 0451 millimeter (No. 3251 sieve shall not exceed one ( 11 percent by weight based on pigment.

The paint. when thinned, shall spray satisfactorily, show no tendency to orange-peel, sag, creep, or run, and shall show satisfactory spraying properties in all other respects. The mineral spirits used as a reducer shall conform to FSS TT-T-291, Grade 1 and shall be tested and approved prior to use. 7.2.5.13

Drying Time

The paint shall dry to a smooth uniform surface, free from roughness, grit, unevenness, and other surface imperfections. The paint shall be touch-dry in not more than four (41 hours and shall dry-through in not more than sixteen (161 hours when applied as in FSS Test Method, Standard Number 141, Method4061.

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7.2.6

Zinc Dust·Zinc Oxide Primer

7.2.6.1

Description

2 Weight per Uter: Zinc dust-zinc oxide mixed primer shall weigh not less than one and eight-tenths (1 .81 kilograms per Iller.

Type U zinc dust·zinc oxide·phthalic alkyd resin primer, conforming to FSS TI· P·641d Type II, shall be a ready-to-mix paint for use on galvanized metal surfaces, with the zinc oxide mill-ground into the entire vehicle in one (1) container and the dry zinc dust in a separate container. The zinc dust shall show an analysis of not less than ninety. four percent {94%) metallic zinc by weight. The zinc oxide vehicle shall consist of zinc oxide and a vehicle contai ning long oil, linseed-modified alkyd resin of the air drying type, petroleum or terpene thinners, dryers and anti-ski mming agents. 7.2.6.2

Zinc Oxide Vehicle

Composition: Zinc oxide vehicle shall conform to the following by weight: Zinc oxide i" the extracted and Ignited pigment Non--volatile material in the vehicle Phthalicanhydride based on vehicle solids

-

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-

Rosin or rosin dMivatives

Ninety.elght {98) percent min. Forty-three {431 pen:ent min. TWenty·tt'ireel231 percent min. - None

Table 7.2.6-1: Composition of Zinc Oxide Vehicle

2 Condition in Container: The zinc OlCide vehicle shall be thoroughly ground and mixed. It shall not be settled, caked. or thickened to such a degree that it cannot be redispersed easily with a paddle to a uniform and homogenous state. It shall be readily Incorporated with the zinc dust to form a smooth uniform paint of good brushing consistency. 7.2.&.3

Zinc Dust-Zinc 0Kide Mixed Primer

Composition.: Zinc dust-zinc oxide mixed primer shall conform to the following by weight when mixed in the proportions as submitted In the original containers: i. Primer.

rcent Water

I Three-tenths {0.3) oercenr max.

Table 7.2.&-2: Composition of Zinc Dust-Zinc Oxide Mixed Primer ii.


Metallic zinc Seventy·fourJ741percent mlfl. Zinc oxide EiGhteen 118.1 ~rcent min Metalllc zinc plus zinc Ninety-seven {97) perc ant oxkfe min. None --Sulfide sulfur Table 7.2.&-3: Composition of Pigment for Zinc Dust-Zinc Oxide Mixed Primer

7~

3 Coersa Particles: Coarse particles and skins retained oo a forty-live thousandths (0.045) millimeter (No. 3251 sieve shall not exceed four (4) percent by weight based on pigmenl4 Consistency: Consistency shall be not less than sixtyseven (671 nor more than eight-six (86) Krebs Unit (K.U,). 5 Dilution Stability: The mixed primer shall remain stable and uniform after reduction with mineral spirits in the proportions of eight {81 parts by volume of paint to one 111 part by volume of mineral spirits. After standing twenty-four (24) hours there shall be no curdling or precipitation on the veh[cle.

6

Flexibility: After air-drying eighteen I 181 hours, baking for twenty-four {241 hours at one hundred five degrees Celsius {105'C) and cool ing to twenty·three degrees Celsius (23"CI, a film of the mixed primer applied to flat tin panel with a five-hundredths (0.05) millimeter Bird Film Applicator shall show no cracking after banding double over a three (31 millimeter mandrel. This test shall be conducted according to FSS Test Method Number 141, Method 201 2,

7 Adhesion: After air"'tirying for eighteen {18) hours, baking for three (31 hours at one hundred twenty-one degrees Celsius {121"CI. a film of the mixed primer brushed on a clean new galvanized iron panel, seventy· five (75) millimeters by one hundred fifty ( 150) millimeters, shall cut loose In the form of a ribbon without flaking or otherwise loosening from the panel when tested with a knife blade.

8

Brushing Properties: The mixed primer, after thorough mixing, shall have satisfactory brushing and leveling properties and show no running or sagglng tendencies when brushed on a vertical surface three hundred {3001 millimeters by six hundred (6001 mill imetets of smooth, clean. untreated galvanized iron.

9 Spraying Properties: The mixed primer when thinned with not more than one (1 ) part by volume of mineral spirits to eight (81 parts by volume of paint shall spray satisfactorily, show no tendency to orange-peel, sag, creep, or run. and shall show satisfactory spraying properties In all other respects. 10 Drying Time-: The miKed primer shall be touch-dry in not less than thirty (301 minutes nor more than four (41 hours and dry·hl rd in not more than eighteen ( 18) hours when applied as in FSS Test Method, Standard Number 141, Method 4061 .

Sultanate of Om on, Stoncbcd Spedf~r"""' for Rood r.. Bodge Conatrucdou ~10

7.2.7

Aluminum Paint

7.2.7.1

Description

Aluminum paint shall be composed of aluminum paste and aluminum vehicle and shall conform to the requirements specified in AASHTO M 69, Type 1. The paste and vehicle shall be delivered to the project unmixed and in separate containers. 7.2.7.2

Proportions

The mixed paint shall be prepared for use on the project by combining the aluminum paste and aluminum vehicle in the proportions of twenty-four hundredths 10.24) kilogram paste per liter of vehicle.

7.2.7.3

Mixing

Pigment

Fifty-nine and five tenth · 159.5I~Jcentmin. Forty and fiVe tenths {40.5) percent max. Fifty two (521 percent min

Vehicle Non-volatile material in vehicle Phthalic anhydride

Fourteen and ni ne tanths (14.91 percent min• • Water Five tenths Dercent max. Table7.2.9-1: Composition of Maroon Field Coat Paint ii.


Basic lead siUco· chromate Siliceous red iron oXide

Sixty·six and five-tenths (66.5) percent minimum Thirty·three 133) percent max.

Table 7.2.9-2: Composition of Plgmrmt for Maroon Aeld

The paste and vehicle shall be thoroughly mixed before use. The quantity of paint mixed shall not be greater than will be used within twenty-four 124) hours after mixing.

7.2.9.3

7.2.8

Tinted Aluminum Paint

Maroon field coat paint shall weigh not less than one and s~xty-seven hundredths (1.67) kilograms per liter.

7.2.8.1

Description

Tinted aluminum paint shall consist of a mixture containing aluminum paint that conforms to the requirements of Clause 7.2.7 and Prussian Blue Paste or Chrome Green paste, conforming to the requirements specified in ASTM D 212 or 0261. 7.2.8.2

Proportions

Tinted aluminum paint shall be prepared by mixing one 111 liter of aluminum paint meeting this specification with between thirty (30) and forty-five (451 grams of either Prussian Blue paste or Chrome Green paste in oil or varnish.

7.2.9

Basic Lead Silico-Chromate Maroon Reid Coat

7.2.9.1

Description

This paint is intended for use as a field coat over a properly primed surface. Hiding power shalf be sufficient to obtain a complete hiding when applied at normal spreading rates and shall have a good contrast with the primer coat. This paint shall consist only of basic lead silico·chromate, siliceous red iron oxide, raw linseed oil, linseed-soya oil modified alkyd resin, thinners, dryers, and from five tenths (0.5) to seven-tenths (0.71 percent suspending agent, based on the pigment. to insure soft settlement of the pigment during storage. The alkyd resin shall conform to FSS TI·R-266, Type Ill and the thinner to FSS TI-T-291, Grade 2. 7.2.9.2

Compositon

Coat Paint

7.2.9.4

Weight per Liter

Coarse Partie! es

Coarse particles and skins retained on a forty-five thousandths (0.04501 millimeter (No. 325) sieve shall not exceed one (1) percent by weight based on pigment.

7.2.9.5

Consistency

Consistency shall be not less than seventy (70) or more than eighty-two (82) Krebs Units (K.U.).

7.2.9.6

Condition in Container

The paint shall be thoroughly ground and mixed; it shall not be settled, caked, or thickened to such a degree that it cannot be redispersed easily with a paddle to a uniform and homogenous state.

7.2.9.7

Skinning

Skinning shall be entirely absent from a sample that has been stored forty·eight (48) hours in a dark place in a three-quarters-filled tightly-closed container.

7.2.9.8

Dilution Stability

The paint shall remain stable and uniform after reduction with mineral spirits in the proportions of eight (B) parts by volume of paint to one (1) part by volume of mineral spirits.

7.2.9.9

Brushing Properties

The paint, after through mixing, shall have sati sfactory brushing and leveling properties, and show no running or sagging tendencies, when brushed on a vertical steel surface.

Maroon field coat paint shall conform to the following composition by weight: i. Paint:

7·5

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Minlltry of Tntr1•port 3t Communteotlon•

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../"'.~<:,Paint

7.2,!MO

Spraying Properties

7.2.10.4

The palllt, when thinned, shall spray satisfactorily, show no tel'\dency to orange-peel, sag, creep or run, and shall show satisfactory spraying properties in all other respects. The mtner~ spirits used as a reducer shall conform to FSS TT-T-291 Grade 1, and shall be tested and approved prior to use. 7.2.9.11

Drying Time

The paint shall be touch-dry in no more than four (41 hours and diV·through in not more than twanty.four (24} hours.

7.2.10

Basic Lead Slllco-Chromate Dark Green Finish Coat

7.2.1 0.1

Description

Coarse particles and skins retained on a forty·five thousandths (0.045) millimeter (No. 3251 sieve shall not exceed one (11 percent by weight based on pigment 7.2.10.6

7.2.10.2

Composition

Oatt! green finish coat paint shall conf orm to the following by weight: ~Paint: Pigment - . Vehicle 'No,...volatila ma~ria l ln vehlcle Phthalic anhydride based on vehicle solids Water

Fortv-one !41) percent min. Fiftv·nine !591 percent max. Fifty. thnte (53) percent mln. T

•

Twenty & five-tenths {20.5] _l)llrcent max. Five-tenths !0.5) percent max.

l"able 7.2.10-1: Composition of Dark Green Finish Coat Paint ii.

Pigment.: The extracted pigment shall conform to the following by weight:

Basic l1111d silrcochromate Chromium oxide areen

Eighty-six (861 percent min.

Nine !9l ·PBrcent min. Table7.2.10-2: Composition of Pigment for Dark Green Finish Coat Paint

7.2.10.3

Weight per Liter

Dark green finish coat paint shall weigh not less than one and thlny-three hundredths (1.331 kilograms per liter.

7-6

Consi stency

Consistency shall be not less than seventy-two (72) nor more than eighty (80) Krebs Units I K. U. ). 7.2.10.6

Color

Dark green finish coat paint color shall be as approved by the Engineer. The Contractor shalt submit to the Engineer, for approval, color chips of the paint proposed for the work. 7.2.10.7

Thls paint is Intended for use as a finish coat over a properly primed and field-coated surface. Dark green finish coat paint shall consist only of basic lead silicachromate, chromium oxide green, phthalocyanlne green and/ or phthalocyanine blue, lampblack, soya oil modified alkyd resin, raw linseed oil, thinners, dryers and from sixtenths (0.6) to seven-tenths (0. 7) percent suspended agent, based on the pigment, to insure soft settlement of the pigment during storage. The alkyd resin solution shall conform to FSS TT-R-266. Type I, and the thinner shall conform to FSS TTT-291, Grade 2,

Coarse Particles

Conditi on in Container

The paint shall be thoroughly ground and mixed; it shall not be settled, caked, or thickened to such a degree that it cannot be redispersed easily with a paddle to a uniform and homogenous state. 7.2. 10.8

Skinning

Skinning shall be entirely absent from a sample that has been stored fony-eight {481 hours in a dark place i n a three-quarters-filled tightly-closed container. 7.2.10.9

Dilution Stability

The paint shall remain stable and uniform after reduction with mineral spirits In the proporti ons of eight !81 parts by volume of paint to one {1) part by volume of mineral spirits. 7.2.10.10 Brushing Properties The paint, after through mixing, shall have satisfactory brushing and l eveling properties, and show no running or sagging tendencies when brushed on a vertical steel surface. 7.2.10.11

Spraying Properties

The paint, when thinned, shall spray satisfactorily, show no tendency to orange-peel, sag, creep or run, and shall show satisfactory spraying properties in all other respects. The mineral spirits used as a reducer shall conform to FSS TI-T·291 Grade 1, and shall be tested and approved prior to use. 7.2.10,12

Drying Time

The p11!nt shall be touch-dry In not less than twenty (20) minutes or more than four {41 hours and dry-through In not more than twenty-four (24) hours.

Sultanate of Oman, Stondord Spedfi«'~Dill !Gt Road & BridgQ CaMm'<'lion 21!1D

Paint) 7.2.11

Zinc Dust Paint

7.2.11.1

Description

Zinc dust paint shall be e ready-mixed, high zinc dust content paint suitable for repairing damaged spelter coating on galvanized steel.

7 .2.11.2

Requirements

The paint shall comply w·th all the requirements of U.S. Mil;(ary Specification MIL-P-21035 (Ships), Paint, High Zinc Dust Content, Galvanizing Repair, dated August 23, 1957, with the following additions and exceptions~ The paint shall be supplied ready-mixed Material supplied In two (2) compartment cans to be mixed on the job will not be accepted ii. Pigment content expressed as a weight percent of total nonvolatile content may be a minimum of ninety-two (92) instead of the ninety-four (94) minimum required by the Military Specification. iii. Percent metallic zinc by analysis in the pigment may be minimum of ninety-four (94) instead of the ninety-seven and five-tenths (97.5) mi nimum required by the Military Specification.

Method Standard No. 141, for the material to be analyzed or tested.

4

No paint or paint materials shall be used which have not been approved by the Engineer. Paint or paint materials for which samples andfor certificates of guarantee of the same paint or paint materials have previously been submitted to the Engineer and approved thereby may be used if the additional shipments are accompanied by the manufacturer's guarantee that the product is equal in all respects to the previously approved materials. 5 The required color. and, if applicable, texture of the coating shall be as specified on the Drawings or as directed by the Engineer and the coating shall be selected by the Engineer on the basis of trial panels prepared by the Contractor.

7.2.12

Gloss Enamel

6 The Contractor shall supply manufacturer's samples, specifications and chemical compositions of paint(s) meeting the requirements of these specifications and which correspond to the color and texture specified. A minimum of five (5) samples per pay item shall be provided, of which not more than three (3) shall be from any one manufacturer. The Engineer shall select a maximum of three (3) coatings per pay item for which trial panels shall be constructed by the Contractor as specifi ad herein.

7.2.12.1

Description

7.2.14

Portland Cement Paint

7.2.14.1

Description

Gloss paint shall be a high-grade synthetic-type high gloss enamel for use on exterior and interior metal. It shall be highly weather-resistant and characterized by easy brushing, good co' or end gloss retention, good drying and flexibility, with freedom from after-tack. 7.2.12.2

Requirements

The paint shall conform to Federal Specification TTE-489, Class A, Air Drying. This enamel may be thinned with Thinner; Federal Specification TT-T-291 E, Type II, Grade A (Mineral Spirits).

7.2.13


All materials shall be accompanied by the manufacturer's certificate of guarantee. The certificate shall give the quantity of paint in the shipment and shall identify the paint by order number, project location and destination. Materials not accompanied by a certificate of guarantee shall be sampled in the field and samples submitted to an approved independent laboratory for testing. 2 The Engineer will approve materials on the basis of the certificates of guarantee and/or laboratory tests, but reserves the right to resample and have retested any materials used during the progress of the work. Should the paint not conform to the specifications, it shall be rejected, previous approval notwithstanding. 3 Materiels and paints shall be analyzed or tested by the methods specified in the ASTM, AASHTO, or FSS Test

Cement paint shall conform to the US Federal Specification TIP- 0035(1) - Paint, Cementitious, Powder, White and Colors and Is intended for use on properly prepared concrete surfaces; this paint shall not be applied over old paint or other types of surfaces. Portland cement paint is suitable for use on interior and exterior concrete surfaces, below and above grade, under normal service and climatic conditions. Where more stringent requirements are anticipated, preference shall be given to solvent based polymer paints, described below under Clause 7.2. 15. 7.2.14.2

Composition

Portland cement paint shall be a water-based pigmented cement wash coating, having properties similar to the concrete surface itself. Portland cement paint shall be supplied as dry powder to be mixed with water prior to using. After addition of water, thorough mixing shall follow to obtain a creamy consistency to facilitate a uniform appl"cation, and paint shall thereafter be used within the time limits specified by the manufacturer. 7.2.14.3

Colors Portland cement paint colors shall be as shown on the Drawings or as directed by the Engineer.

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7.2.15

Polymer Latex Paint

7.2.16.2

7.2.16.1

Description

Single-component polymer paints shall be pigmented solvent-based solutions of resins, such as chlorineted rubber, styrene butadiene and vinyl chloride· vinyl acetate copolymers. Such 'rubber-based' paints shall be of a formulation so as to possess a considerable degree of flexibility and extensibility whel\ app!!ed to the specified thickness, in order to maintain a continuous coating over minor cracks which may exist or develop in the concrete substrate.

1 Polymer latex paint shall conform to the US Federal Specifications TT-P..()033 - Paint, Latex Base, Exterior, or TT-P-960 - Paint Latex Base. for Exterior Surfaces and is intended for use on properly prepared concrete surfaces, not less than 3 weeks old, with normal, high or varying moTsture content, on masonry surfaces, and on other types of old paints. Application over other types of paint is subject to the manufacturer's written instructions and limitations, and to the approval of the Engineer. Polymer latex paint is suitable for use on interior and exterior concrete and masonry surfaces, below end above grade, under normal service and climatic conditions. Where more stringent requl remants are anticipated, preference shall ba given to solvent-based polymer palnts, described under Clause 7.2. 16. 7.2.15.2

Composition

Poymer latex paint shall be a water-based dispersion 1 of pigments and polymeric film-forming materials. Film formers may be butadiene-styrene, chlorinated rubber, vinyl acetate or butyrate, or acrylic resins. Exterior grade shall be used in all cases, with a flat or semi-gloss mildew· resistant finish, es shown on the Drawings or as directed. 7.2.15.3

Colors

Po~ymer latex paint colors shall be as shown on the Drawings or as directed by the Engineer.

7.2.16

Polymer Paint

7.2.16.1

Description

Polymer paint shall conform to the requirements of the US Federal Specifications TT-P-1411A·Paint. Copolymer Resin, Cementilious; TT-P-95CPaint, Rubber for Swimming Pools and Other Concrete and Masonry Surfaces; TT-P-97DPaint. Styrene-Butadiene Solvent Type, White; TT-P-1181A(1 )-Paint, Styrene-Acrylete Solvent Types, Tints al"d Deep Tones: TT-C-545 D[1) • Coating : Polyester-Epoxy (Two Component), High-Build, Gloss and Semigloss, White and Ti nts; TT-C-1659A - Coatings : Epoxy Emulsion, Two-Component Gloss and Semigloss: TT-C-5358(1) - Coating, Epoxy, Two Component; TT-C5420- Coating, Polyurethane, Oil Free, Moisture Curing; or MIL-C-22750C • Coating, Epoxy-Polyamide. Polymer paint is intended f or use on properly prepared Interior or exterior concrete and masonry surfaces, with low or relatively stable moisture content, below and above grade, under normal or adverse service conditions and normal, humid or wet climatic conditions; and on certain types of old paints, subject to the manufacturer' s written Instructions/ Hmitations, to the approval of the Engineer. and as herein specified.

7-6

Composition

2 The paint formulation shall have a potential to resist soiling and be cleanable w ith commercial detergents. Thermoplastic formulations and formulations soluble in organic solvents shall not be approved for use on surfaces that need to be c!eaned with steam cleaning or strong detergents and aggressive solve11ts. 3 Two-component polymer paints: One of the components shall be a pigmented solution of a compounded polymer, with or without solvent. such as epoxy. urethane or polyester; the other component shall contain a reactive chemical, the hardener. After mixing the two components to the manufacturer's instructions, application to the substrate and curing, the painted surface shall be a hard, strong, chemical. and moisturereslstont film with excellent adhesion to the protected, properly prep1red surface. The finished surface shall be easy to clean, resistant to fungus and strong detergents, end inert to heat and steam in order to be used as antigraffiti pe!nt. when required. Two-component epoxy formulations shall not be used on surfaces that are exposed to sunlight. In such cases. two-component exterior grade urethane formulations (alfphatic grades) shall be approved for use. 7.2.16.3

Colors

Polymer paint colors shall be as shown on the Drawings or as directed by the Engineer.

7.2.17

Acrylic Emulsion Paint

Acrylic emulsion paint shall comply in an respects with the following Master Painters Institute Detailed Performance Standards: i. MPI N10 for flat paint, ii.

MPI #11 for semi-gloss, or

iii.

MPI N119 for gloss.

2 The paint may be t inted by using 'universal' or 'all purpose' concentrates.

7.3


7.3.1

General

Painting of steel and concrete structures and other metal, concrete and masonry shall include proper cleaning and preparation of the substrate surfaces; application, protection, drying, and curing of the paint coatings;

,..:.:....,.,., : . . ;.:. 'o; :.';.R::.; ood::..:r:...e::r:::.:..eon. KIQo ==':'.r. .;=::~:.a_i_n_t"') X---~·

SultRnato of Ornao, St•_ _ _ _

protection of pedestrian, vehicular or other traffic upon or underneath or nee r the work; end protection of other completed work against disfigurement by spatters, splashes and smirches, of paint or of paint material.

7.3.2

Application

7.3.2.1

General

between ten and thirty-two degrees Celsius (10"· 32" C). Solvent-based paints shall be applied when the temperatures of the surfaces to be painted and of the surrounding air are between seven and thirty-five degrees Celsius (7"-35" Cl. Paint shall not be applied In fog, mist, rain or when the relative humidity exceeds eighty-five percent (85%). Painting operations shall not start when rain is anticipated to strike the painted surface within twenty-four (241 hours of application.

The paint shall be applied in accordance with the following procedures: i.

ii.

iii.

iv.

v.

vi.

vii.

Paint may be applied with brushes or by spraying, except for aluminum paint, which shari be appl'ed by spraying. All spraying equipment shall be subject to the Engineer's approval. If work done by spraying is not satisfactory to the Engineer. hand brushing wi ·1 be required, Pa'nt shall be applied only when the air temperature is at or above five degrees Celsius (S"C.J. It shall not be applied upon damp surfaces or when the air is misty or otherwise unsatisfactory for the work. Paint shall not be applied in the open on metal or other surfaces that are too hot and which will cause the paint to blister and produce a porous paint film. Material painted under cover shall remain under cover until dry and when weather conditions permit its exposure in the open. When brushes are used, the paint shall be spread to produce a uniform even coating in close contact with the substrate, or with previously applied paint. To secure a maximum thickness of paint film upon rivet heads, the edges of plates, angles, or other rolled shapes, these areas shall be 'striped' in advance of the general painting, and shortly afterwards shall be given a second or 'wash' coat when the general coat is applied. The paint shall be well-worked into all joints and open spaces. Power spraying equipment shall apply the paint in a fine, even spray, without the addition of thinner. Paint, when applied with spray equipment shall be immediately followed by brushing, when necessary, to secure uniform coverage and to eliminate wrinkling, blistering and air holes. On all surfaces which are inaccessible for paint brushes, the paint shall be applied with sheepskin daubers specially const ructed for the purpose. Unless otherwise permitted or required by the manufacturer's printed instructions, the following shall apply: Water-based paints shall be app'led when the temperatures of the surfaces to be painted and of the surrounding air are

7.3.3

Concrete Surfaces

7.3.3.1

Preparation

1. Concrete surfaces to receive paint shall be prepared to ensure complete adhesion of the coating material.

i.

Preparation of concrete and masonry surfaces shall comply with the requirements of this Specification. Due to the continuous development of new products, absolute adherence to the paint manufacturer's recommendations and written instructions is critical for the proper performance of the work. The Engineer may, at any time, require the presence of the manufacturer's technical representative on site, for as long es the Engineer deems necessary, to ensure proper execution of the work.

ii.

The concrete and masonry surfaces shall not be contaminated by chemicals, such es form release egents or curing compounds that can prevent good adhesion between the paint meterie I and the substrate. The surfaces shall be newly exposed, free of loose. weak and unsound materials. Iaita nee, efflorescence, inadequately cured concrete, and condensed surface moisture ere conditions objectionable to paint application. The dryness or dampness of the surface shall be compati ble with the paint type to be used as per the manufacturer's Instructions.

iii.

Preparation of repaired concrete surfaces may include chemical cleaning and mechanical cleaning. Acid etching shall be employed only at the recommendation of the paint manufacturer end upon approval by the Engineer, and shall be performed by crews experienced in its use. Chemical cleaning shall be employed prior to mechanical cleaning or acid etching when removal of surface contaminants such as oil, grease and dirt is required. Solutions of caustic soda or tri-sodium phosphate may be used. as well as proprietary detergents specially formulated for use on concrete. Solvents shall

iv.

7-9

_]

~~

Mrnletry of Tranapor'l: & Comrnunlc:adona

DfiAtr

~~Vaint

v.

vi.

vii.

viii,

lx.

x.

NO

not be used for this purpo$e. The approved detergent shall be applied with vigorous scrubbing, followed by flushing with water to remove all traces of both the detergent and the contaminant. Mechanical cleaning may include scarifiCation and grinding when small areas are involved. For larger areas, wet sandblasting and, preferably, high-pressure water jetting shall be employed. Conventional dry sandblasting shall not be permitted. Acid to be used for etching, when approved. shall be a 10190 maximum dilution ratio of commercial grade phosphoric acid in water solution, applied at a rate of one ( 1.0) liter per square meter of surface to be prepared. Hydrochloric acid solutions shall not be permitted for this purpose. For small areas, plastic sprinkling cans may be used for dispensing the acid solution. Larger areas shall be sprayed with low pressure automatic spray equipment. Upon subsidy of the foaming action of the acid (3 to 5 minutes) the entire treated surface shall be thoroughly flushed with water, while scrubbed with stiff bristle or w ire brushes to remove the salts formed on the surface and to dislodge loose particles. The adequacy of the flushing operation shall be checked at several points within the cleaned area by placing litmus or pH paper on the wet surface to determine whether the acid has been completely neutralized. Further flushing may be necessary to ensure an absolutely neutralized surface. When forced drying of wet surfaces is necessary, as approved by the Engineer, heat may be applied or dry, oil-free air may be blown over the surface. Concrete and masonry surfaces to be painted shall be tested for surface quality prior to application of paint. Tests shall include cleanliness, dryness and strength qualities of the substrate as speclfied below. Cleanliness of Surface. Dusty condition: wipe the surface with a dark cloth; if a white powder is on the cloth. the surface is unsatisfactory. Oily condition: Sprinkle water on the dried suspect surface; if the water spreads out immediately instead of standing as droplets, the surface is not contaminated by oils. Acid condition: Use pH paper to determine the acidity at the concrete surface; a pH value below four (4) is unacceptable. Dryness of Surface: Unless otherwise specified by the paint manufacturer, this test is

applicable only to solvent-based paints. Waterbased paints may be required to be applied on damp surfaces to promote adhesion; however, free-standing water on the surface to be painted shall not be acceptable. Moisture content is considered excessive on a tested surface, if moisture collects at the bond plane between the concrete and the paint material before the paint has cured. Tape a one and two tenths by one and two tenths {1.20 x 1.20) meters clear, polyethylene sheet to the tested surface and determine the time required for moisture to collect on the underside of the sheet. Compare the time required for moisture to collect, (1), with the time required for the paint to cure, (2), as supplied by the paint manufacturer. If 11) is greater than (2), the surface Is adequately dry. xi.

Strength of Surface. when laitance is present: Unless otherwise specified by the paint manufacturer, this test is applicable to waterbased paints and to two-component, solventbased paints.

Where loose powdery material is readily observed following the scraping of the surface with a putty knife, excessive laitance is present that could adversely affect the adhesion of the paint. The paint manufacturer should be consulted 115 to the intensity of mechanlcal cleaning required.

7.3.3.2

Painting

Portland cement paint shall be applied to damp surfaces w 'thout any free surface water, After application, the paint shall be cured by keeping it moist for forty·e'ght (48) to seventy·two (72) hours. For two-coat applications, the second coat shall be applied within twenty-four (24) hours from completion of the first coat. Dry film thickness shall be not less than three hundred eighty (380) m icrons per coat. One coat shall be applied, unless otherwise shown on the plans. 2 Polymer latex paint shall be applied to damp concrete surfaces, so water wi II not be absorbed from the paint before it has a chance to properly cure, unless otherwise specified by the manufacturer. When latex paint does not properly adhere to chalky surfaces. the prior application of a low viscosity penetrant primer will be required. per the manufacturer's instructions. Any embedded or adjacent steel work shall be coated with a rust inhibitive primer as specified in this Section, before application of any water-based paint. Dry film thickness shall be not less than sixty-fiVe (65) microns per coat. Two coats shall be applied, excluding sealer or primer, unless otherwise shown on the plans. 3 Polymer paint shall be applied to dry surfaces, unless otherwise specifically permitted by the paint manufacturer in writing. Two-component paints require the mixture of the two components supplied as a kit, in the correct proportions as per the manufacturer"s instructions. To

J ensure a complete chemical reaction between the hardener and the polymer, power stirrers shall be used for thorough mixing. The paint shall be used aher expiration of the required induction period end within the expected pot-life period of the mixed system, as specified by the manufacturer. Should thinning or viscosity reduction be necessary, only thinners recommended by the manufacturer shall be used. Thinners shall be added only aher the two components are blended. Dry film thickness shall be not less than forty (401 microns per coat. A minimum of two coats shall be applied, excluding primer, unless otherwise shown on the plans or recommended by the paint manufacturer for the intended purpose. 4 All finished coatings shall be uniform in color and texture, free from runs, drops, ridges, waves, laps, etc., and shall match the color and texture of the approved sample panel to the Engineer's satisfaction. 5 Should any coating, in the Engineer's opinion, be non-uniform in color and/or texture or should there be runs, drops, ridges, waves, laps, etc., in the coating, the Contractor shall propose remedial works for the Engineer's approval. Should the Contractor's proposals be unacceptable, or should the remedial works result in an unsatisfactory finish. the Engineer shall require the Contractor to: Recoat the complete area affected; or Remove, to the extent possible, the coating from the affected area and reapply the coating. The Engineer shall notify the Contractor which option he requires and, in the case of a re-coating being unsatisfactory, the Engineer shall require the Contractor to remove, to the extent possible, the re-coating and the original coating and re·apply a new coating. All re-coating works and removal and re-application of coatings shall be at the Contractor's expense. 6 If the color of the coating departs from that of the approved trial panel color to a degree which, in the opinion of the Engineer, is unacceptable, the Contractor shall stop application and shall demonstrate to the Engineer's satisfaction that the coating formulation and/or application method can be suitably adjusted to produce a color matching that of the trial panel. If considered necessary by the Engineer, the Contractor shall produce additional trial panel(sl at his own expense to demonstrate that a color match can be obtained. 7 If, in the opinion of the Engineer, a satisfactory color match cannot be obtai ned, the Engineer, at his option, may require the Contractor to remove, to the extent possible, the unacceptable coating applied to the permanent works and/or to apply an alternative coating. Such an alternative coating will be selected by the Engineer on the basis of the previously prepared I rial panels, except that where In the opinion of the Engineer such trial panels are unacceptable, the Contractor shall supply additional manufacturer's samples and trial panels

as the Engineer may require until a coating satisfactory to the Engineer is obtained. Acrylic emulsion paint for concrete shall be applied 8 in not less than two applications to produce a uniform appearance. The paint shall be applied only when the ambient temperature is 10 degree C or above. Painting shall not be permitted when it can be anticipated that the ambient temperature will drop below 10 degree C during the application and drying of the paint.

7.3.4

Structural Steel Requirements

1 Unless otherwise specified on the Drawings, or in the Special Specification, all new structural steel shall be given three (31 coats of paint. The first coat shall be applied immediately after shop fabrication is complete. The second and third coats shall be applied after all erection is complete, except that immediately following the field riveting or bolting of members. the heads of field rivets, bolts, and all abrasions of the shop coat due to handling at the shop, shipment, erection, etc., and all field erection marks shall be thoroughly covered with one ( 1) coat of primer as specified for shop coat and permitted to become thoroughly dry before the first field coat is applied.

2 All metal coated with impure or unauthorized paint shall be thoroughly cleaned and repainted to the satisfaction of the Engineer. Prime coats of paint shall be at least four hundredths (0.04) millimeter thick when dry and each intermediate and finish coat of paint shall be at least three hundredths (0.03) millimeter thick when dry. No portion of the paint films shall be less than these specified thicknesses. The film thickness shall be not so great that either the appearance or service life of the paint will be detrimentally affected.

7.3.5

Shop Coat (Prime)

7.3.5.1

Shop Cleaning

1 All surfaces of metal to be painted shall be thoroughly cleaned of rust, loose mill scale, dirt, oil or grease, and all other foreign substances. The removal of rust, scala and dirt shall generally be done by the use of metal brushes, scrapers, chisels, hammers, sandblasting, or other effective means. Oil and grease may be removed by the use of gasoline or benzene. Bristle or wood fiber brushes shell be used for removing loose dirt. Unless cleaning is to be done by sandblasting, all weld areas, before cleaning is done, shall be neutralized with a proper chemical. after which they shall be thoroughly rinsed with water. All cleaning shall conform to the requirements of AASHTO Standard Specifications for Highway Bridges.

7.3.5.2

Shop Painting

Shop pal nti ng shall be done in accordance witt1 the following procedures: i. When all fabrication work is complete and has been accepted, all surfaces not painted before assembling shall be given an approved shop coat of paint. Steel members shall not be

7-11 •

~~

Mlni•try of Tton•port

a.

CQn1munlcatron•

OORl. T

~~<:,Paint

li.

iii.

iv.

v.

vl.

loaded for shipment until thoroughly dry. No painting shall be done after loading. Structural steel which ls to be welded shall not be painted before weldit1g Is complete. If it is to be welded only in the fabricating shop and subsequently erected by bolting, it shall receive one {1 I coat of paint after shop welding is finished. Steel which is to be field welded shall be given one {1) coat of boiled linseed oil or other approved protected coating after shop welding and shop fabrication are completed. Surfaces of metal to be in contact whet1 assembled shall not be painted. Surfaces of field connections gusset plates of trusses and areas of girders or plates where floor beam or stringer connections are to come in contact shall not be painted. With the exception of pins and pinholes in bearings, unless otherwise shown in the Drawings. all surfaces except those described in Subparagraph iii, whether machine finished or otherwise, shall be given the regular coat of shop paint, and those parts inaccessible after erection shall be given two (2) coats of field paint. Pins and pinholes shall be coated, as soon as pra cticable afte r being accepted, with a hot mixture of white lead and tallow before removal from the shop. The composition used for coating machine finished surfaces shall be mixed in the following proportions: One and eight-tenths (1.8) kilograms of pure tallow Nine-te nths (0 9) kilogra ms of pure white lead Ninety-five hundredths (0.95) liters of pure linseed oil Erection marks for field identification of members shall be painted upon previously painted surfaces.

7.3.6

Field Coat

7.3.6.1

Field Cleaning

When the erection work is complete, Including a ll riveting, bolting, welding, straightening of bent metal, etc., all adhering rust, scale, dirt, grease, or other foreign matter shall be removed as specified under Paragraph 7.3.5.1, 'Shop Cleaning'. 7.3.8.2

Field Painting

As soon a s the field cleaning is done to !he satisfaction of the Engineer, the heads of field rivets and bolts, welded surfaces, and any surfac·e from which the shop paint has worn off, or has otherwise become defe ctive, and all shipplng and erection ma rks, shall be touched up by covering with one (1) coat of the same type

7•t 2 .

of paint used in the shop, and allowed to become dry before the first field coat is applied. 2 When the paint for 'touching up' coat has become dry, the first and second field coats may be applied In no case shall a succeeding coat be tpplied until the previous coat has dried through the full thickness of the paint film. 3 All small cracks and cavities which have not become sealed by the first coat shall be filled with a paste mixture of red lead and linseed oil before the second coat is applied. 4 Contractor shal l, take precautions to prevent dust and d irt from coming in contact w ith freshly painted surfaces or wilh surfaces before the peint is applied.

7.3.7

Bridge Railings and Guardrails

7.3.7.1

Bridge Railings

Metal bridge railing shall be painted as specified in the Special Specification. 2 Aluminum hand rails shall not be painted except for the portion of posts to be Inserted in concrete which shall first be painte d with one (1) coat of zinc dust-zinc oxide primer (Clause 7.2.61 to a point two (2) centimeters above the concrete line. The aluminum hand rail after erection shall be wiped with a rag saturated with lacquer thinner to remove stains. 7.3.7.2

Guardrail

Guardrail posts and beoms shall be painted If specifie d in the Special Specifications. Under no circumsta nces shall any paint other than zinc dust-zinc oxide primer (Clause 7.2.6) be used for the s hop or prime COlt on galvanized guardrails.

7.3.8

Painting Existing Structures

The painting of existing structures shall be done in accorda nce with the following procedures: i., Prepara tion shall include the re moval of the rust. scale, dead paint d irt, grease or other foreign matter from all parts of existing bridge structures. 11. The requirements and methods e for cleaning and painting shall be the same as specified for shop and field painling herein. All metal surfaces not in close contact with iii. other metal surfaces or truss m embers, concrete , stone ma sonry, or other structure materials shall be considered as exposed to deterioration by rusting and shall be thoroughly cleaned and given the number of coats of designated paint stated In the Special Specification. iv. Unless otherwise slated, the metal shall be given at least two (2) coats of paint. v. When repainting with the same type of paint a~ that on a n existing surface , the surface shall be thoroughly washed with commercial

Sultanptu of OmD n. St.l!dzfd

~fot.~tnmo f01

detergents, or, where approved, with solvents, to remove any dirt, chalk and grime accumulation, along with dead paint. vi.

vii.

viii.

7.3.9

When repainting with a different type of paint from that on an existing surface, the Contractor shall ensure that the paint is compatible with the existing paint. Loose paint, curled edges and blistered paint shall be removed before repainting. Light wet sandblasting. water-jet blasting, machine sanding, or paint strippers may be utilized. Filling of cracks and holes in the concrete shall be done in the same manner as for new concrete. If the old paint has become partially removed, but that remaining is in good condition, the bare areas shall be painted first, followed by two coats over all. If the old paint is blistered or peeling due to efflorescence, the cause shall be investigated and the Engi near will instruct corrective measures or, the type of paint may be changed.

Painting Steel Piling and Steel Pile Shells

Unless otherwise provided in the Drawings or Special Specification, steel bearing piles, steel sheet piles. and steel pile shells need not be painted if they are to be encased in concrete or other solid waterproof materials from six hundred (600) millimeters below the water line or ground I ine to the tops of the piles. 2 When steel bearing piles, and steel pile shells are not to be encased, or when provided in the plans, they shall be painted in accordance with the requirements stated hereinbefore, except that three (3) coats of shop paint shall be applied from the tops of the piles to an elevation three (3) meters below the water line or finished ground line before driving, and then two (2) field coats of paint as specified for structural steel shall be applied to each steel bearing pile. or steel pile shell which extends above the low water line or finished ground line after driving.

7.3.10 Painting Steel Pile Enclosures and Tubular Steel Piers The exterior surfaces of steel pile enclosures and tubular steel piers shall be painted in accordance with the requirements of Clause 7.3 8. Painting E)(isting Structures.

7.4


No separate measurement is made for painting of new structures and miscellaneous metalwork, and piling which work is considered subsidiary to other sections. The rates stated In the Bill of Quantities for the work of the relevant section shall be deemed to include for paint'ng. 2 Painting of existing structures shall be measured in square meters of the actual area painted ..

J

Rood llo. Elrid~& Con1tJUC110< 201'

3 Trial panels made by the Contractor to determine suitability of surface preparation methods and of the finished coating color and/or texture shall not be measured for payment.

7.5

Basis of Payments

Painting or repainting in whole or in part of existing structure(s) shall rank for payment of the amount of completed and accepted work as measured, at the unit rate(s) bid per square meter as specified in the Bill of Quantities. 2 Unit rates shall be full compensation for furnishing all labor, transport, materials, equipment, tools, tackle, scaffolding and any other equipment, and for performing all surface preparation and cleaning and all other items necessary for the proper completion of the work.

7.6


Payment will be made under one or more of the following:

ii

Painting of existing concrete structure (state type) Painting of existing steel structure (state type)

iii Painting of existing railing (state type)

(sq.m.) (sq.m.) (lin.m.)

Ref.

Trtle

8.1

Pipe Culverts

8.1.1

Genllf'lll

8.1.1.1

Description

8.1.1.2 8.1.1.3

Submittals Installation and Checking

&.1.2 8.1.2.1 8.1.2.2 8.1.2.3 8.1.2.4 8.1.2.5 8.1.2.6 8.1.2.7 8.1.28 8.1.2.9 8.1.3 8.1.3.1 8.1.3.2 8.1.3.3 8.1 3.4 8.1 .3.5 8.1.4

Pege No.

M-'erl11t. Delivery, Storage and H~mdling

.,

~1

8· 1 8-1 8-1 8-1 8>1

Precast Reinforced Concrete Pipe Unreinforced Concrete Pipe

811 8-1

Reinforced Concrete Arch Culvert Reinforced Elliptical Culvert

8-1 .,.1

Corrugated Steel Circular Pipe and Pipe Archllll Bituminous Coated Corrugated Steel

B-1

Circular Pipe and Ptpe Arches

B-2

Polymer Coated Steel Circular Pipe and Pipe Arches

8-2

Concrete and Steel Construction Requirement• Excavation. Bedding and Backfilling Pipe Laying

8-2 8-2 8-2 8-2

Pr~~east Concf-'e Pipe and Pipe Arches B-2 Corrugated Metal Pipe and Pipe Arches 812 Cast-in-Situ Concrete Pipe and Pipe Arches B-3

8.1.5

Method of Menurement Baal• of Payment

8.1.6

hems In the Bil of Quantities

B-3 8-3 8-3

8.2

Storm Sewers

8--3

8.2 .1 8.2.1.1

Genllf'lll Description installation and Check:ng

8-3

8.2.1.2 8.2.1 .3

1..2-2 8.2.2.1 8.2.2.2 8.2.2.3

Submittals Materia Ia Delivery and Storage Concrete 11nd Steel Concrete PiP"

8-3 B-3 8-3 8-4

8-4 8-4 8-4

Ref.

Title

Page No.

8.2.2.4

uPVC Pipe

8.2.2.5 8.2.2.6

Polyethylene II"EI GriiVity Pipe GRP Pipllll

8.2.2.7

Vitrified Clay PiP"

8.2.2.8

Joints for Concrete Beds and Pipe

8.2.2.9

Surrounds B tumen Emulsion Pumping Plant

8.2.2.10 8.2.3 8.2.3 1 8.2.3.2

Construction Requirements Excavation. Bedding 11nd Backfilling Pipe Laying

8.2.3.3

Jointing of Pipes

8.2.3.4 8.2.3.5 8.2.3.6

Una and Gradient Floatation Pipe Built Into StruCIUres

8.2.3.7

Cleaning and Inspecting of Storm

8.2.3.8

Sewer Pipes F.ield Testing: Generally Air Testing of Pipelinllll

8.2.3.9 8.2.3.10 8.2.3.11 8.2.3.12 8.2.3.13

B-4 8-4

a... 8-5 8·5 8·5 8·5 8-5 B-5 8·5 8·5 8-6 8-6 B-6

8-6 8·6

8-6

Hydrostatic Tming of P.rllllsure Pipetlnllll Infiltration Test for GrBVity Pipes Deflection Tests for GRI' Pipes

8·7 8·7 8-7

Hydraulic Individual Joint Test for Pipes Exceeding 1000 mm

8-7

8.2.6

Method of Measurement Basil of Payment

8-7

8.2.6

Item• In the Bill of Ouantitillll

8-8

8.3

Manholes, Inlets and Chambers

8.2A

8.3.1 8.3.2 8.3.3 8.3.3.1 8.3.3.2 8.3.3.3

&-7

8-8

Description

8-8

M-'erlail COIIIttuctlon Requirementl

8-8 8-9

Manholllll

8-9

Chambers for Grated Inlets, Curb Inlets and Ditch Inlets and Outlets Ironwork

8·9 8-9

Ref. 8.3.3.4

Title Cleaning

Page No. 8-9

8.3.4 8.3.5 8.3.6


8-10 8-10

8.4

Drainage of Structures

8-10

8.4.1

Description

8-10

8.4.2

Materials Gully end Channel Gratings

Bl-10

8.4.2,1

Method of Measurement ~~~s of Pll'f"**l

and,rames

8.4.2.2 8.4.2.3 8.4.3 8.4.4 8.4.5 8.4.8

Pipes Drainege Beckflltl,g Construction Requirements Method of Measurement Balis of PIIYment, Items In the Bill of Qu•ntltln

8-9

8·10

Bl-10 Bl-10 8-10 B-12 8-12 8-12

Sultanata a r Oman, St•ndsrd SPtldlfc~""" lor Rood a. Bndgo ConotrLICtlan 20l0

Drainage)

8.1

Pipe Culverts

8.1.1

General

8.1.1.1

Description

8.1.2.2

1 This Sub·section describes requirements for furnishing all materials, constructing and installing concrete and steel pipe culverts including excavation, bedding and backfilling and all work described in this Section of the Specification and as shown on the Drawings. 8.1.1.2

Submittals

1 Coordination Drawings: Submit drawings showing culverts and major system components. Indicate interface and spatial relationship between culverts, system components, adjacent utilities, and proximate structures. 2 Shop Drawings: Submit shop drawings of culverts including plan layout and locations, types, sizes, capacities, and flow characteristics in accordance with the requirements of this Specification Sub-section 1.11. As·Built Drawings: At project close-out, submit 3 record drawings of installed culverts, in accordance with requirements of this Specification, Sub·section 1.11.

4 Certificate of Compliance: Submit certificates of compliance required by the Client Authority and as directed by the Engineer. 8.1 .1.3

Installation and Checking

1 The work shall be supervised by qualified representatives of the Contractor and full facilities and assistance shall be provided by the Contractor to enable the Engineer to inspect or check the work at any time. Such inspection or checking shall in no way relieve the Contractor from any of his obligations. 2 The Contractor shall be responsible for making minor adjustments to the location of work as necessary to suit site constraints and road alignment and profile subject to the approval of the Engineer.

1 Reinforced concrete pipe shall meet the requirements of Volume 2 of the Highway Design Standards and shall comply with BS 5911 ·1, BS EN 1916 Class H, ASTM C76·02 Class IV or DIN V 1201 and DIN EN 1916. Cement used in manufacture shall be ordinary Portland cement to BS EN 197·1. 2 Joints shall be gasket type with flexible spigots and sockets. The shape of the joint shall be designed to prevent any movement of the gasket during assembly and to produce full water·tightness. Rubber gasket shall be to ISO 4633 orBS EN 681·2. 3 Manufactured pipe shall, if required by the Engineer, be tested, prior to delivery to site, for structural strength, crushing strength and absorption. The manufacturer's specification and certificate shall be submitted for prior approval before pipes are delivered to the site. 4 Pipes that fail to meet the strength requirements may, with the approval of the Engineer, be incorporated in the work provided the following requirements are met. i. The strength does not fall below 80% of that specified. ii. The pi pes are clearly marked and stored separately from pipes which fully comply with strength requirements. iii. The pipes are bedded in Class 15 concrete. If under·strength pipes are installed with pipes fully 5 complying with the strength requirements, the whole run shall be classified as under-strength for record purposes. 8.1.2.3

Materials

8.1.2.1


1 Deliver piping with factory-applied end caps. Maintain end caps through shipping, storage, and handling to prevent pipe-end damage and to prevent entrance of dirt, debris, and moisture.

2

Protect stored piping from moisture and dirt. Elevate above grade. Do not exceed structural capacity of floor when storing inside. Protect flanges, 3 moisture and dirt.

fittings,

end

specialties

from

4 Manufacturer's recommendations on handling, repairing, laying, jointing, anchoring, cutting and other works for pipes and fittings era to be strictly followed.

Unreinforced Concrete Pipe

1 Unreinforced concrete pipe shall meet the requirements of the Highway Design Standards end shall comply with BS 5911·1, AASHTO M 86M I M 86, DIN V 1201 and DIN EN 1916 or ASTM Cl4M and with Paragraph 8.1.2.2 items 2 to 5. Class shall be as designated on drawings. Cement used in manufacture shall be ordinary Portland cement to BS EN 197·1. 8.1.2.4

8.1.2

Precast Reinforced Concrete Pipe

Reinforced Concrete Arch Culvert

1 Reinforced concrete arch culvert shall comply with AASHTO M 206M I M 206 or ASTM C506·02. Unless otherwise specified Class A·IV shall be used for spans of 1300mm or less, and Class A·lll for larger spans. 8.1.2.5

Reinforced Elliptical Culvert

1 Reinforced concrete elliptical culverts shall be t o AASHTO M 207M I M 207 or ASTM C507M·02. Their Class shall be as designated on drawings. 8.1.2.6

Corrugated Steel Circular Pipe and Pipe Arches

Corrugated steel culvert pipe shall comply with the 1 requirements of AASHTO M36 and be zinc coated. 2 A certificata of guarantee from an approved pipe fabricator shall be submitted by the Contractor for each shipment of pipe delivered to the Site. The Certificate

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barrel of pipe to bear evenly on solid ground for its full length.

3

Pipe on granula r bedding: The Contractor shall scoop 7 out locally at sockets/couplings to enable the pipe to rest uniformly on the barrel and adjust to the exact line and level. Aher testing. the Contractor shall Jay and compact further granular material In 150 mm layers or as approved to levels shown on the Drawings.

The Engineer may test any material for compliance with the Specification at any time and reject any material which does not meet the requirements even though it has received prior approval based on 1 Certificate of Guarantee. 8.1.2.7

Bituminous Coated Conugated Steel Circular Pipe and Pipe Arches

Bituminous coated corrugated steel circular pipe and pipe arches shall comply with AASHTO M 190. and with Paragraph 8.1.2.6. 8.1.2.8

Polymer Coated Steel Circular Pipe ;md Pipe Arches

Polymer coated metal pipe and pipe arches shall comply withAASHTO M 246 and with Paragraph 8.1.2.6. 8.1.2.9

Concrete and Steel

Concrete, reinforcing steel and reinforced concrete shall conform to the requirements of Sub-sections 5. 1, 5.2 anc;l 5.3 respectively. Structural steel and other met~~lwork shall conform to Sub-section 6.2.

8.1.3


8.1.3.1

Excavation, Bedding and Backfilling

All excavation and backfill shall conform to the requirements of Sub-Sections 2.3 and 2.8.

8.1.3.2

Pipe Laying

Pipes shall not be placed until the foundation has Pipes shall be laid been approved by the Engineer. accurately to line and level and shall have a uniform bearing at each joint and along the entire length of pipe. Pipe laying shall begin at the downstream end and progress upstream. 2

Manufactured pipe shall be handled and assembled

in acc ordance, with the manufacturer' s i nstructions. When pipe laying is not in progress, the Contractor shall close open ends of pipes with properly fined temporary wooden plugs or standard caps as directed 3 The Contractor shall usa ropes, w ire sl!ngs, band slings. spreader beams etc. for lowering pipes as recommended by manufacturer for each type of pipe and as approved. All material shall be carefully examined for damage 4 and tested in accordance with manufacturer's instructions before laying, to the satisfaction of Engineer. 5 The Contractor shall remove d 'rt and other materials before lowering the pipe into the trench and verify the pipe inside is clear from construction debris before making joints. Pipe on solid ground: The Contractor shall cut holes

6

ill the bottom of trench to allow proper jointing and for

8·2

8.1.3.3

Precast Concrete Pipe and Pipe Arches

Pipes shall be laid w ith hub, bell or groove ends upstream. 2 Where lih holes have been used. they shall be filled with an approved cement-sand mortar to provide a watertight section. Mortar shall be finished flush on the inside of the pipe.

3

Pipe joints shall be sealed w ith nexible watertight elastomeric or rubber gaskets, approved bituminous sealers or plastic sealants. Bituminous or plastic sealants shall be applied at the time pipe is being laid. Sealants shall be installed in accordance with the sealant manufacturer's instructions so that the joint is completely filled.

4 Multiple pipe culverts, unless otherwise shown on the Drawi ngs, shall be laid w ith one-half diameter of pipe or a mini mum of 300mm, whichever i s greater, between the pipes. 8.1.3.4

Corrugated Met al Pl pe al'\d Plpe Arches

Metal pipe shall be laid with outside laps of circumferent ial joints pointing upstream and with longitudinal laps along the sides. If pipe sections are j ol nted on the Site. the ends shall be butted as closely as corrugations will permit and shall be joined with a firmly bolted coupling bend of the same material as the pipe. Camber shall be built into the pipe structure to compensate for settlement f rom fill loads.

2 Multiple culverts, unless shown otherwise on the Drawings. shall be laid with one-half span of pipe or 1 minimum of 300mm whichever is the greater, between pipes. 3 The Contractor shall examine material to ensure internal coating or lining and outer coating or sheathing are undamaged. If damaged, the Contractor shall make good or dispose or as directed. Damage to bituminous or epoxy resin coati ngs may be repaired on site by application of a repair materi al of a brand and type approved by the Engineer. Pipes having any localized bends in excess of 5% of the nominal pipe diameter or dents in excess of 13mm depth wib be rejected. Pipes rejected because of these defects may be used If satisfactorily repaired and approved by the Engi neer.

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8.1.3.5

Cast-In-Situ Concrete Pipe and Pipe Arches

8.1.6 i.

Cast-in-situ pipes shall be constructed in accordance with the Drawings, or In a manner proposed by the Contractor and approved by the Engineer.

ii.

2 When the Contractor elects to construct the pipe in a trench with no external vertical forms, 40mm of additional concrete cover to the reinforcement steel shall be provided.

iii. iv.

3 Longitudinal construction joints will only be permitted as shown on the Drawings. Transverse construction joints will be permitted provided prior approval is obtained from the Engineer.

v.

4 Forms for cast-in-situ pipe shall be approved prior to their use. Inside pipe forms shall be suitably unyielding during placement of concrete. Interior arch forms may be removed after 72 hours if approved by the Engineer. The Contractor shall take precautions when removing forms to protect the culvert from damage. Backfilling shall not commence until tests indicate the concrete has attained strength of 50% of the requirement for its Class.

vii.

8.1.4


Pipe culverts shall be measured by the linear meter of culvert laid or constructed as per the contract Drawl ngs. Culverts of each type, class and size shall be measured separately. For pipe culverts without headwalls, measurement shall be taken from end to end along the centerline of the pipe. For pipes connected to structures, maasu rement shall be taken between the inside faces of parapet or wall along the centerline of the pipe. 2 The measured length of corrugated metal pipe shall include the length of bends (elbows) installed. 3 Headwalls, wing walls, aprons and cut-off walls that are part of a pipe culvert installation are measured separately in accordance with Sub-Section 5.9. 4 Trench excavation, bedding and backfilling for culvert pipe runs is measured separately under Subsection 2.8, Clause 2.8.4 No separate measurement or payment will be made 5 for connection to drainage structures or to existing pipes. Nor for additional reinforcing steel, cover and protection to in-situ concrete pipe culverts and pipe arches, all of which are considered subsidiary work.

8.1.5

Basis of Payment

The quantity of completed and accepted work. measured as provided for above, will be paid for at the unit rate per linear meter in the Bill of Qu entities for 'the various types. classes and sizes of pipe and arch culverts, which rate shall be full compensation for the cost of supply, transport, handling, installation of pipe, joints, materials, labor, equipment, tools and other items necessary for proper completion of the work.

vi.

Items in the Bill of Quantities Unreinfo reed precast concrete pipe culvert {diameter) Reinforced precast concrete pipe culvert (diameter) Reinforced precast concrete arch culvert (size) Reinforced precast concrete elliptical culvert (size) Corrugated steel pipe culvert (diameter) (coating) Corrugated steel pipe arch culvert (size) {coating) Cast in-situ concrete pipe and pipe arches [size, type)

8.2

Storm Sewers

8.2.1

General

8.2.1.1

Description

(lin.m.) {lin.m.) (lin.m.) (lin.m.) (lin.m.) (lin.m.) [lin.m)

This Sub-section describes requirements for constructing pipes for the removal of surface water from roads, including connections to rainwater inlets and discharge to suitable outfall. The work shall include furnishing all materia Is, installing pipes, excavation, bedding and backfilling.

8.2.1.2


Installation and checking shall requirements of Paragraph 8.1. 1.3.

comply to the

Collect site information by performing site survey, 2 researching public utility records, and verifying existing utility locations.

8.2.1.3

Submittals

Coordination Drawings; Submit drawings showing pipes and major system components. Indicate interface and spatial relationship between pipes, system components, adjacent utilities, and proximate structures. 2 Shop Drawings: Submit shop drawings of storm sewers systems including plan layout and locations, types, sizes, and capacities of pipes, manholes and stormwater inlets in accordance with the requirements of the Specification Sub-section 1. 12. 3 As-Built Drawings: At project close-out, submit record drawings showing the installed pipes and related components with suffcient details to allow for locating the pipes for future maintenance. The As-Built drawings shall be in accordance with requirements of the Specification, Sub-section 1. 12. 4 Certificate of Compliance: Submit certificates of compliance as required by the Client Authority and as directed by the Engineer.

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8.2.2

Materials

8.2.2.1

Delivery and Storage

Delivery, storage and handling shall comply to the requirements of Paragraph 8.1.2.1. 2 During storage plastic pipes shah be protected from sunlight and supported to prevent sagging and bending.

8.2.2.2

Concrete and Steel

Concrete, reinforcing steel and reinforced concrete shag conform to the requirements of Sub-sections 5.1, 5.2. and 5.3 respectively. Structural steel and other metalwork shall conform to Sub-section 6.2.

8.2.2.3

Concrete Pipes

Reinforced and unreinforced concrete pipes shall comply with the requirements of Paragraphs 8.1.2.2 and B. 1.2.3, respectively.

8.2.2.4

uPVC Pipe

Pipes shall conform to DIN 8061 / 8062 Class 6 kgfcm1 or Class 10 as Indicated on the Drawings or the Bill of Quantities. Use concrete encasement If cover is less than 1 meter or greater than 5 meters. 2 Finings shall be to DIN 8061 I 8062 fabricated from pipe. 3 Joints shall be to DIN 8061 I 8062, socket spigot with rubber sealing rings to BS EN 681-2. 4 Under· drain pipes sha!.l be perforated plastic pipe conforming to DIN 8061 Class 10 kg/em' or equivalent. Perforations may be circular holes or slots. Different filter requirements shall apply to each type of perforation. 5 Circular perforations shall be between 5 mm and 10 mm in diameter arranged symmetrically in • minimum of 4 rows parallel to the axis of the pipe. A11 rows shall be in the lower half of the pipe but no row shall be closer than 36 degrees to the invert. Perforations in each row sha11 be at a maximum distance of 100 mm centre to centte. 6 Stoned perforations shall be between 1.5 mm and 3 mm in width, and between 25 mm and 40 mm in length measured on the inside of the pipe_ Perforations shall be in 2 rows parallel to the axis of the pipes on each side of the Invert. Each row shall be approximately 45 degrees from the invert. Perforations shalt be spaced between 20 and 30 times the average slot width along each row. 7 Pipes and finings shalt be protected from the direct rays of the sun at all times by means or reflective cover sheets.

8.2.2.5

Polyethylene (PEl Gravity Pipe

Polyethylene (PEl pipes and fittings shall conform with ASTM 03035.01, ASTM FB94. and installation shall be in accordance to ASTM D2321.00 and manufacturer's recommendations. 2 Jointing system should be in accordance with ASTM FB94.

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Materials used sha11 have a standard PE code designation 2406 and a minimum hydrostatic design basis of 1250 psi (8.6MPa) for water at 73.4"F (23"C) according to AWWAC906Table 1,

3

8.2.2.6

GRP Pipes

Pipes and fittings shall conform to BS EN1796 & BS EN14364 or American Water Works Association AWWA C950.

2 Pipe and fittings shall include a corrosion resist9nt liner, a structural wall and a resin rich exterior surface. The liner shall have a nominal thickness of 1.0 mm. The liner surface shall be reinforced with C glass The remainder of the liner thickness shall be reinforced with an acid resistant chopped E glass strand or mat.

3

4 The pipe structural wall shall consist of gLass reinforcement, and fine silica sand, all impregnated with resin. The fine silica sand shall be added to the structural layer to achieve the design thickness for the required stiffness specified such that the overall hoop flexural modulus (EI for pipe is not less than 24 GN/m'. Smca sand and filler content shall not eKceed 50%.

5 Pipes shall be provided with a resin rich outer layer reinforced with one layer of C glass veil. The exterior layer shall have a minimum thickness of 0.2 mm. The layer shall be resin rich and reinforced with one layer of C glass. 6 The resin used for the corrosion resistant liner of the pipe and fittings sha ll be high grade polyester resin (isophthalic or bener) type. For the structural wall and exterior layer of the pipe a high grade isophthalic polyester resin shall be used. No dark pigments shall be used in the pipe or finings.

7

Pipes shall be designed for e life of not less than 50 years. Contractor shall submit calculations lor initial and long term deflection with truck loads, buckling, vecuum, pressure class, end strain in accordance with Appendix A of AWWA C-950 or equivalent. The maximum calculated long term deflection should not exceed 3%. Copies of the design calculations shall be submitted to the Engineer for approval.. i. Stiffness: Minimum 5,000 Nlm'. Suitability of stiffness shall be verified by Contractor for the various trench and pipe laying conditions and as recommended by the manufacturer. Pressure Class; 6 kg/cm 2 m inimum or as shown on Drawings. ii. Longitudinal Strength: Conform to BS EN1796 & BS EN14364 or ASTM 03262teble 7. iii. Hoop strength shell be according to ASTM D3517 Table B. iv. Strain corrosion resistance tests shall be carried out as per ASTM 0 3681 or to BS EN1796 & BS EN14364 strain corrosion value at 50 years to equal or exceed 0.7%. v. Markings shall be to BS EN1796 & BS EN14364 Clause 11. vi. Joints shall be GRP double socket couplings with rubber rings to ISO 4633 or 85 EN 681·2

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8.2.2.7

• The allowable angular deflection shall conform to the requirements of BS EN1796 & BS EN14364.

set and boned into the correct level on the trench formation bottom and will lay the pipe properly centered and socketed.

Vitrified Clay Pipes

3 The Contractor shall Insert two hardwood folding wedges (of a width equal to the width of the concrete block) between the body of the pipe and block, and drive them together until the pipe is brought to the exact level required. The Contractor shall leave blocks and wedges undisturbed while pipes are being jointed and the concrete bed and haunch or surround are baing placed. The Contractor shall ensure blocks and wedges are of sufficient size and strength to prevent senlemant of pipes. The Contractor shall leave sufficient space to enable joints to be made, tested and inspected.

Vitrified clay pipes and fittings shall be to BS EN 295 and shall be marked accordingly.

2 Unless otherwise indicated, pipes and fittings shall be Extra Strength and shall comply with absorption tests made In accordance with BS 65. 3 Pipes shall be supplied with approved flexible and telescopic rubber ring joints which shall be capable of withstanding the specified tests pressures applied both internally and externally. 4 Junctions on clay pipe sewers shall be of similar material and suitable for use with flexibly jointed pipes.

5 Before any length of pipe is laid, it shall be Inspected and stood or slung vertically at the side of the trench and 'rung' with a wooden mallet. Any damaged or cracked pipe shall be rejected. 6 Where shown on the Drawings, pipes for use in the construction of drains shall be British Standard Surface Water pipes glazed or unglazed manufactured in accordance with the requirements of BS 65, with Type 2 sockets or plain ended supplied with sleeve couplings.

7

Perforated pipes shall be Type 1 socketed and sleeve coupled pipes. 8 Field drain pipes shall comply with the requirements of BS EN 295-5 and BS 1196.

8.2.2.8

Joints for Concrete Beds and Pipe Surrounds

Flexible joints in concrete beds and surrounds to pipes shall be formed with compressible fibrous board, or similar approved material, 20mm thick.

8.2.2.9

Bitumen Emulsion

Bitumen emulsion shall be to BS 434 and shall contain not less than 53% of prime bitumen.

8.2.2.10

Pumping Plant

Pumping plant is as specified in Section 17.

8.2.3


8.2.3.1

Excavation, Bedding and Backfilling

All excavation and backfill shall conform to the requirements of Sub-Sections 2.3 and 2.8.

8.2.3.2

Pipe Laying

Pipe laying shall comply with the requirements of Paragraph 8.1.3.2.

2 For pipe on a concrete bed or surround, the Contractor shall provide rectangu Ia r blocks of concrete Class 25, made in approved moulds at least 14 days before use, and approved hardwood folding wedges. The Contractor shall provide two concrete blocks for each pipe,

8-5

4 The Contractor shall lay pipes on an even formation true to grade and line, with sockets facing up the gradient 5 Tolerances shall be 6 mm in level and 25 mm in line between manholes or access points unless otherwise specified. Where pipe is to be constructed in straight lines between manholes the length will not be accepted if a light at each manhole cannot be seen from adjacent manholes. 8.2.3.3

Jointing of Pipes

Unless otherwise specified, the manufacturer's instructions shall be followed regarding placement of bedding and backfilling. cleanliness of joint surfaces, lubricant used, correct I ocation of components, provision of correct gaps between end of spigot and back of socket for flexible jol nts etc. 2 Concrete pipes shall have watertight joints sealed with approved rubber rings or flexible gaskets. Joints shall have a gap formed between the end of the spigot and the base of the bell of not lass than 6mm and not greater than 20mm. The gap shall then be filled with e cement mortar composed of 1 part Portland cement and 3 parts fine aggregate, mixed with sufficient water to form a workable pasta. As each section of pipe is laid, the bell or hub of the preceding pipe shall be wetted and cleaned end the bottom portion filled with mortar. After the pipe is pi aced. the remaining top part of the gap shall be filled.

3 The inside of the joint shall be finished smooth and wiped clean. The mortar on the outside shall, after its initial set, be protected from the sun. Plastic joint compound may be used in lieu of Portland cement mortar, in which case it shall be prepared in accordance with the manufacturer's recommendations. 4 Synthetic or rubber joint rings shall be stored until needed in a cool place away from direct sunlight.

5 Properly fined temporary wooden stoppers shall be used to close the ends of uncompleted pipe lines. The stoppers shall only be removed when pipes are being laid and jointed. 6 The Contractor shall not deflect flexible joints beyond maximum permissible angles given by manufacturer and/or relevant Standards.

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7 The Contractor shall strictly comply with special instructions issued by rna nufacturers of proprietary jo' nts when laying and jointing. 8 The Contractor shall joint di ffering pipe and fitting material with adaptors as recommended by the pipe manufacturer. 8.2.3.4

Line and Gradient

In open excavation: The Contractor shalf provide and maintain sight rails and boning rods properly painted to ensure correct alignment of pipe runs. Sight rails shall be positioned either vertically above the lines of pipes or immediately adjacent thereto. At no time shall there be less than three sight ralls in position on each length of pipeline under construction to any one gradient. 2 Where pipes are laid in headings, the Contractor shall provide and maintain marks to establish line and level of pipeline. Marks shall be fixed in each work;ng shaft and two further marks established in each length of heading.

8.2.3.5

Floatation

Prevention: Whenever water is excluded from interior of pipe, the Contractor shall place sufficient backfill above pipe to prevent floatat ion.

Contractor shall provide e suitable personnel tro" ey for this purpose. 3 Pipelines less than 700 mm diameter and larger pipes which cannot be inspected from the Inside shall have a mandrel formed from a cylinder, of diameter 25mm smaller than the pipe diameter and of length not tess than the internal diameter of the sewer, passed through. 4 On completion the drains and sewer pipes shall be flushed from end to end w ith water and left clean and free from obstructions and debris.

8.2.3.8

Field Testing: Genera lly

All test equipment and related items shall be provided on site before the test. i.e. pressure gauges, instruments, water etc... 2 The Contractor shall carry out tests In the presence of the Engineer's Represent ative. 3 Fittings and joints shen be permanently anchored before testing and all joints sl\alt be exposed for checking. 4 Sections of pipeline under test shall not exceed 500m in length for any one test. 5 Test plugs at the ends of each section shall be secured by struts.

2 The Contractor shall remove: any pipe that hes floated, correct the bedding and relay.

6 The Contrec:tor shall apply pressure by manually operat ed test pump or, i n the cese of large d ia meter mains, by power driven test pump, if approved.

8.2.3.6

7 The Contractor shall examine exposed joints and repair visible teaks.

Pipe Built Into Structures

The Contractor shall thoroughly clean outside surface of pipes t o be built ·in immediately before installation. Remove protective coating to metal pipes, and roughen clay and concrete pipes as directed. Plastic pipes shall be painted with appropriate solvent cement and sprinkled with dry coarse sanel whilst wet. The Contractor shall cut away sheat hing from sections t o be bu~t·in and after installation restore protection up to external face of structure with approved bituminous material. 2 Install two flexible joints or flexible patented joints adjacent to structures. The Contractor shall place first joint not more than one pipe diameter from face o f structure and second not more than the following distances away from first; i. Pipelines not exceeding 450 mm: 2 pipe diameters. ii. Pipelines over 450 mm and not exceeding 1000 mm: 1.2m. iii. Pipelines over 1000 mm: 1.8 m. 8.2.3.7

Cleaning and Inspecting of Storm Sewer Pipes

After backfilling and completion of connections to manholes, etc, but before the trench surfaces ere permanently reinstated, the interior of the sewers shall be cleaned out and ready for inspection by the Engineer. Pipelines of 700 mm or more diameter w ill, w here 2 practicable, be inspected from the insid e and the

&-6

Should a test fai l. t he Contractor shall locate leak and 8 replace or make good defective pipe or replace and make good faulty joint and retest main, 9 The Contractor shall keep test records in an approved form end hand original copy to the Engineer Immediately after completio n of test. 10 The Contractor shall carry out hydrostatic test while pipeline is partially b eckfilled. 8.2.3.9

A ir Testing of Pipelines

As soon as p racticable after a length of pipe has been completed it sha ll be subjected to an air test to BS EN 1610. The length shell be p lUgged and sealed and air pumped into the pipe by approved method (ie. hand pump) until a pressure 100 mm head of water is indicated on a U·tube connected to the system 2 The Contractor shall allow 5 minutes for stabil1zation of air temperatu re end adjust pressure to 100 mm. The section will not be considered satisfactory if the air pressure fails f rom 100mm to 75mm heed of water In 5 minutes or less. 3 Failure to pass the air test Is not conclusive and if no leakage can be traced by external application of soapy water to aU sealing areas then a hydrostatic test shall be carried out before final rejection.

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8.2.3.10

Hydrostatic Testing of Pressure Pipelines

The pipeline shall be filled slowly with water from the lowest point. After filling with water, absorbent pipes shall be allowed to stand for at least 24 hours before testing to allow for complete absorption. 2 Entrapped air shall be bled and pressurizing shall then proceed unti I the specified test pressure is reached in the lowest part of the pipeline section under test. Further quantities of entrapped air shall be bled while the pressure is being raised. 3 Unless otherwise specified, the test pressure shall be equal to 1.0 m head of water ebove pipe soffit at highest point and not greater than 6 m head of water at lowest point of section under test but shall in no case exceed 75% of the factory hydrostatic test pressure. If maximum head is exceeded, the Contractor shell test section in stages. 4 The test pressure shall be maintained for one hour by pumping using a separate test pump. Pumping shall then be stopped for 2 hours, at the end of which time the line shall be re-pressurized to the original test pressure and the volume of water pumped into the line recorded. 5 The pipeline shall be deemed to have failed the test if visible leaks are detected (regardless of leakage being within the allowable specified limit) or if the volume of water pumped to restore original test pressure after the period when pumping was stopped exceeds 0.05 liter/linear meter/meter diameter/30 minutes. 8.2.3.11

Infiltration Test for Gravity Pipes

The Contractor shall carry out infiltration test after total backfilling of length under test. 2 All inlets to the section under test shall be plugged and the residual flow measured by an approved method. 3

The following limits are not to be exceeded: i. Pipelines not exceeding 700 mm: 0.02 liters/hour/100 linear meters/mm diameter, ii. Pipelines over 700 mm: 0.03 literslhourl100 linear meters/mm diameter.

5 The section shall be deemed to have failed if allowable infiltration of water is exceeded. The Contractor shall locate source of excessive infiltration by approved means i.e. traversing light and mirrors or inflated rubber plug etc, make good, and repeat tests until successful. 8.2.3.12

Deflection Tests for GRP Pipes

The Contractor shall conduct deflection tests for GRP pipes (as % of overall pipe diameter) as required by the Engineer at three stages. Deflection shall be measured at the spigot end at mid point and at socket end. i. Stage 1: at completion of primary backfill {deflection at this stage should be below 0.5%). ii. Stage 2: at final backfill (maximum allowable deflection 2.5%). iii. Stage 3: six months after final backfill {maximum allowable deflection 4.0%).

2 Pipes not passing the deflection tests at Stage 2 or Stage 3 will be removed and replaced. 8.2.3.13

Hydraulic Individual

Joint Test for Pipes

Exceeding 1000 mm The Contractor shall carry out procedures to BS 5886, Type 2 testing after backfilling, or equivalent. The Contractor shall pressurize the joint to 2 bars and wait for 10 minutes then re-pressurize to 2 bars and again wait for 5 minutes. No pressure drop should be observed at the end of the latter period. If a pressure drop is observed, the Contractor shall remedy the failed joint to the Engineer's approval

8.2.4


Trench excavation, bedding and backfilling are measured under Sub-section 2.8, Clause 2.8.4. 2 Pipes shall be measured in linear meters; each type, class and size is measured separately. Measurement shall be as a straight line between tha inside wall faces of manhole, inlet, sump or gully connection. No allowance will be made for cut ends and waste. 3 No separate measurement will be made for jointing materials, junctions and pipe fittings, nor for ancillary work such as breaking Into existing pipelines or chambers, cleaning, protection and testing of pipelines, or any other item necessary for the proper completion of the work, but shall be considered subsidiary work the costs of which shell be deemed to be included in the rates and prices for pipes stated in the Bill of Quantities.

8.2.5

Basis of Payment

The amount of completed and accepted work. measured as provided for above, will be paid for at the unit rates listed in the Bill of Quantities, which unit rates shall be full compensation for install alien, fittl ng, supplying materials, transport, labor, equipment, forms, tools and other items necessary for the pro per completion of the work as specified in Section 1. 2 Excavation, bedding and backfilling shell be paid for as indicated in Sub-section 2.8, Clause 2.8.5. 3

Rates for pipes shall include for the following: i.

ii. iii.

iv. v. vi.

vii. viii.

Staking out, field surveying and preparation of shop and coordination drawings. Pipe fittings, specials and couplings. Transportation to and hauling about the Site, loading, unloading and lowering materials in the trench. Lubricating agent used for assembling the pipe sections. Cutting, machining, chamfering, etc. of standard length pipes. Assembling the pipes and couplings and connecting to inlets, manholes and/or structures as applicable. Testing as perthe specification. Ancillary works and materials.

8-7

~ ~

Mlni&try of Trnnaport & CommunlcotJon•

DCiRl t

~~
ix.

8.2.6 i.

Flushing, cleaning. painting, lini ng and coating.

Items in the Bill of Quantities Storm sewer (type) (diameter)

llin.m.)

8.3

Manholes, Inlets and Chambers

8.3.1

Description

This Sub-section spec+fies works related to manholes, grate inlets, chambers, grated channels, curb inlets. ditch inlets and ditch outlets.

8.3.2

Materials

Concrete, reinforcing steel and reinforced concrete shall conform to the requirements of Sub·sectlons 5.1, 5.2 and 5.3 respectively. Structural steel and other metalwork shall conform to Sub-section 6.2. 2 Plain (blinding) and reinforced concrete shall be Class 15 and 25, respectively. Cement shall be ordinary Portland cement to BS EN 197. 3 Concrete manholes shall comply with BS EN 1917 and BS 5911 Part 3. Thickness shall be as 1ndicated on the Drawings. 4 Manholes and chambers covers, gratings and frames shall comply with BS EN 124 or equivalent. Two sets of lifting keys shall be supplied with each removable cover. Covers and frames shall be non-rock, locking. solid lop. Grades shall be as follows: i. For roadways: heavy duty test load 40 tons. ii. For sidewalks, carriage drive and cycle tracks: medium duty test load 25 tons. lil. For footpaths and fields: light duty. test load 7 tons. 5 Manhole covers shall be of circular pattern unless otherwise indicated on Drawings with a clear opening of not less than 560 mm diameter. Frames shall be provided with openings for fixing bolts which ensure solid frame embedmeot i oto the concrete manhole neck. Covers and frames shall be coated to BS 3416, M inimum thickness 250 m icrons. Manholes covers shall have the words " Stormwater Drainage" I nserted, unless instructed otherwise by the Concerned Authority. 6 Grated inlets and channel gratings and frames shall comply with BS EN 124 or equivaleot. Grated Inlet grating shall have a clear open area of not less than 600x600 mm and shall be coated to BS 3416. MinTmum thickness 250 microns. The Contractor shall submit manufacturer's details of the proposed grated inlet grating and frame for prior approval by the Engineer. Bricks shall be to BS EN771 · 1. Net volume of clay 7 masonry units shall be determined according to BS EN 772:3. Water absorption of clay masonry shall be determined acco rding to BS EN 772:7. Steel ladders shall be mild steel to BS 421 1, 8 galvanized to BS EN ISO 1461 with 200 grams of zinc per square meter.

8-8

9 GRP ladders shall be obtained from ao approved experieoced m anufacturer, fabricated to ao approved pattern and purpose made to suit the depth of each installation as shown on the Drawings. The ladders shall be drilled for wan fixing at both ends and additional Intermediate fixing connections shell be provided at centers not greater than 1.5 meters. Rungs shall be at 300 mm centers and at a distance of not less than 150 mm from the wa D. I. The resins. glasses and synthetic fabrics used In the manufacture of the ladders sha!l be chosen to produce a chemically resistant product with a resin-rich surface layer suitable for use in aggressive atmospheres likery to the encountered in sewers and sewage pumping stations. ii. Rungs of tubular construction sha ll be no less than 30 mm outer diameter and stringers shall be of a rectangular or channel section, no less than 70 mm x 25 mm in size. The upper face of non-tubular rungs shall be finished with a non· slip surface such as silica sand. All remaining surfaces shall be free of sharp edges, protrusions et c. iii. Each rung shall be able to withstand a point load of 5000 N. iv. When supported horizontally over a span of 1 m with the climbing face uppermost and with a load of 1000 N applied at the centre of the span the ladder shall not deflect more than 15 mm at the point of applicat ion of the load and shall show no permanent deflectio n after removal of the load. Each ladder fiXing shall be capable of withstanding shear and pull-out loads of 5000 N. v. A ll ladders shall comply with BS 5395: Part 3. All fixings shall be stainless steel. 10 Fixing bolts shall be steel, type suitable for particular purpose and use and to approva l When used to fix galvanized material, washers are to be galvanized and fixing bolts and nuts cut to pre-plating limits and electroplated with zinc to BS ENISO 2081. 11 Steel castings shall be mild to medium strength castings and shall conform to AASHTO M103MIM103. Unless otherwise shown on the Drawings or instructed by the Engineer, castings shall be grade 65·35 fully annealed. Steel castings shall conform to t he dimensions shown on the Drawings. Test bars shall be prepared and tested as specified In AASHTO M103MIM103. 12 Mortar for masonry shall be mixed in the proportions 1:3 (cement~sand) by volume, or 1:4 :4 lcement:lime: sand). The sand shall be well graded. 13 The Contractor shall submit to the Engineer m anufacturers' Ce11ificates of Guarantee for steel, cast Iron cast steel and wrought iron parts, stating that the materials supplied meet the applicable AASHTO or ASTM specification and Standards. The submission of such test certificates shall not relieve the Contractor of his

Sult•onata of OmQh, St.ndonl Spccific.olions !or Road r. Dndgo C..ruti'IIC:lion 2010

Drainage)

obligations to carry out independent tests at an approved laboratory, as directed by the Engineer, at his own expense.

8.3.3


iv.

8.3.3.2

AU excavation and backfill shell conform to the requirements of Sub-Sections 2.3 and 2.7. • 2 Formwork for cast in place concrete chambers, and the placing. curing, and protection of the concrete shall conform to the requirements of Sub·section 5.3, Clause

5.3.3. 8.3.3.1

Manholes

Precast units shall be cast in steel watertight forms at least 3 weeks before sections are used. Lowest unit shall be bedded on in situ concrete base and bed and haunch In cement mortar. Joints of units shall be Iiberally coated with approved bituminous material of trowelling grade prior to fixing. Joints shall be filled solid and neatly Work shall remain stroked off surplus compound. undisturbed for 7 days thereafter. Alternatively joints may be sealed with approved preformed jointing strip in accordance with manufacturer's instructions. The precast concrete cover slab shall be bedded in cement mortar on the top unit. 2 Channels In bottom of manhole shall be smooth, semi-circular and sized equal to diameter of adjacent sewers. For straight through manholes, channels of half pipe sections shall be installed. Changes in direction of flow shall be made with smooth curves as large as manholes permit. Changes in size and grade of channels shall be gradual and even. 3 Benching shall be formed with sulfate resisting concrete Class 250120 to rise vertically from top of channels to a height not less than soffit of outlet pipe, then it shall be sloped upwards T in 10 to walls. Floating shall then be carried out within 3 hours with a coat of sulfate resisting cement-sand mortar 1:2. Smooth finishing shall then be accomplished with a steel trowel. 4 Manholes and chambers shall be coated externally with three layers of asphaltic composition that shall be applied by brush In accordance with manufacturer's instructions. Minimum thickness shall be 600 microns.

5 Internal faces of manholes and chambers shall be coated with four coats of coal tar epoxy paint, 70% epoxy and 30% coal tar. The coating shall be applied by brush in accordance with manufacturer's Instructions. Minimum thickness shall be 1000 microns. 6 Adjustment of level shall be accomplished with top courses of brickwork or concrete rings after completion of surround] ng I evels. Final levels sha II be even and accurate. 7

The Contractor shall test manholes as follows: i. Plug manhole inlets and outlets. ii. Fill manhole with water and allow it to stand for at least 24 hours or such longer period to allow for complete absorption. iii, Re·top with water.

Allowable leakage over 24 hours shall not to exceed 1% of total volume of manhole, otherwise necessary repair and re-testing shall be carried to achieve the required results. Chambers for Grated Inlets, Curb Inlets and Ditch Inlets and Outlets

Construction shall be in situ concrete, precast concrete or blockwork as indicated on the Drawings. 2 Brick and blockwork shall be laid on a full bed of mortar. Whole bricks and blocks shall be used except where closers must be cut. 3 Courses shall be stepped back and not raised above the general wall level more than 900 mm. Courses shall be horizontal. Reinforcement in the masonry shall be fully embedded in the mortar joint. 4 If pointing is required, the joint shall be raked out to a depth of 12mm after completion of the entire face. 5 Brick and blockwork shall be protected by impermeable sheeting or damp cloth for 3 days after completion of laying. 6 The nearest pipe line joint to any chamber or grated inlet shall be not more than 500mm from the inner wall face and shall not be restricted by concrete or masonry from the structure.

8.3.3.3

Ironwork

Frames for covers and gratings shall be solidly bedded in mortar and fixed firmly using fixing bolts. They shall be positioned centrally over the opening and level and square with surrounding finishes. Covers shall be set in position to prevent twisting. 2 The upper surface of grated inlet gratings shall be flat. Slots shall not be parallel to traffic flow unless the slots are less than 150mm long or less than 20mm wide.

8.3.3.4

Cleaning

Manholes, ditch inlets and on completion, the time of final

8.3.4

grated inlets, grated channels, curb inlets, ditch outlets shall be thoroughly cleaned and shall be free from dirt end debris at inspection.


Manholes and inlets shall be measured by the number of each structure constructed and installed including the supply and installation of chambers, frames, grates, covers and ladders as applicable. Grated channels shall be measured per linear meter. No separate measurement or payment shall be made 2 for any other concrete works, excavation, shoring, sheeting or backfilling, or for breaking into existing pipes or culverts in order to install new manholes, chambers, inlets and the like. All such work prescribed in this Sub· section shall not be measured for direct payment, but shall be considered as subsidiary work, the costs of which shalt

8·9

~ ~

MJnl•try of Transport & CommunJcDt(on•

OGRLT

~ ~(prainage

be deemed to be included In the unit rates for manholes etc stated in the Bill of Quantities. 3 No separate payment shall be made for blinding, painting, equipment, forms, tools, furnishing and placing materials, labor, transport, or any other item necessary for the proper comp!etion of the work. ACI such items prescribed ill this Sub-section shall not be measured for direct payment, but shall be considered as subsidoary work, the costs of which shall be deemed to be included in the Ullil rates for manholes etc stated in the BiD of Quantities.

8.3.5

Pi.,e Stendlirii

Ductile Iron

BS EN545 [11 BS EN 1452(91 or to DIN 806118062, Series 4 end 6 -

uPVC Polyethylena

-

(PEl

Basis of Payment

.

ISO 4427, DIN 807418075 or AWWA C906 Class10 -

The amount of completed and accepted work measured as provided for above, will be paid for at the unit rates of 'Manholes', 'Grated Inlets', 'Curb Inlets', ' Grated Channels', 'Ditch Inlets' and 'Ditch Outlets' in the Bil!l of Qualltities, which rates shall be full compensation for excavation, installation, fining, testing. backfilling, supplying materials, labor, transport, equipment, forms, tools and other items necessary for the proper completion ofthe work.

8.3.6

P.l.,_ Mal!rf!l

PIPe Material uPVC

kglcm~

Polvathvlane (PEl <

nr.

ii.

Grated Inlet (type)

nr.

Pipe Standard DIN 8061 Class 10

V'rtrlfied clay

Manholes (size and type)

---

2 Pipes for filter drains shall be to the standards listed In Tab!e 8.4.2.2 or equivalent and as specified in Clausa 8.2.2.


i.

-

Table 8.4.2-1: Oralnaga Pipe Standards for Bridge Deck

ASTM D3035and ASTM F894 B565

AASHTO M175MIM175 or ASTM C444M Table 8 4.2.2: Drainage Pipe Standards for Filter Drains Concrate

iii.

Curb Inlet (type)

nr.

iv,

Ditch i nlet (type)

nr.

8.4.2.3

v.

Ditch outlet (type)

nr.

vi.

Grated Channel (width and depth)

lin.m.

Permeable backfilling to structures shall be crushed rock or precast porous concrete blocks to BS 6073·2 lei d in stretcher bond with dry joints, The m inimum thickness of backfilling shall be 225mm.

8.4

Drainage of Structures

8.4.1

Description

This Sub-section describes requirements for gully and channel gratings and frames on bridge decks, subways and underpasses with the associated pipework. It includes the supply and placing of permeable drainage backfilling to structures.

8.4.2

Materi als

8.4.2.1

Gully and Channel Gratings and Frames

Gully and channel gratings and frames shall be heavy duty and shall conform to the requirements of BS £N 124 or equivalent. Integral hoppers shall be of the same grade and quality as the gully or channel grate and frame. Molded uPVC or GRP shall be to the approval of the Engi neer who may require material and load testing.

8.4.2.2

Pipes Pipes used in bridge decks shall be to the standards listed In Table 8.4.2.1 or equivalent with a minimum internal diameter of 100mm.

8·10

Drainage Backfilling

2 Granular backfill to structures shall be natural sand and gravel or with a particle size distribution as given in Table 8.4.2.3.

AASHTO lievelize

"' paalng lbv maaa)

75.0 mm

100

37.6 mm

85· 100

9.5mm

45-100

4.75 mm

25-85

Tabla 8.4.2.3: Granular Backfill to Structure

8.4.3


Drainage pipes cast into the concrete structure shall be firmly supported to prevent their displacement during the concreting operation. Pipes located within the cellular sections of a bridge deck where access after completion of the deck is lim ited, shall be installed, tested and approved by the Engineer before the deck tonstruction Is allowed .to proceed to the stage where access to the pipes wiU not be possible

~ ~

Mlnl•ttv of Transport llr Communication• OGRt. T

/".~
2 Pipe joints in bridge decks shall be flexible and watertight Seals and gaskets shell be appropriate for the pipe material· used. 3 Joints between bridge deck waterproofing and drai nag a components shall be watertight and the sealants shall be compatible with the waterproofing system

&-l 1 •

SultonDto of Oman, Stoncbrd Spcclti""">n• !or Roa
Con;tr
20 IG

Drainage)

4 Granular drainage b!lckfill shall be placed and compacted in accordance with Sub-section 2.5, Paragraph 2.5.4.2. 15 Drainage pipes and connections in bridge decks shall be tested for water tightness on completion in accordance with Clause 8.2.3. 6 AIJ excavation and backfill shall conform to the requirements of Sub-Sections 2.3 - 'Roadway Excavation' and 2.7 - 'Excavation and Backfilling for Structures, 7 PE pipes instillation shell be in accordance to ASTM D2321 and manufacturer's recommendations.

8.4.4


Gully gratings and frames shall be measured by number; each type shall be measured separately 2 Pipework shall be measured in li near meters, measured as the actual length installed, including nominal length of bends and fittings; each type and size shall be measured separately. 3 Permeable backfilling shall be measured in cubic meters of the volume placed in position. 4 Granular backfill shall be measured in cubic meters of the volume placed in position. 5 No separate measurement shall be made for blinding, painting. equipment. forms, tools, furnishing and placing materials, tabor. or any other item .necessary for the proper completion of the wo rk. A ll such Items prescribed in this Sub-section shall be considered as subsidiary work, the costs of which shall be deemed to be included in the rates and prices stated in the Bill of Quantities.

8.4.5

Basis of Payment

The amount of completed and accepted work measured as provided for above, wlll be paid for at the unit rate for the various items of 'Drain ~tge for Structures' ln the Bill of Quantities, which rtte shall be full compensation for supplying, fabricating, connecting and testing, and for labor, transport, materials, equipment, tools, and other items necessary for the completion of the work.

8.4.6


i.

Gully grate and frame (type)

ii.

Drainage pipe in structure [type) [diameter( (location(

IY.

lin.m.

iii.

Permeable backfilling

cu.m.

iv.

Granular backfill

cu.m .

3-12

Sultanate

of Oman. Standard Sp«ific:lltions for Road II Bridge Construdion 2010

Ref.

'Tit'-

9.1

Riprap

9.1.1

Page No.

Ref.

9-1

9.4.3.3

Description

9-1

9.4.3.4

9.1.2

Materials

9-1

9 .1.3

Construction Requlnunents

9-1 9-2

9.4.3.5 9;4.3.6 9.4.3.7

9.1.4 9.1.5

Method of Mesaurement

Title

Page No.

Pull Out Tests for Anchored Botts Pull Out Tests for Unten11ioned Bolts

9-6

Rock Anchoring Procedures

9·7

Tensioning Tendons

9·7

Grouting for Rock Anchors

9-8

9-2

9.4.3.8

Testing of Rock Anchors

9-8

9-2

9.4.3.9

Application of Sprayed Concrete

9·7

9.1.6

Basis of Payment Items In the SHI of Quantities

9.2

Gablons

9-2

and Mortar

9·8

9.4.3.10

Reinforcement Mesh

9·9

9.2.1

Description

9-2

9.4.3. 11

Paint

9.2.2

Materials

9-2

9.4.3.12

Wire Natting

9-9 9-9

9.2.3


9-2

9.4.4

9.2.4


9.4.6

Method of Mauurement BasTa of Payment

9,2.6

BuTs of Payment

9-3 9-3

9.4.6


9.2.8

Items In the BiHof Ouantitlos

9-3

9.6

Rock Grouting

9.3

Slope Netting

9.3.1

Description

9.3.2

9-6

9-10 9-10 9-10

9-10

9.6.1

Description

9-10

9.6.2

Materials

9-10

Materials

9-3 9-3

9.6.3


9-10

9.3.3


9-3

9.6.4


9.3.4 9.3.5


9.5.6

Baals of Payment

9-11 9-12

Basis of Payment

9-3 9-3

9.5.6

hems In the Bill of Cuantitl1111

9-12

9.3.6

Items In the Bill of Quantitlu

9-4

9.6

9.4

Rock Bolts, Anchors and Sprayed Concrete

Reinforced Concrete Slope Protection

9-4

9.6.1

Delcriptlon

9-12

9.4.1

Description

9-4

9.8.2

Materials

9.4.2

Materia Ia

9-12

9-4

9.6.21

Concrete

9-12 9-12

9.4.2.1

Cement Grout

9-4

9.6.2.2

Reinforcement

9· 12

9.4.2.2

Rock Bolts Generally

9-4

9.6.3

9.4.2.3

Resin-Anchored Rock Bolts

9-4

9.6.4

Consln.lctlon Requirements Method of Measurement

9.4.2.4

Mechanically Anchored Rock Bolts

9-4

9.6.5

Basis of Payment

9.4.2.5 9.4.2.6

Drain Holes

9-4

9.6.6

ttema In the Bill of Quantities

Roek Anchors

9.7

Sacked Concrete Revetment

9.4.2.7

Sprayed Concrete and Mortar

9-4 9·5 9-5

9.7.1

Oeterfptlon

9-5

9.7.2

Materials

9.4!2.8 9.4.3 9.4.3.1 9.4.3.2

Wire Netting Conltructlon Requirements General Rock Bolting Procedures

9·5 9·5

9.7. 2.1

Sacks

9.7.2.2

Concrete

9-12 9-12 9-12 9-12

9-12 9-12 9-12

9·12 9--12

Ref.

ntle

F?age No.

Ref.

9.7.3


9-12

9.7.4


9-13

9.7.6 9.7.6

Bests of Payment

9-13 9-13

9.11.3.3

9-13

9>11.3.4


9.8

Paving Tile Slope ~rotectlon

9.8.1 9.8.2 9.8.3

Description Mstariale

9-13 8-13


9-13 8-13 8-13 9-13

9.8.4


9.8.6 9.8.6

Bella of Payment Items In the Bill of Quantities

9.9

Ditch Unlng

9.9.1 9.9.2

Description Mlltetiala

9-13 9-13

9.9.3


8-13

9.9.3.1 9.9.3..2 9,9.3.3

General P.recast Slabs Stone Ditch Lining and Wash Checks

9-13

9.11.3.2

Title

Page No.

Stabilization with Bituminous

S.16

Materiels Stabtliution With Vegetative

9·16 g-16

Treatment Blankets

9.11.4 9.11.6

Belle of Payment

9-18 8-16

9.11.6

ltema In the Bill of Ouantltfee

8-16

9.12

Mechanically Stablllzed Earth Retaining Walls

9.12.1


9-16

Delscriptlon

8-16

~rei

~16

9.12.1.2 Standards and Codes Mllterlala 9.12.2 General 9.12.2.1

8-17

9.12.1.1

9.12.2.2 9.12.2.3 9.12.2.4

Steel Reinforcing and Tie Strips

9-18

9.12.2.6

ReinfOrced (Polymer) Grids

8-18

fiasteners

9-19 9-19

Concrete Face Panels Uoncrete Footings


9.9.6 9.9.6

Bells of Payment

9-14 9-14


9-14

9.12.2.6 9.12.2.7

Non Metallic F.riction Ties and Fixings

9.10

Filter Laye~ns

9-14

9.12.2.8

Joint mller (For Use with Concrete F.ace

9.10.1 9.10.2

Descrlptlon

9.12.2.9

Mlltetiels

9-14 9-14

9.10.3


9-14

Panels)

Granular Filter

11·14

Fabric Membrane 9.10.3.2 9.10.4 Method of M!!5Urement

9-16 9-15

9.10.5

Bests of Payment

9-16

9.10.6


9-16

9.11

Barriers for Sand Dunes

9-16

9.11. 1

OeeenptJon

9-16

Materials 9.11.2 Fencas 9.11.2.1 9.11.2.2 Bituminous Materials

9-16 9-15

9.11 .2.3 9.11.2.4 9.11.2.5

Vegetative Materials Water Blanket Covers

Construction Requirements 9.11.3 9.11.3.1 F.enclng

11-1'7

9·13 9·14 9-14

9.9.4

s.1o.:u-

9·17

9·15 9·15 9-15 9-15 9-16 9-15

9-17 9-18

9-19

Joint Filler (For Use W•th Concreta Face Panels

9.12.3 ConlbUctlon Requirements 9J12.3.1 Wall Excavat!OI' 9YI2.3.2 F.oundatlon heparation

g.19 9-20 9· 20 9-20

9.12.3.3

Erection of Concrete F.ace ~a nels

9·20

9.12.3.4 9.12.3.5

BaciCtiU Placement

9·20 9-20

Trial Embankment

9.12.4 Monitoring General 9.12.4.1

$--21

9J12.4.~

Selected Backfill

9·21 9 -21

!M2.4.3• 9;12.4.4 9.12.4.5

Settlements

9l21

l-:lorizontel Displacements Durability

9·21 9-21

Testing F.requency

9-21

9.12.4.8 9.12.6 9.12-6 9.12.7


9-22

BeaTa of Payment

9-22 9-22


Ref.

Title

9.13

Coastal Protectlon

P•a• No. 9·22

Dnc:rtption t-22 9.13.2 Mlterials t-23 9.13.2.1 Quarried Stone for Armour I.JJyers and 9.13.1

9.13.2.2

Underlayers Core Material

9.13.2.3 Filter Flbnc - Geotextiln 9 .13.3 Construction Requlrementa

9-23 9-23 9-24

t-24

9.13.3.1

General

9·24

9.13.3.2 9. 13.3.3

Placement of Core Material Placement of Armour and Underlayer

9·24

9.13.3.4

Stones Survaying Technique

9.13.3.5

Storage, Hendfing, end Laying of

t.1:S.4

9.13.4.1 9.13.4.2 9.13.4.3 9.14.4.4

8.13.6 9.13.5.1 9.115.2 9.13.6.3

Geotextiles Mttflod of Measurement

t-25 9-25 &-25

t-M

Merine Works Generally 9-28 Underlayer, rock armour. quarry run end bedding layer 9-28 Dredging for embedded toe protection 9-26 Febrlcs end membranes! Geotextilel &.ale of Payment

..21 1-21 9·28

Merine Works Generally Underlayer, rock armour, quarry run and bedding layer 9-28

Dredging for embedded toe protection 9-26 9-28

9.13.5.4 Febrics and membranes! Geotextilel 9.13.1 hems In the Bill of Quantities

...:ze

Slope Protection and Stabilisation

9.1

Rip rap

9.1.1

Description

ASTM Standard 01751, Specification for Preformed Expansion Joint Fillers for Concrete Pavl ng end Structu rei Construction.

The Sub-section describes requirements for construction of loose or mortared riprap slope protection and riprap Cut-off walls or watercourse channel protection.

9.1.2

Materials

Stone for loose and mortared riprap shall consist of natural stones of broad flat shapes as far as practicable. All stone shall be hard, sound, durable, and high' y resistant to weathering and shall be suitable as protection material for the intended purpose. 2 Samples of the stone material proposed for use shall be submitted to the Engineer for approval prior to its use in the work. 3 The minimum apparent specific gravity of the stone material shall be 2 5 and the maximum absorption shall be 6% when tested in accordance with AASHTO T 85. The stone shall have an abrasion loss not greater than 45% when tested In accordance with AASHTO T 96. 4 The weight of individual stones for the various classes of riprap shall be as follows:

% ofTotal

Weight of Stone lkiloar-mal

Wliaht Smallefthan

Weight Shown

Claaa A 50 20

100 20 5

5 1

ct.~ B

Clua C

ClaaD

200

1000 400 100 20

5,000 2,000

95=100 50-100

().50 500 ().10 100 Table 9.1.2.1: Classes of riprap stones and rocks

5 Unless otherwise indicated on the Drawings or directed by the Engineer. stones for loose and mortared riprap shall conform to Class B gradation. Stones shall generally weigh between 20 and 70 kg. with at least 60% weighing more than 45 kg.. Nevertheless, any of the classes shown in Table 9.1. 2.1 above can be used for loose riprap, as indicated on the drawings. For mortared riprap, stones of classes A or B only can be used, as indicated on the Drawings. 6 Mortar for mortared riprap sha II consist of 1 pert Portland cement to 3 parts sand by volume. Water added shall be the least amount which will yield a workable mix. Send and cement shall conform to the relevant requirements of Sub-section 5,1. The 28 day compressive strength of the mortar shall be not less then 15 MPa measured in accordance with BS 1881, Part 108. 7 Fi Iter material for use under loose or mortared riprap. as shown on the Drawings shall comply with the requirements of Sub-section 9.10 • Fi Iter Layers". 8 Expansion joint filler shall be rot·proof and of the preformed, non-extruding, resilient type made with a bituminous fiber and shall conform to the requirements of

9.1.3


The stones shall be wetted and hand-laid with the flattest face uppermost and parallel to the prepared slope, starting from the toe and progressing upwards. Stones shall be arranged in close contact so as to minimize voids, the largest being placed in the lower courses. Spaces between large stones shall be filled with smaller stones of suitable size. The surface of the riprap protection shall be trimmed and prepared as shown on the Drawings. 2 The mortar bed shall be progressively spread ahead of stone placing Stones faces in contact with the mortar shall be clean and free from any defects that will impair the bond with the mortar. Stones shall be washed to remove any dirt or dust immediately before applying mortar. Mortar shall be spaded and rodded between the stones until the voids are completely filled.

3

Expansion joints shall be constructed where the riprap is placed against any structure, or where directed by the Engineer. A 13 mm thick fiber joint filler (as specified in Item 8 of Clause 9.1.21 shall be installed in expansion joints. The fiber joint shall extend from the base of the grout layer up to 13 mm below the grout surface. A bond breaker, as approved by the Engineer, shall be placed along the bottom of the 13 mm deep by 13 mm wide notch, and the top shall be filled with flexible joint sealant in accordance with the manufacturer's recommended procedures. as approved by the Engineer. 4 The completed work shall be cured for at least 7 days by a curing method approved by the Engineer. After the expiry of this period, the exposed surfaces shall be cleared of loose marta r and broken stone fragments. 5 Loose riprap stone shall be placed in the same manner as for mortared riprap. The stones shall be properly selected and placed so as to minimize voids which shall be filled with pieces of the largest possible size. 6 After completion end approval of the loose riprap placement, the surface voids of the riprap in the footing trench and on the lower portions of the slope shall be filled with excavated material, compacted to 95% max. dry density and dressed to the satisfaction of the Engineer. 7 Unless otherwise shown on the Drawings, the thickness of the l oose or mortared riprap layer shall not be less than 1.5 times the nominal stone size and is commonly 1.8 • 2.0 times the nominal stone size. 8 Where shown on the Drawings. a filter layer {as specifit!d In Sub·section 9.10) or an approved construction fabric shall be laid on the prepared surface to receive loose riprap. Thickness of filter layer shall be as shown on the Draw·ngs or directed by the Engineer. The slope shall be prepared, trimmed and excavated to the surface approved by the Engineer and as the cross sections and levels shown on the Drawings. The filter material shall

9·1 •

~~

MlnlatJy of Trftnaport & CommunlGlltlQna

DGFU.T

/"'..~
then be laid and compacted to 95% max. dry density, to the satisfaction ofthe Engineer.

9.1.4


Aiprap work shall be measured by the cubic meter of material placed in position. Measurement shall be based on the dimensions shown on the Drawings. 2 Filter material shall be measured by square meter of the thickness placed in position. Measurement shall be based on the dimensions shown on the Drawings. 3 Filter membrane shall be measured in square meter of the material plac·ed in position. Measurement shall be the area shown on the Drawings.

9.1.5

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rates indicated in the Bill of Quantities, which rate shall be full compensation for selection of materials and removal of discarded material, slope preparation, excavation. backfilling, placing, trimming, finishing and protection of finished work and expansion joints and for materials, transportation, hauling, labor, equipment, tools, supplies and other items necessary for the proper completion of the works.

9.1.6 i,

ii. ili. iv.

9.2

Gabions

9.2.1

Description

6 Where shown on the Drawings wire shall be coated w ith a minimum thickness of 0.55mm of dark green or black PVC. or any other color to the approval of the Engineer, which shall be capable of resisting the effects of Immersion In sea water and exposure to ultra violet light and abrasion, when tested for a period not less than 3000 hours in accordancewlth ASTM Test G23. 1 Stones for gabion fining shall be hard, sound, durable and highly resistant to erosion, to the approval of the Engineer. The specific gravity of the stones shall be not less than 2.5. The stone size distribution in each Individual box shall be as given 1n Table 9.2.2.1 .

2 Wire used in the fabrication of the gabion shall be mild steel to ASTM A390 Class 3 or to BS 1052 having an average tensile strength, before coating of 380 to 500Nfmm2. The core wire diameter shall be 3.00 mm before galvanizing. Galvanizing shan comply with BS 443. 3 Non.metalllc material for gabion boxes, such as extruded polypropylene, may be proposed for the

% of

totll-lby no.)

80· 125

7% maximum

125-200

w88% m ini mum

200·250

5% maximum

Table 9.2.2.1: Stones for Gabions 8 Mastic asphalt constituents shall be sand, penetration grade bitumen and filler. The mastic shall have the characterlstlcs given in Tab!e 9.2.2.2.

"' of

tot:: lbV

Constituents

M8terf.l Type

Sand (Smm nominal size)

Natural sand or crushed rock

55-72

Bitumen

80-100 Pen

15-18

Filler

Portland cement or hvdrated lime

13-16

Materials

Gabion baKes shall be made of e hexagonal woven mesh of double twisted hot-dip galvanized steel wire. The nomlnal mesh size shall be 80mm x 100 mm. details of t he type of mesh proposed for use shall be submitted to the Engineer for approval.

9-2

5 The edges of gabion panels shall be selvedged to prevent unraveling of the mesh. Steel wire core used for selvedges shal have a nominal diameter of not less than 3.5mm. Lacing wire shall have a nomi nal diameter of not less than 2.2mm for the wire core. Wire for selvedges and lacing shall otherwise comply with the same specification for the wire used in the mesh.

{cu.m l (cu.ml (sq.ml {sq.ml

This Sub-secti on describes requirements for gabiotls consisting of supplying, building and placi ng of stonefilled galvanized steel wire mesh baskets (or other approved types of heavy duty plastic mesh) as slope o t watercourse channel protection.

9.2.2

4 Gabion dimensi ons shall be as shown on the Drawings. A tolerance of :t5,. on width and hei ght, and :t3% on length shall be allowed. Gabion shall have diaphragms at 1m centers.

Size ohton•lmm)

Items in the Bill of Quantities Loose stone rlprap {classl. Mortared stone riprap (class) Filter mat erial {thickness) Filter membrane

Engineer's approval. Samples and manufacturer's certificates shall accompany the proposal.

m-.

·-

:

Table 9.2.2.2; Characterlstlca of Mastic Asphalt Constituents 9 Sand-cement grout shall be composed of one part of Portland cement and four parts of sand measured by volume. mixed with sufficient water to a consistancv so that the grout can flow into and completely fill the voids.

9.2.3


1 Gablons shall be placed and built to the lines, levels and patterns shown on the Drawings, on a prepared

SL>IIo11a1v "' Oman. Sr~ndord Spedf.utiDns lot Road & Bridge Constrooion 20 Ia


horizontal foundation surface for gabion boxes and mattresses and/or sloping foundation surface for gabion mattresses. excavated as required, and compacted as instructed by the Engineer. 2 Gabion cages shall be securely wired together at corners and edges, and where there is more than one course of gabi ons, the upper course cages shall be laced to the lower course. Before filling, the cage shall be in its permanent pos"fon and laced to adjojning previously filled cages. Non-metallic gabion cages of proprietary type shall 3 be constructed according to the manufacturer's instructions. 4 Stones shall be packed by hand inside the cages as tight as practicable with the minimum of voids. The wires shall be fixed inside the compartments and the units tensioned in accordance with the manufacturer's instructions. 5 The cages shall be overfilled with stones to allow for subsequent settlement and the lid laced down with binding wire to the top of each of the four sides and to the top of the diaphragm panels. 6 Where shown on the Drawings, the Contractor shall grout gabions w'th hot poured mastic asphalt. The mastic shall be mixed at a temperature of 16Q..200'C and poured to fill the voids between the stones for the depth shown. The actual rete of application shall be as approved by the Engineer during construction. 7 Where shown on the Drawings, the Contractor shall grout gabions with sand-cement grout. Immediately before pouring the grout, the stones should be wetted by sprinkling. The grout shall be poured to fill the vo' ds between the stones for the depth shown. The actual rate of application shall be as approved by the Engineer during construction. The grout shall be allowed to set and harden before any stormwater is received. The grout shall be kept moist with water for a period of not less than 72 hours.

9.2.4


Gabions shall be measured by the cubic meter of installed gabion, based on the dimensions shown on the Drawings. Rates shall be deemed to include for provision and installing all materials, protection of finished work and all preparatory work lncl uding excavation and preparation of ground. 2 Where grouting Is required, it shall be measured by the cubic meter of sand-cement or of mastic asphalt applied.

9.2.5

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid at the unit rate for "Gablon• in the Biil of Quantities, wh' ch rate shall be full compensat;on for slope preparation, protection, drainage, excavation, backfilling, and for materials, labor, equipment, tools, supplies and other items necessary for the proper completion of the work.

9.2.6 r. il. iii.

Items In the Bill of Quantities Gab' ons (size). Mastic asphalt grout. Sand·cement grout.

9.3

Slope Netting

9.3.1

Description

(cu.m) (cu.m) (cu.m)

This Sub-section describes requirements for supplying and i nstalling steel wire mesh netting as rock s' ope protection.

9.3.2

Materials

Wire slope netting shall consist of a hexagonal woven mesh of double twisted hot-dip galvanized steel wira. The nom·nal mesh size shall be BOmm x 100mm. 2 All wires shall be mild steel conforming to BS 1052, having a minimum nominal diameter of 2.7mm. The wire shall be hot· dip galvanized in accordance with ASTM A 767, Class II (61 Og Zinc/sq.m., 2.0 oz. Zinc psf), after fabrication and bending. Spikes for wire slope neui ng attachment shall be as 3 shown on the Drawings and the steel shall comply with tha relevant requirements of Section 6.

9.3.3


The wire netting shall be securely anchored to the rock face with the driven steel spikes spaced at an average of not more than 5m vertically and horizontally around the perimeter of each section. 2 For rock slope faces in excess of 5m high, the netting shall be hung from hooked rock bolts installed untensioned as specified in Sub-section 9.4 at spacing between Sm and 10m horizontally and vertically. 3 The rock slope face shall be trimmed to the profile shown on the Drawings and in accordance with the relevant requirements of these specifications. The proposed new section dimensions and fixing points shall be submitted for prior approval by the Engineer. Intact sound rock masses shall be selected for the bolts and spikes positioning.

9.3.4


The approved wire netting slope protection work shall be measured by the square meter of the area installed. Preparation of the rock face and spikes and fixation accessories shall not be separately measured, but shall be deemed included in the rate for wire netting slope protection.

9.3.5

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rate for "Wire Slope Netting" in the Bill of Quantities which rates shall be full compensation for slope and

9·3

~~

Mlni•try of Trnn•pcrt & Commun;cotiona DGR T

/""-~<:slope

Protection and Stabllisation

foundation preparation, drilling, fixing and for materia!s, labor. equipment, tools, supplies and other items necessary for the proper completion of the work.

shall be flat m ~d steel plate 150 by 150 by Bmm thick with free fit holes. Nuts shall conform to BS 490 and washers shall conform to BS 4320.

9.3.6

3 Rock bolts may consist of tensioned or untensioned dowel bars anchored by resin or grout or mechanically anchored.

i.

Items in the Bill of Quantities Wire netting slope protection

(sq.m)

Rock Bolts, Anchors and Sprayed Concrete

9.4 9.4.1

Description

This Sub-section describes stabilization of cut or naturel slopes in soil or rock by one or combination of the following methods: rock bolting, rock anchoring and grouting, shotcreting or guniting, and wire netting.

9.4.2

Materials

9.4.2.1

Cement Grout

Grout for use in rock bolting and rock anchors, shalt normally consist of a mixture of cement and water only. Fine sand aggregate passing No. 16 sieve may be added. if approved, far grouting of large holes, etc. 2 Admixtures and filler may be used only if approved by the Engineer and shell be free from chlorides .. 3 Cement, sand and water shell conform to the requirements of Section 5. Sulfate resjsting end rapid hardening cements shall be used only if specifred and approved. 4 The compressive strength ol 150 x 150 mm cubes made of grout and measured in accordance with BS1881 shell not be less than 17 MPa. at 7 days. Cubes shall be cured in a moist atmosphere for the first 24 hours and subsequently under water. 5 Grout mixes shall have good fluidity and low sedimentation or bleeding in the plastic state, good durability and density with low shrinkage In the hardened state, In order to bond with the side of boreholes and to provide protection for bolts and anchors, etc. Mix proportions shell be as specified for the various applications of grout, and grouting trials shall be undertaken as directed by the Engineer. A"' materials shall be proportioned by weight.

6

9.4.2.2

Rock Bolts Generally

All bolts, required to provide support for excavated or natural rock faces, sht ll be deformed high tensile steel bars conforming to the relevant requirements of Sub· section 5.2 "Reinforcing Steel" or other type in accordance with Drawings. 2 Rock bolts can be continuously threaded or threaded to allow extension to be fitted as required. One end of the bolt shall be threaded for a tensioning locking nut, sufficient to ensure that a 10 to 50mm thread length extends beyond the locking nut. The thread on the bolt shall be ISO metric coarse series to BS 4190. The washer

9-
4 Protection of rock bolts against corrosion shaD be as shown on Drawings. 9.4.2.3

Resin-Anchored Rock Bolts

The point resin anchor shall be formed using a cartridge system. The remaining length of the bolt shall be grouted with cement if required by the Engineer. The grout may be injected after the installation of the bolt and anchor, or the resin and cement grout may be placed in the hoi e and the bar pushed through the cement grout i nto the resin.

2 If the Engineer so directs, rock bolts shall be de· bonded along the length of bar which is not required for anchorage purposes by means of a suitable plastic sheath preventing the formation of 11 bond between the grout and the bar. 3 If untensioned dowel bars are used, all voids shan be completely filled with grout.

4 If resin-anchored rock bolts are used, the tests specified in ASTM 04435 shall be carried out. The Contractor shall ensure that the resin is not adversely affected by the cement grout.

9.4.2.4

Mechanically Anchored Rock Bolts

These shan be of the expansion shell type end full details of the type of bolt and anchorage to be used shall be submitted for approval prior to installation. If approved, mechanical anchorage bolts shall be used in accorda11ce with the manufacturer's instructions as approved or modified by the Engineer who may require mechanically anchored rock bolts to be cement grouted.

9.4.2.5

Drain Holes

Drain holes shall be drilled Into the rock slope to relieve water pressure buildup in the rock slope. The drain holes shall be lined with sloned PVC drain pipe and plumbing systems shall be Installed to direct water flows away from the rock slope, as shown on the Drawings or as directed by the Engineer.

9.4.2.6

Rock Anchors

Rock anchors required to provide support for excavated or natural rock faces, and at tunnel portals, shall consist of steel tendons in excess of 10 m in length and shall conform to AASHTO M204: "Uncoated Stress Relieved Wire for Pre-stressed Concrete". 2 Corrosion protection shall be as shown on the Drawings.

Sult.,nnta or Omon. Srandard Spec r

9.4.2.7

Sprayed Concrete and Mortar

Sprayed concrete (Shotcrete) shall be a mixture of water, cement, sand and aggregate, projected onto the area of placement, without interruption. by means of a purpose made machine. Sprayed concrete (Shotcrete) with 28 day cube compressive strength of 25 MPa with an aggregate smaller than 12 5 mm particle size shall be used. Sprayed mortar (Gunite) shall be a mixture of water, 2 cement and sand projected onto the area of placement without interruption, by means of a purpose • made machine Sprayed mortar (Gunite) with 28 day cube compressive strength of 25 MPa with sand of maximum particle size 7mm shall be used. 3 Materials, equipment and appl'cation procedures sha II generally conform to the latest revision of ACI 506.2 "Specifications for Shotcreting" unless otherwise specified hereunder. Portland cement. fine aggregate. coarse aggregate 4 and mixing water shall conform to the requirements of Sub-section 5.1 • "Concrete Materials and Mixes". The mixture of coarse and fine aggregate for applications up to 250 mm In thickness and applications exceed'ng 250 mm in thickness shall conform to the following grading requirements:

Percent Paaing By Wefght Standard Sl1111e Slz:.

Thicknnaup to250mm

12.5 mm (112in.J

I

Thlcknea

IIXCIIIIda 250 mm 100

9.5 mm (318 in.)

100

4.75 mm(No.4)

95-100

- 65-82

2.36 mm(No. BI

80·95

45-68

1.18 mm (No.16)

45·80

30·53

0.600 mm (No. 301

30-60

20·38

0.300 mm (No. 50)

10.30

7-22

0;150 mm (No. 1001

2·10

2·10

-

0.075 mm (No. 200)

0·3

B Prior to proceeding with the shotcreting works, the Contractor shall prepare three test panels for approval, using the proposed materials, mix design and equipment. Each test panel shall be approximately 750mm square, using plywood or other similar material for the back form against which the shotcrete is to be sprayed. The thickness of sprayed material shall be a minimum of 75mm or the thickness that is to be used in the structure, whichever is greater. 9 After curing the test panels, cores shall be taken for compression testing at 7 and 28 days. The cores shall be at least 75mm in diameter and shall be measured and tested in accordance with AASHTO T 22. In addition to compression testing, the cores shall be carefully examined visually for soundness or evidence of non-uniformity in the cons'stency of the concrete or mortar. 9.4.2.8

Wire Netting

All wires shall be mild steel conforming to BS 1052, having a minimum nominal diameter of 2.7mm. The maximum mesh shall be 100mm x BOmm, the wire shall be hot·dip galvanized in accordance with ASTM A 767, Class II (610g zinc/sq.m., 2.0 oz. zinc psfl, after fabrication and bending. 2 The hexagonal wire mesh netting shall be triple twisted and suitably woven to produce a flexible uniform net pattern, free of any damage. Both longitudinal sides of the netting sheets shell be edged with a wire of equivalent standard to that of the netting but greater in diameter. The lacing-wire used for fixing adjacent netting sheets shall also be of equivalent standard.

9.4.3


9.4.3.1

General

90-100

,,

0.3

Table 9.4 2.1 : Gradation of Sprayed Concrete Combined Aggregates 5 The Cement content per cu.m. of aggregate shall be not less than 375 kg.. 6 If approved by the Engineer, water-reducing, non· chloride accelerator admixture, complying with ASTM C494, Type E, and containing not more than 0.1 percent chloride ions, may be used. 7 Reinforcement shall conform to the requirements of Sub-section 5.2- "Reinforcing Steel".

Before any of the works is commenced, the Contractor shall submit a detailed method statement to the Engineer for his approval. The method statement shall include adequate details concerning the materials, work procedures, means and methods and frequency of testing for grouts end anchors; intended by the Contractor, to carry out the w ork and achieve the specified requirements.

9.4.3.2

Rock Bolting Procedures

After drilling holes of the required diameter end depth, and after inspection and approval of the holes and their locations, rock bolts shall be installed and anchored by one of the approved means as described below, depending upon the type of rock bolts being installed. 2 Grouting equipment shall be of a type capable of producing a grout of colloidal consistency by means of high local turbulence while imparting only a slow motion to the body of the grout. Tha injection equipment shall be capable of continuous operation with I ittle variation of pressure and shall include a system for re-circulating the grout while actual grouting is not in progress.

' V~

Mlnl•uy of Tran•port &

C:o~=nlcnt;ona

DCiRlT

/".~
Compressed air shall only be used if approved. Equipment shall have a delivery pressure not exceeding 1 MN/sq.m. All baffles to the pump shall be fitted with 1.2 mm sieve strainers. All equipment and piping shall be thoroughly washed with clean water after every series of operations and more frequently if directecl. Intervals between washings shall not exceed 3 hours. 3 Mixing of grout shall proceed by water being added to the mi xer first, followed by the cement. When these are thoroughly mb(ed any admixture or sand shall be added. Mixing shall continue for at least 2 minutes until a uniform consistency is obtained. The water: cement ratio of the mix shall not exceed 0.45 by weight. Mixing by hand will not be permitted. 4 Grout shall be injected continuously and in such manner as to avoid causing segregation of the grout. The method of injection shall ensure complete filling of the boreholes and complete immersion of the bolt in the grout. The volume of the spaces to be fdled by the injected grout shall be compared with the quantity of grout injected. Grout shall be allowed to flow from the free end of the borehole until its consistency is equivalent to that of the grout injected. The opening shall then be firmly closed. Injection tubes shall be sealed off under pressure until the grout has set 5 Polyester resin gel and cure times shall be suited to the working temperature and method of installation of the bolt. The main resin and filler content shall be enclosed i n an outer sheath or skin and the catalyst shall be enclosed in a separate container within the main sheath. The resin and catalyst shall be mixed by rotating the bolt by means of a power tool for such time and at such speed as w ill ensure the thorough intermixing of the two constituents. The viscosity of the resin shall be such that complete disintegration of the resin sheath is achieved and the pieces of sheath material do not have a detrimental effect on the final strength ofthe anchorage. 6 Expansion shells for mechanical anchorage shall be of an approved type and shall be lnstalled il'l accordance with the manufacturer's i nstructions as approved or modi fied by the Engineer. Where such bolts are used in close proximity to a rock face where blastil'!g Is taking place, the security of the anchorages shall be checked after blasting and the bolts re-tightened or replaced, i f necessary In a new hole. 7 Each hole shall be drilled straight and each bar shall lie centrally in the hole and not be in contact with the rock. The diameter shall be 10 mm g reater than tl'le bolt diameter if grouted with cement. For resin anchored bolts, the hole siZe shall be determined according to the anchorage or cartridge size and in accordance with the manufacturer' s recommendations. Allowance shall be made for the hole size to be slightly greater than the bit size. Tolerance on the diameter of hole shall be plus or minus 2 mm. The hole shall be thoroughly flushed and cleaned after drilling. 8 The rock surface around each ho1e shall be trimmed flat in a pia ne normal to the axis of the rock bolt to ensure

9-6

an even bearing surface for the cover plate. Where thi5 procedure is not possible, a conical aligning seating shall be used. Epo)(V mortar packing between the bearing plate and rock shall be used where directed. 9 Anchored rock bolts shall be tensioned by either applying a specified torque to the nut or by using a hydraulic jack. The Engineer shall instruct the Contractor as to which method is to be used in particular cases. 10 Where the torque method of tensioning is used, the requlred tension shall be agreed by the Engineer and tests shall be carried out to establish the applied torque required to achieve this load. Care shall be taken to ensure that the threads on the bar and nut are clean and free from obstructions. 11 Where tension is to be applied by hydrau!lc jack. the Engineer may require tests to establish the jack g11-1ge calibration. In calculating the initial load to be applied, foss of tension due to the transfer of load to the locking nut and washer shall be aDowed for. 12 Permanent load measuring instruments shall be Incorporated In selected rock bolts as directed and the tension in these bolts shall be monitored. Monitoring shall be carried out at hourly intervals for the first 4 hours, then at 4·hour intervals up to the first 24 hours, then at daily intervals up t o 20 days after tensioning or at such other times as may be directed. 13 Where the Engineer directs that the lengths or part o f the length of a rock bolt shall be de-bonded from the surrounding grout, this de-bonding shall be achieved by means of a plastic sheath closely fitting around the steel bolt. 14 A ll relevant data shall be recorded and presented in an approved form. If the Engineer is not satisfied that the anchorage of the bolt is adequate, the Contractor shall take approved remedial measures to ensure adequate anchorage.

9.4.3.3

Pull Out Tests for Anchored Bolts

Before commencement of any work requiring rock bolts, pull out t rials shall be carried out to measure the ultimate load carrying capacity of all types of bolts to be used. Pull out tests shall be carried out according to ASTM Standard method 04435 orBS equivalent 2 Trials shall be carried out in rock of a similar nature to that in which the rock bolts will be used. The deformation of rock bolts and the load shall be continually monitored until failure. A minimum of 4 tests on each type of bolt to be used shall be performed. Details of proposed procedures shall be submitted for approval before commencement of the trials. The anchorage must be capable of carrying twice the specified working load. 3 These tests will be used to assess the suitability of proposed anchorage systems in the particular location where the bolts are to be used. Where rock conditions change, such that anchorage characteristics are affected, further t rials shall be carried out as directed.

Sultnnnt" ol Omon. S:ondord Sped!.c:.tJc"" lot RG.ld & Brldgo C

4 During construction approximately 5% of all bolt types shall be tested to twice the specified working load . If significant failures are obtained in the tests results, the Contractor shall carry out further tests end shell take approved remedial measures as directed by the Engineer.

6 Pre-stressing bars as delivered shall be straight. Any small adjustments for straightness necessary on Site shell be made by hand under the supervision of the Engineer. Bars bent in the threaded portion will be rejected. Any straightening of bars shall be carried out cold.

5 A protective barrier (wire netting) shall be erected around the testing equipment to protect and safeguard against any injury to any personnel involved in the testing works and any other measures as deemed necessary by the Engineer.

All cutting to length and trimming of ends shall be by 7 high speed abrasive cutting wheel, friction saw or any other mechanical method approved by the Engineer. In rock anchor systems, the cutting action shall be not less than one diameter from the anchor, and the heating effect on the tendon shall be kept to a minimum.

9.4.3.4

Pull Out Tests for Untensioned Bolts

The efficiency of grouting shall be checked by pulling out the bolts (according to ASTM 04435) alter such time as will ensure that the cement grout or mortar remains bonded to the bolt when the bolt is withdrawn from its hole. A total of 10% of all untensioned bolts shal be tested in this way. The grouted boreholes shall then be cleaned out and bolts free from hardened grout reinstalled to the EngIneer's satisfaction .

8 The tendon or tendons shall be accurately located and maintained in position. Spacers are to be used to keep the tendons in their correct position in the borehole.

2 If, in the Engineer's opinion, en unacceptably high percentage of the initial 10% selection of bolts is not fully grouted along their length, tha Engineer will require further tests to be carried out.

9 The tendon or tendons shall terminate at the back of the hole in the rock secured in a ribbed steel cylindrical anchorage block or be grouted Into pi ace over the 'anchorage length' defined for the working load required. The end of the borehole shall be filled with a polyester resin or cement mortar. The length of anchorage shall be sufficient to take the load on the tendons with a safety factor of 2. The remaining length of tendon, !the free length) shall be encased In a corrosion-protected grease· packed, plastic de·bondi ng sheet.

9.4.3.5

9.4.3.6

Rock Anchoring Procedures

Care shall be taken to avoid mechanically damaging, work hardening or heating tendons while handling. All tendons shall be stored clear of the ground and protected from the weather, from any other materials and from splashes from the cutting operation of an oxy-acetylene torch, or arc-welding processes in the vicinity. In no circumstances shall tendons be subjected to any welding operation, or on-site heat treatment or metallic coating such as galvanizing. 2 When tendons have been stored on site for a prolonged period, the Engineer may require tests to show that the quality of the tendons has not been significantly impaired by corrosion, stress-corrosion, loss of cross· sectional area or changes in any other mechanical characteristics. 3 All tendons shall be free from loose mill scale, loose rust, oil, paint, grease, soap or other lubricants, or other harmful matter at the time of incorporation in the rock anchor. Cleaning of tendons shall be carried out either by wire brushing or by passing through a pressure box containing carborundum powder. Solvent solut'ons shall not be used for cleaning without approval. 4 Low relaxation and normal relaxation wire shall be in sufficiently large diameter coils to ensure that the wire pays off straight. In cases whera, in tha opinion of the Engineer, straight as·drawn wire is not essential, wire in small diameter coils corresponding to the diameter of the blocks in the drawing machine may be used. 5 Pre-stressing strand, however manufactured, shall be in sufficiently large diameter coils to ensure that the strand pays off straight.

Tensioning Tendons

All wires or strands stressed in one operation shall be taken, where possible, from the same parcel. Each cable shall be tagged with its number and the coil number or numbers of the steel used. Cables shall not be kinked or twisted, and individual wires and strands shall be readily identifiable at the end of the member. No strand that becomes unraveled shall be used. 2 A tendon when tensioned contains a considerable amount of stored energy, which, In the event of any failure of the tendon, anchorage or jack, may be released violently. The Contractor she II ensure that adequate precautions are taken during and after tensioning to safeguard persons from injury and equipment from damage which may be caused by the sudden release of this energy. 3 Hydraulic jacks shall be used for tensioning tendons. The tensioning apparatus shell meet the following general requirements: i. The means of attachment of the tendon to the jack shall be safe and secure. ii. Where two or more wires or strands are stressed simultaneously, care shall be taken that they ere of approximately equal lengths between anchorage points at the datum of load and extension measurement. The degree of variation shall be small compared with the expected extension. iii.

Tensioning shalt be such that a controlled total force is imposed gradually and no dangerous secondary stresses are induced in the tendons, anchorage or concrete.

~ /'..../

Mlnl•lry of TY"n•port &

Comm•mle~~tlon• • DGRLT

/"-..~<::slope Protection and Stabilisation

iv.

v.

vi. vii.

viii.

ix.

x.

xi.

xii.

xiil.

9.4.3.7

The force in the tendons during tensioning shall be measured by direct reading load cells or obtained i ndirectly from gauges fitted in the hydraulic system to determine the pressure in t he jacks. Facilities shall be provided for the measurement of the extension of the tendon and of any movement of the tendon in the gripping devlces. The load-measuring device shall be calibrated to an accuracy within p!us or minus 2% and checked at frequent intervals agreed with the Engineer. Elongation of the tendon shall be measured to an accuracy within 22% or 2 mm, whichever is more accurate. Complete records shall be kept of all tensioning operations, includlng the measured extensions, pressure·gauge, or load-cell readings and the amount of pu!l-in at each anchorage. Anchorage of the tendons at the rock face end of the borehole shall conform to BS 4447. The form of anchorage system shall facilitate the even distri bution of stress in the concrete bearing pad. Split wedge and barrel-type anchors shall be of such material and construction that, under the loads imposed during the tensioning operation, the strain in the barrel will not allow such movement of the wedges to reach the limit of their travel before causing sufficient lateral force to grip the tendon, or before the limit of travel of the wedges causes an excessive force in the tendon. If proprietary forms of anchorage are used, the anchoring procedure shall be in accordance w ith the manufacturer's Instructions and recommendations and as approved by the Engineer. All bearing surfaces of the anchorages of whatever form shall be clean prior to the tensioning operation. Any allowance for draw-in of the tendon during anchoring shall be in accordance with the Engineer's instructions and the actual slip occurring shall be recorded for each individual anchorage. After tendons have been anchored, t he force exerted by the tensioning apparatus shall be decreased gradually and steadily so as to avoid shock to the tendon or the anchorage. Provision shall be made for the protection of anchorages against corrosion. Grouting for Rock Anchors

The space in the borehole around the tendons shall be grouted with a cement grout such that the void shall be comp•etely f~led. 2 GroutiJ\g shall be carried out as soon as practicable after the tendons have been stressed.

9-6

3 Grouting procedures, injection of grout and strength of grout shall be as specified for rock bolting.

9.4.3.8

Testing of Rock Anchors

Before commencement of any part of the permanent anchorage works, two trial anchors shall be installed and tested to ensure that they can carry the specified load with a safety factor of 2. Anchor pu d tests shall be performed according to ASTM 04435 Standard method or BS equivalent 2 Load/elongation curves shall be plotted and interpreted by the Contractor and presented with all relevant data in a form approved by the Engineer. If either of the trial tests shows that the anchor has a 3 safety factor of less than 2, then the anchorage length and formation shall be modified and two further tests shall be carried out.

9.4.3.9

Application of Sprayed Concrete and Mortar

Carry out shotcreting in a sequence and according to a program to be approved by the Engineer 2 Provide good lighting, rigid and sufficiently wide working platforms in area where shotcreting is taking place 3 Protect properly surfaces which are not to be coated and keep them free from sprayed concrete. 4 Clean and wet all surfaces thoroughly with a strong blast of air and water, immediately prior to the application of sprayed concrete. 5 Safety: if the exposed rock profile is considered by the Engineer to be unsafe, then ensure that the personnel manning the sprayed concrete operation are protected from tolling rock. In this respect the Contractor is advised to consider the use of a remote controlled-sprayed concrete machine. Control the th icltness end the alignment of the 6 sprayed material by either guide wires, mortar spotting or plastic studs, to indicate depth. Drill through the concrete lining to establish the thickness of the lining at points selected by the Engineer. Build up each layer of sprayed concrete or mortar by making several passes of the nozzle over the working area. Project the sprayed concrete or mortar from the nozzle in a steady uninterrupted flow. Should the flow become intermittent for any reason, the nozzle man shall direct it away from the work until it again becomes constant. 7 Layer thickness is governed mainly by the requirement that the concrete or mortar should not sag. Where thick layers are applied it is important that the top surface be maintained at approximately a 45 degree slope. The minimum allowable thickness of layer according to the American Shotcrete Association ASA recommendations is 25mm. There is no stated maximum thickness for shotcrete layer.

Sultanata of OmGn, Stond•td Spodr:c.Uo!\0 lot ~lad & Btl'dge Conouuctlon 2<110


8 Where necessary a layer of sprayed concrete or mortar may be covered by succeeding layers, but it shall first be allowed to take its initial set. All laitance, loose material and rebound must first be removed. Remove any laitance, which has taken final set by grit blasting. Finally clean and wet the surface using adequate blast of air and water. The time between applications of successive layer shall not exceed 24 hours. A longer break may be accepted if it can be shown by tests that sufficient bond can be achieved 9 Under no circumstances shall rebound material be worked back into the construction. Keep the work continually free of rebounded material, by use of a high pressure air jet or any other necessary means. 10 The distance of the nozzle from the work shall be between 600mm and 1000mm. It shall be, as a general rule, aimed perpendicu Jar to the application surface. Commence application for vertical or near vertical surfaces, at the bottom. Embed completely the reinforcement, at least, in the first layer. 11 Provide suitable screening of the nozzle and the application surface during windy and draughty conditions. 12 Keep the spraying equipment in good condition by cleaning frequently. This shall be done at feast once per shift. The spraying nozzle shall be in such condition that an even and continuous flow of material is obtained. Change nozzla cover as soon as excessive wear is found in the cover. The arrangement for the addition of water at the nozzle must give a uniform wetting of the material. If the dry mix process is used, add liquid admixtures, if approved, with the mixing water at the nozzle. If dry admixture is used, add it into the dry mix at the latest possible time. In either case, employ accurately calibrated and adjustable mechanical means to dispense the admixture in the correct approved proportions. 13 The capacity of the compressor pi ant end water supply shall be large enough to ensure a constant and sufficiently high pressure. The water pressure should be somewhat higher than the air pressure. Manometers should be provided to measure the air and water pressure. 14 Damp cure sprayed concrete or mortar for at least 7 days.

Paragraph 9.4.2-71 shall be made on a daily basis and shall represent each application crew, change in mix design, or change In procedure. After curing along with and in the same manner as the structure, the panels shall be cored in the same manner as described for preliminary testing end shall be tested in accordance with AASHTO T 22. Should cores from any of the test panels fail to meet strength requirements, the materials in the structure itself shall be cored, taking at least 4 cores for each 100 sq.m. represented by the failed test panel. If the average strength of these cores meets strength requirements and no single core Is less than 75% of design strength, the materials shall be accepted; otherwise the materials in the structure shall be cut out and replaced. 19 Cut and replace any work which is not accepted by the Engineer 9.4.3.1 0

The reinforcing mesh shall be made up from 5mm diameter steel bars. Weld the bars to form a t50mm square grid and fix it firmly to the rock by an approved means such that it is rigidly held during the subsequent Ties, anchors and application of sprayed concrete. supports shall be of a material approved by the Engineer. 2 Avoid spraying through the reinforcement as the reinforcement can make hollows and arching effect, which hinder the production of a homogeneous concrete layer. Fix reinforcement as late as possible. If a number of reinforcement layers are used then they shall be fixed and concreted one at a time. When shooting through bars is unavoidable, hold the nozzle closer than usual and at a slight angle In order to permit better encasement, and facilitate the removal of rebound. Clean reinforcement of any previously deposited rebound material which may prevent a proper bond. 3 The method of fixing shall be such that sprayed concrete can be compacted soundly behind the reinforcement at all points. 4 The minimum cover of mesh reinforcement to the rock surface Is to be 25mm. The minimum cover to mesh reinforcement from the required finished surface of the sprayed concrete is to be 20mm.

15 Make the profile of the finished surface even. Fill any area of excessive overbreak with sprayed concrete, or other approved cavity filler, to bring the finished surface level with the general profile of the surrounding finished sprayed concrete or mortar.

9.4.3.11

16 Sprayed concrete or mortar surfaces shall not be trowelled, screeded or disturbed in any way unless specified otherwise.

9.4.3.12

17 Construction joints shall be tapered to a thin edge over a width of approximately 300mm, unless specifically instructed by the Engineer. No square joints are allowed. Clean and wet the entire joint thoroughly prior to the placement of adjacent sprayed material.

Reinforcement Mesh

Paint

Wherever shown on the Drawings, sprayed concrete shall be painted with the indicated material type and color, to the Engineer's approval. Wire Netting

Wire netting is to be used to secure loose rock on the cut slopes it may be used in conjunction with rock bolts and sprayed concrete. The netting is to be secured to the rock face In a manner approved by the Engineer.

18 Testing of sprayed concrete: During the work, three test panels as described for preliminary testing (under

g.g

~~

MJni•trv or Trnnaport & Ccmrnunicatlone. OGRLT

/"'--.~<:stope Protection end Stabilisation

9.4.4

9.5


Rock bolts shall be measured by lin.m. of each category installed. including borehole drilling. grouting and de-bonding if required .. 2 Rock anchors shall be measured bv Nn.m. of each specified capacity installed including borehole drilling, tensioning. securing and grouting. 3 Drilling boreholes, de-bonding of rock bolts, trial bolts and trial rock anchors, testing and monitoring of rock bolts and rock anchors, grouting of rock bolts and rock anchors, and other ancillary items and work shall not be measured separately for direct payment, but shall be cons·dered as subsidiary work the costs of which wiU be deemed to be included in the rates for rock bolts end anchors. 4 Shotcrete (concrete) or gunite (mortar) shall be measured by the cubic meter, applied, The area and thickness shall be computed from the Drawings untess otherwise directed by the Engineer. The rates shall be deemed to include for all ancillary work, including preparation of rock surfaces, provision and maintenance of spraying equipment, finishing and protection of surfaces and all tests. 5 Reinforcing mesh shall be measured by the sq.m of net area, installed, based on the Drawings unless otherwise directed bv the Engineer. Rates are deemed to include for all fixings and laps at joints in the mesh 6 Painting of the shotcrete (if required) shall be measured bv the sq.m. of area painted. based on the Drawings unless otherwise directed bv the Engineer. Rates shall include for ell primers and preparatory work. 7 Wire netting shall be measured by the sq.m. of net area , installed, based on the Drawings unless otherwise directed bv the Engineer, Rates are deemed to include for all fixings and laps at joints.•

9.4.5

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rates for t he various items stated in the Bill of Quantities which rates shall be full compensation for slope and foundation preparation, drilling, fixing and for materials, labor. equipment, tools. supplies and other items necessary for the proper completion of the work.

9.4.6 i. ii.

iii. iv. v. vi. vii.

9·10

Items in the Bill of Quantities Rock Bolts Rock Anchors Shotcrete Gunite Wire Netting for Shotcrete Reinforcing Mesh Painting

(lin.ml (lin.ml (cu.ml (cu.m) (sq.ml (sq.m) (sq.ml

Rock Grouting

9.5.1

Description

This Sub-section describes Installation, drilling and grouting rock as slope stabilization.

9.5.2

Materials

1 Grout shall consist of a mixture of cement and water. For grouting of large holes fine sand aggregate passing 1.18mm AASHTO standard sieve may be added if approved by the Engineer. Chemical admixture and filler may only be used with prior approval of the Engineer. 2 The compressive strength of the grout measured in accordance with BS 1881 shaD exceed 15 MPa at 7 days. 3 Grout mixes shell have the mi nimum cement content consistent with the required workability. The grout shall not be subject to bleeding in excess of 2% after 3 hours. nor 4% maximum, when measured at 18'C in a covered cylinder approximately 100 mm diameter with 11 height of grout of approximately 100 mm, and the water shall be reabsorbed bv the grout during the 24 hours after mixing.

9.5.3


Rock grouting is the i njection under pressure of grout to consolidate areas of fractured rock. Grouting shall normally proceed from the bottom of the rock slope upwards. 2 Details of methods to be adopted and materials to be used, sequence, spacing, diameter and depth of holes to be adopted shall be submitted to the Engineer for prior approval before proceeding with any pressure grouting. Grouting work shall be under the direct control of skilled and experienced operatives. 3 The rock slope shall be trimmed end prepared as specified in Section 2, Paragraph 2.3.3.6 before grouting Is begun. 4 Clean water shall be used as the flushing medium lOT drilling, with flows not less than 151/mi nute. 5 The Contractor shall ensure that, at ell times, grouting work Is under the direct control of skilled and experienced operatives. The Engineer may vary the methods, materials and grouting pressures i f, in his opinion, the conditions dictate a change of technique. All holes to be grouted shall be numbered, as directed and grouting operations shall take place in the following order:

I. ii. iii.

Drilling of holes Washing of holes Water testing

lv.

Pressure grouting

6 The hole spacing shall normally be 1.6m to 5.0m with additional holes as required to intersect individual weaker areas. Hole depth shell be limited to the range 3-10m and hole diameter shall be within the range 38-78mm, drilled with either rotary or rotary-percussive drilling equipment.

Sultonot• gf Oman, Stond1rd Speclf.c;.~~Jons lor ~d & BridGe Conouoolon 2010


Water or air flush may be used unless otherwise directed by the Engineer. 7 Holes shall be jetted using a water flow, under such pressure as may be directed. The injection of water sha II be followed by injection of air under pressure, these operations alternating until air bubbles appear at an adjacent hole. All other holes shall be capped and water forced under pressure into the first hole, until unwanted material from fissures washes out from the uncapped hole. This process shall continue until no more fine material is removed, or until directed. The outlet hole shall then be capped and the other holes opened. The sequence shall be repeated until connecti ens between all holes have been established and all fine material removed. After washing, all holes shall be capped. 8 Holes shall be water tested in stages or as the Engineer may require. For stage testing, a twin packer and nozzle pipe system shall be used. Water testing equipment shall be capable of ensuring steady pressures and a delivery of water of 100 1/min at the required pressure. The equipment she II include all necessary tanks, gauges and water meters. Water shall be pumped at the proposed grouting pressure into the hole to be tested and the flow measured for 5 or 10 minutes as directed. The Contractor shall keep a record of the water flow expressed in 1/min for each stage tested. Additional testing may be required as the grouting operation proceeds. All grout mixes shall be prepared using high speed, 9 high shearing action mixers to ensure uniform consistency. When storing mixed grout for short periods, prior to pumping, only purpose made agitator tanks shall be used. Where clay or bentonite are incorporated in the grout, separate mixing tanks shall be provided in which the bentonite-water mix can be prepared and kept agitated until required. 10 Ram type pressure pumps shall be used for grouting. Precise control of pump pressure and delivery over the whole range of pressures and volumes are required. Valves shall be readily accessible for ease of maintenance. All hoses and piping should be of small diameter to ensu re high velocity flow without segregation. Injection may be carried out by either the single line or circulating system. Each borehole shall be provided with a short standpipe threaded at its outer end to accept a manifold with a pressure gauge, relief valve and valve enabling delivery from the pump to be cut off from the hole. Pressure gauges shall also be provided at pumps. 11 Once grouting has commenced, it shall be continued without interruption until completion. Grouting shall commence with a mix of 8:1 water: solids ratio. The mix shall be thickened progressively until pressure begins to build up. If pressure build up occurs too quickly, the mix may be thinned again. The final injection shall use a 1.5:1 water: solids mix. If no pressure build up occurs with a 1.5:1 mix, sand may be mixed with the grout, provided that the sand: cement ratio does not exceed 2:1 by weight. When the desired pumping pressure is achieved, with extremely low grout flows, final injection shall take place with a neat 1:1 water: solids mix

12 Grouting can be considered complete when the absorption of grout at the required pressure is I ess than 2 I per min over a period of 10 minutes. 13 Grouting shall proceed with caution until experience of the ground conditions has been gained. Thereafter, if conditions allow, Injection shall proceed at high pressure to achieve maximum flow from the start of injection. Grout pressure, as measured at the mouth of the hole, shall correspond to 0.4 bar/ per meter depth of hole for those areas where the strata to be treated have no structures in the vicinity. In the vicinity of structures the pressure shall be 0.25 bar per meter depth. Up Iift gages shall be installed and continuously monitored as grouting proceeds. 14 If the required grouting pressure is not attained using a sand-cement mix, grouting shall be suspended and the hole washed. After several hours, grouting may proceed again using the sand-cement mix until the desired pressure is achieved. Should there be any grout leakage between two holes occurs, both holes shell be grouted concurrently or the initial hole grouted whilst the second hole is capped. When injection is interrupted before it fs complete, the hole shall be washed using not less than 500 liters of clean water. 15 After grout consumption has reached the limits previously specified, the Engineer will require additional holes to be core drilled. The diameter of the retrieved grouted rock cores shall not be less than 50 mm. Three representative samples for each 3 m of core shall be taken and unconfined compression tests shall be carried out on each core sample. The mean strength of each group of cores shall not be less than 3 MN/sq.m. If this value is not reached then additional grouting of the rock shall be performed until further tests indicate that the strength of grouted rock cores achieves 3 MN/sq.m. For every 8 treatment holes or at the Engineer's discretion, at least one hole shall be cored and the cores tested as outlined above. tn the core drilled hole the Engineer may require a water test to be carried out. 16 Complete details of drilling, water testing and grouting operations including pressures, mixes and grout takes. sha II be recorded on daily progress sheets. A graphice I record of such results shall be compiled and copies of all progress sheets and records shall be submitted promptly for approval.

9.5.4


Rock grouting shall be measured by the volume of grout used and the linear meter of rock drilling carried out at the diameter required. Measurement shall be based on the actual quantities of grout material used and boreholes drilled. as approved by the Engineer. The rates shall be deemed to include for water jetting of rock faces and boreholes, and any other encill ary work.

9-11

~~

Mlni•try ofTranapart & Comrnunk:ntlon•. DGRLT

~~<:slope Protection and Stabilisation

9.5.5

Basis of Payment

The amount of completed and accepted work measured as provided for above w;IJ be paid for at the unit rate in the Bill of Quantities for 'Rock Grouting'. which rate shal1 be full compensation for drilling, pumping, testing, and materi11ls, labor. equipment, tools supplies and other items necessary for the proper completion of the work.

9.5.6 i. il.

Drillholes for grouting rock I dial Rock grout

9.6.1

Description

This Sub-section describes requirements construction of reinforced concrete slope protection.

for

Materials

Reinforcement

Reinforcement for reinforced concrete slope protection and elsewhere i f required, shall conform to the relevant requirements of Sub-section 5.2 • "Reinforcing Steel ".

9.6.3


Reinforced concrete slope protection shall be constructed at the locations 5hown on the Drawings. Placing, finishing and curing of concrete shall conform to all relevant requirements of Section 5. except that onlY hand finishing methods will be required. 2 After the slopes have been properly trimmed and prepared according to the Drawings, and before laying concrete , the Contractor shall furnJ.sh screed ra·ls or other grade-Indicating devices to control the minimum depth of concrete and uniformity of the top surface. Reinforcing steel shall be cut and fi!ced In accordonce 4 with the requirements of Sub-section 5.2. 5 Joi nts shall be laid out or referenced accuratelY. Construction joints shall be placed at designated contraction joints where possible. or at expansion joints if the construction jolnt falls within 5 m f rom 11 free edge or expansion joint. Joints for poured joint filler may be formed in place or sawn In the fresh concrete. 6 Surface finish shall be either a uniform floated or broomed finish, as directed by the Engineer_

9-12

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rates Indicated In the BiH of Quantities, whi ch rate shall be full compensation for slope preparation, exc:evation, backfilling, supply, mixing, testing, laying, finishing, curing, protection of concrete, provision and fixing of reinforcement, and for meterials. transportation. hauling, labor, equipment, tools, supplies and other items necessary for the proper completion of the works.

9.6.6 l.

Concrete

Concrete for reinforced concrete slope protection shall be Class 25 as specified in Sub.section 5.1 and Clause 5.1.3, The slump limits shall comply with the requirements stipulated in Sub-section 5.7, Paragraph 5.7.2.7.

9.6.2.2


1 Reinforced concrete slope protection shall be measured by cu.m. Measurement shell be based on the area and thickness shown on the Drawings.

9.6.5

llin.m) tcu.m)

Reinforced Concrete Slope Protection

9.6.2.1

9.6.4


9.6

9.6.2

7 Conctete shall be cured using water curi ng with wet burfap for 7 days. Curing compound can be used in urgent conditions only, to the approval of the Engineer.

9.7 9.7.1

Items in the Bill of Quantities Reinforced concrete slope protection lcu.m)

Sacked Concrete Revetment Description

This Sub-section describes requirements for construction of sacked concrete revetments at embankment slopes, bridge abutments end similar locations.

9.7.2

Materials

9.7.2.1

Sacks

Sac:ts for sacked concrete revetments shall be made from burlap of minimum 200 gm per sq.m. . Sack dimensi ons shall be approximately 0.6 m by 0.9 m measured when empty. Relatively cle01n reclaimed sacks may be used if approved.

9.7.2.2

Concrete

Co~rete for sacked concrete revetments shall be Class 15 liS specified i n Sub-section 5.1.

9.7.3


The sacks shall be fi •ed with concrete loosely (uncompacted} placed so as to leave room for tying and sewing, Approximately 0,035 cu.m. of concrete shall be placed in each sack. The sacks sheh be closed by sewing, tied with strong twine. Immediately after closing, the sacks shall be placed and trampled lightly to cause them

SultanDta al 00\on, St:_nd _•_•d_ S!> _____ , _Roaci _ _& _Btid&o _..;._eon. __u_UC1 _ ic:_· --...


to conform to the earth surface and the adjacent sacks already in place. After the slopes have been properly prepared and 2 approved. the sacked concrete elements shall be placed. The sacks shall be laid in accordance with the details shown on the Drawings. All dirt and debris shall be removed from the top of the sacks before the next course is laid. Sacks shall be placed so that the t ied ends will not be adjacent to one another. Not more than 6 courses of sacks shall be placed in any tier until initial set in the first course of any such tier has taken place.

3

2 Embankment slopes at bridge abutments and elsewhere as shown on the Drawings shall be trimmed to proper line and grade. A blinding layer of Class 15 concrete, as specified in Sub· section 5.1, shall be placed over the full area of surface to be paved, to a minimum depth of 50 mm. Precast tiles shall then be laid to the lines and levels shown on the Drawings, on a bed
9.8.4


Care shall be taken In placing and shaping the sacks so that the m'nimum dimensions shown on the Drawings ere obtained, and the finished sacked concrete revetment has minimum voids.

Paving tile slope protection shall be measured by sq.m. of tiles, laid, including all necessary base course, bedding, blinding and joint filling. Measurement shall be based on the dimensions shown on the Drawings

9.7.4

9.8.6


Sacked concrete revetment shall be measured by cu.m. of concrete filled sacks , installed. Measurement shall be based on the dimensions shown on the Drawings.

9.7.5

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rates indicated in the Bill of Quantities, which rate shall be full compensation for slope preparation, excavation, backfilling, and for materials, transportation, labor, equipment, tools, supp ies and other items necessary for the proper completion of the works.

9.7.6 i.

Items in the Bill of Quantities Sacked concrete revetment

lcu m l

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rates indicated in the Bill of Quantities, which rate shall be full compensation for slope preparation, excavation, backfilling, and for materials, transportation, labor, equipment, tools, supplies and other items necessary for the proper completion of the works.

9.8.6 i.

Items in the Bill of Quantities Paving Tile Slope Protection

9.9

Ditch Uning

9.9.1

Description

(sq.m)

9.8

Paving Tile Slope Protection

This Sub-section describes requirements for stone, concrete end concrete paving slabs laid as linings to ditches and water courses.

9.8.1

Description

9.9.2

This Sub·section describes requirements for paving tiles, laid as protection to embankments, bridge abutments and similar locations.

9.8 .2

Materials

Precast paving fles (slabs) used for slope protection shall be manufactured as specified in Section 12. 2 Preformed joint filler shall conform to AASHTO M 33: "Preformed Ex pension Joint filler for Concrete". Hotpoured joint flier shall conform to AASHTO M 282: "Joint Sealants, Hot Poured, Elestomeric Type, for Portland Cement Concrete Pavements•.

9.8.3


1 Embankment slopes where precast tiles are to be laid shall first be rolled. Close to any structures, to prevent possible damage, a hand rammer shall be used; otherwise use of a mechanical roller shall be permined.

Materials

Paving slabs for channel and ditch lining shall be O ass 25 concrete fabricated in accordance with the relevant requirements of Sub-section 5.1 and to the dimensions shown on the Drawings. 2 Stone for ditch lining and wash checks shall be as specified for riprap in Sub-section 9 1. 3 Grout for ditch lining and wash checks shall consist of 1:3 cement:sand mortar, by volume. 4 In situ concrete for ditch lining and wash checks shall be Class 25, as specified in Section 5.

9.9.3


9.9.3.1

General

Ditch and watercourse channel sides shall be trimmed to profiles as shown on the Drawings.

9-13

"J ~

MJnlatry of Tr;-n•porl & Comrnunlcntlon•. OGRLT

~ ~<::slope Protection and Stabilisation

9.9.3.2

Precast Slabs

Precast concrete slabs shatJ be laid to the tines and levels shown on the Drawings, on a bedding of 20mm thick 1:3 cement:sand mortar. Joints shall be 10mm w ide and filled with 1:3 cement:sand mortar. Joints shall be cured by an approved method for at least 4 days. 9.9.3..3

shall have a loss on abrasion value of no more than 40% measured by AASHTO T 96. 2 Filter m aterial particle size distribution shall be as given in Table 9.10.2.1.

Ditch lining and wash check stones shall be placed with ends and sides abutting and the joints between each row breaking with the joints in the preceding row. The larger spaces between stones shall be filled with fragments. The stones shall be rammed and compacted.

9.9.4


The approved ditch lining works shall be measured by the square meter of lining of paving slabs or wash checks Installed, Measurement of slabs or wash checks shall be made perpendicular to the ditch centerline along the top surface at the upstream edge of each wash check. Blinding and bedding will not be separately measured, but shall be deemed Included with the rate for ditch lining.

~~

~

-

Stone Ditch Lini ng and Wash Checks

2 After the stone surface has been approved the spaces between stones shall be completely filled with grout. brushed or broomed into the spaces. The grout shall be cured as specified in Sub-section 9.1,

--

50m m

9.9.6 i.

ii. I iii.

Items in the Bill of Quantities Paving slab protection and ditch lining (type. thlckness) (sq.m) Grouted stone ditch lining (type, thickness) (sq.m) Grouted stone wash checks (sq.m) (type, thickness)

1 5 ~ 55

4.75m m 2. ~mm

-

0 - 10

- -·-- -~ -- ~-

3 Filter membrane shall be a thermally bonded nonwoven fabric produced from conti nuous filament synthetic fibers. The hydraulic properties shall allow water passage of 50· 100 I per sq.m.per sec under 1 100mm head. The pore size distribution shall be 50% not greater than 70 jJm. 4 The mechanical properties of the membrane fabric (that will have • minimum t hickness of 1.0mm) shall be as given in Table 9.10.2.2.

AllowMil• Value

Teit Mlllhod

Grab

Strength

s2Kg.

ASTMD4632

S11am

Strength

73Kg,

ASTMD4632

Puncture

Strength

36Kg.

ASTMD751

Burst

Strength

2N/m~

ASTMD3766

Trapezoid

Tear

23Kg.

ASTMD4533

Apparent Opening Size

ASTMD4571

1. Soil with 50% or l ess pa rticles by mass

I

I

passing 75 11m sieve

2. Soli with more than 50% partides by

<0.927mm

welght passing 75 jJm sieve

IK~o~~

ASTMD4491

70% Strength

ASTM 04355

Description

Ultraviolet Degradation at 150 hours

9·14

0 - 25

- !

- - ~ -~- ---- --

9.10.1

Granular fil ter material shall be a mixture of sand and hard. clean gravel or crushed rock. The coarser material

'

0-5 - · - · _ '!511~--~ Table 9.10.2.1 . Filter Material Gradation

Filter Layers

Materials

100

9.5mm

9.10

9.10.2

95 ~

50 · 100

Permeability, K

This Sub-section describes requirements for granular filter material or filter membrane as an underlayer to loose riprap or gabions.

"'"

100

19nim

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rate for 'Ditch Lining' in the Bill of Quantities. which rate shall be full compensation for slope preparation, laying, g routing, blinding, bedding, and for materials, labor, equipment, tools, supplies and other Items necessary for the proper completion of the work.

-

37,5m m

Property

9.9.5

"' ~ (hy-1 1

MSHTo SJev. ~

Retained

Table 9.10 2.2: Fabric Filter Membrane Properties

9.10.3


9.10.3.1

Granular Filt er

Sand and gravel filter material shall be spread evenly on a prepared bedding avoiding segregation of particle sizes. The layer shall be lightly compacted and finished to

Sultanata "I Ornon. Stand.,d St>ec:iUeollollS for Rood r.. Brid9o Consuuctlon 2010


an even surface. Bedding and filter layer shall be of the thickness shown on the Drawings. 9. 10.3.2

Fabric Membrane

The surface to receive the fabric membrane shall be smooth and free from sharp projections. The membrane shall be loosely laid with its long dimension parallel to the length of the protection work. Adjoining sheets of fabric membrane shall be overlapped a minimum of 0.5m or 15% of the sheet width, whichever is less. To prevent slippage of the fabric the areas of overlap shall be secured as recommended by the manufacturer and approved by the Engineer.

9.10.4


Granular filter layers shall be measured by the square meter, of the thickness Installed on the basis of the area shown on the Drawings.. Rates are deemed to include for preparation of the ground. 2 Fabric membrane filter that shall be measured by the square meter of net area laid, based on the dimensions shown on the Drawings. Rates are deemed to include for preparation of the ground and overlaps at joints.

9.10.5

I. ii.

Items In the Bill of Quantities Granu Ia r filter layer (thickness] Fabric membrane.

9.11

Barriers for Sand Dunes

9.11.1

Description

(sq.ml (sq.ml

This Sub-section describes requirements for construction of barriers for sand dunes, to protect against wind erosion and adverse weather conditions, formed of fences, bituminous blankats and vagetation generally as shown on the Drawings or as directed by the Engineer. 2 The Engineer will determine the types and locations of the protective barriers to be constructed in particular areas, based on trials and studies of tha prevailing conditions.

9.11.2

Materials

9.11.2.1

Fences

9.11.2.2

Bituminous Materials

Petroleum resin emulsion shall be 1 part petroleum resin emulsion diluted with 4 parts of water. Asphalt emulsion: The proportion of water to dilute 2 an asphalt emulsion shall ba according to the manufacturer's recommendation for the type of asphalt emulsion to be used. 3 The technical data sheet of the proposed emulsion shall be submitted to the Engineer for approval. 9.11.2.3

Vegetative Materials

Slow growing perennial shrubs shall be drought resistant and adapted to the climate and soil and shall be as described in Section 16" 2 Long·lived trees shall be of species recommended in "Planting list for proposed highway landscape". 9.11.2.4

Water

Water shall substances.

Basis of Payment

The amount of completed end accepted work measured as provided for above will be paid for at the unit rate for 'Filter Layers' in the Bill of Quantities, which rate shall be fu II compensation for ground preparation, placing and fixing and for materials, labor, equipment, tools suppi ies and other items necessary for the proper completion of the work.

9.10.6

pi astic sheets bound together and attachad to vertical or horizontal supports, and presenting up to 50 percent openings. Samples of the fencing material shall be submitted to the Engineer for approval.

9.11 .2.5

be clean and free of deleterious

Blanket Covers

Blanlcet covers shall be made of bituminous or concrete pavements, prefabricated landing mats, membranes, aggregate, and seashells, as shown on Drawings.

9.11.3


9.11.3.1

Fencing

The fence bottom shall be installed about 30cm above ground level 2 The entire windward surface of the dune shall be stabilized with dust-control materials, such as bituminous material [refer to Paragraph 9.11.2.21, prior to erecting the first fence. 3 To maintain the effectiveness of the fencing system, a second fence shall be installed on the crest of the sand accumulation. 4 Existing old fences shall not be removed during or after the addition of new fences. 5 The proper spacing and number of fences required to protect a specific area shall be determined by trial and observation. 6 Mock-ups of the proposed fencing system shall be constructed to the Engineer's satisfaction prior to final approva I of the fencing system.

Fences shall be made of rolled prefabricated bundles made of wood slats, slender poles, stalks or perforated

9-15

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MJnlctrv ofTrnnaport & CommunJcatlon11

OGRLT

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9.11.3.2

Stabilization with Bituminous Materials

Trial section shall be laid over an area of 25 square meters, using approved bituminous material, at the speclfied rate below and to the satisfaction ofthe Engineer, prior to commence the actual works.

equipment, tools suppli es and other items necessary for the proper completion of the work.

9.11.6

2


i.

Fences for dune stabilization (height, type).

(!in.m)

Destroy the dune symmetry by spraying the bituminous materials at either the center or the ends of the d une.

ii.

Bituminous stabilization of dunes.

(sq.m)

iii.

Vegetative stabili zation of dunes,

(sq.m)

3

iv.

Dune stabilization with bl ankets.

(sq.m)

Spray the bitumi nous emulsion at the rate of 2.25 per meter square to obtain the desired stickiness of the sand. ~ters

9.11.3.3

1 The upwind boundaries of the vegetated area shall be protected by fences or dikes, to prevent the engulfment of the vegetation.

2 Selected seed shall be spread as directed and protected by mulch sprayed with a bituminous material. 3 Seed on slopes shall be anchored by mulch or matting. 9.11.3.4

Blankets

1. After placement of blanket covers. a spray application of bituminous material shall be required to prevent blanket decomposition and subsequent dust

9.11.4


Fencing shall be measured by the linear meter Installed.

2 Stabilization with bituminous materials shall be measured by the square meter of area sprayed.

3 Stabilization with vegetative treatment shall be measured by the square meter of area, Installed (to the approved frequency by the Engineerl, watered, completed, and accept ed. A ll trials ordered by the Engineer prior to the final vegetative treatment works shall not be paid separately, but shall be deemed to be included in the rate for the approved final treatment works. 4 Stabilization with blankets shall be measured by the square meter of area, installed, using the specified materials and to the dimensions shown on the Drawings, or ordered by the Engineer. All trials ordered by the Engineer prior to the installation of the final blanket works shall not be paid separately, but shall be deemed to be included in the rate for the approved final blanket works.

9.11.5

9.12

Mechanically Stabilized Earth Retaining Walls

9.12.1

Description

9.12.1.1

General

Stabilization with Vegetative Treetment

Basis of Payment

The amount of completed and accepted work meesured as provided for above will be paid for at t he unit rate for 'Barriers for Sand Dunes" In the Bill of Quantities, which rate shall be full ~:ompensatlon for ground preparation, placing and filling and for materials. labor,

This work shall consist of constructing retaining walls using a pr oprieta system of precast concrete panels restl"llined by tie-backs i nto a compacted earth fill, as approved by the Engineer, They shall be constructed in accordance with the manufacturer's drawings and speci fications and be within the tolerances for lines, grades and dimensions shown in the Contract Documents or as established by the Engineer. The wall shall consist of a type of mechanically stabilized earth wall system acceptable to the Engineer, and which must be constructed by a specialized firm having a minimum of five years of documented successful eMperience In the design and construction of such wall systems. The Contractor shall provide a complete set of typical detailed shop drawings and complete specifications of the proposed wall system for the approval of the Engineer 90 days prior to ordering materials to co nstruct these walls.

rv

2 The design shall address the cli mate and soil conditions &Misting in Omen and provide a minimum design life of seventy.five years. The specification as presented to the Engineer shall also state any requirements for the thickness of reinforcing strips and/or li mitati ons on the backfill used i n the structure to ensure the design life. The final thickness shan be subject to the approval of the Engineer. 3 The term • reinforced soil waP" shall be deemed to have the same meaning as " mechanically stabilized earth retaining walls".

4

T he works shall include the following: l

ii.

Iii. iv.

9-16

Reinforced Earth components (panels, high adherence galvanized steel strips, connection and joint materials) Selected backfill Pre-casting panels Leveling pads

S"ltQnQt.. of Oman, Sto'Jd•rd Spo:illcouon• for Rood & Bridga Con;truc:-Jon 2010


v. vi.

Wall erection Monitoring

Only materials supplied by accredited sub-contractor 5 or supplier shall be used as Reinforced Earth Components.

6 The Contractor shell submit for prior approval a detailed Mathod Statement that describes ell means, method and techniques to be adopted for construction and Installation of the "mechanically stabilized earth retaining walls". The Method Statement shall include details of equipment to be used, method of installation of each reinforced earth component taking into consideration the manufacturer's recommendations, backfill materials to be used backside of wall, testing and reporting, work program end any other information required by the Engineer. 9.12.1.2

2 Materia Is and construction of reinforced earth components shall comply with Section 5 of these Specifications. 9.1 2.2.2

Concrete shall be Class 30 in accordance with Section 5 of these Specifications, except as specified herein. All appurtenances and lifting and handling devices 2 shall be set in place to the dimensions end tolerances shown on the approved shop drawings prior to casting.

i. ii.

Standards and Codes

The following standards and codes in their latest edition shall be particularly applied to works covered by this Specification. i. ii.

iii. iv.

v.

vi . vii.

viii.

A 36M {AASHTO M183)- Structural Steel A 123M -Zinc (Hot Galvanized) Coating on Products Fabricated from Rolled, Pressed and Forged Steel Shapes, Plates Bars and Strips A 153M· Zinc Coating (Hot Dipl on Iron and Steel Hardware A 325 - High Strength Bolts for Structural Steel Joints lnctuding Suitable Nuts and Plain Hardened Washers A 101 1M - Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability A 615- Deformed and Plain Billet-Steel Bars for Concrete Reinforcement D 1752 • Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving end Structural Construction AASHTO T90- Determining the Plastic Limit and Plasticity Index of Soils

9.12.2

Materials

9.12.2.1

General

The Contractor shall make his own arrangements to provide the face panels, reinforcing and tie strips, fasteners, joint filler, end ell necessary attachments as recommended by the Manufacturer and approved by the Engineer.

Concrete Face Panels

IIi.

iv.

v.

vi.

Reinforcing steel shall comply with Sub· Section 5.2 of the Specifications. Concrete Finish - The concrete surface pattern and finish for the exposed faces shall conform to Section 5 of the Specifications. The rear face of the panel shall be roughly screeded to eliminate surface distortions in excess of 6.5 mm. The color and texture of the finish shall be approved by the Engineer based on three trial panels provided by the Contractor prior to producing the final panels. Tolerances All units shall be w'thin the following manufactured tolerances: a- All dimensions within -t-5 mm. b· Angular distortion with regard to the height of the panel shall not exceed 7 mmin2 m. Compressive Strength - Acceptance of the concrete face panels with respect to compressive strength will be determined in accordance with Section 5 of the Specifications, except that a minimum of one set of test cubes shall be taken from each lot of 50 panels or part thereof. Additional Compressive Tests: An additional 4 specimens shall be field-cured in the same manner as the concrete feeing panels. Compression tests on these specimens shall be used to determine the length of curing time required end ecceptabi lity. Panels will be accepted after 7 days. provided the compressive strength of field-cured cylinders exceeds 65% of the required 28-day strength. Panels with defects that indicate imperfect molding, honeycombing, or open texture concrete, or that do not correspond with the quality of the approved test panel will be rejected. Rejection - Units shall be subject to rejection by the Engineer if not in conformance with these Specifications or if any of the following defects are evident by visual inspection: a· Defects that indicate imperfect moulding.

9--1 7

~~

M1nl•tty

ofTr~trt•potl &

Communier.t5on•

DGfU.T

_/""...~<:Slope Protection end Stabilisation

b· vii.

vlil.

ix.

x.

9.12.2.3

Defects indicating honeycombed or open texture concrete. Marking - The date of manufacture shall be clearly scribed on the rear face of each paneL Handling, Storage and Shipping - All units shall be handled, stored and shipped in such manner as to eliminate the danger of chipping, cracks, fractures and excessive bending stresses. Panels in storage shall be supported on firm blocking located immediately adjacent to tie strips or toggles to avoid damage to these tie strips and toggles. Any panels, including fastening hardware. damaged during handling, storage, or shipping shall be rejected by the Engineer. Joint spacing and details for expansion. contraction, construction and control joints i n the coping and the concrete barrier parapet shall be as recommended by the manufacturer and as approved by the Engineer. Test Panels: The Contractor shall construct and submit at least 3 test panels. The materials. including formwork, used in construction of all test panels shall be as for those proposed for use in the Works. The test panel finish shall be approved by the Engineer prior to production of any panels for incorporation in the Works. The rear face of each panel shall have a dense. rough texture without honeycombed areas. The approved panels shall remain available on Site throughout the duration of the Contract, as a standard for judging the completed works.

Concrete Footings

The class of concrete shall be as shown on the approved shop drawings and shall conform to Section 5 of these Specifications. 9.12.2.4

Steel Reinforcing and Tie Strips

Tie strips shall be shop fabricated of hot rolled steel conforming to the minimum requirements of ASTM A· 1101M, Grade 36 or equivalent. Reinforcing strips shall be hot rolled steel and shall conform to tha requirements of ASTM A-36M or equivalent. The tie strips and reinforcing strips shall be hot dip galvanized conforming to the requi rements of ASTM A-123M. The properties of the backfill material to be used 2 shall be one of the main factors in determining the strip thickness required to meet the specified design life. 3 Prior to galvanizing, the tie strips and reinforcing strips shall be cut to length and tolerances shown on the plans and the holes for bolts shall be punched in the locations shown. All reinforcing and t ie strips shall be

9-18

carefully Inspected to ensure they are true to size and free from defects that may i mpai r their strength and durability. 4 The Contractor shall furnish the Engineer with a Certificate of Compliance certifying that these materiels comply with the applicable Specifications. 5 Physical and Mechanical Properties: Reinforcing strips and tie stri ps shah have a minimum yield point of 2,400 kg/sq.cm (235 MN/sq.ml; mi nimum tensile strength of 3,700 - 4.500 kg/sq.cm (363-441 MN/sq.mj; 0.06% maximum phosphorus; and 0.05% maximum sulfur. The weight of zinc coating shaD be not less than 500 gm/sq.m. 9.12.2.5

Reinforced (Polymer! Grids

General: Shapes and dimensions of these elements shall conform to the dimensions and tolerances shown on the Drawings. 2 Grid reinforcing elements shall be manufactured by stretching a punched polyethylene sheet in one direction under controlled conditions to produce a high tensile strength ori entated structure. 3 Mechenical Properties: The grid shah have a short term strength of not less than 79 kN/m width, determined from tensile testing at 20 degrees Celsius under a constant rate of extension of 50 mm/minute. For each batch of reinforcing material delivered t o Site. or at such other times as may be required by the Engineer, the Contractor shall submit a test certificate from an approved independent testing laboratory confirming that the required strength characteristics have been met. The 120 year characteristic strength shall be not less thin 29 kNim wi dth. 4 Physical Properties: The w eight of grid shall not be less than 0,85 kg.ls q.m. It shall be Immune to attack from ultra-violet light for a minimum period of 3 years and shall be immune to attack from &II chemicals naturally found i n soils and to biological attack from micro-organisms. The Contractor shall furnish the Engineer with the manufacturer's warranty to this effect. The m ini mum roll width shall be 1 m Met hods of joining reinforci ng material shalf be approved and in accordance with the manufacturer's instructions. 5 Upon manufacture, the reinforcing elements shall be placed in approved wrapping meterial which shall prevent ultra-violet light from reaching the reinforcing elements. The reinforcing elements shall be identified with their date of manufacture. Upon del ivery to Site the Contractor shall provide the Engineer with copies of the manufacturer's certificates clearty stating the dates of manufacture of the reinforcing elements. No reinforcing elements shall be i ncorporated into the Works if at the time of proposed I ncorporation the elements are more than three years old.

s.,Jtnnntc of Omnn. St:r'ld>rd Speetflcot:ono fur Ro:td r. BndJIO Cvn;Jruction 2al0

Slope Protection and Stabllisation

9.12.2.6

Sieve Size

Fasteners

Fasteners: Bolts and nuts shall have hexagonal heads and conform to AASHTO M 164, Type 2. except as modified hereunder. Bolts shall be 12 mm in diameter, 30 mm in length with 20 mm of thread length. Fasteners shall be hot dip galvanized to AASHTO M 232, Class C. Bolts shall have a minimum yield point of 6,400 kg/sq.cm (627 MN/sq.m); mm1mum tensile strength of 8,000 kg/sq.cm (784 MN/sq.m); and minimum elongation of 12%. 9.12.2.7

iL

Non Metallic Friction Ties and Fixings

The stabilized earth wall structure shall be reinforced with friction strips of polyethylene coated polyester fiber strips or similar material approved by the Engineer. The reinforcing strips shall have the ultimate strength indicated on the Drawings, and manufacturer's test certificates shall be provided to verify this.

iii.

iv.

2 Reinforcing strips shall be fixed to the facing panels using plastic coated steel anchor loops and toggles, unless otherwise noted on the approved shop drawings and in accordance with approved samples. The Contractor shall furnish the Engineer with a Certificate of Compliance certifying that these materials comply with the applicable Specifications. 9.12.2.8

Joint Filler (for Use with Concrete Face Panels)

Filler for vertical joints between panels shall be flexible open cell polyethylene foam strips, unless otherwise noted on the approved shop drawings.

v. vi.

2 Filler for horizontal joints between panels shall be resin bonded cork filler conforming to ASTM D 1752 (Type II) unless otherwise noted on the approved drawings. 9.12.2.9

Reinforced Earth selected backfill material can be either natural soil or material of industrial origin. Backfill shall not contain chalk, unburnt colliery shale, pulverized full ash. material from swamps, marshes or bogs, organic or other materials which, in the opinion of the Engineer, would result in the structure becoming unfit for its intended use. Prior to placing the granular fill, the Contractor shall certify to the Engineer that the material conform to the requirements as per specifications and drawings.

2 Selected Filter Material for Dra'nege Layers: Filter backfill materiel shall conform to the relevant requirements of Section 2. 3

Backfill for Steel Reinforcing Strip System i.

vii.

Joint Filler (for Use with Concrete Face Panels)

The selected fill shall conform to the following gradation and shall have a coefficient of uniform·ty not less than 2 (Cu=060/D10 :i 21 :

4

%Passing

250 mm

100

100 mm

75-100

0075 mm

0-15

The Contractor may request that the acceptance limits be increased for material not meeting the requirement for % passing a 0.075 mm sieve provided an analysis is submitted, showing that the material passing the 0.075 mm sieve is less than 10% smaller than 0.015 mm, or alternatively that the material is less than 20% smaller than 0.015 mm and the angle of internal friction as determined by ASTM D 2850 Is 25 degrees minimum. Materials shall have a minimum resistivity when measured in accordance with ASTM G 57 of 5,000 ohm-em. Materials having a resistivity less than the above but greater then 1,000 ohm-(:m may be acceptable provided that the pH value of the material measured in water extracted from a water-soil mixture is between 5 end 10 when tested in accordance with ASTM G 51, and that the water extracted from the water-soil mixture has a chloride content of less than 200 ppm and a sulphates content of less than 1,000 ppm when tested in accordance with AASHTO T 26. The total sulphide content of the fill shall be less than 0,3 gmlkg. Organic matter content, (difference between total carbon content and mineral carbon content) shall not be greater then 100 ppm. If required by the Engineer, the Contractor shall carry out a test for Biochemical Oxygen Demand (BOD). The BOD value shall not exceed 0.004 gmlliter.

Backfill for Reinforcing Polymer Grid System i.

ii.

Frictional Fill: This material shall contain a maximum of 10% passing the 0.075 mm (No 2001 sieve. Gradation Requirements: Backfill material shall conform to the following gradations: Sieve Size

%(byweight Passing

125 mm

100

90mm

85-100

9.5 mm

25-100

0.600mm

10·65

0.075mm

0-10

9·19 .

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Mlnletrv of Tranepcrt & Communication•

DGRLT

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9.12.3


9.U.3.1

WaiJ Excavation

1 Structure excavation shell be in accordance with the requirements of Section 2. Limits and construction stages shell be as shown on the Drawings. 9.12.3.2

Foundation Preparation

The foundatio11 for the structure shall be gr
Erection of Concrete Face Panels

Precast concret e panels shall be aligned vertically using inserts cast into the top edge of panels. Panels shall be placed in successive horizontal lifts in the sequence shown on the approved plans as backfi II placement proceeds. As fill material is placed behind a panel, the panels shell be maintained In vertical position by means of clamps placed at the junction of adjacent panels and temporary wooden wedges placed in the horizontal or vertical joint at the junction of the two adjacent panels on the external side of t he wall. External bracing may also be required for the initial lift. Vertical tolerances (ptumbnessl and horizontal alignment tolerances shall not exceed 25 mm when measured along a three meter straight edge. The maximum allowable offset in any panel joint shall be 25 mm. The overall vertical tolerance of the wan (plumbness from top to bottoml shall not exceed 25 mm per three met er of wall height. 9.12.3.4

3 Backfill shall be placed in accordance with Section 2 of these Specifications and compacted in accordance with the requirements shown below and on the Drawings. The maximum lift thickness shall not exceed 250 mm (before compaction! and sha A closely follow panel erection. The Contractor shall decrease this lift th'ckness If necessary to obtain the specified density.

Backfill Placement

Backfill placement shall closely follow the erection of each lift of panels. The filling material will be graded and compacted before the placement of a new layer. The gradation of the selected granular backfill should be tested periodically during construction to assure compliance with specifications. This gradation testing should be performed. at least once for every 500 cubic meter of materiel placed and/or whenever the appearance or behavior of the material changes noticeably. Material shall be laid with layers of uniform thickness, taking care to avoid segregation and water content variations.

At the end of each day's operations, the Contractor 4 shall shape the last level of backfill so as to permit run·off of rainwater away from the wall face. 5 Backfill outside roadway embankment areas shall be compacted to at least 90% AASHTO T 180 maximum density. Backfill within roadway embankment areas shall be compacted to 95% AASHTO T 180 maximum density except for backfill in sub-grade zones which shall be compacted to 100% AASHTO T 180 maximum density. 6 The acceptance criteria for control of compaction shall be given by first the equivalent Relative Density as determined by ASTM D-2049. Then by large·scale plate beariog test, which defines the type of the equipment, energy, lift thickness, etc ... before beginning compaction, it is necessary to check that the moisture of the backfill material is the optimum (:1: 1.5%1 value of modified AASHTO standard. 7 The compaction shall be carried out in such a way as to obtain a uniform density, rollers shaP move to and from, always parallel to the wall and assuring that the overlapping between one run and the next shall not be less than 10% of the roller width. Backfill com paction shall be accomplished w ithout disturbance or distortion of reinforcements end panels. Compaction in a strip one meter wide adjacent t o the backside of the wall shall be achieved using an approved manually operated vibrating compactor. If a reinforcing polymer grid and connections are B used, they shall be handled and installed in accordance the manufacturer's Instructions illnd w ith recommendations, copies of which shall be submitted to the Engineer before commencement of these Works. The reinforcing grid shall not contain any cuts, kinks, twists, blisters or other defects which, in the opinion of the Engineer, would render it unsuitable for its intended use.

9.12.3.5

If shown on the Drawings, or if required by the Engineer, a trial embankment shall be constructed prior to start filling. The Contractor she II perform a full scale trial compaction test. 2 The allocation of the testing area, the system for the execution of the embankment and the testing program shall be fixed by the Engineer considering the following: i.

2 As shown on the shop drawings. reinforcements shall be placed normal to the face of the wall.

9-~

Trial Embankment

The equipment shall be the same to be used during aa the construction.

Sllltanot" of Oman, Slo'ldord Speafo..nion• for Ro•d &. 8nd!lo Conwuctian 21ltD


il.

The trial area shall be leveled and compacted, at approved locations or at I ocati ons adjacent to the Site.

3 The Engineer shall approve the materials and procedures on the basis ofthe trial results.

9.12.4

Monitoring

9.12.4.1

General

The scope of the required monitoring is related to verifying and certifying the compliance of the work with the design assumptions and construction procedures. In the meantime, some monitoring is devoted to guide the construction phases of the embankment in order to minimize the effect of settlements. Those aspects will control the following: i. ii. iii. iv. 9.12.4.2

Selected backfill Settlements Horizontal displacements and overall stability Material durability Selected Backfill

Each layer must be subjected to control tests and meet the requirements before placement of the following layer. 2 The testing frequency, as specified, must be considered as a minimum and must be increased whenever the appearance and/or behavior of the material noticeably changes, 3 The location of testing and/or sampling will be determined by the Engineer, Test certificates in proper forms shall be promptly sent to the Engineer during the construction, 4 As indicated In the following table, the frequency of the testing can be reduced after 5000 m 3• However, this can be done only when the gradation and physical properties of the material becomes practically constant. 9. 12.4.3

Settlements

Survey of settlements will be done during the construction, particularly where the embankments lay on compressive soils intending to settle. Settlements shall be monitored by means of two different procedures: i. ii.

Topographic measurements on the wall face Vertical settlements on the foundation

2 Topographic measurements will be performed with leveling instruments and reference points installed on the wall face and with benchmarks located in stable areas.

4 Foundation settlements shall be monitored using steel bars fixed on concrete at a distance of 1·2 meters from the wall facing. The vertical steel bar is to be protected by means of pipes. Measurements shall be taken from the top of the steel bars. 9.12.4.4

Horizontal Displacements

Possible horizontal displacements will be measured within the foundation soil and on the wall surface, Inclinometers shall be placed in similar locations to the settlements devices. They shall be installed within the solid bedrock. The measurements shall be frequent and related to the construction program. Possible horizontal displacements can easily be checked by a pendulum (plumb bob). 9.12.4.5

Durability

These investigations are only related to reinforcing strips and are generally carried out at the time of the regular detailed inspections of the structure, with a frequency of approximately 10 to 15 years. It may also be opportune to make such investigations if the structure has serious anomalies, the origin of which is likely to be sought in the mechanical failure of the strips. 2 The investigation method may vary according to whether the structure is or Is not equipped with durability test samples. This monitoring and Investigation Is performed with special techniques and investigation method. In order to collect reliable and complete information in long term, it is vital that these operations be entrusted to a qualified specialist laboratory. 3 At every investigation, a certain number of test samples are extracted and the backfill sample is taken in the vicinity of these test samples. Durability test samples are samples of reinforcing strips of 60 em long, of the same type as those used in the structure. They are placed fn the backfill of the Reinforced Earth mass during the construction and can be extracted for the monitoring of corrosion phenomena. As a general rule, durability test samples are located 4 either at the lower part of the structure or, if the latter is at considerable height, at each change in the section of the strips.

5 At every investigation, one indicator is extracted from each zone in which test samples are located. In case of abnormal corrosion development, complementary investigations must be made; excavations must be opened for examining the first beds of reinforcements. 9.12.4.6

Testing Frequency

Testing shall be as follows in Table 9.12.4. 1:

An appropriate quantity of fixed reference points 3 (steel plates] shall be installed on the panels every 7.5 meters elevation within each selected cross-section, For those measurements, a tolerance of :t. 2 mm is required.

9-21

~ ~

MJnlatry af Trnnaport ft. Com!llunicotiona . OGRLT

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TEST

I

Within first 5000m3

-- •. -

Grain Size

i

pH

~Salt Content ln·situ Density

500

5000

500

j

5000

L - 500 500

I

~~

Resistivity

!

L

500

Plata Bearing

250

Water Content

1000

ii. iN.

After first 5000m3

L

5000

-

5000

-

6000

Coastal Protection

9.13.1

Description

2 Quarry run shall consist of natural rock fragi'TI$n1$ and complyi ng with the requirements of this section. 3 Armour rock shall be the quarri ed stone placed in the top or outer layer(s) of the strutture exposed to sea conditions.

Table 9.12.4.1- Testing Requirements

9.12.5

9.13

Quarried stone shall consist of natural rock imported to site from approved quarry sites complying with the requirements of this section.

-·

1000


Mechanically Stabilized Earth Retaini ng Walls. Including concrete face panels and footi ngs shall be measured by the sq.m of net area of as shown on the Drawings. 2 Venical limits of each wall for measurement purposes shall be between the top of the foundation on the outer face (low sldel of the stabilized earth wall and the top of the proposed grade at the backside (high side) of such walls. Horizontal limits for measurement purposes shall be from end of wall to abutment or from end to end of walls. 3 Standard coping. including concrete, reinforcement. joint filler, Incidentals and erection shall be measured by linear meter. complete and in place. 4 Concrete barrier parapet (on stabilized earth walls). including concrete, reinforcement, fasteners. joint filler and incidenta!s and erection shall be measured by linear meter of concrete barrier. complete and in place.

4 Undertayer shall be the quarried stone placed undet the armour rock layer(s) 5 Core means the quarry run material forming the bulk portion of the slope and erosion protection fill sections protected by underlayers and/or armour rock. Filter fabric (geotextile) shall be a membrane placed 6 between the underlayer and the seabed soil or the core stone that shall allow passage of water while retaining of seabed soil or core stone in place without clogging. 7 The Contractor shaD submit for the Engineer's approval a Quality Control Manual for the proposed slope and erosion protection construction. 8 The Contractor shall submit the following method statements for the Engineer's approval at feast 45 days ptior to the commencement of work on site: i.

II.. iii.

9.12.6

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rate for 'Mechanically Stabilized earth Retaining Walls' in the Bill of Quantities, which rate shall be full compensation for ground preparation, placing and fixing of reinf orcement. fasteners, joint filler, material testing and certificates, trial embankment, excavation. backfill, compaction, waterproofing, integral incidentals (such as light pole foundalions, sign structure foundations, drainage structures and appurtenances), erection, and for mat erials, transportation, hauling, labor, equipment, tools, supplies and other items necessary for the proper completion of the work.

9.12.7 l..

0·22

Items in the Bill of Quantities Mechanically Stabilised Earth Retaining Walls (MSERWJ

Standard Coping on MSERW (lin.ml Cone. Barrier Parapet on MSERW (lin.m)

(sq..m)

iv.

Method for preparation of seabed as the bose. Method for p1acement of core material. underlayers and rock armour protection. Method for surveying procedures to establish lines and levels of the various slope and erosion protecti on components. Method of quarry selection and armour stone production.

9 The Contractor shal submit the following test reports directly t o Engineer from approved testing services: i. ii. Iii. iv, v. vi. vii. viii.

grading size of material aspect ratio of material apparent oven dry density of quarried stone Los Angeles abrasion water absorption sodium sulphate soundness unconfined compressive strength methylene blue absorption

Sultanate or Oman, Stoncbrd Spet:irt=~ion> for Read l Orid110 CGmtl\ICtion 2010


10 The Contractor shall submit detailed design drawings, plans, longitudinal profiles and cross-sections across the slope and erosion protection at 50m intervals and at transition zones between the different design sections. The drawings shall be based on the up-dated survey carried out at the slope and erosion protection area. 11 The Contractor shell submit bathymetric charts at the slope and erosion protection at suitable scales of 1:1000 and 1:500 including ACAD computer file diskettes In the form of point No., x, y, z. 12

The work shall be performed in accordance with: i. ii. iii.

The requirements of the Authorities BS 6349, BS 812 and ASTM D 1557. Recommendations of Construction Industry Research and Information Association (CIRIAI Special Publication No.83 (SP 83).

13 The Contractor shall employ and pay for a competent independent geotechnical testing laboratory with proven track records to perform testing on rock material to be placed in the core, underlayers and armour layers of the structure.

9.13.2

Materials

9.13.2.1

Quarried Stone Underlayers

for

Armour

Layers

and

The Contractor shall use armour and underlayer stones consisting of quarried rock, dense. sound, fresh, strong, free from weathering, mechanical weaknesses or chemical decomposition. The stones shall not be liable to decomposition under the action of sea water. They shall also be free from any visible defects such es joints, discontinuities, fractures, clay seams or bands and water soluble material. 2 The contractor shall use rock materials in armour layers and underlayers conforming to the classes defined by the engineer 3 The contractor shall use quarry stone containing no more than 5% of stones with a length to thickness (1/d) ratio greater than 3, where the length (1 J. is defined as the greatest distance between two points on the stone and the thickness,(d), as the minimum distance between two parallel straight lines through which the stone can just pass. Carry out the test In accordance with CIRIA SP 83, Appendix2. 4 The contractor shall use quarry stone for armour and underlayers for testing having a minimum apparent oven 3 dry density of 2560 kg/m with 90% of the stones having a density of at least 2600 kgfm31n accordance with CIRIA SP 83. 5 The loss of material using the Los Angeles Abrasion test in accordance with ASTM C-131 shell not exceed 35%.

7 Sodium sulphate soundness carried out in accordance with BS 812: Part 121 using the 63-125mm crushed rock and a 50mm sieve to determine losses shall be less than 12%. 8 The average point load index Is (50) in the planar direction of the most pronounced layering, should any visible anisotropy exist, and for sampling testing and reporting in accordance with ISRM 1986 recommended method, shall be not less than 4.0 MPa with the average minus the standard deviation of the point load index at least 3.0 MPa; where at least ten valid test results obtained from pieces originating from ten randomly selected stones have been used to calculate the average and standard deviation. 9 Methylene blue absorption tests shall be carried out in accordance with CIRIA SP 83, Appendix 2, in order to indicate the presence of deleterious clay minerals, the results ofthis test shall not exceed 1.0gl100g. 10 The contractor shall carry out for each quarry the three sets of tests as listed in the relevant Clauses above. The contractor shall submit the results for the Engineer's approval of the source of quarried stone for underlayers and armour layers. 11 The contractor shall carry out at I east three sets of the tests listed in the above Clauses on each consignment of quarried stone for under-layers and armour layers imported to site. A higher frequency of testing may be required as instructed by the Engineer, if this, in the opinion of the Engineer, Is deemed necessary. 12 Materials failing to comply with any of the requirements listed above shall not be used in the Works and shall be considered not in compliance with thls specifications. 9.13.2.2

Core Material

The contractor shall use core material consisting of well graded quarry run complying with the gradation defined by the engineer. 2 The used fill materiel shall be quarry run material with percentage of fines (passing sieve 0.075mm) shall not be more than 20%.

3 The contractor shall use selected quarry run with material percentage lighter than 1.0 kg (80mm of equivalent diameter) not exceeding TO% and complying with the size gradation defined by the engineer. 4 The contractor shall use quarry run complying with the following requirements: i. ii. iii. iv.

Apparent oven dry density Water Absorption Sodium Sulphate Soundness Los Angeles Abrasion

material

> 2.3 !1m3 <3.0% < 12.0% < 35.0 %

6 The water absorption of quarry stone, carried out in accordance with BS 812: Part 2 shall be less than 3%.

9-23

~ ~

MJniatty ofTrRn•port & CommunJeotJona

4

DGRLT

/"'-. ~~Slope Prot ection and Stabilisation

v.

Methylene blue absorption

< 1,0g/100g

5 The contractor shall carry out for each quarry three sets of the tests as listed in the above Clauses. The selection of the quarry source will be based on the results submitted and subject to Engineer's approval. 6 During construction, the contractor shall take sufficient sample for every 5000 t of material produced or production for a working day whichever is greater. Three sets of the tests as listed in the above Clauses shall be carried out and submitted to the Engineer. A higher frequency of testing may be required as i nstructed by the Engineer, if this, in the opinion of the Engineer, is deemed necessary.

7 Materials failing to comply with any of the requirements listed above shall not be used in the Works and shall be considered not In compliance with this specification.

9.13.2.3

Filter Fabric· Geotextiles

The work shall consist of furnishing and placing a geotextile. The geotextile is designed to allow passage of water while retaining seabed soil without clogging. The suitability of used geotextile should be checked against these functional requirements before laying taking Into consideration the seabed soil conditions.

2 Non-woven TERRAM 4000 or equivalent material can be used with the following properties: i. ii, iii.

Weight : 350 gtm2 Tensile strength : 23 kN/ m 2 085 (diameter of holes in a fabric): a suitable hole diameter to prevent the wash out of seabed and core material ant to retain them in place without clogging.

3 The contractor shall provide evidence of the resistance to deterioration of the geotextiles from exposure to ultraviolet light and seawater. 4 The contractor shall carry out sampling of geotextiles for testing in accordance with Silmpling proc e~res indicated in ASTM - 04354-99. 5 The contractor shall carry out for geotextiles three sets of tests to certify the required properties and submit the results for the approval of the Engineer. 6 The contractor shall carry out at least three sets of tests to verify the required properties on each consignment of geotextile imported in the site. A higher frequency of testing may be required as instructed by the Engineer, if this, in the opinion of the Engineer is deemed necessary. 7 Materials fai ling to comply with any ol the requTrements listed above shall not be used in the works and shall be considered not in compliance with these specifications.

9·24 .

9.13.3


9.13.3.1

General

The contractor shall carry out sounding of the seabed at the slope and erosion protection site in order to produce a detailed seabed profi le using echo sounder or side-scan sonar together with a surface-towed sub-bottom or similar seismic profiler and a tide gauge and collecting seabed samples. Obtain approval of the Engineer on the results of soundings and bathymetry as well as seabed samples before the works commence, and finally Incorporate the same In the drawings.

2 Seabed clearances: Remove prior to commencing fil fmg works, all unsu itable material, wrecks, floating debris, silt, c!ay, loose sand and loose material over the whole area of the slope and erosion protection. Dispose of unsuitable material as directed by the Engineer. 3 The contractor shall remove, In accordance with the instructions of the Engineer any silt, loose sand or clay that exists in the top layers of the seabed. Remove any silt, loose sand and clay layers to the levels and areas as instructed by Engineer. 4 The contractor shall relocate or redirect, at his own expense, aU underwater services, installations etc. that may lie in the area to receive rockfil ling. He shall carry out all such redirection or relocation in accordance with requirements ofthe relevant local authorities.

5 The contractor shall ensure that the founding bed for slope and erosion protection is natural seabed material when working in the sea, consisting of sand, a mixture of sand and gravel or rock. No filling on silt, loose sand or clay layers shall be allowed. 6 The contractor shall make his own arrangements for the supply and transport of slope and erosion protection material either by land or sea or both and use appropriate marine and/or land operated plants for filling. 7 The contractor shall protect all placed materia l from erosion by the action of sea during construction. The Contractor shall be held responsible for all loss of material and displacements that mi!Y arise, and shall make good such losses and displacements at his own expense. Furthermore, t he ContractQf" shall be responsible for any obstruction that may be caused by the deposition of any material washed out from the filling and remove the same i n accordance to the instructions of the Engineer. B The contractor shall take all the necessary precautions to protect the environment and any damage to the environment arise from the Works shall be the Contractor's responsibility.

9.13.3.2

Placement of Core Material

The contractor shall place materials used to form the cOI'e to the profiles and levels shown on the Drawings with a t olerance of zero above the theoretical level.

Sult<>Onta ol Om""· Sl>'ld>rd SI)Odfi=ona for Rood & Brfclgo Comttvc:ronl01 D


2 The contractor sha II take measurement of each material profile as placed before any subsequent layer of material is placed to ensure compliance with the specified tolerances.

All Armour Depth of Placing

3 The contractor shall carry out placement of core material underwater in such a manner to minimize segregation of material and to ensure its proper mixing. The placement methods are subject to Engineer's approval. 4 The contractor shall place core material 0.75m above mean sea level and higher in layers not more than 1.0m in loose depth and compact as specified. 5 Before compaction, the contractor shall moisten each layer as necessary. He shall compact each layer with the minimum number of roller passes as agreed with the Engineer. 6 The contractor shall carry out compaction by heavy vibratory compactor not less than 12 t capacity. 9.13.3.3

Below l.ow Water

Individual

level

Measurements

2 The contractor shall not drop or lip into position quarried stone, but shall place them individually into the structure in order to achieve an adequate stability and deformation to maintain lines and levels shown on Drawings. He shall tightly pack the stones together so as to achieve as near as possible a target unit weight of stone placed of 1.6 tim' and do not place them so that thay can rock or obtain their stability on a pi ane by frictional resists nee alone prior to placing further stones. 3 The contractor shall fill any void below finished profile level in excess of mean rock size with an appropriate stone or stones. 4 The contractor shall place rock materials to the levels, dimensions and slopes shown on drawings, and the surface profile measured in accordance with the surveying procedure outlined in Paragraph 9.13.3.4, to be within the vertical placing tolerances given in Table 9.13.1.1.

Profile to Actual Mean Profile(m}

lml Dry: aboVe water

~

level

-I•

+0.35 On-50 ±0.3 On 50 - 0.25 On 50 ~

+0.6 On 50

Less than 5m

±0.5 On 50

- 0.4 On 50

.J Morethan5m

--

±0.5Dn50

:1:1 .~ ~

Where, On50 Is the diameter of a placement with equivalent volume to the block with median weight. Table 9.13.3.1: Vertical Placing Tolerances

Placement of Armour and Underlayer Stones

For placing above high low water level, the contractor shall place the stone to grade and in such a manner to ensure that the larger rock fragments are uniformly distributed and the smaller rock fragments fill the spaces between the larger fragments to achieve a well keyed, densely packed structure of the specified dimensions. Hand placing or barring will be required only to the extent necessary to secure the results specified.

Design

Layers and

5 The tolerance on two consecutive mean actual Notwithstanding any profiles shall not be negative. accumulation of positive tolerances on underlying layers, the thickness of the layer shall not be less than 80% of the nominal thickness when calculated using mean actual profiles 9.13.3.4

Surveying Technique

The contractor shall carry out survey measurements using a probe with a spherical end of diameter 0.5 (On 501. For land-based survey this shall be connected to a staff; for underwater survey it will be a weighted ball on the end of a sounding chain. 2 The contractor shall carry out measurement profit es at intervals of 25m along the length of the structure and at intervals of 3m across the measurement profile. 3 The contractor shall make provisions for diving inspections for any part of the structure where achievement of tolerances may otherwise appear in doubt. 9.13.3.5

Storage, Handling, and Laying of Geotextiles:

The contractor shall store end handle geotextile in accordance with ASTM 04873-02 2 For Geotextil es placement, the contractor shall use overlaps in accordance with manufacture requirements, and in no case less than 50 ems. 3 The contractor sha II place beddir>g layer as soon as possible after placement of the geotextile, according to the approved method statement of the construction procedure. 4 Where seams are required, the contractor shall make them in accordance with the manufacture requirements. All seams shall be subjected to the approval of the Engineer. 5 The contractor shall remove and replace any damaged or punctured section before or after laying.

9·25

lj

J

~ ~

M'nlatry of "Trnn•port &

_Co~munlcationa

DGRlT

~~<::Slope Protection and Stabilisation

9.13.4


Underlayer, Rock Armour, Quarry Run and Bedding Layer shall be measured by the Cu.m of BUND material and rubble base (Quarry run), rock armour, end bedding layer, placed to the lines and levels as shown on the Drawings. 2 Dredging for embedded toe protection shall be measured by the cu.m of material dredged in sand, clay or any other material elCcept rock to the lines and levels as shown on Drawings. Rates inserted by the Contractor shall be deemed to include for all over cuning in width and depth and for sweeping the dredged areas. 3 Fabrics and membranes (geotelCtlle) shall be measured by the sq.m of the area covered to any width or girth including BlCtra material for lapping and jointing. No deduction is made for voids not elCceeding 1.00 m2•

9.13.5

Basis of Payment

General: In addition to basis of payment of each particular item, all marine works are also deemed to include: i. ii. iii. iv. v. vi.

all surveying works and sea bed sounding clearance of the seabed; removal of unsuitable material, objects or obstructions, inspection for and retocatiol'l of any elCistlng underwater servict!S, protection from sea action, losses due to erosion or damage, losses/damage due to wave conditions which may occur duri ng the Contract period Including the Period of Maintenance.

2 The amount of completed and accepted work measured as underlayer, quarry run, rock armour, and bedding layer will be paid for at the unit rates indicated In the Bill of Quantities which rate shall be full compensation for selection and supply of materials, stonekockfill, crushing, screening, testl~~g, transportati on. hauling, stockpiling, relocation, placing, compacting, trimming the underlying material and slope preparation, removal of discarded material, elCcavatlon and backfilling. finishing and protecti on, labor, equipment, tools, supplies and other items necessary for the proper completion of the works. 3 The amount of completed and accepted work measured as Dredging for Embedded Toe Protection will be paid for at the unit rates indicated in the Bill of Quantities which rate shall be full compensation for supply and installation of all plant and equipment required to carry out dredging, pumping and transportation of dredged material to whatever distance required, hauling, stockpiling. disposal of discarded material to approved locations, protection, labor, equipment, tools, supplies and other items necessary for the proper completion of the works .. 4 The amount of completed and accepted work measured as Fabric and Membranes (GeotelCiile) will be paid for at the unit rates indicated in the Bill of Quantities which rate shall be full compensation for selection and

9·26

supply of materials, fabrics and membranes, sampli ng and testing, ground preparation for laying on horizontal, sloping, vertical and curved planes, transportation, placing. protection, labor. equipment, tools. supplies and other items necessary for the proper completion of the works.

9.13.6 i.

li. iii.

iv. v.

Items in the Bill of Quantities Underlayer Quarry Run Rock Armour Dredging Fabrics and Membranes(type)

(cum) (cu.m) (cu.m) (cu.m) (sq.m)

Sultanate of Oman, SCaneJ.td Specifoc:ations lllf llolld & Bndge Constructoon 2.010

Ref.

Title

10.1

Piling: General

Page No.

Deac:ription 10.1.1 10.1.2 Materials Conltruc:tlon Requirement. 10.1.3 10 1 3.1 Genen•l 10 1 3.2 Cast In Place Piles 10.1.3.3 Placing Concrete 10.1 3.4 Preliminary Drilled Piles 10 13.5 Precast Concrete Piles 10136 Steel piles 1013.7 Tolerances 10.1.4 Method of Meaaurement 101.5 Bnls of Payment Items In the Bill of Quantities 10.18

10.2

Pile Testing

1D.2.1 Oelcriptlon 10.2.2 Submm.la Execution 10.2.3 Preparation 10.2.3:1 10.2.3.2 Statlc·Load Testing Non·Destructive, !;ow-Strain Integrity 10.2.3.3 Testing 10.2.3.4 Test Records 10.2.4 Method of Menurement 10.2.5 Basis of Payment Items In the BtU of Quantities 10.2.6

10-1 10.1 10.1 10.1 10.1 10.3 1Q.4

11).4 10-4 10.5 10-5 10.5 10.5 10.5

1D-5 1G-5 1o.& 10.S 10-& 10·6 1016 1~7

10.7 10.7 10.7

SultDnotc of Omon. S~.and•rd Spocirrco~ons fot Road & Sridga C<>Mlt~~n ZIJW

10.1

Piling: General

10.1.1 Description This Section describes requirements for supplying and installing precast concrete, cast In-situ concrete and steel piles by boring andfor driving.

10.1.2 Materials Concrete and steel reinforcement shall be as specified in the relevant Clauses of Section 5. 2 Concrete mixes, mixing and curing procedures shalt be as specified in the relevant Clauses of Section 5 Concrete mixes for use In piles shall be capable of maintaining a slump of 200 mm for 2 hours after placement Concrete mixes shall be designed to resist aggressive soils and ground water if encountered in compliance with the requirements of the Construction Industry Research and Information Association - CIRIA 'Guide to the Construction of Reinforced Concrete in the Arabian Peninsula'.

adequate notice of any intention to work outside normal site hours. 3 The Contractor shall engage en experienced installer who has specialized in installing drilled or driven piles similar to those required for the Project. 4 The Contractor shall protect structures, utilities, sidewalks, pavements and other facilities, on or adjacent to the Site, from damage caused by settlement, lateral movement, vibration, and other hazards created by drilled or driven pile operations.

5 The Contractor shall carry out the piling work in such a manner and et such times to minimize noise and disturbance to the general public. If, during execution of the work, damage is likely to be caused to utilities or adjacent structures. the Contractor shall submit to the Engineer proposals for the repair or avoidance of such damage. Piles shall be Installed to the tolerances given in 6 Table 10.1.3.1.

Steel pipe casings shall comply with the 3 requirement s of ASTM A 283M, Grade C; or ASTM A 36M carbo n·steel plate, wit h vertical joints full-penetration welded according to AWS 01 .1.

6 Slurry shall consist of pulverized sodium bentonite, pulverized attapulgite, or polymers, mixed with potable water to form a stable colloidal suspension; complying with ACI 336.1, and the values indicated for density, apparent viscosity (in centipoise), gel strength (in N/sq.m.), sand content, end pH.

Allowable Limit

Po•itlon

76mm in ·any direction at the pi ~_! head

Verticality

4 Welds for fabricating steel piles and connecting steel pile lengths shall be as specified in the relevant Clauses of Section 6.

5 Sand-cement grout shall consist of Portland cement manufactured according to ASTM C 150, Type I; and clean natural sand complying with ASTM C 404. Unless otherwise indicated, mix at ratio of 1 part cement to 2-1 t2 parts sand, by volume, with sufficient water to permit flow during placement.

Characterfltlc

--

Rake {for raked p~ln only)

-"

75 deviation ---1 in--

I I

1 in 25 deviation

I

Table 10.1.3-1: Pile Installation Tolerances.

7 The Contractor shall submit daily records to the Engineer within 24 hours giving the information listed In Table 10.1.3.2.

8

On completion of piling, the Contractor shall deliver a final schedule of installed piles giving the information required by Table tO. 1.3.2.

10.1.3 Construction Requirements 10.1.3.1

General

The Contractor shall submit for prior approval a detailed method statement that describes all means, methods and techniques to be adopted for construction and installation of the drilled o r driven piles. The method statement shall include details of equipment to be used, method of excavation, slurries to be used met hod of conc:tete placement to ensure removal of slurry from sides of boring, quality control, t esting and report procedures. work program, and any other information required by the Engineer. 2 The Contractor shall inform the Engineer each day of the work program for the following day and sha ll give

10-1

~~

Mlnlauy of Tr.onaport &:

~~<.Piling

Cc:~nlmunlentlon•

OGRLT

Driven ~"recut Concme II. Stool •ffilu

All piiM

Driven Hollow c..t. In-Place Concrete

Bored Cut·ln•Piace Concrete

-

P.HM

P.llei

-

•'

1. 2.

Data Contract Identification, Pile Identification. Pile type. Working load. Ground level at commencement of c)perations. Working platform level, Pile toe level. Details of any obstructions. Delay!! or other interruptions to the saquenca of work including times. Cut-off level. Head level of completed pUa. Ground heave.

3. 4. 5. 6. 7.

8. 9.

1D.

11. 12. 13.

1. 2. ~-

4. 6. 6.

1.

Cross section dimensions of driving tuba (temporary casing I. Cross-sectional dimensions of completed pile. Length of permanent casing. Length of flnlshe
2.

3.

4.

I 1. 2. ~.

4. 5. 5. I

7.

I I

Cross-sectional dimensions. Total length of praformad. pile. Driven langth of preformed pile. Sequence of driving In groups. Final set Sections and joints used.

B. 9.

Time of commencement and completion of driving or ra-drivlng, Type, weight, drop and mechanical condotion of hammer used. Number, type and condition of the packing on tha pile haad. Type and condition of the dolly In the helmet For a single acting hammer, the final drop. For a double acting hammer, the final frequ~ncy of blows. The set!l taken at intervals during the last 3m of driving, if required. Details of any interruption In driving. Datails of re-drM ng.

~

t.

1. 23.

4.

Diameter of completed pile. Diameter of any enlarged base. Length of temporary casing. Length of permanent ca~dng .

Length of finished pile Including any enlarged base. 6. Type of boring. 7. Time of commencement of boring. B. Details of soil strata penetrated. 9. Det11ils of soils umples taken and in·llltu tnts carried out. 1 D. Detaiis of any Interruption in boriflg, 11. Standing ground water level and water strikes during boring. 5.

-

Method of placing concrete. Concrete mix details: Grade of concrete Nominal maximum aggregate size Cement content Type and queotity of admixtures Water/Cement ratio. Measur~~d !!lumps. Batch times. Time of commencement of concrete pour. Time of completion of concrete pour. Volume of concrete placed in enlarged base. Volume of concrete placed In pile shaft Reinforcement details: Number, type and size of main reinforcing bars. Type, size and pitch or spacing of helical binding or link bars. 17. letlgth of individual reinforcement cages. 18. Total reinforced length of prle 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16.

I

I

I

I

l Table 10.1 .3-2: Piling Records. Notes: 1. The 24 hour clock shall be used. 2. f or any pile not completed In the working day the date shall be entered in the records together with the limes of commencement and completion.

1().2

3. For driving operations not using a piling hammer,

equivalent information to that required on type. weight, drop etc of hammer, packing and dolly shell be provided.

Sultonata cr On>an, S~.>'ld.r~ Spedr.=';cr;; lor llood 8< Sridga Construct en ~10

10.1.3.2

Tnt Method

Cast in Place Piles

andAppwiWi complying

Temporary casings or linings shall be used when needed to mal ntain the stability of the pile borehole during excavation. Casings shall be free from distortion and projections. and shall be uniform section throughout their length. 2 steel with shall

In case where permanent steel casings is required, pipe casings of minimum wall thickness indicated inside clear diameter not less than diameter of pile be installed as follows: i. Install casings as excavation proceeds, to maintain sidewall stability. ii. Fabricate bottom edge of lowest casing section with a cutting shoe capable of penetrating rock and achieving a water seal. iii. Connect casing sections by continuous penetration welds to form a watertight, continuous casing. iv. Remove and replace, or repair, casings that have been damaged during installation and that could impair strength or efficiency of drilled pile. v. Fill annular void between casing and shaft wall with sand-cement grout. vi. Corrugated casings formed from zinc-coated steel sheet may be delivered In sections or panels of convenient length, and field connected according to manufacturer's written instructions.

3 The drilling fluid shall be maintained at an adequate viscosity and density. Action shall be taken to prevent the spillage of bentonite slurry onto the site. Disposal of used slurry shall be made to a tip approved by the Engineer. 4 When drilled shafts are to be stabilized with slurry, the slurry shall be maintained a minimum of 1500 mm above ground-water level and above unstable soli strata to prevent caving or sloughing of shaft. Excess slurry head is to be related to performance of on-going dewatering and to allow for fluctuations in depressed water levels. i.

ii.

iii.

Each batch of freshly prepared or reconstituted slurry shall be sampled end tested. Test results of samples and from excavation sha II reflect the amount of contamination with saline ground water. At least one sample from the base and one sample from the top of each shaft shall be tested immediately prior to placing steel and concrete. The Engineer may subsequently vary frequency of sampling and testing when a working pattern has been established. Tests end Compliance: Values measured at 20 deg C shall be as Table 1o. 1.3.3

wfththe Am•rbn

Samples

Plllraleum

lnatitute IAP.Il Property

recommended pr.ctlce for FWdTntJna of Wit•·

Sample a IUppliedto t~~CCW~~tlon

from

exc.vltlon prior to piRing conlll'llte

a...dDrtiHng Flulda- API RP

138-1 1.10g~ml

Less than 1-15 glml

Low temperature test fluid loss

Less than 30mil {0.762mml

Less than 40mll (1 .D16mm)

Marsh Cone

30to40 seconds

Less than 60seconds

Less than 10 cP

Less than 20 cP

Density

Mud balance

F.luid loss {30 min. test) Viscosity

Plastic viscosity

Fann viscometer [material passing sieve

Less than

No. 2001

Shear strength 110 min. gel strenathl Sand content

PH

- -

Fann viscometer Sand screen set Electrical pH meter range pH7 to 14

.., 4to25 N/m~

·-

--

Less than

4to25 Nlm'

- Less-than

1%

3%

9,5 to 10.8

9.5 to 11.7

Table 10.1.3-3: Tests and Compliance of Slurry. iv.

Drilled pile shaft shall be excavated and completely concreted an same day or the shaft shall be re-drilled, cleaned, re-circu Iated, desanded, or slurry replaced.

v.

Bottom of each shaft shall be cleaned before concreting.

5 Pumping of ground water from boreholes will only be permitted where there is no risk of removal of fines from the subsoil. Water which cannot be sealed off shall be maintained in the borehole at a level above the standing ground water. On completion of baring, loose soil and debris shall 6 be removed from the base of the pile and the Contractor shall provide facilities required by the Engineer to facilitate Inspection of the pile base. The method of descent and the equipment used shall comply with BS 5573. 7 If reinforcement cages are used they shall be rigid and installed and maintained in the correct position during concreting.

I

10-3

~~

Mjnl•try or Transport & Cummunicnt,on•

OGRlT

.../"'.~<_Piling

10.1.3.3

Placing Concrete

The concrete shall be placed without Interruption. Records shall be kept of the workability of the approved mix. Under water concrete shall be placed only by tremie. The tremle pipe shall be clean and watenight throughout and not less than 200 mm internal diameter. Concreting shall stan only after the tremie reaches the bottom of the pile shaft and concreting shall then proceed w ith the end of tremle pl pe kept immersed in the concrete for a minimum depth of 1 m. Spacer blocks shall be installed as appropriate to mai ntain the minimum concrete cover to the reloforcement steel as specified and/or shown on Drawings. 2 Permanent casing shall be checked for damage. If necessary the casing shall be withdrawn. repaired, rednven, or other action taken to allow the construction of the pile.. 3 Temporary casings shall be extracted while the concrete remal ns sufficiently workable. While the casing Is being extracted a sufficient head of conCfete shall be maintained within it to avoid necking in the pile. No concreting shall be done once the c11sing has been lifted above the top of the concrete. Withdrawal of temporary casing shall be coordinated with concrete placement operations to maintain a head of concrete no less than 1500 mm above casing bottom. 4 Casings for driven cast-in·place piles shall be installed to the approved set or specified depth and In the sequence approved by the Engineer. Each length shall be driven continuously. Levels shall be t aken immediately when the final depth is approved, before concreting has begun. The casings shall be watenigt\1, 10.1.3,4

Preliminary Drilled Piles

Co nstruct preliminary drilled piles of d;ameter and depth and at location indicated or if not indicated, as directed by the Engineer, of same diameter and depth as permanent drilled piles, located at least 3 diameters clear of permanent drilled piles, to demonstrate Installer' s construction methods, equipment, standards of workmanship, and tolerances. i. Install casing or use bentonite slurry, excavate bell if applicable, excavate rock socket, all as required for permanent drilled piles. ii. Install reinforcement, fill with concrete, remove temporary casings, if applicable, and terminate p reliminary drilled pile as instructed by the Engineer. iii. If Engineer determines that • preliminary drilled pile does not meet requirements, excavate for and cast another until preliminary drilled pile is accepted. 10.1.3.5

Precast Concrete Piles

After a pile has been cast, the date of casting and reference number shall be permanently inscribed on the

10-4

head of the pile. Each pile shall be marked at intervals of 250mm along the top 3m of its length before being driven. 2 Only the designed lifting and suppon points shall be used during transpon and piles shall be stored on adequate suppons located under these lifting points of the piles. Piles within a stack shall be in groups of the same length. Paclllng of uniform thickness shall be provided between piles at the lifting points. 3 During driving, piles shall be adequately supponed and restrained by means of leaders, trestles, or other guide arrangements to maintain posit ion and alignment and to prevent buckling. The Contractor shall satisfy the Engineer regtrdlng the suitability, efficiency and energy of the driving equipment. Piles shall be driven continuously until the prescribed set or depth has been reached. 4 The final set of the pile shall be recorded either as the penetration in millimeters per 10 blows or as the number of blows reQuired to produce a penetration of 25mm. 5 When a final set is being measured. the following requirements shall be met i. The exposed pan of the pile sha ll be in good condition without damage or distonion. ii. The dolly and packing, if any, shall be In sound condition. iii. The hammer blow shall be in line with the pile axis and the impact surfaces shall be flat and at right engles to the pile and hammer axis. iv. The hammer shall be i n good condition and operating correctly. v. The temporary compression of the pile shall be recorded If required. 6 Piles shall be driven In an approved seque nee to minimize the detrimental effects of heave end lateral displacement of the ground. When a pile has risen as a result of adjacent piles being driven, the contractor sha II submit to the Engineer proposals for correcting this and its avoidance in subsequent work. 7 Jf repairs are needed during driving to the head of a pile, it shall be cut off square at sound concrete, and loose material remD'v ed by w ire brushing, followed by washing with w ater. If the pile is to be subjected to funher driving, the head shall be reple~d by concrete of an approved class. B Piles shall be lengthened, If required. by stripping off concrete from the reinforcement and lapping, coupling or welding additional steel in place. Laps shall be at least 40 x bar diameter. Couplers shall be approved by the Engineer. Steel to be welded shall be free of concrete for at least 300 mm below the weld. Welded joints shall be made in accordance with the relevant Clauses of Section 6. 9 Repaired or lengthened piles shall not be driven until the added concrete has reached the specified characterist ic strength of the concret e of the pile.

Sultanata ar Oman, SL.>ndocd Spccifoco~ons fOt RO
Piling)

10.1.3.6

Steel piles

Piles shall be clearly marked in white paint with their number end overall length. In addition, each pile shall be marked at intervals of 250mm along the top of 3m of its length before being driven. If steel piles are to be pre-coated, the preparation of 2 surfaces and the application of the coating shall be carried out by experienced specialist labor. Surface preparation, priming and protective coats 3 shall conform to the requirements of Section 7 "Paint for Steelwork". 4 Rolled steel sections shall be within the tolerances specified in BS 4. For steel piles and proprietary rolled sections, the deviation from straightness shall not exceed 111 000 of the length of the section. 5 Cylindrical steel piles shall not deviate from straightness by more than 1/600 for the length up to 1Om and 1/1000 for lengths greater than 10m. The actual mass of each section shall be within +5% and -2.5% of the theoretical mass computed in accordance with Section 6.

6 Sheet piles shall be pitched and supported as a panel before driving and securely interlocked. Piles shall not overlap each other and no pile in a panel shall be more than 1 min advance of another.

length shown in the approved Drawings or as per the by the Engineer. Any modifications approved unauthorized extra length cast by the Contractor shall not be measured for payment. 3 Expendable piles (non-working p·~ es) that are constructed for the purpose of carrying out prelim[ nary load tests shall be measured in linear meters of actual Iength, ordered and tested.

10.1.5 Basis of Payment The amount of completed and accepted work measured as provided for above will be paid for at the unit rates for the various typas of piles in the Bill of Quantities, which rate shall be full compensation for supplying and installing piles and for materiels, labor, equipment, tools, records and other items necessary for the proper completion of the work.

10.1.6 Items In the Bill of Quantities i.

Setting up at each pile location

ii.

Pili ng (type)(length)(size)

~n.m .

iii.

Expendable piles (type)(length)(size)

Un.m.

Sheet piles previously driven shall not be used in the 7 Permanent Works unless approved.

10.2

8 Steel piles shall be driven to a prescribed set or depth in a sequence approved by the Engineer. Driving shall be continuous.

10.2.1 Description

9 If approved, piles shall be lengthened by full penetration butt welding. Lengthening sections shall be of the same rolling. Longitudinal and spiral seam welding of cylindrical piles shalt be staggered.

10.1.3.7

Tolerances

Vertical piles shall be constructed to remain within the following tolerances: i. ii. iii. iv. v.

Maximum variation from location: Not more than 75 mm from design center location. Out-of-plumb: 1 in 75 deviation or not more than 1.5 percent of pile length, whichever is less. Concrete cutoff level: Plus 25 mm or minus 75 mm from level indicated. Bottom area of pile: Not less than 96 percent of pile area required. Shaft diameter for drilled pile: Not less than 98 percent or more than 110 percent of shaft diameter indicated.

10.1 .4 Method of Measurement Setting up at each pile shall be measured by number. 2 Piles shall be measured in linear meters of actual length placed in the Permanent Works. The measured length shall be from the tip to the underside of the foundation, plus the penetration into the foundation specified on the Drawings. The payment shall be made for

nr.

Pile Testing

This Sub-section describes requirements for testing of concrete pilas as follows: i. Static·load testing: ASTM Ol143 and ASTM 03689. ii. Non· destructive, sonic or low·strain integrity testing: ASTM 05882.

10.2.2 Submittals The Contractor shall submit a method statement for each type of testing specified end provide details of specific techniques and processes proposed to be adopted for testing. The method statement shall include details of equipment and instrumentation, quality control and report procedures, work program, and any other Information or special data required by the Engineer. I. The method statement shall include details of loading and arrangement of reaction frame, reaction piles or anchors. Due consideration shall be given to the effect of diameters of piles. socket length, type of bedrock, strain measurement in steel reinforcement and effect of dewatering. The structural analysis data shall ba supervised, signed and sealed by the qualified professional independent engineer responsible for their preparation. 2 The Contractor shall submit daily work progress reports, identifying Individual piles and type of testing carried out.

l0-5

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Minl•trv of Ttun•PQrt & Cunlmunlcntions

OGRLT

~~
3 For non-destructive integrity testing, the Contractor shall qualify and engage an experienced independent testing agency, acceptable to the Engineer, who has specialized in non-destructive testing of driHed piles similar to that required for the Project.

10.2.3 Execution 10.2.3.1

Preparation

The Contractor shall protect structures, utilities, sidewalks, pavements, and other focllities from damage caused by settlement, latera! movement, vibrttlon. and shaU verify the feasibility of testing the loads corresponding to each pile diameter, The pile load tests shDU not be carried out until all shrinkage of the concrete is complete. The reinforcement in the rock socket shall be strain-gauged to provide confirmation of the tensile force reaching the socket. i. Oynem1c formulas will not be permitted in place of toad tests to determine bearing values of the piles. ii, Perform and complete testing, and obtain approval of preliminary plle test before proceeding with installation of permanent working piles In the Works. iii. Select the pile to be tested based on the results of pile integrity tests and pile construction records subject to the approval of the Engineer. iv. The same piles that will be tested in working compression loading shall be among the selected piles for the working load test in tension. 2 Pile Tests: Arrange and perform the following staticload tests on piles as and when directed in the field:

i. ii.

Axial Tension Static-Load Test: ASTM D 3689. Axial Compression Static-Load Test: ASTM D

1143. 3 Provide pile reaction frame, equipment and instrumentation with sufficient reaction capacity to perform tension tests and compression tests. On completion of testing, remove testing structure, equipment 41nd instrumentation. i. Notify Engineer at least 48 hours in advance of performing tests. ii. Provide facilities to enable Engineer to observe and check testing. 4 Apply test loads by jacking against beams or equiva!ent reaction system. i. Center to center spacing or vertical reaction piles from a test pile shall be not less than 3 times the diameter of the test pile or the reaction piles or 2 m whichever is the greater. 5 Test Loads: Maximum loads to be applied in maintained load test shall be as follows: i. Expendable preliminary piles in tension or compression toad test: Apply test loads up to 2.5

10-6

ii.

times working toad. The Contractor shall perform at least two preliminary pile tension load tests and two preliminary pile compression load tests to cover the different rock configurations or as specified on the Drawings or in the Special Specification. Working piles in tension or compression load tests: Apply test loads up to 1,5 times working load, as specified on the Drawings or in the Special Specifications.

6 In the event of a pile continuing to displace under constant load before the maximum test load has been reached, take readings at 15 minute intervals for a period of one hour white the load Is being maintained. Unload the pile in approximately 4 to 6 equal decrements at 15 minute intervals and allow recovaring for 3 hours. Take one set of displacement readings after each decrement of load and a further set of readings at the end of the recovery period.

10.2.3.2

Non-Destructive, Low-Strain Integrity Testing

Non.destructive, integrity testing by sonic logging shalt be performed on all piles. or as specified on the Drawings and \special Specification, recorded, interpreted and reported by an approved experienced independent testing agency that has specialized In non-destructive testing of piles similar to that required for the Project. Submit proposed test result and report formats to the Engineer for approval before starting integrity testing. i. Provide all ava ~able details of the ground conditions. pile dimensions and construction method to the testing agency before the commencement of integrity testing, in order to facilitate interpretation of test results. li. Allow a minimum of seven days to elapse after casting before performing integrity testing on a pile. 2 Perform tow-strain integrity testing according to ASTM D5882 by the stress wave method, seismic method or other method approved by the Eng·neer, based on the measurement of the axial sheft point mobility at the pile head. i. Where the method of testing requires the positioning of sensing equipment on the pi le head, break down the pile head to expose sound clean concrete, free from water, taitance, loose, overs pi It or blinding concrete, and readily accessible for the purpose of testing. 10.2.3.3

Test Records

General: Maintain accurate test records for each pile, compiled and attested to by a qualified professional engineer, and submit to the Engineer at the conclusion of each pile test. Include the following data: i.

il. Iii. iv.

Project name and number. Pile number and date of testing. Pile dimensions. Type and method of pile testing.

v.

Test results.

Prepare static load test results in the form of 2 tabulated field observations, including the following data: i. Time vs. displacement curves. ii. Time vs. load curves. iii. Load vs. displacement curves. iv. Displacement vs. log time for each stage.

10.2.6 Items in the Bill of Quantities i. ii. Iii.

Static load testing of expendable piles (typel {length I (size). Static load testing of working piles (type) (length) (size).

nt.

Non·destructlve integrity test (type)

nr.

nr.

The Engineer will review test results and determine if a pile is acceptab'e, taking into account the acceptable total and differential displacements of the superstructure, the foundation geometry, the pile type and the soil conditions, etc. 10.2.3.4

Static-Load Testing

General: Static-load tests will be used to verify and confirm design load capacity of piles. Each pile diameter shall be tested as shown on the Drawings. The Contractor displacement characteristics compared to preliminary test piles will not be accepted . 2

Non-Destructive Integrity Testing: i. II.

iii. iv.

v.

vi.

All piles shall be subjected to integrity testing. Submit preliminary test results to the Engineer withIn 24 hours of carrying out the tests. Submit test repons to the Engineer within 10 days of the completion of each phase of testing Test reports shall contain test results and conclusions, together with a summary of the method of interpretation including all assumptions, calibrations, corrections, algorithms and derivations used in the analyses. Where results are presented In a graphical form, the same scales are to be used consistently throughout the report and the units on all scales clearly marked. If any anomaly in acoustic signal test results indicates a possible defect In a pile, repor1 such anomalies to the Engineer immediately. Demonstrate to the Engineer that the pile is satisfactory for its intended use or carry out remedial works to the Engineer's satisfaction. Grout sonic logging tubes only after piles have been demonstrated to the Engineer's satisfaction, to be satisfactory.

10.2.4 Method of Measurement Pile loading tests shall be measured per number. 2

Pile integrity tests shall be measured per number.

10.2.5 Basis of Payment The amount of compieted work of "Pile testing• will be paid for at the unit rate in the Bill of Quantities which rate shall be full compensation for setting up, carrying out, reponing and for labor, transport, equipment, tools, materials and other item necessary for the proper compretion of the work.

10.7

...

•

Page No.

Ref.

Ref.

Title

11.1

Bearings- General

11.1.1

Description

11· 1

11.1.1.1 Definitions

11-1

11.1.1.2 References

11-1

11.1 .1.3 Design and Construction Standards

11·1 11-2

11.1.1.4 Submittals 11.11.5 Quality Assurance 11 .1.2 Materials 11.1.2.1 Steel

11-1

11·2 11-2

11.1.2.2 Mater.al Testing

11·2 11-3

11.1.23 Beddil!g Material

11-3

Construction Requirements 11.1.3 11.1.3.1 Manufacture

11-3

11.1.3.2 Manufacture Tolerances

11·3 11-3

11.1.3.3 Testing of Complete Bearings

11-3

11.1.3.4 Packag;ng, Handling and Storage 11.1 3.5 Construction and Installation

11-4 11-4

11.1.4

Method of Mea&Urament

11.1.5

Basis of Payment

11-4 11· 5

11.1.6

heme in the Bill of Quantities

11-6

11.2

Elastomeric Bearings

11-6

11.2.1

Deectlptlon

11-6

11.2.2

Materia Ia

11-6

11.2.3

Construction RequlremenU

11-5

Title

11.3.2.7 Polvtetrafluorethylene (PTFEI Sheet and Strip 11.3.3


11.3.3.1 General 11.3.3.2 Sampl1ng and Testing 11.3.3.3 lnstallati011 11,3.(


11-8 11-8

11.4

Bridge Expansion Joints

Description 11.4-1 11.4.1.1 Scope

11-8 11•9

11.4.1.5 Oualoty Assurance

11-9

11.4.2

Materials

11.4.2.2 Asphaltle Plug Joints

11-9

11.4.3


11.4.3.1 General 11.4.3.2 Nosi..gs 11.4.3.3 lnsta 1ation

11· 9 11· 9 11- 10

Method of MaiiBUrement

11-10

11.4.5

Baal• of Pavmant

11.4.6

ltama In the Bill of Quantitlea

11-10 11· 10

Joint Seals and Fillers

11.3

Pot Bearings

11-6

11.3.1

Deec:ripelon

11-8

11.6.1 11.5.2

11.3.2

Material•

11· 6

Deleriptlo n Materials Construc:tion Requirement. Method of Me118Urament. Basis of P..,mant and Bill of Quantities

11·6

11-9

11.4.4

11.6

11-6

11-9 11· 9

11-5

11.3.2.5 Sealant 11.3.2.6 Sealing Rings

11-9

11.4.2.1 General

Item• In the Bill of Ouantitle1

11-6

11-8 11-8

11.4.1.3 References 11.4. 1.4 Submittals

11· 6

11-6

11-8

114.1.2 Types of J oints

11·6

11.3.2.4 Elastomeric Rotationai.Eiement

11-B 11-8

Ba51a of Pavment


11-6

11-7

Item In the Bill of Quantltlea

Baals of Pavment

11· 6

11·6

11.3.5

11.2.6 11.2.8

11.3.2.2 Steel 11.3.2.3 Stainless Steel

11-6 11-e

11.3.6

11.2.4

11.3.2.1 General

Page No.

11.5.3 11.5.4

11.6

Bridge Parapets and Railings

11.6.1 11-6.2

Description Matenals

11.6.2.1 Materials of Construction

11~10

11· 10 11-10 11-11 11·11

11-11 11-11 11-11

l1·11

Ref. 11,6.2.2 11.6.2.3 1 1.6.2.4 11, 6.2.5 11.6.3 11.6." 11.6.5 11.6.6

Title Aluminum Alloy Structural Steel Reinforced Concrete Anchorage System Constructfon Requirements Method of Measurement S.ala of Payment Item In the Bill of Ouantitle•

Page No. 11-11 11· 11 11-11 11-11 11-11 11-11 1M2 11-12

Sultannto of Orna11. 5rafldord Speclfiulions lot Rood &

idgt ComlructiQn 2010

Bridge Accessorie s )

11.1 11.1.1

Bearings- General Description

This Sub-section describes the requirements for designing, testing, furnishing and installing replaceable bridge bearings as shown on the Drawings or in the Special Specification or as required to complete the work. 11,1.1,1

Definitions

accommodates movement by rolling of one surface with respect to the other. It consists essentially of one or more steel rollers between upper and lower plates. 14 Rocker bearing: A bearing that carries vertical load by direct contact between two metal surfaces and that accommodates movement by rocking of one surface with respect to the other. It consists essentially of a curved surface in contact with a flat or curved surface and constrained to prevent relative horizontal movement. The curved surface may be cylindrical or spherical.

Bearing: A structural device that transmits loads while facilitating translation and/or rotation.

15 Longitudinal: Parallel with the main span direction of the bridge.

2 Elastomer: A compound containing natural or chloroprene rubber with properties similar to those of rubber.

16 Transversa: The horizontal dlrection normal to the longitudinal axis of the bridge.

3 Elastomeric bearing: A bearing comprising a block of elastomer that may be reinforced internally with steel plates. Plain pad bearing: An unreinforced elastomeric 4 bearing. It provides limited translation and rotation. 5 Strip bearing: A plain pad bearing for which the length is at least ten times the width. 6 Laminated elastomeric bearing or steel·reinforced elastomeric bearing: A bearing made from alternate laminates of steel and elastomer bonded together during vulcanization. Vertical loads are carried by compression of the elastomer. Movements parallel to the reinforcing layers and rotations are accommodated by deformation of the elastomer. 7 Pot bearing: A bearing consisting essentially of a metal piston supported by a disc of unreinforced elastomer that Is confined within a metal cylinder. Rotations are accommodated by deformation of the elastomer. It may be movable, guided, unguided or fixed. Movement is accommodated by sliding of polished stainless steel on PTFE. B Disc bearing: A bearing that accommodates rotation by deformation of a single elastomeric disc molded from a urethane compound. It may be movable, guided, unguided or fixed. Movement is accommodated by sliding of polished stainless steel on PTFE. 9

PTFE (polytetrafluoroethylene): Also known as Teflon.

10 Fixed bearing: A bearing that prevents differential translation of abutting structural elements. It may or may not provide for differential rotation. 11 Movable bearing: A bearing that facilitates differential horizontal translation of abutting structural elements in a longitudinal and/or lateral direction. It may or may not provide for rotation. Translation may be constrained to a specified direction by guide bars. 12 Sliding bearing: A bearing that accommodates movement by translation of one surface relative to another. Translation may be constrained to a specified direction by guide bars. 13 Roller bearing: A bearing that carries venice I load by direct contact between two meta I surfaces and that

17 Translation: Horizontal movement of the bridge in the longitudinal or transverse direction. 18 Rotation about the longitud!nal axis: Rotation about an axis parallel to the main span direction of the bridge. 19 Rotation a bout the transverse axis: rotation about an axis parallel to the transverse axis of the bridge. 11.1.1.2

References

American Association of State Highway and Transportation Officials (AASHTO): AASHTO 2008 AASHTO LRFD Bridge Construction Specifications, 2"d Edition, 2004, 2008 Interim Revisions. AASHTO 2008

11.1.1.3

AASHTO LRFD Bridge Design Specifications, 3"' Edition, 2004, 2008 Interim Revisions.

Design and Construction Standards

Bearings shall be designed in accordance with the latest edition of AASHTO LRFD Bridge Design Specifications, Sub·Section 14.7, as complemented or modified herein. 2 Bearings shall be constructed as specified in the latest edition of AASHTO LRFD Bridge Construction Specifications, Section 18, as complemented or modified herein. 3 Alternatively, the bearings may be designed and constructed in accordance with Eurocoda as described in the following documents, as complemented or modified herein. i. ii. iii.

iv. v. vi.

BS EN 1337·1 Structural Bearings • Part 1: General Design Rules. BS EN 1337·2 Structural Bearings • Part 2: 51 iding Elements. BS EN 1337·3 Structural Bearings • Part 3: Elastomeric Sea rings. BS EN 1337·5 Structural Bearings • Part 5: Pot Bearings. BS EN 1337·9 Structural Bearings • Part 9: Protection. BS EN 1337·10 Structural Bearings • Part 10: Inspection and Maintenance.

• 11·1 •

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MJnl•try or Transport & CornrnunlcDtlon• DGflt.T

/"'-~<:Bridge Accessories

vli, BS EN 1337-11 Structural Bearings - Pan 11: Transport, Storage and Installation.

quality and performance of bearings and ancillary items. Records of an installation trial for each type of bearing in accordance with the method of installation which shall take full account of restrictions that may be Imposed on the operations by the location of the bearings in the Works. A photographic record of the trial shall be made. Subject to the successful completion of the trial the method of installation shall not subsequently be varied unless approved by the Designer.

4 Definitions of bear>ng types and bearing components shall be In accordance with AASHTO LRFD Bridge Design Specifications, Third Edition, 2004, Section 14 2. Relevant definitions are reponed in Paragraph 11.1.1.1.

5

Detailed specifications for elastomeric bearings and Pot Bearings are given in Sub-Sections 11.2 and 11.3, these two types being the most common and most suitable types.

6 Other types of bearings shall follow AASHTO LRFD Bridge Design Specifications, Section 14 for design, and AASHTO LRFD Bridge Construction Specifications for construction requirements, as follows: i. Disc Bearings ii. Rocker and Roller Bearings iii.. Spherical Bearings 11.1.1.4

ii.

Details of protective coatings with data sheets and painting drawings showing the venue and timing of the application of shop and site applied coatings.

iii.

Method statements.

iv.

Evidence that the manufacturer has at least ten years experience in manufacturing bearings comparable with those required for the Project. and that the proposed types of bearings have been incorporated in structures in similar environmental conditions.

v.

Design calculations.

vi.

Construction drawings of any additional or revised reinforcement and modified concrete deta~s and/or steelwork details required at the abutting structural elements.

vii. Details of fixings to superstructures and substructures including tolerance requirements. viii. Program of manufacture. testing and delivery, including the name, address and accreditation of the testing laboratory. ix.

Samples: All samples required to perform the tests specified for the verilicetion of m aterial

11·2

Certificates for all materials used in the manufacture of bearings shall be obtained from the manufacturers or suppliers. These shall state the type and grade of material, the relevant standard and the results of all tests carried out.

Submittals

Working drawings as dafined in AASHTO LRFO Bridge Construction Specifications Article 18.1.1. The drawings shall. additionally, show trans:t restraints and lifting points as necessary.

Certificates (not older than 12 monthsl: Certificates as specified in the standards in respect of the specified materials.

Sub-Section 18.3 Sub-Section 18.4 Sub-Section 18.5

The Contractor shall submit the following to be approved by the Engineer prior to fabrication of the bearings. Such approval shall not relieve the Contractor of any responsibi~ty under the contract documents for the successful completion of the work.

I.

x.

xi.

Test Reports: Reports of the specified material tests. Reports of the specified tests on bearings,

xii. Replacement procedures. xiii. Inspection end Maintenance Plan. 11.1.1.5

Quality Assurance

Codes and Standards: Construction Specifications.

AASHTO

LRFD

Bridge

2 The Contractor shall ensure that direct site supervision of the first of each type of bearing is provided by an experienced technical representative of the manufacturer and thereafter, by competent persons who have been trained in the proper installation of bearings.

11.1.2

Materials

11.1.2.1

Steel

1 Unless otherwise specified, rolled steel shall conform to AASHTO M 270MIM 270 (ASTM A 709/A 709M), Grade 36 (Grade 2501, and shall cause no adverse electrolytic or chemical reaction with other components of the bearing and sha II be free of all rust and mill scale.

2 Unless otherwise specified, steel laminates shall be made from rolled mild steel conforming to AASHTO M 270M/M 270 (ASTM A 709/A 709MI, Grade 36 (Grade 250), ASTM A 1011/A 1011M, or equivalent. Laminates shall have a minimum nominal thickness of (1.6 mm). Hores In plates for manufacturing purposes shall not be permitted unless they have been accounted for in the design and are in accordance with the contract documents. 3 Cast steel shall satisfy the requirements of ASTM A802/A802M and be free of all blow-holes and impurities larger than 3.2 mm the inside wall of the pot In pot bearings and the contact surface of metal rocker or roller

S"'llnnnco <>I Onuon. SW"III•rd Spocjfitwlions l0< Rood & Bridge Con11tucln~n 2010

Bridge Accessories)

bearings shall be free of blow-holes or impurities of any size. 4 Forged steel shall satisfy the requirements of ASTM A 788.

5

5 When nonshrink mortar or grout is specified, a nonshrink admixture of a type approved by the Engineer shall be used. 6 Only sufficient water shall be used to permit placing and packing.

Stainless steel shall conform to the requi remenlll of ASTM A167, Type304 or ASTM A240/A240M, Type 304 and shall have a minimum thickness of 0.91 mm and a surface finish in the finished bearing better than or equal to 0.2 IJm. Stainless steel in contact with PTFE sheet shall be polished to a finish no less than 0.50 IJm.

7 Mixing shall be done by either hand methods or with rotating paddle-type mixing machines and shall be continued until all ingredienlll are thoroughly mixed. Once mixed, mortar or grout shall not be retempared by the addition of water and shall be placed within one hour.

6 Where ASTM is referred, equivalent specifications, Eurocode for example, may be accepted.

11.1.3


11.1.3.1

Manufacture

11.1.2.2

Materiel Testing

Material certification tests to determine the physical and chemical properties of all materia Is shall be conducted in accordance with the appropriate specification governing the material. The test certificates shall be submitted to the Engineer.

2 Material friction test for sliding surfaces shall be conducted either on samples taken from the same batch of materials as those used in the prototype bearings, or on finished bearings. The testing procedure shall be in accordance with AASHTO LRFD Bridge Construction Specifications Article 18.1.5.2.3. The bearing or specimen shall show no appreciable sign of wear, bond failure, or other dafects.

3

Long-term deterioration test shall either be conducted on samples or on a pair of bearings placed back-to-beck. The testing procedure shall be In accordance with AASHTO LRFD Bridge Construction Specifications Article 18.1.5.2. 7. The following shall be cause for rejection of the bearing: i.

Damage visible to the naked eye on disassembly of the bearing, such as excessive wear, cracks, or splits in the material.

ii.

A coefficient of friction which exceeds two-thirds the value used in design.

11.1.2.3

Bedding Material

Bedding material shall be of the type specified in the contract documents or as ordered or approved by the Engineer and shall be Installed to provide full bearing on contact areas. Grout and mortar used for filling under bearing or masonry plate shell conform to the requirements of AASHTO LRFD Bridge Construction Specifications Sub-Section 8.14. 2 Materials for mortar and grout shall conform to the requiremenlll of Sub-Section 5. 1 as complemented and/or modified herein. 3 When the width or depth of the void to be filled is less than 20 mm, the grading of send for use in the grout shall be modified so that ell material passes the 2.36 mm sieve.

4 Unless otherwise specified or ordered by the Engineer, the proportion of cement to sand shall be one to one.

The manufacturer shall certify that each bearing satisfies the requirements of the contract documents and this Specification, and shall supply the Engineer a certified copy of material test results. Each bearing shall be marked in indelible ink or flexible paint. The marking shall consist of the location in the structure, the orientation, the order number, Jot number, bearing Identification number, and elastomer type and grade number. Unless otherwise specified in the contract documents, the marking shall be on the face that is visible after erection of the bridge. Bearing assemblies shall be preassembled in the shop by the suppJi er and checked for proper completeness and geometry before shipping to the site. 2 The design of the bearing shall include necessary provision to feci Iit ate the replacement of the bearing with minimum interruption to traffic. The Special Specification defines, where appropriate, the maximum lifting of bridge decks to remove existing and install new bearings. 3 Performance for the system for protection against corrosion shall not be less than 15 years to first maintenance unless otherwise specified in the contract documents. The system for corrosion protection shall be subject to test in accordance with Table 1, Clause 5.3, BS EN 1337·9 or other such criteria as may be additionally recommended by the corrosion protection system manufacturer as being adequate to demonstrate the ability of the protection system to achieve life to first maintenance as specified for the steelwork. 11.1.3.2

Manufacture Tolerances

Bearings shall be fabricated within the tolerances of Table 18.1.4.2·1 of AASHTO LRFD Bridge Construction Specifications. The Special Specification defines, where appropriate, the class of tolerances A, B or C. 11 .1.3.3

Testing of Complete Bearings

Dimension Check: the dimensions of the bearings shall be checked in accordance with AASHTO LRFD Bridge Construction Specifications Article 18.1.5.2.4. 2 Clearance Test: in accordance with AASHTO LRFD Bridge Construction Specifications Article 18.1.5.2.5. 3 Bearing Friction Test: in accordance with AASHTO LRFD Bridge Construction Specifications Article 18.1.5.2.6.

11~

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Milnl•try of Tronapgf"t & Communlcadona

DGfli.T

~~<.::Bridge Accessories

In addition to the compression of 100 percent of the full service dead load plus live load, the bearings shall be checked for 50 percent and BO percent of the full service dead load plus live load. 4 Bearing Horizontal Force Capacity: in accordance with AASHTO LRFD Bridge Construction Specifications Article 18.1.5.2.8. Failure or excessive deflection of any of the components shall be cause for rejection. Vertical Load Test: bearings shall be tested for 5 vertical load equal to one and a half (1.5) times the full service dead load plus live load. The test shall be applied in five equal increments and the test load held for one (1) hour or until deformation ceases, whichever is the greater. The load shall then be removed In equal decrements as the load increments. A second cycle of load increment and decrement shall be applied with the maximum test load being held for (30) minutes. The load· deformation graph shall be plotted for both load cycles and the set determined. If the set exceeds a value deemed to be excessive by the Engineer, the Engineer may require all bearings to be pre-loaded before installation. At the end of the vertical load test, the bearing shall be dismantled and the bearing surfaces examined. Damage visible to the naked eye on disassembly of the bearing, such as excessive wear, cracks, or splits in the material shall be cause for rejection. If one bearing of the sample fails, all the bearings of 6 that lot shall be rejected, unless the manufacturer elects to test each bearing of the lot at his expense. In lieu of this procedure. the Engineer may require every bearing of the lot to be tested. 7 Tasting of the complete bearings shall be at the Contractor's expense and will be witnessed by representatives of the Engineer and the Employer. The cost for providing faeii;Ues to the Engineer or his representaUve for witnessing the test shail be borne by the Contractor. The Contractor shall ensure access to the manufacturer plant for the Engineer's representatives. 8 The Engineer may waive any or all of the beari ng tests. 11.1.3.4

Packaging, Handling and Storage

Prior to shipment from the point of manufacture, bearings shall ba packaged in such a manner to ensure that during shipment end storage, the bearings will be protected against damage from handling, weather, or any normal hazard. Each completed bearing shall have Its components clearly Identified, be securely bolted. strapped, or otherwise fastened to prevent any relative movement, and be marked on its top as to location and orientation in each structure in the Project. All bearing devices and components shall be stored 2 at the work site in an area that provides protection from environmental and physical damage. When installed, bearings shall be clean and free of all foreign substances. 3 Dismantling of bearings at the site shall not be done unless absolutely necessary for inspection or installation.

11-4

Bearings shall not be opened or dismantled at the site except under the direct supervision of or with the approval ofthe manufacturer. 11.1.3.5

Construction and Installation

Bearings shall be installed by qualified personnel to the positions shown in the contract documents. Bearings shall be set at time of installation to the dimensions and offsets prescribed by the manufacturer. by the Engineer, and as shown in the contract documents and shall be adjusted as necessary to take into account the temperature and future movements of the bridge due to temperature changes, release of falsework, and shortening due to prestressing. 2 Each bridge bearing shan be located within :t:3 mm of Its correct position in the horizontal plane and oriented to within an angular tolerance of 1 degree. Guided beerings and bearings which rotate about only one axis shall be oriented in the direction specified in the contract documents to within a tolerance of 0.25 degree. All bearings except those which are placed in opposil"'g pairs shall be set horizontal to within an angular tolerance of 0.25 degree, and must have full and even contact with load plates, where these exist. The superstructure supported by the bearing shall be set so that, under full dead load, its slope lies within an angulartolerance of 0.25 degree of the design value. Any departure from this tolerance shall be corrected by means of a tapered plate or by other means approved by the Engineer. If shim stacks are needed to level the bearing, they shall be removed after grouting and before the weight of the superstructure acts on the bearing. 3 Metallic bearing assemblies not embedded in the concrete shall be bedded on the concrete with a filler or fabric material as specified in Paragraph 11.1 .2.3. 4 Where bearings are seated directly on steel work. the supporting surface shall be machined so as to provide a level and planar surface upon which the bearing is placed. 5 Bearings or masonry plates which rest on steel supports may be directly installed on the supports, provided the support is flat within a tolerance of 0.002 times the nominal dimension and is sufficiently rigid so as not to deform under specified loads.

11.1.4


Measurement of bridge bearings shall be by the number of each type of bearing furnished, installed, completed in place and accepted. Bearings of the same type but of different load or movement capacities shall be measured separately. 2 Bearing tests, installation trials, bedding, nuts and bolts, grout injection where appticable, and temporary restraint of bearings where necessary due to the sequence of deck construction, measuring devices for movement and/or load, as well as plinths, downstands, masonry plates ani:! all elements between the substructure and superstructure shall not be measured for direct payment

Suhftnoto of On'lon. Stond•rd 5pK!fintionJ '"' llo.1d &

Bridvo Comtruc;t!O<

Bridge Accessories)

but shall be considered as subsidiary works the costs of which shall be deemed to be included in the rates for bridge bearings.

4 Short-duration compression tests on bearings shall be as described in AASHTO LRFD Bridge Construction Specifications Article 18.2.5.6 except that the compression load shall be 200 percent of the rated serv·ce load.

11.1.5

5

Basis of Payment

The amount of completed and accepted work measured es provided above, wilt be paid for at the rete for each type of "Bridge Bearingw as specified in the Bill of Quantities. which rate shall be full compensation for furnishing all materials, labor, equipment, too.s, supp1ies and other items necessary for proper completion of the Work.

11.1.6

Items In the Bill of Quantities i)

11.2 11.2.1

(nr.)

Elastomeric Bearings Description

Elastomeric bearings as defined herein shall Include unreinforced pads (consisting of elastomer only) and reinforced bearings with steel laminates.

2

Design of steel-reinforced elastomeric bearings shall be in accordance with AASHTO LRFD Bridge Design Specifications Method B defined in Article 14.7.5 or Method A defined in Article 14.7.6 where the prov:sions of the appropriate article are used.

3 Bearings shall be constructed as specified in the latest edition of AASHTO LRFD Bridge Construction Specifications, Section 18, as complemented or modified herein.

4

Alternatively elastomeric bearings may be designed and constructed in accordance with Eurocode BS EN 13373 Structural Bearings- Part 3: 8aslomerlc Bearings.

11.2.2

6

Where elastomeric bearings are equipped with sliding surface of polytetrafluorethylene (PTFEI and stainless steel mating surface, the PTFE shall be as specified in AASHTO LRFD Bridge Construction Specifications Article 18.8.2 and the stainless steel as specified in Article 11.1.2.1 of these Specifications.

11.2.3

Bridge bearing (type), vertical and

horizontal loads (kN), movement (mm)

Shear testing on finished bearings shall be as described in AASHTO LRFD Bridge Construction Specifications Article 1B.2.5.B at constant compression loads of 50 and 100 percent of the rated service load.

Materials

The raw elastomer shall be either virg·n Neoprene (polychloroprene) or virgin natural rubber (polyisoprene) satisfying the testing requirements in Tables 18.2.3.1-1 and 18.2.3.1·2 of AASHTO LRFD Bridge Construction Specifications. Test requirements may be interpolated for intermediate hardness.

2

Unless otherwise specified in the contract documents, the elastomer shall be Grade 0, 60-durometer.

3 Materials for elastomeric bearings and the finished bearings themselves shall be subjected to the tests described in AASHTO LRFD Bridge Construction Specifications Article 18.2.5. Material tests shall be In accordance with either Table 18.2.3.1· 1 or Table 18.2.3.1-2, as appropriate. Frequency of testing shall be as specified in Article 18.2.5.2.


Installation of elastomeric bearings shall be in accordance with AASHTO LRFD Bridge Construction Specifications Article 18.2.6.

2 Where elastomeric bearings are equipped with sl'ding surface of PTFE and stainless steel mating surface. the fabrication requirements shall be as specified in AASHTO LRFO Bridge Construction Specifications Arttcle 18.8.3.

11.2.4


Measurement of elastomeric bearings shall be by the number of each type of bearing furnished, i nstalled, completed in place and accepted. Bearings of the same type but of different load capacities shall be measured separately.

2 Bearing tests, installation trials, bedding, grout injection where applicable, measuring devices for movement andlor load. as well as plinths, downstends, masonry plates and all elements between the substructure and superstructure shall not be measured for direct payment but shall be considered as subsidiary works the costs of which shell be deemed to be included in the rates for bridge bearings.

11.2.5

Basis of Payment

1. The amount of completed and accepted work measured as provided above. will be paid for at the rate for each type of elastomeric bearing as specified in the Bill of Quantities, which rate shall be full compensation for furnishing ell materials, labor, equipment. tools, supplies and other items necessary for proper completion of the Work.

11.2.6


II Elastomeric Bearing (type), vertical and horizontal loads (kN)

(nr.)

~~

Mlni•try of Transport & CotnmunicDlions

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11.3

Pot Bearings

11.3.1

Description

il.

11 .3.2.6 Sealant

Pot bearings shall : i.

ii.

be adequate for the design loads and movements shown in the contract documents or specified. be tested at the appropriate level.

2 Bearings shall be designed in accordance with the latest edition of AASHTO LRFD Bridge Design Specifications, Section 14.7, as complemented or modified herein. 3 Bearings shall be constructed as specified In the latest edition of AASHTO LRFD Bridge Constructlon Specifications, Section 1e. as complemented or modified herein. 4 A"ternatively, the bearings may be designed and constructed in accordance with BS EN 1337·5 Structural Bearings - Part 5: Pot Bearings, as complemented or modified herein. 5 All pot bearings including sliding bearing shall be attached to the substructure and superstructure by mechanieal fiXings or other approved methods. 6 The capacity of bolts fixing the bearings to the substructure and superstructure shall be adequate to resist solely the entire horizontal force w ithout consideration of any friction forces.

11.3.2

Materials

1 1.3.2,1

General

Steel

1. All steel except stainless steel components of the pot and disc bearing shall conform to the requirements of Section 6 for carbon steel or high-strength, low.alloy structural steel for welding. 11.3.2.3

Stainless Steel

Stainless steel shall conform to the requirements of Paragraph 11.1.2.1 item (51 of this Specification. 11.3.2.4

Elastomeric Rotational Element

The elastomeric rotational element used in the eonstruction of pot bearings shall contain only virgin, crystallization-resistant polych loroprene (Neoprene), AASHTO M251 (ASTM 04014) or virgin natural polyisoprene (natural rubber), AASHTO M 251 as the raw polymer. The physical properties of Neoprene and natural rubber shall conform to the standards stated herein with modifications as follows:

i.

11-e

The Shore A durometer hardness shall be 50 10 points.

The elastomer shall be lubricated between the steel pot and the top steel bearing plate with a silicon grease which does not react chemically with the elastomer and does not alter its properties within the range of environmental conditions expected at the site or as recommended by the manufacturer. 11.3.2.6

Sealing Rings

1 The sealing rings between the steel piston and the elastomeric rotational element of pot bearings shall be made of brass conforming to ASTM B 36/ B 36M for rings of rectangular cross-section and ASTM B 121 I B 121M for circular sections. The Engineer may, at his discretion, approve other sealing ring material on the basis of test evidence conforming to Article 14.7.4.5 of the AASHTO LRFD Bridge Design Specificalfons. 11.3.2.7

Polytetrafluorethylene (PTFE) Sheet and Strip

PTFE sheet and strip requirements for pot bearings shall conform to the provisions of AASHTO LRFD Bridge Construction Specifications Article 18.8.1 or BS EN 1337-2 Sub-Section 5.2. 11.3.2.8 Other Sliding Materials 1

Other sliding materials shalt conform to the provisions of

BS EN 1337·2 Section 5.

All materials shall be new and unused, with no reclaimed mate"'al incorporated in the finished bearing. 11.3.2.2

Samples for compression set tests shall be prepared using a Type 2 die.

.:t

11.3.3


11.3.3.1

General

Comply with AASHTO LRFD Bridge Construction Specifications as complemented or modlfled herein. 2 The Contractor shall provide the Engineer with written notification 30 days prior to the start of bearing fabrication. 3 The finish of the mold used to produce the e!astomeric rotational element shall conform to good machine shop practice. 4 The PTFE sheet shall be bonded to a grit·blasted steel substrate using an epoxy resin adhesive under controlled factory conditions in accordance with the instructions of the adhesive manufacturer. The PTFE sheet shall be recessed into its steel substrate for at least one ·half of its th1ckness. If on a vertical surface, the PTFE sheet may be mechanically fastened to the substrate. The anachment of the PTFE sheet to its substrate shall be done in accordance with the manufacturing requirements of AASHTO LRFD Bridge Construction Specifications Article 18 8.2, "Materialsw. 5 After fabrication, steel surfaces exposed to the atmosphere, except stainless steel surfaces, shall be shop painted or coated to protect against corrosion as specified

SUitanato of Omon. Ston.l•rd Spoofic.uor., fo< Roo<~ & Bridg. Comtruct:g,

Bridge Accessories)

in Section 7. Surface preparation shall be as AASHTO LRFD Bridge Construction Specifications Article 18.3.3.1.

i.

6

ii. iii.

Stainless steel sheet shall be attached to a steel substrate with an approved epoxy to ensure complete contact and then sealed with a continuous seal weld. All welding shall conform to and all welders shall be qualified in accordance with the requirements of the current AASHTO/AWS 01.5 M I 01.5 Bridge Welding Code. Except as noted, all bearing surfaces of steel plates shall be finished or machined flat within 0.0008 mmlmm. Out-of· flatness greater than 0.0008 mm/mm on any plate shall be cause for rejection. The bottom surfaces of lower bearing plates (masonry plates) designed to rest on bearing pads shall not exceed an out-of-flatness value of 0.005 mmlmm. Oxygen-cut surfaces shall not exceed a surface roughness value 25 m, as defined by ANSI B 46. 1.

7

Gross bearing dimensions shall have a tolerance in accordance with Paragraph 11.1.3 .2. of this specification

8 Every bearing shall have the project identification number, lot number, and individual bearing number as well as its location on the structure indelibly marked with ink on a side that will be visible after erection. 9

Fabrication Requirements for the Pot: i. ii.

iii.

2 Material Certification Tests: The manufacturer shall select, at random, samples for material certification tests as defined in Paragraph 11.1.2.2 of this Specification, bearings from completed lots of bearings for testing. The manufacturer shall complete the required testing and determine compliance with this specification before submitting the lot(s) for quality-assurance Inspection, testing, and acceptance consideration. The results of the manufacturer's tests shall be furnished to the Engineer. Certification shall be provided for all elastomeric elements. Their material properties shall satisfy the requirements specified and the tests described in Paragraph 11.1.3.3. Additional tests may be required by the Engineer. 3

Testing by the Engineer's instruction: i.

The pot shall be manufactured by welding or machining from a single piece of plate. The piston shall be machined from a single piece of steel. The outside diameter of the piston shall be no more than 0.760 mm less than the inside diameter of the pot at the level of interface between the piston and elastomeric rotational element. The sides of the piston shall be beveled to facilitate rotation. If guides are used, they shall be attached to the piston by welding or bolting.

11.3.3.2

For CoeffiCient of Friction production bearing per lot.

Test:

Properties Physical Rotational Element: element per lot.

Efastomeric elastomeric

of one

one

Physical Properties of PTFE Sheet: one 250x400 mm sheet of PTFE material per project. Bearing Horizontal Force Capacity as Paragraph 11.1.3.3: one production bearing per lot for each of (a) fixed type and (b) guided sliding type (guide test). Vertical Load Test as Paragraph 11.1.3.3: one production bearing per lot of each type. ii.

At least one elastomeric element shall be tested per lot of bearings. All exterior surfaces of sampled production bearings shall be smooth and free from irregularities or protrusions that might interfere with testing procedures.

iii.

A minimum of 30 days shall be allowed for inspection, sampling, and quality-assurance testing of production bearings and component materials.

iv.

The Engineer may select, at random, the required sample bearing(s) from completed lots of bearings and samples of the alastomeric and PTFE materials for quality-assurance testing.


Lot Size: Sampling, testing, and acceptance consideration shall be made on a lot basis. A lot shall be the smallest number of bearings as determined by the following criteria:

The manufacturer shall furnish to the Engineer the required number of complete bearings and component samples to perform quality· assurance testing on the expense of the Contractor In accordance with the following: For Proof Load Test: one production bearing per lot.

10 Fabrication Requirements for Sealing Rings: The sealing rings shall be recessed into the elastomeric disc and shall fit snugly against the pot wall. Rings of rectangular cross-section shall be installed with their gaps equally spaced round the circumference. The gap between the ring and the wall shall nowhere exceed 0.25 mm. The gap between the cut ends of the ring shall not exceed 1.25 mm. 11 Fabrication Requirements for Elastomeric Rotational Element: The elastomeric pad shall have the same nominal diameter as the pot. The elastomeric pad shall be individually molded or cut from sheet and shall be made of no more than three separate layers. of which none may have a nominal thickness of less than 13 mm. The sealing ring recess depth shall be the same as the total ring thickness if rectangular rings are used.

Shall not exceed a single contract document or project quantity. Shall not exceed 25 bearings. Shall consist of those bearings of the same type regardless of load capacity. Bearing types may be fixed or sliding types. Guided and non-guided sliding bearings shall be considered to be a single type.

11·1

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v.

4

5

The Contractor shall bear the cost of transponing all samples from the place of manufacture to the test site and back or, if epplicable, to the Site.

Performance Characteristics for Proof·l oad Test:

i.

Critical dimensions shall include the r;learance between the piston and the pot and shall be verified by the clearance test described in Paragraph 11. 1.3.3.

ii..

A long-term deterioration test, as described in Paragraph 11 .1.2.2 item (31 shall be performed on one beari ng of each lot of pot bearings with the sealing rings w ith rectangular cross·section and sealing rings with circular cross-sections. The bearing shall be load-tested to 150 percent of the specified rated capacity at 0.02 rad. If the size of the bearing prohibits adequate testing with available equipment, the Engineer may agree to test a prototype bearing with comparable requirements.

jij.

During the test, the steel bearlng plate and steel piston shall maintain continuous and uniform contact for the duration of the test.

iv.

The bearing shall be visually examined both during the test and upon disassembly after the test. Any resultant visual defects, such as extruded or deformed elastomer. or PTFE; damaged seals or limiting rings; evidence of metal-to-metal contact between the pot wall and the top plate; or cracked steel, shall be cause for rejection of the lot.

11.3.3.3

Installation

1. Pot bearings shall be installed in accordance with the contract documents and on the approved working drawings. Upon final installation of the bearings, the Engineer. In the presence of the manufacturer's representative, shall inspect the beating components to assure that they are level and parallel to within 2.6 mm/m. Any deviations i n excess of the allowed tolerances shall be corrected.

11.3.4


Measurement of pot bearings shall be by the number of each type of bearing furnished, Installed, completed In place and accepted. Bearings of the same type but of d ifferent load capacities shall be measured separately. 2 Bearing tests, installation trials, bedding and epoxy l njection where applicable shall not be measured for direct payment but shall be considered as subsidiary works the costs of whlt;h shan be deemed to be included in the rates for bridge bearings,

11.3.5

Basis of Payment

The amount of completed and ec:cepted work measured as provided above, will be paid for at the rate for each type of •pot Bearing" as specified in the Bill of Quant ities, which rate shall be full compensation for furnishing aU materials. labor, equipment, tools, suppli es end other Items necessary for proper completion of the Work.

Sliding Coefficient of Friction Test:

i.

ii.

Hi..

For all guided and non'{Juided sliding type bearings, the sliding coefficient of friction shall be measured at the bearing's design capacity in accordance with Paragraph 11.1.3.3 and additionally on the fifth and fiftieth cycles. at a sliding speed of 25 mm per min. The sliding coefficient of friction shall be calculated as the horizontal load required to maintain continuous slidlng of one bearing, divided by the bearing's vertical design capacity. The test results shall be evaluated as follows: The measured sliding coefficients of friction shall not exceed three percent. The bearing will be visually examined both during and after the test. Any resultant visual defects, such as bond failure, physical destruction. cold flow of PTFE to the point of debonding. or damaged components. shall be cause for rejection of the lot. Bearings not damaged during the testing of performance characteristics may be used In the work.

11.3.6 il

11.4

Item In the Bill of Quantities Pot Bearing (typel, vertical and horizontal l oads (kNI. movement (mml

(nr.)

Bridge Expansion Joints

11.4.1

Description

11.4.1 .1

Scope

This Sub-section describes furnishing materials and installation of expansion joints for bridge decks, ail as and where shown on the Drawi ngs.

11A.1.2

Types of Joints

The joint construction shall be as described on the Drawings and mey be one of the following types: Buried joint within the bridge deck Elastomeric sealed joints Modullll' joints using neoprene box or bind sections Metallic finger joi nts Asphaltic plug joint. 2 Unless otherwi se shown on t he Drawings, expansion joints shillI be fully waterproof type.

H-8

Sultoncoto af Omon, St4ndard S~!iu!ioo, lor l\o4d e. Bridg• Comtr~on 2010

Bridge Accessories)

3 The bedding and nosings of expansion joints shall be considered Integral parts of the joint and the joint manufacturer shall be responsible for the supply of all constituent materials required for bedding end nosing of joints et the time of supplying the joint. 11.4.1.3

References

American Association of State Transportation Officials (AASHTO): AASHT02008

AASHT0200B

11.4.1.4

Highway

AASHTO LRFD Bridge Construction Specifications, 2"d Edition, 2004, 2008 Interim Revisions. AASHTO LRFD Bridge Design Specifications, 3n1 Edition, 2004, 2008 Interim Revisions.

Submittals

2 The Contractor shall furnish detailed drawings of the joint and method of assembly and installation procedure for the approval of the Engineer. 3 Material certificates. signed by manufacturers and Contractor shall be provided, certifying that the joints are designed in accordance w'th AASHTO LRFD Bridge Design Specifications or equivalent standard end AASHTO LRFD Bridge Construction Specifications or equivalent and that they comply with the requirements of this specification. Quality Assurance

Codes and Standards: Construction Specifications.

AASHTO

LRFD

Bridge

2 The Contractor shall ensure that direct site supervision of the first of each type of joint I s provided by an experienced technical representative of the manufacturer and thereafter, by competent persons who have been trained in the proper installation of expansion joints.

11.4.2

Materials

11.4.2.1

General

Storage of joints, jointing materials, sealants and other associated items shall be in accordance with the manufacturer's recommendations. 2 The elastomeric, metallic, bituminous, cementitious end resin based components used in the joint construction shall all be strictly in accordance with the description in the contract documents and the manufacturer's specifications. 11.4.2.2

Asphaltic Plug Joints

Binder:

The binder used in the construction of an asphaltic plug joint must have the following characteristics: remain flexible in cold conditions, be stable in hot conditions, be flow resistant.

ii.

The following tests shall be performed by an approved laboratory at the temperatures expected In use.. and a test certificate issued before the asphaltic plugs are delivered to Site: Extension Test, Softening Point Test, Flow Resistance Test.

and

If the type of expansion joints for a particular application is not shown in the contract documents, the Contractor shall submit, for the Engineer's approval, a report well In advance, identifying the type of expansion joint he intends to use for every structure.

11.4.1.5

i.

2 Aggregate: The aggregate shall be single-sized 20 mm aggregate to BS 63. It shall be a clean, dry stone with a polished stone value of 60, and a maximum flakiness index of 25, and shall bagged to avoid contamination.

11.4.3


11.4.3.1

General

The positioning of holding down bolts and anchorage systems shall be checked for accuracy and agreed by the Engineer before the casting of the concrete for the joint and to locate holding down bolts or anchorage pockets. The tern plates or forms shall only be removed with the Engineer's consent. Threaded parts shall be protected, kept clean and protected from corrosion by a grease coating. 2 Where the carriageway surfacing is removed to accommodate the bridge joint it shall be cut to a clear stra' ght line for the full depth of the surfacing without damage to the concrete substrate or the waterproofing. 3 Before installation of the joint. the concrete surfaces shall be free from laitance, sand, clear and comply strictly with the joint manufacturer's requirements. 11.4.3.2

Nosings

Construction of nosings at joints using epoxy mortar and epoxy concrete shall be formed under the direction of a competent supervisor experienced in the use of the material. The work shall be carried out preferably in the warm weather. The air temperature around the joint shall be not less than 10 degrees C, which shall be achieved artificially if necessary. Concrete surfaces to which nosings are applied shall be dry, sound and free from laitance. Before application of the primary coat, loose mate rial and dust shall be removed by an air jet tested to ensure that no oi I is carried over from the compressor. 2 Unless otherwise specified, surfacing shall be carried across the joint and then cut back to accommodate the nosing. The cun'ng shall be done with a diamond saw to give a clean edge throughout the depth of the material to be removed. Masking material shall be provided to prevent surfacing materials adhering to the deck where nosings are to be formed and shall be adequately located to prevent displacement by the paving machine.

11-9 •

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M niatry of Transport & CummunlcoUon•

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3

A primary coat of unfilled epoxy resin composition shall be well worked in by brush to all surfaces with which the nosings will be permanently in contact. at a uniform rate of not less than 300 gm/square meter. The mortar shall then be applied as quickly as possible while the primary coat is still tacky.

4 The epoxy mortar and epoxy concrete composition shall be approved by the Engineer. Aggregate shall be either silica sand. calcined bauxite or other approved synthetic or natural aggregate of suitable grading. The particle size distribution shall be that which produces a mortar with adequate strength and workability and minimum voids. Aggregate shall be clean and completely dry. Whichever type of aggregate is used, the epoxy mortar or epoxy concrete constituents shall be thoroughly mixed in a suit.1ble mechanical mixer. The sequence. duration and temperatu re of mixing shall be in accordance with the manufacture-'s instructions.

5

The mixed constituents shall be placed in position within the time recommended by the manufacturer, well worked against the primed surfaces and trowelled flush with the adjacent roed surface to form a dense solid nosing to the required profiles. Epoxy mortar shall generally be compacted in layers not exceeding 50 mm thick. Where an underlying layer is more than one hour old it shall, unless otherwise agreed by the Engineer, be primed with an unfilled epo)(y resin priming coat before placing the ne)(t course.

11.4.3.3

cross the joints only by means of the ramps until the bedding and nosing have reached full strength.

11.4.4

Bridge expansion joints shall be measured by the linear meter of each joint type and size (measured by movement range). Measurement shall be made from outside face of parapet to outside face of parapet whether or not the joint types over carriageway, verges and walkways for a particular joint type are similar. Spacial curb units, cover plates over walkways, epoxy mortar bedding and epo)(y concrete nosing shall not be measured for direct payment, but shall be considered as subsidi ary works tha costs of which will be deemed to be included in the unit rates.

11.4.5

Basis of Payment

The amount of completed and accepted work measured as provided above, will be paid for at the rates identified in the Bill of Quantities. which rates shall be full compensation for furnishing, installing, fixi ng and for materials, labor, equipment, tools, supplies and all other items necessary for the proper completion of the work.

11.4.6 (i)

Items in the Bill of Quantities Buried Joint movement range (

(lin.m)

Installation

The gap width shall be set, in relation to the prevailing deck temperature, with the joint gap sides parallel as described on the Drawings and within the joint Seals shall manufacturer's installation instructions. remain in compression for the full range of joint movement.

(ii)

(iii)

(iv)

2

Expansion joints shall be of uniform width and shall be accurately set or finished and aligned flush with the finished carriageway surface. Care shall be given to ensure that metallic components are not bent or deformed during handling and installation.

3

The installation process shall strictly comply with instructions given on the Drawings and by the joint manufacturer.

(vi

(vii

5 During the placing and hardening of the bedding and bonding materials. movement between the joint and the substrate shall be prevented.

11 .5.1

7 Ramps shall be provided and maintained to protect all expansion joints from vehicular loading. Vehicles shall

(lin.rn l

Modu lar joint with neoprene insert, movement range ( I

(lin. m.)

Metallic finger jol nt with neoprene insert movement range ( I

(lin.m)

Metallic finger joint no ii'IStn

I

(lin.m.)

Asphaltic Plug Joint movement range { I

11.5

6 When one half of the expansion joint is being set, the other hell shalt be completely free from longitudinal restraint. In particular, where templates are used to locate the two sides of a joint, they shall not be fi)(ed simultaneously to both sides.

Elastomeric {waterproof) Joint movement nmge ( 1

movement range (

4 The expansion joint and the waterproofing shall be formed so that a watertight seal is provided.

11·10


(lin.m.)

Joint Seals and Fillers Description

This Sub-section describes requirements for furnishing and installing joi nt seali ng and preformed e)(pansion joint filler materials as shown on the Drawings. or as directed by the Engi neer.

11.5.2

Materials

For preformed joint filler strips. refer to Section 5, Paragraph 5,3,2,6.

Sutttannto ol Oman, Stond•rtl Speci~llllon$ for ROild & Bridge Con1tr~on 2(110

Bridge Accessorie s )

2 For joint sealants, refer to Section 5, Paragraph 5.3.3.1 m.

11.5.3


For construction joints, refer to Section 5, Paragraph 5.3.3.6. 2 For contraction and expansion joints, refer to Section 5, Paragraph 5.3. 3. 7. 3

For waterstops, refer to Section 5, Paragraph 5.3.3.8.

11.5.4


No separate measurement is made for joint sealers and fillers and no items are included in the Bill of Quantities. The work shall be considered subsidiary to other items of work in the Bill of Quantities.

11.6

Bridge Parapets and Railings

11.6.1

Description

This Sub·section describes requirements far furnishing and installing bridge para pets and railings as shown on the Drawings or as directed by the Engineer.

11.6.2 1 1.6.2.1

Materials Materials of Construction

The materials of construction of the parapet shall be aluminum alloy or structural steel or reinforced concrete. 11.6.2.2

Aluminum Alloy

Aluminum alloys used for bridge parapets and railings shall conform with the requirements of AASHTO M 193 and AASHTO M 219 or BS 1470, BS 1474 and BS 1490. 11.6.2.3

Structural Steel

Structural steel used for bridge parapets and railings shall conform to the requirements of Section 6 "Structural Steel and Other Metal Work". The anchorage system shall be es shown on the Drawings or of a type approved by the Engineer.

11.6.2.4

Reinforced Concrete

Reinforced concrete used for bridge parapets shall conform to the requirements of: Sub·Section 5.1 Concrete Materials and Mixes Sub-Section 5.2 Reinforcing Steel Sub·Section 5.3 Reinforced Concrete Structures The anchorage system shall be as shown on lhe Drawings or of a type approved by the Engineer.

11.6.2.5

Anchorage System

The anchorage system of parapets and rails, shall be as shown on the Drawings and shall be subject to the approval of the Engineer. It shall be such that damaged metal posts and rails can be readily replaced without the need for cuning the bridge deck or copings or edge units into which the anchorages are located.

11.6.3


During erection, the parapet units shall be securely held in their correct positions until all connections and fixings are complete and the post fixings have gained adequate strength to develop the full holding down moment. The assessment of the adequacy of the post fixing shall be subject to the Engineer's approval. The finished parapets shall be true to line and level throughout their length. 2 Welding of aluminum shall comply with the requirements of BS 3019 Part 1 and BS 3571 Part 1 and all welding shall be carried out in the factory under controlled environment. Welding of steel parapet units shall be carried out in factory or at site in compliance with Section

6 3 The Contractor shall ensure the proper installation of the posts and rails for metal bridge parapets by competent persons who have been trained In the proper installation of the type of bridge parapets to be installed, using tools and procedures recommended by the manufacturer. 4 The rails and posts of parapets shall be closed sections, presenting no visible seam welds or exposed bolt heads. The shape and texture of the posts and rails and the protective treatment to be applied shall be as indicated on tha Drawings and no deviations and/or alterations to these shall be permitted. 5 The standard of finish of reinforced concrete parapet units shall conform to finish of approved sample units made before main production commences. Where minor blemishes and discolorations occur on production units, making good with an approved epoxy mortar compound will be permitted only with the express approval of the Engineer. Units which are considered unacceptable for use In the works by the Engineer shall be destroyed. Considerable care shall be given during erection of parapet units to avoid cracking or otherwise damaging the concrete unit or its finish.

11.6.4


Bridge parapets and railings shall be measured by the linear mater of each type of parapet and railing, based upon the lengths and dimensions shown on the Drawings or ordered by the Engineer 2 Full scale dyne mic testing or any other testing that may be required, expansion joints, specially fabricated units of posts and rails for nosing areas, special requirements at junctions with transition walls, or guard rails, grit blasting to produce the required surface texture

• H·1 1 •

~ ~

Mjni•trv of Trnnsport &

Commun~cadona

OGAlT

/".~<:Bridge Accessories

anchoreges and holding down assemblies stitching and making good to concrete and other ancillaries, will all be considered as subsidiary works the cost of which shall be deemed to be included in the rates for bridge parapets and railings.

11.6.5

Basis of Payment

The amount of completed and accepted work measured as provided for above shall be paid at the rates in the Bill of Quantities, which rate shall be full compensation for furnishing and installing all materials, labor, equipment, tools, tests. records and all other items for completing the works as specified. 2 Where a concrete parapet is mounted with a metal raW, both components will be measured as ot'!e item completely furnished and installed.

11.6.6

Item in the Bill of Quantities Concrete bridge parapet (state type)

(lin.m,J

Concrete bridge parapet with metal rail (state typel

{lin.m.l

(iill

Steel bridge parapet

(lin.m.l

(ivl

Aluminum bridge parapet

(lin.m.l

(v)

Steel pedestrian railing

(lin.m.l

(vii

Aluminum pedestrian railing

(lin,m.)

lil (iii

11~12

12.1

General

12.1.1 12.1.2 12.1.3 12.1.4

DNcrlpdon Refere.Materials Conmuctlon and lnmlldfon flequlrementl

12.1.4.1 12.1.4.2 12.1.4.3 12.1.4.4 12.1.4.5 12.1.5 12.1.8 12.1.7

Sub-gmle end Sub·bese Curbs Precast Concretelile PIIVing Block Paving Cut In-situ Concrete PevingJCurbing Method of MuiUrement Bal8 of Payment ltemaln the Bill of Quantities

12-1 12-1 12-1 12· 1 12-2 12-2 12· 2 12·2 12-4 12-4 12-4 12-6 12-6

Sultanaro gf Oman, Stondar
Sidewalks, Paved Areas and Curbs

12.1

General

12.1.1

Description

BS 7263·1 :2001

This Sub-section describes requirements for paving and curbs for sidewalks and other paved areas, including precast concrete and natural stone paving, aggregate bases, granular sub-bases and sub-grade, all as shown on the Drawings. 2 Paving includes, as appropriate and shown on the Drawings, hydraulically pressed precast concrete elements, clay pavers, granite, basalt and cobbled pevi ng, sub-bases and related accessories such as movement joints. In limited cases, and only if specifically ordered by the Engineer, cast in situ concrete paving and curbs may be permitted, provided trial sample work is approved by the Engineer.

12.1.2

References

American Association of State Transportation Officials lMSHTO)

Highway

Preformed Expansion Joint Filler for Concrete lBituminous Type)

M235M

Standard Specification for Epoxy Resin Adhesives

American Society for Testing and Material (ASTM)

D994-98 Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type) C936M- 09 3

Standard Specification for Solid Concrete Interlocking Paving Units

British/European Standards

BS 7533-3:2005/A 1 2009 Pavements constructed with clay, natural stone or concrete pavers. Code of practice for laying precast concrete paving blocks and clay pavers for flexible pavements. EN 1342:2001

Sans of natural stone for external paving. Requirements and test methods

EN 1343:2001

Curbs of natural stone for external paving. Requirements and test methods

BS 6717:2001

Precast, unreinforced concrete paving blocks. Requirements and test methods

BS EN197-1:2000 Cement Composition, specifications and conformity criteria for low heat common cements

Materials

1. Portland cement concrete shall conform to the requirements of Section 5 and as shown on the Drawings. including HDS Section 16, SD16.20. 2. Precast concrete curbs, edgings and channels shall be hydraulically pressed units to conform to BS 7263, obtained from an approved manufacturer, and of the sections and sizes shown on the Drawings i.

Straight units shall ganarally be 900mm long but shall be shorter where used for curves of radius down to 12 meters,

ii.

Red ius curb units shell be used for curves of radius less then 12 meters

and

M-33-99

2

12.1.3

PC concrete f1 ags, curbs, channels, edgings and quadrants, PC unreinforced concrete paving slabs and complimentary fittings:- Requirements and test methods.

3 Precast concrete paving slabs (tiles) shall be hydraulically pressed slabs to conform to BS 7263, obtained from an approved manufacturer, and of the sizes, shapes, colors and surface finish shown on the Drawings. 4 Granite blocks shall conform to BS EN 1342 and 1343, approved natural local granite with sawn finish, and be obtained from one strata of one quarry, free from faults and to the shapes, sizes and patterns shown on the Drawings. 5 Basalt blocks shall be approved natural basalt sets to BS EN 1342 and 1343 with various finishes, obtained from one strata of one quarry, free from faults and to the shapes, sizes, and patterns shown on the Drawings. Interlocking concrete blocks shall conform to BS 6 6717 (ASTM C 936), precast concrete interlocking block pavers, obtained from an approved manufacturer and to the shapes, sizes, colors, finishes and patterns shown on the Drawings. 7 Interlocking clay pavers shall conform to 856677, be obtained from an approved manufacturer and to the shapes, sizes, colors, finishes and patterns shown on the Drawings.

8 Stone cobbles: selected hard smooth, egg-shaped beach or river cobble stones obtained from en approved source and to the sizes shown on the Drawings. 9 Base, sub-base and sub-grade courses for paving shall comply with requirements of Section 3 of these standard specifications and as shown on the Drawings. including HDS Section 16, 5D16.20.

EN 13139:2002

Aggregates for mortar

BS 882:1992

Specification for aggregates natural sources for concrete

from

10 Preformed expansion joint filler shall meet the requirements of M5HTO M-33-99 or ASTM D994-98

EN 998·1:2003

Specification for marta r for masonry Rendering and plastering mortar

11 Cement-sand mortar mix for bedding of block pavers shall. unless otherwise specified, be composed of:

EN 998·2:2003

Specification for marta r for masonry Masonry mortar

i.

Ordinary Portland cement to BS EN 197-1 or, if Instructed. white Portland cement to BS EN197-1.

ii.

Sand to BS 882. Table 5.

12· 1

~ ~

M,n,stry of Trnnaport & Communication• OGRLT

_./'.... ~<\Sidewalks, Paved Areas and Curb s

Iii,

Mix composition shall be Type -il" as BS 998 1&2, to give a 28 day compressive strength of not less than 5 MPa. Cement sand ratio shall not be less than 1:3 or 1:4 by volume; submit details of proposed mix for approval.

12 Where approved by the Engineer, factory premixed mortar to BS EN 998·1 & 2. compressive strength at 28 days not less than 5 MPa, may be used.

13 Bedding sand for block paving shall be clean sharp sand, free from deleterious salts and contaminants with clay. silt end fine dust content of not more than 3% by mass. They shall be obtained from a single source, consistently graded according to the reQUirements of BS 7533·3, Table 2. Sand that will stain paving should not be used. Bedding sand should be maintained at an even moisture content which will give maximum compaction during block laying. 14 Epoxy adhesive shall conform t o the requirements of AASHTO M 235M, Standard Specifications for Epoxy Resin Adhesive. for the type of applic;~tion required.

3 Where specified or instructed by the Engineer curbs shall be bedded in adhesive. The adhesive shall be placed uniformly on the cleaned pavement surface or on the bottom of the curb sections in a quantity sufficient to result in complete coverage of the area of contact of the curb and the pavement, with no vo:ds present and with a slight excess after the curb has been pressed in pia ce. The curb shall be placed in position and pressure applied until firm contact is made w ith the pavement. Excess adhesive around the edge of the marker, excess adhesive on the pavement, and adhesive on the exposed surfaces of the marker shall be immediately removed. The curb shall be protected against Impact until the adhesive has hardened. 4 Mixing of adhesive shall be performed in limited quantities such that the curb sections shall be aligned and pressed i nto place within five (51 minutes after mixing the adhesive components. Any mixed batch of adhesion, which becomes so viscous that the adhesive is not readilY extruded from under the curb on application of slight pressure, shall not be used.

12.1.4.3

12.1.4

Construction and Installation Requirements

12.1.4.1

Sub-grade and Sub-base

The sub-grade shall be excavated to the required depth and to t he width to receive sub·base and paving and to permit installation and bracing of the forms where needed. The foundation shall be shaped and compacted to an even surface conforming to the sections shown on the Drawings. All soft and yielding material shall be removed a11d repl eced with acceptable material. 2 Prior to commencing laying paving blocks, paving tiles and stone paving. the prepared sub-grede surface shall be cleared of loose and waste material and prepared to receive sub-base as per Section 3, Clause 3.2.3.

3 Granular sub·base shall be constructed where shown or directed by the Engineer, and shall be placed in layers not exceeding one hundred fifty (1501 millimeters in depth a11d each layer shall be compacted to at least 95"l!o of dry denstty.

12.1.4.2

Curbs

Curb sections shall be hydraulically pressed in approved molds under conditlons of controlled temperature and humidity. Sections shall be water or steam cured until the concrete attains one hundred ( 1001 percent of specified strength. Curbs shall have a clean finish with smooth surfaces. Segregation. honeycombing or broken corners will not be allowed and remedial measures will not be accepted.

2 Curbs shall be placed to the lines shown on the Drawings or established by the Engineer. The Contractor shell mark the location where each section is to be placed and the marks shall be approved by the Engineer prior to beginning work. No curb sections shall be placed over longitudinal or transverse joints of the pavement surface.

12·2

Precast Concrete Tile Paving

Tiled sidewalks shall be constructed in accordance with the dimensions and levels shown on the Drawl ngs or as directed by the Engineer. All areas inside channelizing islands shall also be provided with a sidewalk pavement, unless otherwise shown Or'l the Drawings or as directed by the Engineer. 2 Precast tiles sha.ll be manufactured by an automatic plant of the central batch high pressure type, erected in a special yard reserved specifically for this purpose. The plant shall be equipped w ith a double feeding system, one for the upper layer, and another for the lower layer of the tile. Manual intervention shall be a minimum. 3 Operation of the plant shd be such that It shall first discharge enough mortar materials into the form for the upper layer, and after preliminary vibration and uniform leveling, the coarse m lxture for the lower layer shell then be discharged Into the t ~e form. The high pressure automatic device sh~rll be used only after a second vibration and leveling of the material has taken place. Tiles shall not be disturbed during setting of the concrete. Curing of the tiles shall take place in a closed curing 4 room where the Contractor shan provide an automatic steam curing syst em to be operated as approved by the Engineer. The capacity of the curing room shall permit acceptance and complete curing of the daily pia nt production oftiles.

5 The period of curing shell be at least one full day at a temperature of flftv·f!Ve to seventy-five degrees Celsius (55" to 75" Cl. This period may be subject to changes and adjustments after direct tests have been made on the production or as directed by the Engineer. 6 Tiles shaa not be imperfectly finished. and shall be free from segregation. honeycombing, broken or damaged corners and imperfect plan faces. Correction of defects by polishing, retouching or any other means w ill not be permitted. Approval of the t iles given bt( the Engineer at

Sultanatu or Ornon. Stan

any stage of the work shall not prejudice the Engineer's right to later discard any imperfect tiles. Final approval shall be given only after the tiles have been completely positioned in-situ. Rejected tiles shall be removed from the site and replaced. 7 The following tests shall be carried out on sidewalk to tiles to ascertain their suitability for the Work: i.

Impact Strength

ii.

Flexural Strength

iii.

Abrasion Resistance

8 Impact Strength Test; this test establishes the minimum height of fell of a steel ball weighing one kg. which, when striking the tile in the middle, breaks it. The product of the height of the fall by the weight of the ball is taken as the Impact Strength, limiting value: 0.5 kg -meters minimum. Flexural Strength; this test is carried out by placing a 9 tile on two knife supports, with edges rounded with a radius of one ( 11 centimeter, arranged parallel to the side of the tile and ten {101 centimeters apart. The load is gradually transmitted to the tile top surface, along the centerline, by a third knife arranged parallel to the other two. The unit maximum bending stress= fifteen {151 Phb2 , where: 'P' is the total breaking load in kilograms, 'b' is the width of the tile In centimeters and 'h' is the thickness of the til e in centimeters. Th a limit acceptance value for Flexure I Strength shall be thirty (301 kilograms per square centimeter minimum. 10 Abrasion Resistance; this test is carried out with a machine composed of a horizontal cast-iron disc, rotating about its vertical central axis at uniform speed; a horizontal diametrical crosspiece by means of which two samples are pressed on the disc, at such a distance from the center of the disc that the rei alive speed with respect to the disc, is one meter per second; a second horizontal diametrical cross-piece orthogonal to the first. which is carried at either end; appropriate devices to let the moistened abrasive flow onto the track; two pairs of conveniently arranged brushes to guide the abrasive that tends to escape under the samples. The samples, pressed against the disc, rotate by means of a specie I mechanical device, around their own vertical central axis, at the rate of one turn of the specimen for fifty (50) turns of the disc. Carborundum grit sufficiently coated with liquid mineral oil with an Engler viscosity between five (5) and seven (71 at fifty degrees Celsius [50" C.) shall be used es an abrasive. The grit shall pass Sieve No. 60 and be retained on Sieve No. 100. Consumption of carborundum and oil should be approximately twenty (201 and twelve (121 grams, respectively, per minute. The square sample, with a surface area of fifty {50) square centimeters shall be pressed against the disc by a total of fifteen { 15) kilograms unit pressure of three tenths (0.3) kilograms per square centimeter. The test is normally carried out with a d"stance

run of the grinding wheel offive hundred (500) meters. For materials with a surface wearing layer different from the rest of the tile, the distance run must be such that the disc does not penetrate into the lower layer. The thickness of the layer abraded in millimeters wTth a pressure of threetenths [0.3) kilogram per square centimeter for a distance run of one thousand {1000) meters is taken as the Abrasion Factor. This factor is determined by assuming that the consumption is proportional to the distance run. The limit acceptance value for the Abrasion Factor shall be twelve [12) millimeters maximum 11 Tiles shall be laid with joints between tiles and between tiles and curbs nominally 10mm wide, completely filled with 1:2 cementfsand mortar or a grout for the full thickness of the tile by use of proper tools. during and after positioning of the tiles. Alltra nsverse and longitudinal jo·nts shall be rn proper line and in the correct pattern, to ensure a neat and workmanlike appearance. 12 As soon as the mortar or grout has partially set, the Contractor shall rake all mortar material from the groove formed by the two adjacent bevels, and from the first three mm. depth of the joint, using appropriate tools. 13 When the mortar has sufficiently set, the Contractor shall sprinkle the sidewalk with water and shall cover it with plastic or nylon sheets to avoid evaporation of water during the curing period The sheets shall be left in place until completion of setting of the mortar and concrete, or as ordered by the Engineer. The Contractor shall then remove all foreign metter, wood, concrete or mortar lumps, etc., leaving the sidewalk in a neat, clean and tidy condition. 14 In cases where tiles are required to be cut, due to the presence of obstacles. poles, hydrants, etc., or in the construction of driveways or side roads, etc., the Contractor shall cut the tiles and/or substitute in-situ concrete of at least the same quality as the tiles. The Engineer shall decide, after trials, on the method to be adopted. This operation shall be kept to a minimum. The Contractor shall complete as much as practicable of the sidewalk using precast tiles. 15 Where the sidewalk crosses the entrance to a shop or a house the I evel of which is higher then the sidewalk, the Contractor shall construct steps, formed by a curb and a complete or partial tile. The steps shall be backfilled with concrete of the same quality as specified for tile foundations. 16 A step shall be constructed wherever the difference in elevation between the entrance and the sidewalk is more than three hundred [300) millimeters. The Contractor shall submit to the Engineer, prior to commencing any sidewalk construction, a list of locations where steps wi II be required, together with design details for construction of such steps. 17 Driveway pavements shall be constructed to the same standards as specified for sidewalks.

12--3

'-....../~

Mlnletry ol TrPn•P<>rt & Comrnunl<:atloo•. DGRLT

~~<:Sidewalks,

Paved Areas and Curbs

1B The tolerances for sidewalk, drive way and median paving construction shall be plus or minus six (6) millimeters from the designed grade elevation.

12.1.4.4

Bedded and Interlocking Block Paving

Bedded btock paving shall be bedded in mortar and laid to the pattern shown on the Drawings or directed by the Engineer. A bed of stiff mortar should be spread and leveled. Blocks shall be individually laid and hammered down so that tops are level, leaving joints open. Joints shall be carefully and thoroughly filled flush with the surface of the blocks using mortar of stiff plastic consistency. Finishing shall be neat and cleaned of any mortar from the face of blocks before it sets. Joint widths in stone block paving are to be a nominal 10 mm. 2 Interlocking block paving shall be laid and bedded in accordance with the Drawings. Unless otherwise specified, paving shall not be commenced until adjacent curbs, edgings and channels have been installed and sufficiently matured. Blocks shall be laid to the required pattern on the sand bed and thoroughly compact with a vibrating plate compactor es the work proceeds. After infilling at the restraining edges; the same compacting effort shall be applied over all areas, avoiding damage to edges and adjacent work. Compaction shall not be conducted within 1 m of any working face. Un-compacted areas of paving shall not be left at the end of working periods, except wlthin 1m distance of an unrestrained edge. CompDCted paving shall be checked initially and at frequent intervals to ensure surface levels are correct Where unsatisfactory, blocks shall be lifted, the bedding adjusted and blocks relaid as necessary. Dry bedding sand shall be brushed into the joints, followed by the re-vlbration of the surfaces. This shall be repeated until all joints are completely filled.

12.1,4.5

Cast In-situ Concrete Paving/Curbing

1 In situ concrete paving and curbing. where directed by the Engineer, shall conform to the appropriate requirements of Section 5. 2 Forms shall be of metal, wood, or other suitable material and shall extend for the full depth of the concrete. All forms shall be geometrically accurate, free from warp, and of sufficient strength to resist the pressure of the concrete without displacement. Braci ng and staking of f orms shall be such that the forms remain in both horizontal and vertical alignment until their removal. All forms shan be cleaned and oiled before concrete is placed against them. 3 Mixing and Placlng Concrete. The foundation shall be lhoroughly moistened immediately prior to the placing of the concrete. The proportioning and mixing of the concrete shall be in accordance with the requirements for the class of concrete specified. The concrete shall be deposited in one course in such a manner as to prevent segregat ion and consolidation by vibrators. 4 The surface of paving shall be finished with a wooden float and light brooming. No plastering of the surface will be permitted. All outside edges of the slab and

12-4

all joints shaQ be edges w ith a five 151 millimeter radius edging tool. 5 Expansion joints for paving shall be In the locations and of the dimensions specified, and shall be filled with approved pre-molded expansion joint filler. Sidewalks shall be divided into sections by weakened plane joints formed by a jointing tool or other acceptable means as directed. These joints shall extend into the concrete for about one fourth (V•I to one fifth (115) of the depth and shall be approximateiy three (3) millimeters w ide. Joints shall match as nearly IS possible adjacent joints in curb or pavements. Weakened plane joints may be sawed in lieu of forming with a jointing tool, 6 Construction joints in paving shall be formed around all eppurtenonces such as manholes, utility poles, etc, extending into end through the sidewalk, drive way. or median. Pre-molded expansion joint fillet one (1) centimeter thick shell be installed in these joints. Expansion jo lnt filler of the thickness Indicated shall be installed between concrete construction and any fi xed structure such u a building or bridge. This expansion joint material shall extend for the full depth of the concrete construction. 7 Concrete shall be cured by membrane or water in accordance w ith Section 5, 'Curing end Protection'.

12.1.5


1 Precast concrete tired paving, concrete and clay block paving and natural stone paving shall each be measured separately by the square met er for each type, authorized, completed, and accepted by the Engineer based on the horizontal dimensions shown on the Drawings or ordered by the Engineer. In-situ concret e paving, where specifically instructed 2 by the Engineer, shatl be measured by the square meter of the area shown or instructed, stating the thickness. In-situ concrete paving for irregular shapes or in locations where other paving types are used, w ill not be measured separately but will be deemed to be included in the area of the adjacent paving. 3 ln·situ concrete curbs, where specifically instructed by the Engineer, shall be measured by the linear meter of completed and accepted work. 4 Precast concrete curbs of each type, including all blinding and haunching, shall be measured by linear meters. Depressed curbs at driveway entrances and the l ike will not be measured separately but will be included as a normal length of standard curb as specified . 5 Excavation for paving and curb shall not be measured separately for payment but will be considered as subsidiary work. except when such excavation is a part of, and is measured in conjunction with, the roadway excavation. In such instances, the excavation shall be measured and included in the quantity of roadway excavation as per Section 2. 6 Preparation of sub-grade, supply, transport and laying sub-base and bedding courses. concrete bases incidental

Suhnnato of Omnn. Sundard Spec ic.t11ont ror Ro-'d &

Sd~

ConstnJc.tjon 20 0


to curbs and the like, finishing, cleaning and protecting paving, and tests on materials shall not be measured separately but shall be considered subsidiary work, the cost of which is deemed to be included in the rates stated in the Bill of Ouant'ties for the relevant items.

12.1.6

Basis of Payment

The completed and accepted work, as measured above, will be paid for at the unit rates in the Bill of Quantities, which shall be full compensation for supply, transport and installation of all required materials, equipment. tools, labor, and a ll other items necessary for the proper completion of the Work as specified.

12.1.7


Payment for the work will be made under one or more ofthe folrowing items: i.

Precast concrete tile paving [type)

ii. Block paving [type) iii. Natural stone paving [type)

[sq.m.l [sq.m.l [sq.m.l

iv. Cast in-situ concrete paving [type; thickness)

(sq.m.l

Precast concrete curb [type)

(lin.m.)

vt Cast in situ concrete curb (type)

(lin.m.l

v.

12..5

Ref.

Tide

13.1

Roadside Barriers

13.1.1 13.1.2 13.1.3 13.1.3.1 13.1.3.2 13.1.3.3 13.13.4 13.1.4

Dacription Referenc:es Material& Metal Components Concrete Components Delineators Other Materials Construction and ln.WIIetlon Requirementa 13.1.4.1 Metal Guardra'ls 1311.4.2 Concrete Barriers 13.14 3 Impact Attenuetors 13.1.5 Method of Meaurament 13.1.8 Bn!ll of Payment 13.1.7 Items In the bin of Ouantltlea

13.2

Fence

13.2.1 13.2.2 13.2.3 13.2.4

Dncription Referenc:es Metarlals Construction and lnatalletion Requlnlmena Method of Meawrement Bull of Payment Items In the Bill of Quantities

13.2.5 13.2.8 13.2.7

PagaNo.

13-1 13-1 13-1 13-1 13-1 13-2 13·2 13-2 13-2 1~2

13-3 13-3 13-4 13-4 13-4

134 13-4 13:4 13-6 13-5 13-6 13-CI 13-CI

Sultanata of Oman, St.>o>dard S~fm;..,, lot Road to Bridge Ccnstn.c:;, 2010

Safety Barriers and Fences)

13.1

Roadside Barriers

13.1.3

Materials

13.1.1

Description

13.1.3.1

Metal Components

Metal beams, guardrail elements and backup plates for W-beam or Thria-beam rail shalt conform to the requirements of AASHTO M180, Class A, Type 2. Galvanized rail elements shall be designed to be spliced at intervals not to exceed either four (41 or eight (BI meters and such splices shall be made at posts, unless otherwise shown on the Drawings. Rail elements to be erected on a radius of forty-five (451 meters or less shall be shaped in the shop and the radius of curvature shall be stenciled on the back of each section of rail.

This Sub-section describes roadside barriers and fences, including crashworthy metal beam, concrete barriers end other safety barriers, barrier terminals, and portable end permanent impact anenuators. This Sub· section applies also to reinstallation/retrofitting of metal beam guardrail, concrete barriers and guardrail terminals, impact attenuators and steel safety raifi ngs.

13.1.2

References

American Association of State Transportation Officials (AASHTOI

Highway

end

AASHTOM160

Standard Specification for General Requirements for Steel Plates, Shapes, Sheet Piling, and Bars for Structural Use.

AASHTO M180

Standard Specification for Corrugated Sheet Steel Beams for Highway Guardrail

AASHTO M237

Standard Specification for Epoxy-Resin Adhesives for Bonding Traffic Markers to Hardened Portland Cement and Asphalt Concrete

2

2

Posts and miscellaneous barrier rail hardware; unless otherwise indicated on the Drawings, all steel posts, plates. angles, channels, brackets, and anchor assembly units shalt conform to the requirements of ASTM A 36. Cold rotted post sections shall conform to the requirements of ASTM A 653M, Grade B.

3

Swage fittings for anchor terminals shall be machined from hot-rolled carbon steel conforming to the requirements of ASTM A 576, Grade 1035, and shalt be annealed suitable for cold swaging. A lock pin hole shall be drilled through the swage fining head to accommodate a seven (71 millimeter, plated, spring steel pin to retain the stud in position. The stud shall be steel conforming to the requirements of ASTM A 449. Prior to galvanizing, a ten (101 millimetl!r slot for the locking pin shalt be milled into the stud end. The swage fining, stud, and nut shall develop the full breaking strBngth ofthe wire cable.

4

All bolts shall conform to the requirements of ASTM A 307, except those designated on the Drawings as high strength shall conform to the requirements of ASTM A 325 or A 449. All nuts shall conform to the requirements of ASTM A 563M, Grade A or better, except those designated on the Drawings as high strength shall conform to the requirements of ASTM A 563M, Grade Cor better.

5

Galvanizing for all ferrous materials for guardrail, guardrail anchor terminals, impact attenuators, glare screens, and delineators shall be galvanized after fabrication unless otherwise specified. Galvanization shalt be in accordance with ASTM A 123M or ASTM A 153M as appropriate.

6

All components shalt be fabricated and galvanized for Installation without further drilling, bending, cutting or welding. When field modifications are approved by the Engineer, or when minor damage to the galvanized coating occurs, the exposed surface shall be repaired by thoroughly cleaning and applying two (21 applications of paint as specified in Section 7, Clause 7.2.6, "Zinc Oust-Zinc Oxide Primer."

7

Impact Attenuators:· i. Rail elements for Thrie beam rail (used in Guard Rail Energy Absorbing Terminal • G.R.E.A.T.

American Society For Testing and Material

ASTM A36

Standard Specification Structural Steel

ASTM A653M

Standard Specification for Steal Sheet, Zinc-Coated (Galvanized! or Zinc-Iron Alloy-Coated (Galvannealedl by the Hot-Dip Process.

ASTMA576

Standard Specification for Steel Bars, Carbon, Hot-Wrought, Special Quality

ASTMA449

Standard Specification for Hex Cap Screws, Bolts and Studs, Steel, Heat Treated, 120/lOS/90 ksi Minimum Tensile Strength, General Use

for

Carbon

ASTMA325

Standard Specification for Structura I Bolts, Steal, Heat Treated, 1201105 ksi Minimum Tensile Strength.

ASTMA563

Standard Specification for Carbon and Alloy Steel Nuts

ASTM A 123M

Standard Specification for Zinc (HotDip Galvanizedl Coatings on Iron and Steel Products

ASTM A153M

Standard Specification for Zinc Coating (Hot-Dipl on Iron and Steel Hardware

ASTM A413M

Standard Specification for Carbon Steel Chain

13·1

""'-..J~

Mlnl•lrv of Trunapott

a. CornmunlciOtlo"• OGR~T

~~<:Safety Barri ers and Fences

Impact Anenuators) shall conform to AASHTO M180, Class 8, Type galvanized. Rail element joints shall be fabricated to lap not less thi n thirty (30) centimeters and be bolted. The rail metal, in addition to conforming to the requirements of AASHTO M 180, shall withstand a cold bend, without cracking, of two hundred (200) grads around a mandrel of a diameter equal to two and one half (2!121 t imes the thickness ofthe sheet metal plate. ii. Restraining chains for G.R.E.A .T. impact anenuators shall be twelve (12) mi llimeter nominal size and shall conform to the requirements of ASTM A 413M, Grade 28. iii. QuadGuard metal work shall be fabricated from either M1020 Merchant Quality or ASTM A·36 steel. After fabrication. metal work shall be galvanized in accordance with ASTM A· 123M. All welding sha n be done by or under the direction of a certified welder. iv. The QuadGuard system shall be assembled w it t! garvanized fasteners. A ll bolts, nuts and wasl!ers shall be Commercial Quality ·American National Standard• unless otherwise specified. v. The OuadGuard diaphragms shall be made from 10 gauge steel Quad-beam sections. The diaphragms shall be available in w idths of 610, 760 and 910 mm 12'. 2'-6" and 3'1. Two support legs shall be welded to the Quad-beam. Ski· shaped plates shall be welded to the bottom of the support legs. The diaphragms shall be designed to lock onto and be guided by a ground·mounted, center monorail support structure. vi. The QuadGuard fender panels sllall be fabricated from 10 gauge steel Quad-beam sections. Each fender panel shall be dri lled and slotted in accordance with the manufacturer's specifications so that when assembled in the fie'd, the front end shell be bolted to a diaphragm by means of the three (3) 15.9 mm (SIB"} bolts. vii. Impact attenuation devices with cartridges filled with liquids, such as antifreeze agents, that may become a skid hazard when impacted. shall not be used; replaceable cartridges with foam-filled cardboard, lightweight concrete and similar materials w ill be acceptable. All units shan be identified by identification labels fastened at a protected but consp:cuous location.

13.1.3.2

Concrete Components

Concrete for post supports, buried footings, and anchors and for concrete barriers and terminal sections shall conform to the requl rements for concrete as described in Section 5. Types and strength of concrete shall be as stated on the Drawings and in the Special Specification.

13-2

2 Reinforcing steel shall be of the size and grade shown on the Drawings and shall conform to the provisions of Sections related to "Reinforcing Steel" In Section 5 of these Standard SpecifJCBtions.

13.1.3.3

Barrier Reflectors

Guardrail Reflectors: Metal W-beam and Thrie-beam guardrail reflectors and associated hardware shall conform to the requirements of the Drawings, Special Specifications and M .U.T.C.D. (Manual of Uniform Traffic Control Oevices). When shown on the Drawings or stated in the Special Specifications, reflective sheeting shall be fixed to the approach ends of meta l beam guardrail terminals and be Type IV (microprismatic) high intensity retro-reflectlve sheeting. 2 Concrete barrfet reflectors shall conform to the requirements of the Drawings, Special Specifications. end M .U.T.C.D. Epoxy resin adhesives for bonding de' ineators to hardened Portland cement concrete shall conform to AASHTOM 237.

13.1.3.4

Other Materials

Other Materials: Other materials shall be as shown In the Drawings, stated in the Special Specificafons or in the U.S. American Road Builders Transponation Association (ARBTAI Bulletin No. 268 "A Guide to Standardizad Highway Barrier Rail Hardware. • Special materials for impact anenuators shall be as specified by the manufacturer.

13.1.4


13.1.4.1 Metal Guardrails Metal W-beam and Thrle-beam guardrail. shall be installed at the locations shown on the Drawings or as ordered by the Engineer. Posts shall be installed by driving plumb to the required grades or set in concrete as shown or directed by the Engineer. When the pavement is within one 111 meter of the guardrail, the posts shall. unless otherwise directed by the Engineer. be set before placing the pavement. 2 If ground conditions are such that pilot holes are necessary to prevent damage to posts during driving. all space around steel posts aftff' driving shall be filled with dry send or fine gravel. 3 When posts are set in concrete, the concrete shall be placed against the excavated earth unless otherwise permitted.

4 Continuous lengths of rail or cable shall be installed and alignment checked and adjusted before final tightening of bolts, etc. Unless otherwise specified. bolted connections shall be tor que to six (6) to seven (7} kilogram-meters. Bolts that extend at least six (6) millimeters but not more than twenty-five (25) millimeters beyond the nuts shall be used. Rail elements shall be erected in a smooth continuous line with the laps in the direction of traffic flow.

Sultanat• of Oman. St.no!•rd 5-fl..-•cn• fot ~d 1'.1 Bndgo Cormtuc:ion 2010


5 Posts may be erected by driving with approved mechanical devices. The method of driving shall not substantially alter the crass-sectional dimensions of the posts or materially damage the galvanization I coating. Battered tops shall not be accepted. Posts which, in the opinion of tho Engineer, are bent or otherwise damaged during or after erection, shall be removed and replaced at the Contractor's expense. 6 Damaged galvanized surfaces may be repaired, only if so approved by the Engineer. Such surfaces shall be repaired by thoroughly wire brushing and then applying two coats of primer in accordance with Section 7, Clause 7.2.6. 7 Guardrail anchor terminals shall be installed at the locations shown on the plans or ordered by the Engineer all in accordance with the Drawings and Special Specifications.

13.1.4.2 Concrete Barriers Construction of concrete barriers and terminal sections shall conform to the Drawings and Special Specification. Concrete barriers shall present a smooth, uniform appearance in their final position, conforming to the horizontal and vertical lines shown on the Drawings or as ordered by the Engineer, and shall be free of lumps, sags, or other irregularities. The top and exposed faces of the barrier shall not vary more than more than six (6) millimeters between any two (21 contact points when tested with a four (41 meter straightedge laid on the surfaces. Transverse expansion joints of one (ll centimeter thick pre-molded filler shall be provided in all concrete barriers at spacing not exceeding fifteen ( 151 meters center to center. All transverse expansion joints will be weather sealed with a smooth and uniform bead of durable sealant approved by the Engineer. 2 Concrete barriers may be precast, cast-in-place with fixed forms, or extruded with slip forms at the Contractor's option end approval of the Engineer. Concrete barriers constructed by casting·in·place with fixed forms shall conform to the provisions of Section 5. Concrete shall be Class 25 as per Paragraph 5.1.3.4. 3 Concrete barriers constructed by means of en extrusion machine or other similar type equipment shall be of thoroughly consolidated concrete, and the exposed surfaces shall conform to the requirements of Section 5. The Contractor shall furnish evidence of successful operation of the extrusion machine or ather equipment by constructing a trial section of barrier or by other evidence suitable to the Engineer. Concrete shall be fed to the extrusion machine at a uniform rate. The machine shall be operated under sufficient uniform restraint to forward motion to produce a thoroughly consolidated mass of concrete free from surface pits larger than two (21 centimeters in diameter and requiring no further finishing. The concrete shall be of such consistency that, after extrusion, it will maintain the shape of the barrier without support. The grade for the top of the concrete barrier shall

be indicated by an offset guide line set by the Contractor and approved by the Engineer. 4 The forming portion of the extrusion machine shall be readily adjusts ble vertically during the forward motion of the machine to conform to the predetermined grade line. A grade line gauge or painter shall be attached to the machine in such a manner that a continual comparison can be made between the barrier being placed and the established grade line as indicated by the offset guide II ne. Other means of controlling barrier grade may be permitted by the Engineer. Expansion joints of the width shown on the plans shall be constructed by sawing through the barrier section to its full width. If sawing is performed before the concrete has hardened, the adjacent portions of the barrier shall be firmly supported with close fitting shields. When sawing is performed after the application of curing compound, the exposed faces of the barrier In the vicinity of the joint shall be treated with curing compound after sawing the joint. 5 If stationary forms for concrete barriers are used, they shall be removed as soon as possible after the concrete has set enough to maintain the shape of the barrier without support in order to facilitate finishing. The surface shall be free from pits larger than one ( 11 centimeter in diameter. The surface shall be given a final soh brush finish with strokes parallel to the line of the barriers. Finishing with a brush application of grout will not be permitted. Surfaces shall be finished as necessary to produce smooth, even surfaces of uniform texture and appearance. free from bulges, depressions, and other imperfections. The use of power sanders, carborundum stones, or disks may be required to remove bulges or other imperfections. 6 Exposed surfaces of concrete barriers shall be cured by the •water method" in accordance with the provisions of "curing and protection• in Section 5 Paragraph 5.3.3.12. The Engineer may permit the concrete barriers to be cured by use of •curing compound" in accordance with the provisions of Section 5, Paragraph 5.3.3.12 of these Standard Specifications.

13.1.4.3 Impact Attenuators G.R.E.A.T. system and other impact attenuators shall be installed in accordance with the requirements /recommendations I instructions provided by the manufacturers and all to the approval and satisfaction of the Engineer. A copy of these recommendations and instructions shall be furnished to the Engineer upon delivery of the materials. 2 The QuadGuard System shall consist of crushable cartridges surrounded by a framework of steel Quad·bea m guardrail which can telescope rearward during head-on impacts. The QuadGuard System shall have a center monorail which will resist lateral movement during side angle impacts. The nose shall consist of a formed plastic nose wrap. 3 A bay describes a section of the QuadGuard System consisting of a cartridge, a diaphragm and two fender

• 13·3 .

~~

Mlnlatry of TronRport &.

Commun~cl'lltlona

DGRLT

~~
panels. Each bay shall be fined with an energy absorbing cartridge. The outside of the cartridge shall be fabricated from a weather resistant plastic. The front portion of the system shall be fitted with Type I cartridges. The rear portion of the system shall be fitted w ith Type II cartridges. All cartridges shall include a cartridge replacement indicator.

4 The rear end of each Ouad·beam fender panel shall overlap and be connected to the diaphragm of the next bay by means of a bolt and enlarged "mushroom" washer. The bolt fits through the long horilontal slot in the forward fender panel. This permits the movement. front to back, of one set of fender panels relative to the panels in the underlying-rearward bay. The back portion of each fender panel shall be tapered to help maximize performance during wrong-way, re-directive impacts. 5 The monorail support structure shall be made of steel and be anchored to a specified concrete pad. The monorail shall prevent lateral movement, vertical movement and overturning movement of the diaphragms during design impacts. 6 The nose section shall contain a nose cover and a crushable cartridge and is not counted as a bay. The nose cover shall be made from a plastic material formulated to resist weathering. The nose shall attach to the front diaphr.~gm. Standard colors shall be gray or yellow.

13.1.5


Guardrails of each type and. reinstallation of guardrails, are each measured by the linear met er along the front face, excluding terminal sections. Measurement shall be based on the dimensions as shown on the Drawings or ordered by the Engineer. 2 No separate measurement is made for posts. blocks, plates, splices, bolts , nuts, screws. studs and other fixing accessories nor for excavation and concrete post bases, all of whK:h work is considered as su bsldiary to the guardrail and their cost is deemed to be Included in the rates for guardrait. 3 Guardrall transition sections. including hardware necessary to meet the requirements of the installation. shall be measured separately only when the transition section is shown on the Drawings and listed In the Bill of Quantities. Otherwise such work shall be considered subsidiary to the standard guardrail section. 4 Concrete barriers of each type are measured by linear meters, based on the dimensions shown on the Drawings or ordered by the Engineer No separate measurement is made for the barrier 5 base, reinforcement bars, dowel bars or concrete filling, Excavation for the concrete barriers shall not be measured separately but will be considered as subsidiary work except when such excavation is part of and is measured in conjunction with the roadway excavation. In such instances. the barrier excavt t ion shall be measured and included i n the quantity of unclassified excavation as provi ded for in Section 2.

13-4 .

6 Guardrail and concrete barrier reflectors shall not be measured for separate payment. Their installation will be considered subsidiary to the constructron of the guardrail or concrete barriers.

7 Terminals, terminal end sections, and Impact attenuators shall be measured by the unit for each type authorized, completed and accepted by the Engineer, based on the number of units shown on the Drawings or ordered by the El'l{lineer.

13.1.6

Basis of Payment

The completed and accepted work, as measured above, will be paid for at the contract unit rates in the Bill of Quantities. There will be no separate payment for posts. Payments in accOt'dance with the unit rates shall be full compensation for all r equired materials. transport. equipment, tool s, labor, and all other Items necessary for the proper completion of the work.

13.1.7


Payment for the work will be made under one or more of the following items: W·Beam G/rall, standard section (type) (lin.m.) W-Beam G/rail, transition section {type) (lin.m.) Hill W-Bum G/rail. terminal (end type) (nr.) (iv) Thrie Beam Glrail, st andard section (lin.m.) M Thrie Beam G/rail transition section (type) (lin.m.) (vii Thrl e Beam Glrall. terminal( end type) (nr.) {vii) Concrete Bar ri er, single face (type) (lin.m.l (lin.m.) (vi iii Concrete Barrier, double face(type) (ix ) Concrete Barrier, transition Section {type) (nt. ) {x ) Impact Anenuator (type) (nr.l {xl) Guardrail Re-inst allati on (type) {li n.m.l (i)

(ill

13.2

Fences

13.2.1

Description

This Sub-section describes furnishing end installing fences, gates, and guards in accordance with the Drawings and Speci al Specification, at the locations and to the Jines and grades shown on the plans or ordered by the Engi neer. The work shall include all foundation or/ and additions needed to have a fully operational system.

13.2.2

References

American Society For Testing and Material ASTMA 392

Specification for Zinc·Coated Chain Ll nk Fence Fabric

Steel

ASTM A 53M ·07 St andard Specification for Pipe, Steel , Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

Sult•nata af Om•n. St.>rn!•Jd Spor;ofic.lttono l01 Roa~ II< 8ridgo C..n&trut:oon 2010


ASTM A501 - 07

Standard Specification for Hot·formed Welded and Seamless Carbon Steel Structural Tubing

AST M A618M - 04 Standard Specification for Hot-Formed Welded and Seamless High-Strength Low-Alloy Structural Tubing ASTM A123M-09 Standard Specification for Zinc {HotDip Galvanized! Coatings on Iron and Steel Products ASTM A153M-o9 Standard Specification for Zinc Coating {Hot-Dipl on Iron and Steel Hardware 2

British Standards

BS4360 HR

13.2.3

Steel for general engineering purposes

Materials

Chain Link Fence. Chain link fabric shall conform to ASTM A 392 (galvanized!. Mesh size shall be fifty {50) millimeters nominal, and wire size shall be three and seventy-six hundredths (3.761 millimeters diameter (No. 9 American Wire Gauge, AWGI before galvanizing. If required by the Drawings or Special Specification, fabric shall be plastic coated. 2 Tension wire for chain link fence and industrial fence shall be a minimum of four and five tenths (4.51 millimeters diameter. Tension wire for other fences shall be ofthe minimum diameter shown on the Drawings. 3 Posts and Braces. Circular steel posts and braces shall be galvanized, conforming to ASTM A 53M-07, Schedule 40 and shall be of the dimensions shown on the Drawings. At the option of the Contractor, alternate galvanized steel shapes having the minimum equivalent bending strength in both directions may be substituted for circular posts and braces. 4 Rectangular hollow sections shall conform to ASTM A 501, BS 4360 Grade 43C. 5 End corner posts, straining posts and line posts, along with braces and stretchar bars thereof, shall be of the sizes and dimensions indicated in the Drawings. Line posts shall be spaced at three (3.01 meters on centers maximum, unless otherwise directed by the Engineer. Gate posts shall conform to the requirements of this specification and shall be of the sizes and dimensions shown on the Drawings. Post tops she II be pressed steel, wrought iron, 6 malleable iron, or plastic caps to manufacturer's standard as approved by the Engineer, designated as a weather tight closure cap for each post. 7 Posts and braces for high tension wire fence she II conform to ASTM A 618M-04, Grade 1.0 Material shall be of the shapes and dimensions shown on the Drawings and shall be galvanized in accordance with ASTM A 123M·09. B All miscellaneous hardware shall conform to the requirements shown on the plans, and shall be galvanized in accordance with ASTM A153M-09.

9 Tie wire shall conform to ASTM A 112 (withdrawn 1990 w
13.2.4


The Contractor shall stake all sections of fence as shown on the Drawings or ordered by the Engineer prior to beginning work. Top elevations of all posts shall be computed to follow a smooth grade with curves at transitions. Cutting the tops from posts after Insta11ation shall not be permitted. The required line of the fence shall be cleared of all obstacles and debris which would interfere with the line of the fence. Minor grading may be required to achieve a smooth line. 2 Posts shall be set plumb to the required line and grade in concrete footings. No wire or fabric sha II be strung taut until line posts have been set for at least one (11 day and corner posts for at least three (31 days. In sandy areas or other areas of poor soil support, the Contractor sha II enlarge the foeti ngs as required by the Engineer to maintain adequate fence tension. 3 Wire or fabric shall be strung uniformly at the required tension and attached to corner posts and brace posts before permanently attaching to line posts. Any significant sags or de-tensioning which occurs after installation shall be corrected by the Contractor.

13-5

~~

MJnlatry or Tr:an•port &

Comm~nlcfttlona

DGRlT

/".~<:safety Barriers and Fences

4 When fencing crosses ravines or other discontinuities in the terrain causing gaps under the fence, the Contractor, if so ordered by the Engineer, shall modify the installation to the extent practical bv adding strands or additional fabric so as to provide the required access control without interfering with drainage. 5 Galvanized gates or fencing materials which are constructed or repaired bv welding, cutting, or other work which damages the coating shall be repaired by grinding smooth all damaged surfaces and painting with two (2) coats of paint specified in Section 7, Clause 7.2.6, "Zinc Dust· Zinc Oxide Primer" . 6 The materials incorf)Orated Into the fences and gates shall be sampled, tested and evaluated in accordance with the standards stated in Clause 13.2.2, all to the approval and acceptance of the Engineer. The Contractor shall adjust, redo or complement anv test result ordered bv the Engineer.

13.2.6


Each tvPB of fence is measured bv the linear meter, based on the horizontal length shown on the Drawings or ordered by the Engineer. Measurement shall be from center to center of end or corner posts. Gates and other gaps shall be deducted from the total length. 2 Gates shell be measured by the square meter for each tvpe, based on the nominal height of the gate mu!tlplied bv the required distance between the adjacent fence endfgate support posts. 3 No separate measurement shill be made for excavation. backfill. grading, co!'ICrete footings I foundations, or for any other material and work required, all of which shall be considered su bsidiarv to fence or gate, and whose costs are deemed to be included in the rates for these items.

13.2.6

Basis of Payment

The amount of completed and accepted work as measured above w ill be paid at the contract unit rates specified I n the Bill of Quantities, which rates shall be full compensation for furnishing all materials, for all labor, transport, installation, equipment, tools, supplies, and all other items necessarv for the proper completion of the Work.

13.2.7


Payment for the work will be made under one or more of the following items: (i) {ii) (iii) (iv)

lvl

1U

Chain Link Fence (tvpel(h:e!ght) Uin.m.) PedestrianfAnimal Fencing (lin.m.) ltvpe) {height) {lin.m.) Wire Fence{type) {heighl) Sand Dune Fence {type) {lin.m.) {sq.m.) Gate ltvpel

Ref.

11tle

14.1

Traffic Signs

14.1.1

DefCriptlon

14-1

14.1.2

General

14-1 14-1

14.1.2.1 14.1.3 14.1.3.1

Page No.

Standards Materials

14-1

14-1

References

14-1

14., .3.2

Sign Classification

14-1

14.1.3.3

Genera ~

Requirements for Permanent

Traffic Signs

14·1

14.1.3.4

PostJ for Permanent Traffic Signs

14-1

14.1.3 5

Foundat.ons for Permanent Traffic Signs and S gnals

14.1.3.6

Signs 14. 1.3.7

14-2

Sign Faces for Permanent Traffic Signs

14.1.3.8

14•2

Sign Plates for Permanent Traffic

14·2

Manufacture and Assembly of Permanent Traffic Signs

1-4-2

14.1.3.9

Covering of Permanent Traffic S igns

14·2

14.1.3.10

Depth and Marker Posts (for Floodwaysl

14.1.3.11

14-2

Kilometer Posts 151cm spacing) and Kilometar Reference Posts (1km spacing)

141 .3.12

carriageway or right-of-way marking I 14.1.3.13

14-2

Delineator Posts (for edge of 14-3

Traffic Signs on Cantilevers and Gantt'les

14-3

14.1.3.14

Preparation and Finish of Metal

14.1.3.15

Traffic Cones

14·3 14-3

14.1.3.16

lilashlng Beacons

14·3

Temporary Traffic Signs

14-3

Con.tructlon Requl,.menta

14-3 14-3

and Other Surfaces

14.1.3.17 14.1.4 14.1.4. 1 14.1A.2

Posts for Permanent Traffic Signs

14-3

Sign Plates for Permanent Traffic S igns

14.3

Page No.

Title

14.1.4.4


14.1.4.5

Manufacture and Assembly of

14.1.4.6

Location and Enaction of Permanent

Permanent Traffic Signs

1-4-4 14-4

Traffic Signs

14-4

14. 1.4.7

Cover:ng of Perm-nt Traffic Signs

14-5

14.1.4.8


14-5

14.1.5

Method of Meaaurement

14.1.6

Bast. of Payment

14-5 14-6

14.1.7

Item~ in the

14-6

14.2

Road Markings

BHI of OuantitiM

14-5

14.2.1

Description

14-6

14.2.2

Meteria..

14-5 14-5

14.2.2 1

Thermoplastic Material

14.2.2.2

Liquid P.aint Testing

1+-7

14.2.2.4 Painting of curbs ,. 2-3 Construction Requirement•

14+8

14.2.2.3

1<4--B 14-8

14.2.3.1

Raised Rib {Profiledl Road Markings

14-9

14.2.3.2

Temporary Road Markings

14-9

14.2.3.3

Removal of Road Markings

14.2.3.4

Maslting of Road Mark1ngs

14-8 1<1-9

14.2.3.5

14.2.6

Longitudinal Road Markings Lateral Tolerances Method of Muaurement Balli of Payment Item~ In the Bill of Ou8fltitie1

14.3

Road Studs

14.3.1 14.3.2

Description

14.2.4 14.2.5

M.teria..

14-9 14-9 14-9 14-9

14-9 14-9 14-10

14.3.2.1

Permanent Retroreflecting

14.3.2.2

Temporary Retro~ecting Road Studs

14-10

14.3.2.3

Ceramic Bunons

14-10

Road Studs

Foundations for Permanent Traffic Signs and S ignals

14.1.4.3

Ref.

14.3.3

Construdlon Requirements

1,C.10

14-10

Ret. 14.3.3.1

:mre Permanent Retroreftecting Road Studs

14.3.3.2

Tempora!V Retroreflect·ing Road Studs

14.3.3.3

Non retrorefteeting Road Studs

14.3.4 14.3.6 14.3.8

P.age No. 1oio10 14--10

Method of Moesurement

14-10 , ...10

Baals ot Payment

1...10


,..,,0

Traffic Signs and Road Markings

14.1

Traffic Signs

14.1.1

Description

This Sub-section describes requirements for supply and erection of sign assemblies, comprising posts, clips, post caps, gantries, sign faces and foundations.

14.1.2

General

14.1.2.1

Standards

All traffic signs, whether permanent or temporary, shall be of the size, shape, color and type described in the Highway Design Standard, Section 19, unless otherwise approved by The Engineer. Signs thet are not described in the Highway Design Standard must be specially approved by the Employer and the Engineer. Where the use of temporary traffic signs is proposed, the Contractor shall obtain the approval of the Engineer and the agreement of the ROP and the Concerned Authority for the use of the signs at the locations proposed.

2 Signs that are changeable by means other than manual operation require approval of their construction and operating mechanisms by the Engineer. This requirement is in addition to the need for the design of the sign to be described in the Highway Design Standards or otherwise approved by the Employer.

remain in position at the completion of the Permanent Works. 14.1.3.3

Permanent traffic sign materials, construction, assembly, test, location and erection shall comply with BS EN 12899 where applicable and the requirements shown on the Drawings or Schedules. 2 The sign plate shall be manufactured using 3mm thick alloy aluminium sheet stiffened with alloy aluminium rails or galvanized steel frame and designed to accept the fastening clips. The sign face material shall be retroreflective sheeting applied to the aluminium sheet in accordance with the manufacturer's instructions. The supporting posts may be galvanized steel or alloy aluminium, as approved by the Engineer, specifically designed to cope with the wind conditions of the location. The sign plate shall be fixed to the post with stainless steel clips and fasteners that do not pierce the face of the sign. The posts shall be fixed to the concrete foundation as described in Paragraph 14.1.3.5 of this specification.

3 Before the commencement of manufacture the Contractor shall submit for the approval of The Engineer three copies of: i.

14.1.3

Materials

ii.

14.1.3.1

References

iii.

BD 94107 Design of Minor Structures (UK Design Manual for Roads and Bridges). 2

BS EN 12899 Part 1 Fixed Vertical Road Traffic Signs.

3

BS 8408 Road Traffic Signs - Specification for Microprismatic Sheeting Materials.

4

EN 1993 Design of Steel Structures.

5

EN 1999 Design of Aluminium Structures.

6

BS EN 13422 includes Cones and cylinders.

7

BS EN 12352 includes Flashing Beacons.

14.1.3.2

Sign Classification

The following classifications of signs apply: i.

ii.

Permanent Traffic Signs:Traffic signs described in the Highway Design Standard, or specially approved by the Employer, designed to remain in position at the completion of the Permanent Works. Temporary Traffic Signs:a) Traffic signs defined in the Highway Design Standards that comply with all the requirements of a permanent traffic sign, but which will not remain in position et the completion of the Permanent Works b) Traffic signs designed by the Contractor and specially approved but which will not

General Requirements for Permanent Traffic Signs

iv.

a detailed schedule (including location) of aII traffic signs. fabrication and sign face drawings for 'directional' signs end 'informative' signs. fabrication and sign face drawings for any gantry mounted signs. fabrication and sign face drawings for any illuminated signs.

4 The beck of each traffic sign shall have an indelible label showing manufacturer, year of erection, sheeting materia I class. sign face product. The text for the label shall be in English and Arabic with a character height of 5 to 10mm. 5 Traffic signs shall be carefully handled at all times to prevent damage and transported and stored in accordance with the sign face or sign sheeting manufacturer's instructions. 14.1.3.4


Posts for permanent traffic signs shall be as shown in the Drawings or Schedules, shall comply with BS EN 12899-1, and shall be either. i.

galvanized steel posts of tubular or rectangular hollow section complying with EN 1993 (Design of Steal Structures).

ii.

aluminium posts of tubular or rectangular hollow section complying with EN 1999 (Design of Aluminium Structures I.

2 Where, exceptionally, traffic signs are illuminated, base compartments for electrical equipment shall be as shown in the Drawings or schedules and shall be fitted with vanda I and weather resistant locks to the approval of

• 14-1

~ ~

Mlnlatry of Trnnsport & CantmunK:Dtkma

OGRLT

~ ~
the e ngineer. Keys, in the quantities stated in the Drawings or Schedules, shall be provided. Wherever practicable, access doors shall be on the side of the compartment furthest from approach lng traffic. In the case of signs supported by more than one post, the compartment shall normally be in the post furthest from the carriageway.

14.1.3.8

3 Flange mounted sign posts, where specified on the Drawings or Schedules. shall have holes or slots i n the flange plate to accommodate the anchorage system. Structural design of flange mounted sign assemblies shall comply with Section 6 (Structural Steel and Other Metal Work I

Where traffic signs are to be covered prior to use or to show a new message, the following method shall be adopted;

14.1.3.5

Traffic Signs Manufacture and assembly of traffic signs shall comply with BS EN 12899·1. 14.1.3.9

i.

Signals

ii.

3 Concrete foundations for multiple posts should consist of a single t ong composite block. Sign Plates for Permanent Traffic Signs

Permanent sign plates shall be as shown in the Drawings or Schedules and shall comply w;th BS EN 12899-1 14.1.3.7


Faces for permanent traffic signs shall be as shown i n the Drawings or Schedules. and shall comply with BS EN 12899-1. 2 Sign face material shall comply with ASTM 04956.01 Type IJI (encapsulated lens sheeting) (also known as High I ntensity), or ASTM 04956.01 Type IV (microprismatlc sheeting!. In locations where increased conspicuity is required, such as chevrons and similar hazard warning signs, sign face material shall comply with ASTM 0495601 Type VII material (microprismatic sheeting). 3 Testing of sign face materials shall comply with BS 8408 and BS EN 12899-1. 4 A warranty statement from the sign face sheeting manufacturer must be provided stating that there is a 100% replacement guarantee for the effective shelf life and performance life of the material being supplied of 9 years. Failure to supply the warranty statement shall be cause for rejection. 5 Deliveri es of sign face material shall be accompanied by certification that all specifications are met.

Permanent changes to permanent signs

Temporary coveri11g of permanent signs (prior to use I A temporary opaque self adhesive plastic film overlay shall be used to cover the sign face. The overlay shall be compatible with the original sign face and shall be applied and removed in full compliance with the sheeting manufacturer's recommendations.

2 Posts should be flange mounted to foundations as shown on the Drawings or Schedules.

14.1.3.6

Covering of Permanent Traffic Signs

A perma11ent self adhesive plastic film overlay shall be used to display the new legend. The overlay shall be compatible with the original sign face sheeting and match the appea ranee of the original sign face and shall be applied In full compliance with the sheeting manufacturer's recommendations.

Foundations for Permanent Traffic Signs and

The type and size of foundations for permanent traffic signs shall be as shown in the Drawings or Schedules and shall comply with BD 94107 (Design of minor structures. UK Design Manual for Roads end Bridges!.

Manufacture and Assembly of Permanent

iii. Use of spray applications to temporarily cover sign faces can be used, subject to the approval of the Engineer. provided that the material is compatible with the sign face m aterial and is used strictly in compliance with the manufacturer's instructions.

iv. Temporary changes to permanent signs A tern porary self adhesive plastic film overlay shall be used to display the new legend. The overlay shall be compatible w ith the original sign face sheeting and match the appearance of the original sign face and shall be applied and removed in full compliance with the sheeting manufacturer's recommendations. 2 The method of application ;md removal of temporary covering is manufacturer specifc and their instructions must be followed exactly to avoid damage to the permanent sign face material. 14.1.3.10 Depth and Marker Posts (for Roadways) Depth and marker posts shall be constructed to withstand permanent immersion M-1 water and, in other respects, shall be constructed as for permanent traffic signs and be installed in the locations shown in the Drawings or Schedules. 14.1.3.11

Kilometer Posts (5km spacing) and Kilometer Reference Posts (1km spacing)

Kilometer posts and kilometer reference posts shall be constructed as for permanent traffic signs and

1-4·2

Sultonotld•RJ Specilicatrona rw ~d I. Bndg• Construction 2010


materials, construction, assembly, testing, location and erection shall be as shown on the Drawings or Schedules and shall comply with BS EN 12899·1. 14.1 .3.12

Delineator Posts (for edge of carriageway or right-of-way markingl

Delineator posts shall comply with BS EN 12899 Part 3. Post construction and color and type of reflective marker shall be as shown in the Drawings or Schedules. 14.1.3.13

Traffic Signs on Cantilevers and Gantries

Where traffic signs are erected on cantilevers or gantries the sign plates and sign faces shall comply with the requirements for permanent signs specified in this Section and the Drawings or Schedules. 2 Cantilevers and gantries shall be in accorda nee with the Drawings or Schedules. Fabricated steel gantries shall be in accordance with Section 6 (Structural Steel and other Metal Workl and Section 7 (Paintl ofthis Specification. 14.1.3.14

Preparation and Finish of Metal and Other Surfaces

Permanent traffic signs (and temporary traffic signs where specified in the Drawings and Schedulesl shall be protected a gal nst corrosion and finished in com pi iance with Section 6 (Structural Steel and other Metal Workl and Section 7 (Pai ntl of this Specification as applicable. 2 Posts, frames, purlins (stiffeners! and general finings and fixings shall be protected against corrosion as specified, in compliance with Section 6 (Structural Steel and other Metal Workl and Section 7 (Paintl of this Specification. 3 To prevent specular reflection, the backs of aluminium alloy sheets forming plate signs shall be dulled using a method to be agreed by the Employer or be coated as follows:

i.

painted matt traffic grey, using a paint system specified in Section 7.

ii.

covered with man grey non-retro-reflective sheeting.

4 Electrical equipment cabinets and metal components of electrical equipment in base compartments shall be protected against corrosion as specified in Section15 of this Specification. Unless otherwise specified on the Drawings or 5 Schedules. stainless steel shall be left untreated except where the component is visible against the sign face when it shall be covered by a compatible material of a color to match that part of the face. 14.1.3.15 Traffic Cones Traffic cones shall comply with BS EN 13422. 14.1.3.16

Flashing Beacons

Flashing beacons shall comply with BS EN 12352.

14.1.3.17 Temporary Traffic Signs Temporary traffic sign materials, construction, assembly, testing, location and erection shall comply with the requirements for permanent traffic signs, and with BS EN 12899 as applicable, and shall be as shown on the Drawings or Schedules. 2 Where a temporary sign is to be erected it may be fixed or frame mounted so that it can be easily relocated or reused. Fabricated frames shall conform to Section 6 (Structural Steel and Other Metal Workl. 3 Temporary traffic signs Include all vertical sign types and bollards and marker, depth, kilometer, kilometer reference and delineator posts.

14.1.4


14.1.4.1


1

Posts shall not protrude above the top of the sign.

2 Signs erected on a single post shall be positioned so that the post is in the center of the sign, unless otherwise shown on the Drawings. 3 The fasteners used for fixing the sign to the post shall have shear heads so that the hexagonal head of the bolt shears off when the fixing is tightened, leaving a tamper proof fixing. 4 As an alternative for item 3 above, theft resistant methods of fixing can, with the approval of the Engineer, consist of welding up appropriate areas offastening. 14.1.4.2

Foundations for Permanent Traffic Signs and Signals

Pits for post foundations shall be excavated to the sizes shown on the Drawings and cleared of all loose material before placing of concrete and backfilling. Concrete shall conform to the requirements of Section 5 of these Specifications and the Drawings, and where steel reinforcement is used, be protected with two coats of bitumen material in accordance with paragraph 5.10 3.6 of these Specifications 2 Posts for all traffic signs shall be installed centrally in circular or square concrete foundations to the dimensions shown in the Drawings or Schedules and finished with a minimum ground cover of 150 mm. 3 Where, exceptionally, traffic signs are illuminated, provision shall be made for cable entry through the foundation by means of ducting as shown on the Drawings. 4 Surfaces above foundations shall be reinstated to match the existing surrounding surface construction and finish in accordance with the Drawings. 14.1.4.3

Sign Plates for Permanent Traffic Signs

Fabricated plate signs up to 1.2m in height and 2.4m width shall be made of a single substrate sheet. Above this size, the number of sheets shall be kept to a minimum

~ ~

Minl•trv oiTnonapQrt & CotTlm.,nlcntlon•

OGI\~T

.../"'. ~<\:Traffic Signs and Road Markings

and the separate sheets shall be rectangular and of comparable size and shape.

Connections shall be made at every point where a purlin crosses a post.

2 Fabricated plate signs up to 2.4m wide shall have no vertical joints. Above 2.4m wide, joints In the stiffening extrusions shall preferably be positioned at a vertical support. If not, then the vertical joints in the stiffening extrusions shall be staggered so that joints are not less than 1.0 m apart. Only one such joint in each horizontal stiffening extrusion shall be permitted and all joints shall be reinforced.

4 Where purllns are not adopted the sign stiffening and framing shall be continuous in the horizontal direction.

3 Sign face pletes shall have aU corner points rounded as shown In the Drawings. These should match cleanly with the associated corner radius of sign face sheeting to be fined. 14.1.4.4


Sign substrates sltall be prepared to receive sign face sheeting materials in compliance w ith the sheeting manufacturer's recommendations. 2 All sign face sheeting shall be fixed in accordance with the sheeting manufacturer's instructcons. 3 Only vertical and horizontal joints shall be permitted and ag joints i n plastic sheeting shaJI be overlapped by not less than 6mm. The overlap in the horizontal joints shell be from the top. Bun joims in plast ics sheeting shell not be used, except in overlay film, or if recommended by the sheeting manufacturer, 4 All materials comprising the sign face, including the background, border and legends shall be carefully matched for color at the time of sign fabrication to provide uniform appearance bot h by day and night. The sheeting manufacturer's recommendations on color matching methods shall be o bserved. 5 l,etters, numerals, symbols and borders shall be clear cut, sharp edged and without cracks. 6 Any cut·out letters, numerals, symbols and borders shall be of material compatible with the sheeti ng to which they are applied. They shall be app1ied in accordance with the sheeting manufacturer' s instructions. 1 Sheeting materials Including letters, numerals. symbols and borders shall be fully adhered and there shall be no air bubbles, creases, cracks or other blemishes.

14.1,4.5

Manufacture and Assembly of Permanent Traffc Signs

All sign plates, frames, purlins, posts and other components shall have rough edges smoothed prior to assembly. 2 Where framing and stiffeni ng are not an integral pan of the sign plate their joints shall be welded or joined with suitable brackets utilizing nuts, bolts and washers. 3 Where purlins are adopted they shall be attached to each vertical member of the sign freme and the sign stiffening and framing shall be continuous i n the vertical direction. Purlins shall be spaced equally apart.

14-4

5 Rivets and other devices used for fixing sign plates to their stiffeners or framework, or in the construction of housings, shall be of a material compatible with the materials being joined. Spacing of rivets or other fixing devices shall be uniform and shall not elCceed t50 mm around the outside edge of any sheet or section of sheet, and shall not exceed 300mm on cross braces. Hollow rivets shall not be used. Where sign plates need to be stiffened this shall be achieved in a manner such that the sign face materia l is not punctured or otherwise damaged to accommodate the stiffening. 6 Rivets or other fi>cings must not protrude through the sign face sheeting

1

An addit ional washer of neoprene, nylon or plastic shall be used between the sign face and any metal nuts, bolts, washers and screws to protect It from corrosive or other damaging effects. B Where traffic sign posts are required to have flange plates these shall be secured by anchorages and attachment systems in accordance with the Drawi ngs. The bolts shall be lightly greased before fina l installation and they and their anchorages shall be installed so as to achieve the loadings, torque settings and other requirements in accordance w ith the Drawings and the manufacturer's Instructions. 9 Sheet signs shall be connected to posts (or lighting columns where permittedl by correctly sized stainless steel clips. 10 Where ferrous components are permitted any drilling of them shall be completed before the application of any finish. 11 Prior to fitting any sign to any fighting column, the Contractor shall seek the approval of the Engineer t o ensure that the column loading is acceptable. No holes shall be drilled in the lighting column except those whose location and size are specified on the Drawings. 12 Traffic signs to be erected on lighting colUmns shall have fixings compatible with the column cross section and finish. 14 Variable message traffiC signs shall also comply with these paragraphs. 14.1.4.6

Location and Erection of Permanent Traffic Signs

The approximate location of each traffic sign is shown in the Drawings and Schedules. Exact locations will be as directed on Site by the Engineer and shall be recorded as-built. All posts shah be erected plumb and where two or 2 more posts are provided for any one sign, the faces of the posts shall be aligned.


3 Signs erected on two posts shall have each post positioned so that the dista nee from the center of the post to the edge of the sign plate is 300mm unless otherwise shown in the Drawings or Schedules.

tools, and other items necessary for the proper completion of the work as specified.

14.1.7

4 Traffic signs mounted on posts, except those on gantries, shall be erected to have their face plumb vertical and be orientated at 95 degrees from the carriageway centerline to reduce specular reflection.

i. ii. iii.

Highway sign, triangular, (height ·mm). (nr.) Highway sign, circular, (diameter ·mm). (nr.) Highway sign, rectangular, size (finished sign area) (sq m). iv. Highway sign, octagonal, (height· mm) (nr.) v. Sign post support assembly (nr.) including foundation (type). vi. Breakaway sign post support assembly including foundation (type). (nr.) vii. Overhead sign support including Foundation (type). (nr.)

5

The Contractor shall provide full proposals for the erection oftraffic signs mounted on gantries or cantil avers for approval by the Engineer.

6 No traffic sign shall be dismantled, re·sited or removed without the prior approval of The Engineer. 14.1.4.7

Covering of Permanent Traffic Signs

Any traffic sign erected at such a time that its legend does not relate either wholly or in part to the traffic movement and route in operation, shall have its sign face covered as specified in Paragraph 14.1.3 9 until such time as its legend is applicable. 2 Under no circumstances shell adhesive tape or other non approved adhesive material be applied to the face of any sign. 3 Removal of any covering shall be carried out with the minimum disturbance to traffic.

14.1.4.8


Removal of temporary traffic signs shall be carried out as soon as they become superfluous or a hazard to traffic. Methods of removal shall ensure the minimum disturbance to traffic consistent with safety. Making good shall be carried out immediately after removal of the traffic sign.

14.1.5


Rectangular signs shall be measured by the area in square meters of the sign face installed. The rates shall include sign substrate, sign face and all fixing devices.

2 Triangular, circular and other shapes of signs shall be measured by the number of each type as installed. 3 Sign posts support assemblies shall be measured by the number of each type installed. The rates shall include for the foundation and all fixings and painting or other protection. 4 Temporary signs are not measured separately. Their cost shall be included as part of the traffic management requirements stated In Section 1, Sub·section 1. 7 of the Specification.

14.1.6

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rate for highway signs in the Bill of Quantities which rate shall be full compensation for supplying, fabrication, erection, painting, fixing, foundation, excavation backfilling, and for materials, transport, labor, equipment,


14.2

Road Markings

14.2.1

Description

The Sub·section describes requirements for road marking consisting of white or yellow lines, chevron hatching, arrows, lettering and painting of curbs.

14.2.2

Materials

The materiel for markings on the carriageway shall be either of the following, as shown on the Drawings or directed by the Engineer: I. ii.

14.2.2.1

Thermoplastic material to British Standard BS EN1436: 2007, or Liquid paint to British Standard BS EN1871 : 2000 and BS EN1436: 2007. Thermoplastic Material

Type I road markings do not necessarily have special properties that enhance retroreflection in wet or rainy conditions. Type II road markings, on the other hand, are road markings with special properties intended to enhance the retroreflection in wet or rainy conditions. Type Ill road markings are profiled markings designed for use on the edges of major, heavily trafficked highways. Type I markings sha II not be used without special instruction from the Employer.

2

Thermoplastic road markings shall consist of binder, resin, intermix beads, pigment, plasticizing oil and such other constituents as necessary to reach the perform a nee level required. The objective of BS EN1436 2007 is to set the performance level that the thermoplastic road marking must reach; it does not lay down specific percentages of binder, resin, Intermix beads, pigment or other constituents. Subject to the restrictions stated in this Specification, the manufacturer is free to achieve the required performance level in any way suited to his manufacturing techniques. However, because pavement temperatures in Oman are very high over prolonged periods, and because hydrocarbon resins are a proven

14·5

~~

MiniKtry of Trnnaport & Communic.ntlona

OORLT

~~
cause of blackening in road markings on hot pavements, hydrocarbon resins shall not be used. The Contractor shall submit a certlficate from the manufacturer stating that the thermoplastic road marking contains no hydrocarbon resins. 3 The softening point of the thermoplastic road markings shall be not less than the figures shown in Table 14.2.2.1 . The flashpoint for thermoplastic materials must be greater than or equal to 240°C and drying (tack free) time should be between 2 and 10 mins. dependent on ambient road surface temperature and wind.

Whlut Type I Road Markings .. ·-

Type II Road Markings

Qd ;t 100 mcd/m•llx ....... . Qd ~ 130 mcd/m2/lx

-

-- -

. .

Type Ill Road ~!rkings

.

Qd ~ 160 mcdfm2Jix

-

~

Y•llow _Type I Road M_!rk~s-

Qd ~ 80 mcdlm2.1hc


Qd ;t 100 mcdlm•nx ~

Type Ill Road Markings

Qd ~ 130 mcd/m1Jix

Type I Road Markings

95"C minimum

Table 14.2.2-5: luminance coefficient

Type II Ro!ld Markings

ss•c minimum

8 The luminance factor !PI for dry road markings shall be greater than the figures shown in Table 14.2.2.6.


110"C minimum

Whhlr

Tabla 14.2.2-1: Softening point 4 The skid resistance of the thermoplastic road marki ngs (assisted if necessary by the application of drop· Or"! beads) shall be not less than the figures shown In Table 14.2.2.2. (Note: Tested using the pendulum test as specified in EN 1341 for external paving. Skid resistance has no units.)

Type IR oa'"d Marking_s

.

45minimum


45minimum

Type IU Road Markings

55 m inimum



5%maximum


5%maximum

.

0.50 minimum I

.

II = 0..:20 "!inimum II = 0.30 minimum II"' 0.40 minimum

9 The luminance coefficient (Od) under diffuse illumination under dry conditions, measured in milllcandellas (mcdl shall after one year in use conform to the figures shown in Table 14.2.2.5.

11 For the measurement of reflection under vehicle headlamp Illumination, the coefficient of reflected luminance RL is used. RL is expressed in mcdlm2/lx. Road markings in the dry under vehicle headlamp illumination shall conform to the figures shown in Table 14.2.2.7.

White Type I Road Markings

RL ~ 100

.

Type 11 Road Markings

RL;t 150

7 The luminance coefficient (Odl u nder diffuse Illumination under dry conditions measured in millicandellas {mcd) shall conform to the figures shown in Table 14.2.2.5.


RL~ao


RL ;t 150


..

1.9 to 2. 1 g/cm• 1.9to 2. 1 g/cm•

:

10 The luminance factor (~I for dry road markings shall after one year in use be greater than the figures shown in Table 14.2.2.6.

6 The relative density of the thermoplastic road markings, measured in grams per cubic centimeter, shall be within the range shown in Table 14.2.2.4.

Type II ~oad Markings

'

r

Table 14.2.2-6: luminance factor

Table 14.2.2-3: Flow resistance

l'ype I Road Markings

'

~

Yt~llow


5 The flow resistance of the thermoplastic road marking shall not be more than the ftgures shown in Table 14.2.2.3. 5%maximum

II=


Table 14.2.2-2: Skid resistance


. '

II= 0.40 minimum


Type I R~ad Markings Type I Road Markings

II= 0.30 minimum

1.9to 2. 1 g/cm•

Table 14.2.24: Relative density


--

.

Y•llow


RL;t200

I

-.

.

RL;tzOo ·-

~----------

Table 14.2.2-7: Reflectorization under vehicle headlamp illumination (dry)

• 14-6 .

Sultam>to of Oon<>n. St•lld•rcJ Spodfica1•ono ror Ro&d 11. Bridge Construction 2010


12 Road markings in rain under vehicle heedlemp illumination shell conform to the figures shown in Table 14.2.2.8.

considered necessary for the acceptance of the materials or for the control of their application 14.2.2.2

White Type I Road Mar!cing!

The daytime visibility of road marking paint shall be defined by the luminance factor Jl. The classes shown in Table 14.2.2.10 shall apply.

RL. 0t 25


-


Rl.Ot 35

Rl.:iso

. ~.

Yellow

-

Type I Road Mer~ings

:rYP:I' _II J\oad ~!rk~l'lQS

RL~~5 Rl.;t35


Rlit50

Liquid Paint

Colour

ca...

l.lumlnance factor p

.LF5

White

LF6

--

LF7 Yellow

-

it0.30 it0.40 it0.50 it0.30 it0.40

LF1 LF2 Table 14.2.2-10: Luminance factor

Table14.2.2-8: Reflectorlzatlon under vehicle headlamp lllumlnatlon (rain) 13 The x, y chromaticity co-ordinates for dry road markings shall lie within the regions defined by the comer points as shown in Table 14.2.2.9. White

2 The x, y chromaticity co-ordinates for dry road markings shall lie within the regions defined by the corner points as shown in Table 14.2.2.11. Corner Point-No

Yellow

White

Yellow y

1

X 0.355

0.355-

X 0.443 -

y 0.399 ~-

Corner RointNo

X

y

X

y

-) ·

0.3(:15

0.305

Q.f!.45

0.455

1

o~355

0.3-55

0.443

0.399

3

0.285

0.325

0.465

0.535

4

0.335

0.375

0:389

0.431

2

o:30s

0.545

0.455

3

0;285

0.325

0.465

o.53Ji

4

ii.335

!).375

0.3~

0.431

Table 14.2.2-9: Color 14 In order to prevent cracking of thermoplastic when the plasticizing oil content is reduced to prevent blackening of the road marking, good quality resins (such as alkyd resins, rosin esters and maleic-modified resins) shall be used in the manufacture of thermoplastic material instead of the hydrocarbon resins. Road markings showing more than minimal cracking during the warranted life of the markings will be deemed to have failed. 15 The Contractor shall warrant that Type I and Type II markings will continue to achieve all performance requirements of this Specification for a minimum period of 1 (one) year from the time of application and that Type Ill markings will continue to achieve all similar applicable performance requirements for a minimum period of 3 (three) years from the time of application, when used on the edges ofthe highway as yellow edge marking. 16 In no case shall any materials be laid more than 6 mm thick. Unless specified, all white markings shall be reflectorized by means of spherical glass beads to BS EN 1424 premixed during compounding and additionally by spherical glass beads to BS EN 1423 wet surface applied during application. The glass beads shall not have more than 1,000 ppm of Arsenic Trio)(ide, 200 ppm of Lead and 1,000 ppm of Antimony. The Contractor shall supply test certificates showing compliance with these requirements. 17 Before delivery to site, or during the course of the work, the Engineer may call for any tests that are

Table 14.2.2-11: Color

3

The contrast ratio lhlding power) for white end yellow paints shall be not less than 96% for white and 90% for yellow when tested in accordance with ISO 2814 when applied with a doctor bl ede of 300pm.

4 The paint shall be free from skin and settlement that cannot be reincorporated by stirring. Drying (tack free) time should be between 5 and 7 minutes dependent on ambient road surface temperature and wind.

5 The skid resistance of the pei nted road markings (assisted if necessary by the application of drop-on beads) shall be not less than 50. 6 For the measurement of reflection under vehicle headlamp illumination, the coefficient of reflected luminance RL Is used. RL is expressed in mcd.m-2.1x-1. Road markings in the dry under vehicle headlamp illumination shall conform to the figures shown in Table 14.2.2.12.

I

RL it 100

White Yellow

RLUO

Table 14.2.2-12: Reflectorizatlon under vehicle headlamp illumination (dry) Road markings in rain under vehicle headlamp 7 illumination shall conform to the figures shown in Table 14.2.2.13.

I

RL
White

RL:t35

Table 14.2.2-13: Reflectorilat fon under vehicle headlemp Illumination !rain)

~~

Mlnlstry of Trnnapor-t & Cammunlcntiona DORLT

~~<:Traffic Signs and Road Markings

8 Testing of spherical gla$$ beads shall be done to conform with BS EN 1423 for drop on materials and BS EN 1424 for premix glass bead$. The Contractor shall warrant that markings win continue to achieve all performance requirements of this Speclf.cation for liquid paint for a minimum period of 1 {onel year from the time of application. 9 Liquid paint is unsuitable for forming raised rib edge line markings and should not be used for this purpose. 14.2.2.3

Testing

Testing for liquid paint shall comply with BS EN 1436 2007. The softening point, flow resistance and density of road marking material should be carried out by a roads test;ng laboratory. The manufacturer of the road marking material shall provide a certificate for the material stating these values. The responsibility for the accuracy of the figures remains with the Contractor. 2 Testing of skid resistance shall be by use of a portable skid resistance tester designed to carry out the Pendulum test. This is common equipment for use In the field or in a roads testing laboratory. 3 Determination of the luminance coefftcient (Odl and the rellectorization {All shall be by use of e road marking retro-rellectometer which is a portable unit suitable for use on t ite. 4 Determination of the luminance factor {~I shall be tested using a Reflectometer whi ch is a portable unit suitable for use on site. 5 Before delivery to site, or during the course of the work, the Engineer may call for any tests that are considered necessary for the acceptance of the materials or for the control of their application. 14.2.2.4

Painting of curbs

2 Application of road marking material shall generally be by mechanized spraying equipment consisting of a motor powered self propelled machine with compressor. A m inimum line width of 100mm shall be sprayed in one pass. The separate bead gun shall be synchronized to spray glass spheres immediately onto the surface of the road marking. An automatic mechanism shall be fitted to produce broken or dotted lines as shown on the Drawings without the need for pre-measurement. If material is applied by hand methods., the 3 Contractor shall provide stenc ~s. speclalized labor and all necessary equipment to ensure that results match the quality and finish of the sprayed work, to the satisfaction of the Engineer. Drop on spherical glass beads shall be hand applied to give a consistent covering over the whole of the surface of the road marking between 350 to 400 grams per square meter.

4 All road markings shall comply with the dimensions, angles and proportions stated in the Highway Design Standards. 5 Where Indicated on the Drawings, curbs shall be painted alternately black and ye ~ow to cover the entire exposed surface. Changes in colors shall be made at joints between curbs. Obsolete or existing markings to be replaced shall be 6 removed by a purpose designed line removal machine capable of operating between 600 and 2500 meters/hour. It should not cause damage to the road surface. The working width shall be adapted to the width of the marking line up to a maximum of 400mm. Hand operated machines used for removal of small areas of marking shall have a work rate of 3 meters/minute. 7 The pavement shall be prepared in accordance with the following:

I.

Chlorinated rubber paint for painting curbs shall be plasticized and drying shall be solvent evaporation alone. It shell have the properties give in Table 14 2.2.14.

P.roperty Relative density Viscosity at 21"C

Allow!ble lllmJt. 1.48 minimum L65to70

-

Drying time

Approx 10-15 minutes

Coverage

3m2 per litra maximum

Luminance coefficient

eo mcdfmt/lx minimum

Flexibility

--

-

1!. .

..

Passes around 12m ni d iameter Jmandrel .

Chlorinated ' 9.0% rul:lber content Table 14.2.2-14: Paint for Curbs

14.2..3


Traffic shall be kept off markings until the installation has fully cured.

1"-e

Where the marking is to be applied on concrete carriageways, the transverse texturing shall be freed from all traces of curing compound by wire brushing or other approved means. Prior to the application of thermoplastic material a tack coat compatible with the road surface and the marking material shall be applied in accordance with the manufacturer's instructions. On surface dressed carriageways, all loose chippings where the marking is to be applied shall be removed prior to application. The surface to be marked shall be claan and dry .

8 Road marking materials shall only be applied to surfaces which are clean and dry. Markings shall be free from raggedness at their edges and shall be uniform and free from streaks. Longitudinal road markings shall be laid to a regular alignment. 9 Pre-marking sha• be carried out manually on straight lines and curves using a 100m long string, On strafghts the pre-marking shall consist of 1 dot mark every 3m, and on curves every 1m. The pre-marking dot shall be a circle of 40mm diameter cut into 2 equal parts by a gap of 10mm.

Sultannte of Omnn. Sill..Cord Specificlllions lor Ro•d a. Brido• C.,n.,n>

Longitudinal changes in line types shall be within 300mm of the location specified on the Drawings.

BS 7962. The total thickness of original and masking materials shall not exceed 6 mm.

14.2.3.1

14.2.3.5

Raised Rib (Profiled I Road Markings

Raised rib road markings shall only be used on National and Arterial roads with full width hard shoulders or other high speed roads (both single and dual carriageway) with at leastl meter wide hard strips. 2 Raised rib road markings shall be yellow lines which are conII nuous over the sections where they are specified on the Drawings. Gaps shall be provided for drainage purposes only where specified on the Drawings.

Longitudinal Road Markings Lateral Tolerances

For longitudi nel road markings, the I ateral tolerance shall be within :1: 25mm from the designed position. Any discontinuities between roed markings shall be replaced with a smooth taper from one road marking to the other. The length of the transition shall be derived from Table 14.2.3.1. SpMd(kmlhl

T.,_

3 Raised rib road markings shall be in accordance with the Highway Design Standards. Spacing of the transverse raised ribs shall be 500 mm.

Upto60

l in 40

80

1 in • 5

4 Raised rib road markings shall not be used adjacent to hatched areas or central reserve crossings.

100

lin 50

120

1 in 55

14.2.3.2

Temporary Road Markings

Temporary road markings shall only be adopted with the prior approval of the Engineer. They shalt comply with the same clauses as permanent road markings, or if required to be removable, be constructed only from a proprietary preformed road marking material complying with BS EN 1790.

Table 14.2.3·1 : Marking transition taper 2 Where studs are to be placed within the line the centre line of the marking and the center line of the studs must not be displaced by more then 15mm.

14.2.4


2 When temporary road markings are used on surfaces that will continue to be used by public traffic after their removal, any shadow trace remaining after their removal shall be permanently obliterated. Preformed materials shalt not be used for this obliteration.

Road markings of each type shall be measured by square meters marked. Removal of road markings shall be measured by square meters removed.

3

Temporary road markings constructed from a proprietary preformed road marking material shall only be adopted in I ocatio ns and on types of road surface as shown on the Drawings and shalt comply with any other requirement therein. The marking material shalt be new and together with any primer shalt be stored and installed in accordance with the manufacturer's instructions and within the recommended shelf life.

The amount of completed and accepted work measured as provided for above will be paid for at the unit rate for Road Marking in the Bill of Quantities which rate shall be full compensation for supplying, applying, surface preparation, and for materials, labor, equipment, tools, supplies and other items necessary for the proper completion of the work as specified.

4 Temporary preformed road markings shall only be applied to surfaces that are clean and dry. Upon rem ova I they shall be disposed of off Site and if any making good is necessary to the road surface it shall be satisfactorily carried out before the road Is ope ned to traffic to the satisfaction of the Engineer.

14.2.6

14.2.3.3

Removal of Road Markings

The removal of road markings on surfaces that will continue to be used by traffic shall be undertaken in a manner that will avoid damage to the surface. The removal of road markings shall be by mechanical means only. The Contractor shall submit details of the system he proposes to use to the Engineer for approval. 14.2.3.4

Masking of Road Markings

14.2.5

i. ii. iii. iv.

v.

Basis of Payment

Items In the Bill of Quantities Traffic lines (typal (material I (mechanical application). (sq.m.l (sq.m.) Raised rib road markings. Special road markings (typel, (material) ;(hand applied!. (sq.m.) Curb painting (sq.m.l Removal of road markings (sq.m.l

14.3

Road Studs

14.3.1

Description

This Sub·section describes requirements for the supply and installation of road studs.

When black masking materials are required to cover existing permanent road markings, they shalt comply with

• l+~

~~

Mlni•try cfTrBnaport & Communlcntfana

OORl.T

../"'.~
14.3.2

Materials

14.3.2.1

Permanent Retroreflecting Road Studs

All retrorellecling road studs shall comply with BS EN 1463·1 and 1463·2, and shall be instahed in accordance with the manufacturer' s instructions 2 Retroreflccting road studs and components which do not fall lnto a category of BS EN 1463. but which have type approval of the Employer may be used If specifically permitted by the Engineer.

studs shall be removed from the carriageway on completion of the Works to the satisfaction of the Enginee;-, 14.3.3.3

Non retroreflecting Road Studs

A ll non retroreflecting road studs shall be installed in accordance with the manufacturer's instructions 11'1 locations, and complying with any other requirements, IS shown on the Drawings.

14.3.4


3

The bodies of the studs shall be aluminium or high impact plastic and shall incorporate an integral plug at least 60mm deep,

Road studs of each type shall be measured by the number of studs installed.

4 fhcing of studs shall be by epoxy resin adhesive in accordance manufacturers requirements.

14.3.5

5 The Contractor shall submit details of the road studs he proposes to use together with the method of fiXing to the Engineer for approval. 14.3.2.2

Temporary Retrcweflecting Road Studs

Temporary retroreflecting road studs shall be of the fluorescent yellow type to BS EN 1463-1.

14.3.6 14.3.2.3

14.3.3


14.3.3.1

Permanent Retroreflectlng Road Studs

1 TraffiC shall be kept off studs until the resin adhesive has fully cured, 2 Permanent retroreflecti ng road studs shall be installed l n the locations and to any other requirements as shown on the Drawings. 3 Road studs shall be filled so that the d isplacement to the left or right of the correct line does not ellceed 1Omm. The angular displacement of road studs shall not exceed

5". 4 Where studs are to be placed within the line the centre line of the marking and the centre line of the studs must not be displaced by more than 15mm. 5 Studs shall be lnstalted after the complet ion of the wearing course and the Installation shall be carried out to accordance with the manufacturer's instructions and as agreed by the Engi near. 6 Studs shall be applied on clean, sound, dry surfaces. Air temperature shall be greater than 5" at the time of installation and when it wilt remain above 5" for the time taken for the adhesive to cure. Temporary Retroreflecting Road Studs

They shall not be used for a second application. Adhesive used for the temporary retroreflecting road

1-4-10


Ceramic Buttons

Ceramic buttons may be used only in ellceptional circumstances to supplement road marking only with the approval of the Employer and Engineer.

14.3.3.2

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rate for Road Studs in the Bill of Quantiti es which unit rate shall be full compensation for supplyi ng, fixing, surface preparation. and for materials, tabor, transport, equipment, tools, and other items necessary for the proper compl etion of the work as speci lied.

L

ReHecti ng road studs (type/color).

(l'lr.l

ii.

Non-reflecting road studs.

(nr.)

Suftanate of Om.n, Star.dti1l Spec I~ lor RaMI&~ Co~ :ZOll

Rtf.

Title

15.1

General

~age

No.

Ref.

Title

15·1

15.3.4

Method of Measu111ment

15.3.5

Basis of Payment Items In the Bill of Quantities

15.1.1

Scope

15-1

16.1.2 15.1.3

Design

16-1

Regulations end Sulndards Factory Tests

16-1 15-1

15.1.4 16.1.6 15.1.5.1

Field Teats General 15.1 5.2 Insulation Resislllnc:e Test

15-1 15-1

15.1.6

Ughtlng Columns Tests- Pre-shipment

15-2 16-2

15.1.7 15.1.8 16.1.9

Switchgear Tests Completed Tests Gener1111l Tec:hniCIII Conditions

16.1.10

Approval

16.1.11 16.1.12 15.1.14

EI'IICtlon Manuals Handling Spa111s

15.1.15 151.16

Road Llglrtlng Sign Lighting

16.1.13

15.1.17 15.1.18 16.1.19 16.1.20

15.2

15-2 15-2 15-2 15-3

15.4

15-4 15-4 15-4 15-4

Package Medium Voltage Switching Stations

15.4.1 15.4.2

Description Meterials

15.4.3 15.4.4


15.4.5 15.4.6

16.5

15-3 15-4

15.5.1 16.6.2 15.5.3 15.5.4

33kV and 11 kV Pole Mounted Transformer Sub-Stations

Feeder P,illars

15.6.1

Description

15.6.2 15.8.3

Meterials Construction Requirements

15.6.4 15.6.5 15.6.6

Method of Measurement Basla of Payment Items In the Bill of Ouantltln

15-5

16.2.1

Description

16-6

15.2.2 15.2.3

Materials Construction Requirements

16-S 15-6

15.7

Elecbical Cables

15.2.4

15.7.1 15.7.2

De&crlptl'on Materials

15.2.5 15.2.8

Method of MNsurement Basta of Payment

15-6 15-6

ltema in the Bill of Ouantltlu

15-6

15.7.2.1

Low Voltage Cables

15.3

Package Sub-stations

15-6

15.3.1 15.3.2

Descriptfon

15-6

15.7.2.2 16.7.2.3 15.7.2.4

Medium Voltage (M. VI Cables Met11l Gland Parts Cabla Trays

Materials Conatructlon Requlrementl

15-6 15-7

15.3.3

16-7 15-8 16-8 15-8 15-8 16-8

15-8 15-8

15.6

15-5

15-7

15-8

16-5

Method of Measu111ment Basis of Payment Items In the Sill of Quantities

16-7

Materials Construction Requlrementl Method of MeasU111ment

15-5

15-5

16-7 16-7

Deseription

15.5.6

Medium Voltage and Substation Work ·

15.5.5

Method of Measurement BuTs of Payment Items In the Bill of Quantities

Baals of Payment Items in the Bill of Quantities

Generally

Medium Voltage Intake Switching Stations

16.3.6

Page No.

15.7.3 Construction Requirements 15.7.3.1 Cable Jointing and Terminataon

15-9 16-9 16-9 15-9

15-9 16-9 15-9 15-11 15-11 15-11 15-11

15-11 15-11 15-12 15· 12 16-12 15· 12 15· 12 15-12 15· 13

Ref. 15.7.3-2 15.7.3.3 16.3.4 15 7.4 15.7.6 16.7.8

Title

P-~ge

Field Qua ~ty Control lilrthing

Procect5on Method of Meuurement Beals of Payment Item• In the BUI of Quentitfes

No.

15-13 15· 13 15-14 15-14 15-14 15-14

16.8

Road Ughtfng Masts, Columns 1S.14 and Luminaires

15.8.1 16.8.2 15.8.2.1 15.8.2.2 15.8.2.3 15.8.2.4 15.8.2.5 15.8.3 15.8.4 16.8.6 15.8.8

Desc:riptlon Meterillt Muts 1nd Columns · General Columns Htgh MIStS Road Lighting Lumineires lind l.amPII Flood Lights Conttrucdon Requinlmenta Method of Meuurement Bella of Payment Item• In the Bill of Quentitfes

15-14 15-14 15·14 15-15 15-15 15-16 15·18 15-18 15-19 15-19 15-19

16.9

Overliead Sign Illumination

15.9.1 16.9.2 16.9.3 16.9.4 16.9.6 16.9.8

Description Meterfels Conltructlon Requinlmentt Method of MeiiUn~ment Beall of P.yment Items In the Bill of Quentitfes

15-19 15-19 15-19 15-20 15-20 15-20

16.10

Under Bridge Ughtlng

16-20

16.10.1 Description Mltllrilll 15.10.2 15.10.21 Surfece Mounted Luminaires 15.10.2.2 Recessed Mounted Lum1naires Conltructlon Requlmnenta 15.10.3 Method of MeiiUrement 15.10.4 15.10.5 Beall of Payment Items In the Bill of Quentltle. 16.10.8

16.11

Traffic Signals

15.11.1 Description 15.11.2 Materilll 15.11 21 Generll

16-19

15-20 15-20 15 20 15·20 15-21 15-2.1 15-21 15-21

16-21 15-21 15-21 1 ~21

Ref.

Title

Page No.

15.11.2.2 Contro• ers 15.11.2.3 S ign.t Equipment 15.11.2.4 S ignal QJ)eration 15.11.3 Construction Requln~menta 1!5.11 .3.1 Cables 15.11.3.2 ControUer Root 15.11.3.3 Ducts 1511.3.4 Draw Pits 15.11 .3.5 Pole lnstl lllltlon 15.11.3.6 Miscell1neous 15.113'1 Completion 15.11.4 15.11.5 15.1t.8

Method of Me~a~n~ment Bell• of Payment ltiii'M In the Bill of Ou•ntltles

16.12

Overhetght Vehicle Detection System

15.12.1 16.12.2 16.12.3 16.12.4 115.12.5 15.12.6 16.12.7 15.12.8

16.13

Dlllcriptlon Design Criteria for Mzrteril!. end Componentl Operetlonel Requlrementl Phytlcel Requlrementt Construction Requln~ments Method of Me1aurement B1al1 of Payment Items In the Bill of Quantities

Emergency Roadside Telepllone System

DelcriptJon 16.13.1 Reguletlorw end Standarda 16.13-2 Deflnltlona end Mode of Operation 16.13.3 16.13.4 Producta end Mlllerlall 15.13.4.1 PiU1r Des.gn and M1nufactura 15.13.4.2 Pidar Otmens1011s end We[gbt 15.13.43 lirengibi lity 15.13.4.4 PiNer Materiels end Color 15.13.4.5 IPRittnQ 1&.13.4.6 Vibrltlon 1nd Shocli 15 13.4 7 Wind 15.13.48 Temperature 1S.1349 Lightning Protection 15.13.4 10 Vermin 11101'1151

15·21 15·22 15·23 15,23 15·23 15-23 16-23 15-24 15·24 15·24 15·24 15-24 15-25 15-25

11).26 15-25 15-25 15-25 15-28 15-27 15-27 15'27 15-27

16-27 15-27 15-28 15-28 16-29 15-29 15-29 >15·29 15·29 15·29 15· 29 15-29 15-29 15-30 15-30

Ref.

Title

Page No.

15.1 3.4.11 Vandali5m

15-30

15.13.4.12 Pillarldentification 15.13.4.13 Concrete

15-30

15.1 3.4. 14 Steelwork 16.13.5 Power Supply 15.13.5.1

Power Supply

15.13.5.2 15.13.5 3 16.13.5.4

Battery Battery Charging Solar Panel

15.13.8 ConltrUction Requirement. 15.13.6.1 Drawings 15.13.6 3 15.13.6.4

Anchor Bolt Assembly Pi Mar Mo~onted Telephone

15.13.6.5

Grout ng ot Pillar Base

16.13.7 16.13.8 16.13.8

16.14

Method of M1181urament Baals of Payment Items In the Bill of OuantHies (Unit)

15·30 15-30 15·30 15-30 15·30 16-31 115·31 15-31

15.17 16.17.1 16.17.2 16.17.3 16.17.3.1 15.17.3.2

Civil Works for Electrical Installatlons

15-31

Ui.14.3 15 14.4

15-32 o.talled Technical Specification Remote Control Management Soflwall!l 15-33 Hardware 15-35 15-35 Method of Meauramant Basia of Payment 15-35 15-36

16.16

Earthing

16-36

16.15.1

Ducriptlon

16.16.2

Materia Ia

15-36 15-36

16.16.3

Con.truatlon Reqalramenta

16-38

15.16.4 15.16.6

16-37 15-37

15.15.8

Elrth RMWanceTMt Method of Meaaurement Baals of Payment

15.15 .7

ltetm In the Bill of Quantities

15.16

Labeling, Testing and Commissioning

15-37 16-37

15-37

16.16.1

Delcriptfon

15-37

15.16.2

Materl•ls Conatruc:tlon Requlrementa

16-37 15-37

15-38 15-36

16-39

Bases for Poles and Equipment Cable Trenches and Ducts

Itamain the Bill of Quantities

16-31

16-38

Materi.lls Construction Requirements

16.17.6

15-31

15-37 15-38

Deeaiptlon

15-31 15-31 16-31

Page No.

Method of Meaaurament and Baals of Payment

1S·31 15-31

Dalc:ription

16.16.3

Labeling Test ng and Commissioning

Method of Mea.uramant Basis of Payment

General Requirements

ham a In the Bin of Ouantitlea

Title

15.17.4 16.17.6

16.14.2

15.14.8 16.14.7 16.14.8

15.16.4

15-30

15.14.1

16.14.5

1518.3.1 1616.3.2

15-30

Public Ughtlng Management

and Control System

Ref.

16-38 15·39 15·39

1!M0 15-40 16-40

Sultanate of Oman, Sr•nd•rd Sp.drtelllions lor ROJ

15.1 15.1.1

General Scope

This Sub-section describes general requirements for electrical systems, Including medium voltage substations, packaged substations, cables and feeder pillars, road and under-bridge lighting, traffic signals, illuminated signs, detection system and emergency telephone system, and all associated work. Specific requirements for each system are given in the relevant Sub-sections of this Section. 2 Subsidiary lcomplementaryl items which are not expressly specified but are necessary for completion of the work shall be supplied and insta lied by the Contractor and their costs are deemed to be included in the rates and prices for the relevant work. 3 The power supply connection for the lighting systems shall be coordinated with and obtained from a nearby source assigned by the concerned local power authority. 4 The Contractor shall pay all power connection charges and fees imposed by the Local Power Authorities and Municipalities, Including execution of all civil works ltrench, ducts 1. 5 The work shall be complete in every respect for satisfactory operation in complia nee with the specifications and standards I aid down by the respective authority and as given herein.

15.1.2

Design

The location of light fittings, poles, feeder pillars, distribution transformers and cables, etc. are shown for guidance on the Drawings. Final locations shall be subject to the road configuration, lighting calculations and approval by the Concerned Authorities. 2 The Contractor shall coordinate with the Engineer and shall determine the exact position and location of ell lighting and electrical equipment with respect to other services and site requirements. 3 The Contractor shall be responsible for proper lighting distribution on the road surface from the proposed luminaires and other equipment after Installation and commissioning and shall be fully responsible for maintaining the entire road lighting system during the maintenance period of the Works.

15.1.3

Regulations and Standards

The Contractor shall comply with the regulations and requirements of the concerned authorities, and shall get all necessary approvals of the shop drawings from the respective authority after obtaining approval of the Engineer. If the road lighting works are executed by a SubContractor, the Contractor has to ensure that the Sub· Contractor is approved by the Concerned Authority. 2 The quality of equipment shall be of the best grade for each type as approved by the Engineer, even though

such quality may not be stated specifically in this Specification. 3 All materials and products shall be new and manufactured by manufacturers approved by the concerned authority. Funhermore. they shall be sound and uniform in quality, size, shape, color and texture and free from cracks, warpage or other defects. All warranties as applicable that are available from 4 the manufacturers shall be submitted to the Engineer in original documents.

15.1.4

Factory Tests

All equipment and materials shall be subject to preshipment Inspection and testing at the manufacturers' premises. The Contractor, in coordination with the manufacturers of relevant materials shall arrange for the pre-shipment inspection and testing by the authorized representative of the Engineer at the manufacturers' premises. 2 The Contractor shall make all necessary arrangements and pay all expenses in this regard including representation, travelling and transponation, boarding, lodging and any other associated cost for the pre-shipment inspection procedures and witnessing of the tests at the manufacturer's premises. In lieu of the above tests the Engineer, at his sole discretion, may accept test certificates by an approved laboratory of International standards. 3 The Contractor shall obtain from the manufacturer and submit to the Engineer for approval, the complete detai Is of tests to be performed describing the procedures, test observations and expected results. All test cenificates shall be In compliance with recognized international standards as approved by the Engineer and the Concerned Authority. 4 The Contractor shall ensure availability of all tools, instruments, test equipment, materials etc., and all qualified personnel required for the testing, setting and adjustment of all equipment and materials including putting the same into operation. 5 The Contractor shall inform the Engineer of the date and time of test for each piece of equipment at least two weeks in advance. The witnessing of tests by the Engineer or his representative shall not absolve the Contractor from his responsibility for the proper functioning of the equipment, and for furnishing the guarantees. All test results shall be supplied in triplicate.

15.1.5

Reid Tests

15.1.5.1

General

Upon completion of the installations, the Contractor shall perform field tests on all equipment, materials and systems. All tests shall be conducted in the presence of the Engineer for the purpose of demonstrating equipment and system's compliance with the Specification. The Contractor shall submit for Engineer's approval, complete

• 15--1

~~

MLnl•try of Tronaport & Cummunicutlona

OGRll

~~<:Road Lighting and Electrical Installations

details of tests to b e performed, equipment used. describing the procedure. test observations and expected results. 15.1.5.2

Insulation Resistance Test

Before making connections et the ends of each cable run or joi nt between cables, the insulation resistance test of each cable section shall be made. Each conductor of a mullicore cable shall be tested individually with each of the other conductor of the group and also with earth. If insulation resistance test readings are found to be less than the specified minim um in any conductor. tile entire cable shall be replaced and tests repeated on the new cables. If cable joints are provided, then each cabl e section shall be tested and joints made only after the tests have been made satisfactorily. Fir~a lly the completed cab~e length including the joints shall be tested. 2 AU switchgear shall be given an insulation resistance test after installation, but befo1e any wiring is connected. Insulation tests shall be made between open contacts of circuit breakers, switches and between each phase and earth. Refer to Sub-sectjon 15.16 for details. If the insulation resistance of the circuit under test is less t han the specified value, the cause of t he low reading shall be determined and rectified. Corrective measures shall Include dry-out procedure by means of heaters, if equipment is found to contain moisture. Where corrective measures are carried out, the insulation resistance readings shall be taken after the correction has been made and repeated twice at 12 hours interval

3

4 The max,imum range for each reading in the three successive tests shall exceed 20% of the average value. After tests have been made, the equipment shall be reconnected as reqlrired.

15.1.6

Lighting Columns Tests - Preshipment

The tubular steel columns shall be tested and the results recorded for each test by the manufacturer in the presence of an authorized representative of the Engineer in the manufacturer's premises. The material weight and dimensions of columns as specified shall be certified by the manufacturer. The columns shall be inspected for compliance and will be rejected If they are found to be outside the specified tolerances. 2

Loading Test:

The columns shall be cantilevered horizontally, rigidly supported at base plate and toads applied at right angle to the axis of the pole at the required point, i.e. at some distance from top. Tests shall be as fQIIows: •

Deflection test.

•

Permanent set test

•

Breaking load test

A sample comprising four columns shall be selected at random out of each lot of 1000 and subjected to deflection test. One column per thousand shall be tested for

15-2

permanent set test and breaking loild test. When the columns in the Works are lim ited in number, the manufacturer moy supply result of tests already done for prototype testing on such columns, or supply calculation based results, in lieu of carrying out deflection, permanent set and breaking load tests. 3

Passive Safety of Support Structures:

If requested by the Concerned Authority, tests shall be carried out on each type of coklmn in accordance with BS EN12767: 2007 level 4. Costs of such tests for columns/high masts will be Included ul'lder separate items in the Bill of Quantit ies.

15.1.7

Switchgear Tests

Each circuit brea- er shall be operated electricallY and mechanically or only mechanically if it Is not electrically operated. All interlocks and control circuits shall be checked for proper connections in accordance with the wiring diagrams furnished by the manufacturer and approved by the Engineer 2 The Contractor shall property identify the phases of all switchgear and cables for connections to give proper phase sequence.

3 Trip circuits shall be checked for correct operation and rating of equipment served . The correct size arid function of fuses. d isconnect switches, number of Interlocks, Indicating lights, alarms and remote control devices shall be in accordance with approved manufacturer drawings. Name plates shall be checked for proper designation of equipment served.

15.1 .8

Completed Tests

After any equipment has been tested, checked f or operati on, etc., and is accepted by the Engineer. the Contractor shall be responsible for the proper protection of that equipment so that subsequent tasting of other equipment does not cause any damage to the already tested equipment.

15.1.9

General Technical Conditions

Electrical work shall include the submission by the Contractor of shop drawings and calculations required by the Specification, as well as the provision of literature and samples for the approval process. 2 All plant and equipment shall be supplied with the necessary fittings, accessories and parts for the complete installation, irrespective of whether all such fittings and accessories are listed In the Specification and Drawings. Installations shal be complete, tested, ready for 3 operation and ful ty integrated with other parts of the construction and the ut ~~ty supply. Trte Contractor shall make available facilities for utility providers during commissioning. 4 Electrical work shall comply with the concerned authority rules and regulations. and be carried out in accordance with the recommendations of the International

Sui!Mruo!e of Oman, St•rd•rd Spodficotiono tor Ra.d & Bridgtl Coni! ruction 2010


Electro-technical Commission (IEC) and in compliance with the following: Relevant standards issued by the appropriate authorities in the Su Ita nate of Oman including the Ministry of Transport and Communications (MOTC). BS 7671:2008, Requirements for electrical Installations; (lEE Wiring Regulations (UK) as published by the Institution of Electrical Engineers, London, 17th Edition (or the latest edition). Engineering and safety recommendations of G39 'Model Code of Practice' of the lEE. Recommendations for the Lighting of Roads for Motor end Pedestrian Traffic - Cl E-115 or equivalent and equal standards.

i.

ii.

iii. iv.

5 Electric power will be supplied by the concerned power authority at a defined voltage, 3-phase, 3 or 4 wires, 50Hz. It shall be distributed from sub-station feeder pillars at 4151240 V, 3-phase, 4-wire having solidly grounded neutral at the transformer neutral point. Single phase equipment shall be connected between phases and neutral in a way to balance the three phases.

plasticizer and shrinkage of the PVC due to high temperature (uPVC).

15.1.10 Approval Details of the manufacturers of proposed pi ant end equipment shall be submitted for prior approval of the Concerned Authority and Engineer. Approval of any manufacturer will not constitute approval of his products. The Contractor shall ascertain that the approved manufacturers are capable of supplying the required equipment and in conformity with the Specification. 2 The Contractor shall submit to the Engineer for his approval, in particular, the following luminaire criteria before placing an order:

i.

ii.

6 The voltage at any point in an installed power distribution network shall not deviate from nominal voltage level by more than 5% under normal system operating conditions.

iii.

7 The equipment shall be capable of giving continuous and trouble-free service in the conditions given in Table 15.1.9-1.1t shall be designed and constructed to withstand full load operation when exposed to sun, dust storms, corrosive agents, occasional heavy rain and a high level of ultra violet radiation.

iv.

Maximum ambient shade

--

-

50"C

~Perature

Mhiimumramblent

-2"C

~p_er~u~

-

~imum temperatura of metal surl~Jn_djr~i sunJig!!_t

IIO"'C

--- - - ---- - -

-

Humidity

Table

- Altitude

100%

.

1 5.1 .9.1 ~ O perating

-

As per pro.feCt requirement

-

Conditions for Equipment

8 The component parts of each electrical system or piece of equipment shall be the latest product of a single manufacturer, of standard design and dimensions, and similar parts shall have been in satisfactory service for at least two years 9 The maximum gust speed at 1Om above ground level in open level country for a 1 In 50 year return period shall be taken as: 55m/s (198 kmlh) 10 PVC sleeves where used, shall be of the long chain high molecular mass type capable of reducing the loss of

Detailed literature on each luminaire, lamp and control gear including manufacturer's name, catalogue number, rating, material specification, overall dimensions, operating characteristics end principles Details of changes to standard luminaires if proposed for adaptation to conditions of i nstellation or to meet the Specification requl rements. Photometric data for lighting calculations including polar Iight distribution curves, coefficient of utilization, g Iare classification, efficiency, depreciation factors etc. Calculations of luminance and illumination levels and glare, as recommended, using approved software and methods

Fully equipped samples of any item requested by the 3 Concerned Authority or Engineer shall be delivered as soon as possible to the Concerned Authority before placl ng of orders for the material or products, without hindering the planned program and progress of work. 4 The Contractor shell not order any electrical equipment or part, plant or fitting before receiving approval for it. The Engineer may verify the performance and quality of the samples submitted by instructing tests to be carried out. Approval of samples shall not relieve the Contractor of his obligations regarding the suitability of the equipment and their performance, once installed. 5 The Contractor shall submit for prior approval by the Engineer detailed working drawings and shop drawings showing the physical layout of equipment, location of masts and columns, foundation details, erection end installation details, and wiring diagrams. Details shall include bolts, nuts, brackets, rods and any small or large item that is necessary for the construction, all to the satisfaction of the Engineer and Concerned Authority.

15.1.11 Erection The Contractor shall submit to the Engineer a schedule of the parts and equipment to be erected. If requested by the Engineer the Contractor shall open up for inspection before erection any plant or equipment which has been delivered to the Site partly assembled.

• 15-3

~ ~

Mln.atry ot Transport & Communlc:Dtiot11S

DGRLT

..../"'-..~
2 The Contractor shall satisfy himself as to the correctness of the electrical and mechanical connections to plant and equipment installed before it is commissioned. 3 Operation of plant and equipment stil l under the control of the Contractor but which is made live shall be subject to a 'Permit to Work' procedure in a format agreed wlth the Engineer and the respective authorities.

15.1.12 Manuals l Prior to the final acceptance of the installatlon the Contractor shall submit to the Engineer six sets of operation and maintenance manuals for the installed plant and equipment. The manuals shall be A4 size in loose leaf binders containing the following: i. ii. iii. iv, v. vl.

vil

Single ~ne diagrams of the complete network properly labeled Control, protection and circuit diagrams for all equipment. · Setting up, commissioning and operating instruction. Trouble shooting procedures. Maintenance instructions including schedules for preventative maintenance. Complete recommended spare parts list including part numbers and the manufacture's name, address. telephone and fax numbers. Name of the manufacturer's local authorized reptesentat1ve and service agent.

15.1.13 Handling The Contractor shaU provide slings, lifting tackle and cra nes for the sale handling of items supplied and shall be responsible for obtaining and keeping up to date the necessary test certificates for this ha ndling equipme nt. Protection of surfaces and floors during instillation shall be the responsibility ofthe Contractor.

15.1.14 Spares Spare parts indicated in the Bill of Quantities shall be supplied suitabty packed for transportation to Site and long term storage. They shall include fastenings, lugs, and screws needed for their attachment. Identification labe ls shall be attache d to the outside and also enclosed within the storage case. 2 Spares for routine maintenance shall be listed and supplied In quantities equal to 5% {rounded up to the next whole unit) of Installed quantities of each type of column, cable, joint, lamp, control gear, circuit breaker, fuse, lumlnaire, luminaire cover and associated bolts, nuts, lampholders, etc. 3 Any additional spare parts recommended by t he manufacturers, but not named above, shall be inc:luded in the list

15.1.15 Road Lighting The Contractor shall provide detailed computerized calculations to demonstrate that the luminaires proposed meet the criteria for illumination and luminance given in the Specification, standards and shown on the Drawings. 2 Upon completion of a ~ghting installation as specified the Contractor shah carry out measurements of the illumination levels on the Site In accordance with clause 15.16 and submit the results to show that the design levels and uniformities have been achieved. The maintained illumination and luminance levels shall be as given in Teble 15.1,15,1, 3 Illumination lighting levels shall be measured for all the traffic lanes,

:JJ

Ch~

-

Averege Luminance level Lav (cdlm') lmalntlined) Overall uniformity Uo= L..oJlav Longitudinal uniformity of each lane U =L..,..JL...•• Maximum threshold Increment [Til Road surface characteristics CIE classification with a. = 0.07 Average Horizontal Illuminance Eav. (LuJCJ (maintained) Illuminance ~

2

IJ II II i2

1.6

0.4

0.4

0,7

0.7

0.75

!

0.7

.

0.4

I 0.6 I

-10%

10%

15%

15%

.

A3•

A3

A3

R3

R3

25

25

12

I

·35 ~

35 ' '

~

'

Uniformities

1:3 1:3 1:3 1:3 1:3 E..,JJ;.., ~ -- E..,,.n:,.... 1:6 1:6 1: 6 ~1:6 1: 6 --I •rAJ: asphalt road surface with rough texture. slightly specular! Table 15.1.15.1: Maintained Road Illumination and Luminance Levels ~

15.1.16 Sign Lighting The illuminance level and uniformity shall be calculated and measured on the sign surface at the vertices of the grids defined by dividing it into 1m x 1m squares and shall be better than the following: Average illuminance {EAVJ : 200-400 lux Uniformity IE..,.: E.,.,.)

15--4

0.4

0.7

Jl

·-

~~

0.4

1,5

-.

: 1:6

Sultanat• of Om.,n. St~nd>td Spoar.c~tiom ror Rood & Brid91 Cons1tue11on 2010


2 The luminaires or floodlights shall be of purpose built design incorporating the specified size and type of lamps. 3 The luminaires or floodlights shall be of pleasing aesthetic appearance with high quality finish, and shall comply with BS EN 12899·1, IEC 60598-1, IEC 60598·2-3, IEC 60598-2-5 and other related parts of this standard as applicable.

15.1.11 Medium Voltage and Substation Work- Generally Medium-voltage switchgear and control gear standards and substation work, equipment and component parts are to comply with the following standards: Common specifications: IEC 62271-1 Metal-enclosed switchgear and centro1 gear for rated voltages above1 kV and up to and including 52kV IEC 62271 -200 High-voltage alternating current circuit- breakers IEC 62271 •100 Insulation coordination IEC 60071 Alternating current switch-fuse combinations IEC 62271-105 High-voltage A C. disconnectors and earthing switches IEC 62271-102 Switches for rated voltages above 1 kV and less than 52 kV IEC 62271-103 Metering end protective current transformers (CTsf IEC 60044-1 Metering and protective voltage transformers (VTsl Capacitive IEC 60044-S(IEC 601861 Inductive IEC60044-2 Relays IEC 60255 Surge arrestors IEC60099-5 Reading instruments IEC60051 Watt-hour meters IEC 60521,62052-11 62053-21 ,·22,·23 Power transformers IEC 60076, 60354, 60076-11,·10 60156 Insulating oil IEC60296 Sulphur hexafluoride IEC60376 IEC 60282-1 Fuses Climate conditions IEC 60721-3-3 and IEC 60721·3-4 Neutral earthing resistance (when requirediiEEE std 32. For all substations, switch lng and package stations, the short circuit capacity rating, the low voltage control and power supply where needed or other provisions, have to be coordinated with the Concerned Authority and provided accordingly. 2 Contractor shall provide danger signs in both Arabic and English according to Omani standards made of heavy duty corrosion proof metal, each of not less than 200mm x 300mm installed on all sides of substations, to clearly Indicate to approaching people the hazard. These signs shall include:

i.

Danger High Voltage.

ii.

Keep Out.

iii.

Telephone contact.

number

of

emergency

Additionally, instruction plates shall be posted inside high voltage rooms and shall help operating staff to evacuate in case of emergency.

15.1.18 Method of Measurement The provision of power supply from the Concerned Authority to the assigned position of the feeder pillar, including cable, (KWh·meterl, connections at both ends and all necessary related civil works shall be given as a unit. 2 Spare parts for routine maintenance and any special spare parts ordered by the Engineer shall each be given as items.

15.1.19 Basis of Payment The provision of power supply to the feeder pillar shall be paid by number of units, which shall include coordination with the Concerned Authority and for them to provide power supply to the feeder pillars, Including subscription fees, supply and installation of breakers. cables, KWh metering, execution and completion of all the related civil works. 2 Spare parts shall be paid for according to the comp,etely delivered items by type and quantities as per the approved list.

15.1.20 Items in the Bill of Quantities Power supply connection to the feeder pillar. (nrl ii

Spare parts (5% as per the approved list.

(LSI

15.2

Medium Voltage Intake Switching Stations

15.2.1

Description

This Sub-section describes requirements for supplying, installing, testing and putting into operation the M.V. switchgear which shall be in accordance with concerned authority specifications and approval, at locations indicated on Drawings.

15.2.2

Materials

Medium voltage intake and switching units shall comprise panels containing the following equipment as shown on the Drawings and as required by the concerned authority: i. ii.

Circuit breakers for network control. Circuit breakers for outgoing ci rc:uits.

The panels shall be equipped with floor mounting framework, skid bases, internal wiring, labels and cable

15-5

~ ~

Mlnletry <>I T•unspgrt & Cumnllmlcatlon• OGRLT

./"". ~<:Road Lighting and Electrical Installations

sockets. The assembly shall allow for cable access from below without dismantling any structural members. 2 The network control circuit breakers shall be manually charged, spring operated, fitted w ith integral earthing of the characteristics given by the Concerned Authority. 3 Voltage transformers shall be installed and connected to the primary side of the breaker, to supply the lighting and small power for the switching station. Voltage transformers shall be isolatable and fused on primary and secondary sides. 4 The outgoing circuit breakers shall be manually charged, spring operated. fitted with integr;ll earthi ng of the characteristics given by the concerned authority and as shown on the drawings. 5 Tripping of breakers shall be by direct acting primary trip coil or by current transformer operated direct acting trip coils. A neon i ndicator connected to a voltage capacitor divider indicating voltage presence shall be fitted on each circuit bre;~ker, 6 Intake stations shall be supplied with the necessary accessories to form complete operating i nstaUations, including the followlng: Rubber gloves Rubber mat extending the full length of the equipment iii. KV potential testers iv. Spare fuses v. Test plugs vi. Safety and operating instructions vii. Framed and glazed medium voltage line diagrams viii, Wall mounted cupboards, with mortice lock and three keys each. i. li.

15.2.3


The Contractor shall coordinate with and get approval from the selected manufacturer of the switching plant on the proposed civil works before starting construction. The construction of the buildings shall comply with 2 the requirements of Subsection 15.17. 3 The equipment shall be lifted i nto position within the station upon prepared foundations. The station switchboards may be Installed complete or in sections. The units shall then be tested before and after incoming and outgoing cables are connected.

15.2.4


The approved work shall be measured by the number of medium voltage intake switching stations, installed in station buJ,Idlng (excluding bulldingl and put into operation after testing. and acceptance by the concerned authority.

15- 6

15.2.5

Basis of Payment

The amount of completed and accepted work measured as provided for above will be pafd for at the unit rate stated in tlte Bfl l of Quantities and shall be full compensation for equipping, supplying materials, installation, testing and putting Into operation, labor, transport.• equipment, tools, spare parts and other items necessary for the proper completion of the work.

15.2.6


Medium voltage Intake switching station {type) (voltage) (ratingl(reference drawings)

15.3

Package Sub·stations

15.3.1

Description

lnrJ

This Sub-section describes requirements for supplyi ng, installing, testing and putti ng i nto operation, factory assembled package sub-stations and connecting to the medium voltage supply and the low voltage dlsUibution network.

15.3.2

Materials

1 Package sub-stations shall be completely self· contained, factory assembled i n a totally enclosed, vandal and weather resistant housing. ready for placing into positi on upon a concrete base pad. 2 Package sub-station shall comprise of a single integrated metal housing, with three totally segregated compartments, accommodating MV switch-gear, MVII..V distribution transformer and LV switchgear. Degree of protection shall be IP 54 for switchgear (MV or LVI enclosures and IP 23 for transformer housing. MV and LV connections to corresponding transformer terminals are to be insulated and inaccessible without the use of tools. 3 The MV live parts shell be completely enclosed in lockable compartments, which shall be segregated for maximum safety, but give the necessary access for cabling and connections. IP5X minimum, in accordance with IEC 62271. Cables shall enter and leave the compartments from below. A chain link fence 2m high shall be provided around the sub·station with a lockable gate. 4 The medium voltage switchgear shall consist of two (21 ring main SF6 switches and one switch-fuse {sealed for lifel, with fuses mounted In a separate compartment. Handle design is to ensure delay between closing and re· opening of main switch or earthing switch, to provide an anti-reflex operation. It shall be Impossible to move earth switch inadvertently into or from earth position except when mai n switch Is In the open position. Indication of switch position shall be mechanical, directly connected to moving contacts. Each switch shall have a padlocking device in the open, closed and earth positions. Semaphore type indicators shall be provided to indicate on, off, earth· on eartlt off positi ons, protected wlth polycarbonate

SoltMnat• of Otnan. S~ndatd Sptc;foc>llon• for Ro.d II< Bti~ Conllruct10f1 2010


covers. The fuse access shall be interlocked to prevent it being opened unless the switch is off and earthed at both ends. 5 The ring main switches shall be fitted with cable boxes and glands. The cables shall be connected to the fixed mating contacts by flexible connectors provided with a slotted hole. Alternatively, MV switchgear compartment cable terminal connectors shall be conical stress-rei ieving, epoxy sealad end, bolted, straight/elbow, molded rubber, plug-in, or other type, complete with all accessories as may be suggested by manufacturer and approvad by tha concerned authority. MV switchgear compartment potential indicators 6 shall be neon indicators, provided at front of each unit, one per phase, using capacitive potential divider to indicate voltage at switch-disco nnector cable termInals. 7 MV switchgear compartment accessories are to include the following: i. li.

iii.

Two N.C. and two N.O. auxiliary contacts on each switch. Ea nh fault indicator, operated by core-bel ance type current transformer, located near and outside cable box/ terminations with indicator visible from the front and with automatic reset. Shunt trip release on switch-fuse combination.

8 The transformer feeder switch shall have a trip button or shall trip automatically by fuse operation. An interlock shall be provided so that the switch-fuse cannot be put back into service until the faulty fuse has been replaced. 9 The Iow voltage switchboard shall be a separately enclosed metal compartment with lockable doors within the package housing and shell be of equal construction to the feeder pillar. It shall consist of a triple pole and neutral manually operated main circuit breaker of the molded case pattern of the required ampere interrupfng capacity. Overload and short circuit release mechanisms comprising thermal and magnetic trips and earth leakage protection (30mAJ, shall be provided. 10 Three ammeters fined with selector switch, maximum demand fnd'cator and current transformers shall be incorporated along with a voltmeter with se'ector switch and protection fuse. 11 A sing~e phase socket outlet of 16-250 DIN rating complete with plug top and a 12W fluorescent lighting fitting of the integral battery/inverter emergency type, with switching facility to allow emergency light to be initiated shall be mounted adjacent to the low and medium voltage switchgear panels and shall be prewired at the factory. 12 The low voltage panel circuits serving the lighting shall be supplied through triple pole circuit breakers and triple pole contactors (one set per circuitl which shall be dual photo-electric cell controlted. The low voltage panel a nd components shall meet the requirements specified In Subsection 15.6. The package sub-station shall be fined

with a compartment housing the accessories to form a complete operating installation as follows: i. ii. iii. iv. v. vi. vii.

Rubber gloves. Spare fuses. Safety and operating instructions. Medium voltage line diagram. Low voltage circuit diagram with designations. kV potential tester Kilowatt hour metering as per requirements

Additionally, instruction plates shall be posted inside high voltage rooms and shall help operation staff to evacuate in case of emergency.

15.3.3


The Contractor shall agrea with the selected manufacturer of the package sub-station on data ils for the proposed civil works and shall have shop drawings approved before construction starts. 2 The Contractor shell install the package sub-station unit upon the concrete base using the appropriate lifting gear to prevent damage. When correctly located, the unit shall be bolted In position and tested before and after connecting the incoming and outgoing cables.

15.3.4


Package sub-stations shall be measured by the number of complete units supplied, Installed, tested, put into operation end accepted by the Concerned Authority, including time switch and connection.

15.3.5

Basis of Payment

1 The amount of comp'eted and accepted work measured as provided for above will be paid for at the unit rate stated in the Bill of Quantities and shall be considered 11s full compensation for supplying and installing the substation, testing, puning into operation, handing over, Including all materials, labor, transport. equipment. tools and other items necessary for the proper completion of the work.

15.3.6

Items In the Bill of Quantities Package sub-station (type) (reference) (rating) (voltage) (nr)

15.4

Package Medium Voltage Switching Stations

15.4.1

Description

This Sub-section describes requirements for supplying, installing, testing and puning into operation factory assembled package medium voltage switching stations. and connecting to the medium voltage electrical supply network.

15· 7

~~

Mlni•try of Transpc::~rt & Communication•

DGRLT

./"..~<(Road Lighting and Electrica l Installations

15.4.2

Materials

Package switching stations shall be self-contained; factory assembled conformi ng to MV Switchgear specification in Sub-seclion 15.3. 2 The switching station shall contain 3 extensible SF6 switch units with space for one additional SF6 switch. The switches shall be fitted with cable boxes and glands suitable to receive the incoming cables and shall have operating positions at the front of the unit. The switching mechanisms shall be Independent manual type. 3 Switching stations shall be supplied w ith accessories as for sub-stations with the exception of the low voltage circuit diagrams. 4 Emergency lighting if required by the Concerned Authority, shall be coordinated with tl'le Concerned Authority and be provided as specified in Sub· section 15.3, Clause 15.3.2 (11).

15.4.3


Construction requirements shall be as specified in Sub-section 15.3, Clause 15.3.3.

15.4.4


Package medium voltage substations work shall be measured by the number of units supplied, instaned, put into operation, accepted by and handed over to the concerr1ed authority, including connection to the MV supply, fees. and the cost of power connection from t he assigned source.

15.4.5

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rate stated in the Bill of Quantities. which rate shall be full compensation for supplying, installing the station. testing and putting into operation, connection labor, transport, equipment, tools and other items necessary f or the proper completion of the work.

15.4.6

15.5 15.5.1

Materials

Metal work shall be hot-dipped galvanized to BS EN ISO 1461 and ASTM A123 and ASTM A153, whichever is more stringent, after fabrication. 2 Transformers shall be painted by the manuf1cture;-. Standard identifcatior; plates shall be fixed. 3 Bushings and insulators shall have a m inimum Creepage value of 40mmlkV. 4 The transformer station supports shall be 'H · type construction, using 11m long, preservative treated, wooden (Pinus Sylvestrisl poles type. The support system shall be fitted with 4 stay sets, each comprising tubular stay-rods. wood stay insulators. galvanized steel wi re of minimum diameter 4mm end pole clamps. The poles shall be fitted with galv11nized mild steel cross arms to support the transformer. 5 The 11kV fuse units shall be 3 phase expulsion drop· out type with 900mm phase to phase spacing and fitted with re-wireable fuse element s. 6 The 33kV switch fuse units shall be 3 phase, vertical mounting, with 1050mm phase to phase spacing The switch shall include a treated wooden, insulated, operating handle at 1.2m from ground level. The fuses shall be of the expulsion drop.out type, fitted with r • wireable fuse elements. 7 The t ransformers shall be the pole mounted type with outdoor bushings on both medium and low voltage sides and shall h$Ve the characteristics given in Table 15 5.2•1. B The low vonave units shall be 3 outdoor pole mount porcelain cut-outs fitted with approprietely rated HRC

fu ses. As indicated on drawings

.

Phasn

P.ackaga medium voltage switching (type) (reference) (voltage).

15.5.2

Rating

Items in the Bill of Quantities ~ation

Eng1neer. The t ransformers and 111 accessories shall conform to the requirements, standards and specifications of the concerned authority and the Contractor shall obtain all necessary approvals from the Concerned Authority in this regard.

-

Winding CoM ections: (nr)

33kV and 11 kV Pole Mounted Transformer Sub-Stations

-Tappings

15-- 8

3~

-

neutral sec ond~

- .-

.Qin 11 -

Impedance

.

Medium voltage off-cin:tlit +5% to ·5% i n 2,5%steps

·Cooling

2 The capacity of pole mounted t ransformers shall be as shown on the Drawings and or as directed by the

.

Star 4 wires sld earthed

Description

This Sub-section describes requirements for supplying, installing, testing and putting into operation pole mounted transformer sub-stations and connecting to the medium voltage supply on one side and the low voltage distribut ion network on the ot her side.

-

Delta 3 wire prim ary

___ Oil filled natural

-

Temperature Rise: Oil Windings

I

40"C

50"C Table 15.5.2.1: Pole Mounted Transformer Characteristics

Sultanate of Omen. Swld•rd Spocifocrtionofor Road l!c B

15 53


The Contractor sha I coordinate and agree the location of pole mounted transformer stations with the Engineer prior to commencing the installation. The pores shall be installed In concrete at 2.2m centers for the 33kV system and 1.8m centers for the 11 kV system .

testing and putting into satisfactory operation feeder pillars for road lighting networks as shown on Drawings. 2 The Contractor shall submit data for approval, including but not limited to the following:

i.

2 The Contractor shall install the equipment using the appropriate lifting gear to prevent damage. The medium and low voltage connections shall be made only after the equipment is correctly installed and tested.

ii.

iii. 15.5.4


Pole mounted transformer sub·stations shall be measured by the number of units supplied, installed, put into operation and accepted by the Concerned Authority. 2 The rate shall include for transformer, 11m long preservative treated supporting wooden poles, platform for mounting transformer, galvanized m ~d steel cross arms, stay sets, insulators, post insui ators and support assembly, 4mm diameter galvanized steel wire. 33kV or 11kV fuse units, low voltage HRC fuses and all other necessary hardware, Gl guards and antk:limb'ng device, earthing with or without chamber, 33kV or llkV connections, connection to the medium voltage supply and low voltage distribution network and all other accessories.

15.5.5

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rate stated in the Bill of Quantjties, which rate shall be considered full compensation for supplying and insta IIi ng the complete sub-station, including supporting poles and platform, earthing, testing, connecting, putting into operation, and for materi als, labor, transport, equipment, tools, supplies and other items necessary for the proper completion of the work as specified.

15.5.6

3 The Contractor shall submit drawings for approval, Including but not limited to the following: i. ii. iii. iv. v.

15.6.2

External dimensions of feeder pillars Details of base foundation Details of breaker ratings, bus bars Glands, joints, etc Mounting details

Materials

Feeder pillars shall comply with IEC 60439·1 and /or other equally approved standards 2 The feeder pillar shall be a Iota lly enclosed cabinet, fully self·contained, dust proof, weather proof, vermin proof and suitable for mounting outdoors exposed to dust, rain and direct sunlight (IP55). 3 The cabinets shall be reinforced free standing structures, manufactured from 2mm thick steel wi1h bolted reinforced corner construction. They shall be of the dwarf type with a bolting down base for mounting on a pre· formed concreta pad suitably furnished for all incoming and outgoing cables from below ground level within a duct system. 4 Cab"nets shall have two hinged lockable doors to provide full front access. The roof of the cabinets shall be slanted and have water drip edges.

Items in the Bill of Quantities Pole mounted transformer sub·station, [... KVA), 33KV/415V/240V, 3-phase, 4-wire, solidly earthed neutral, (Ref. as shown on dwgsl.

il

Construction details, standards to which pillars comply, current carrying capacities of bus bars, de-rating factors employed for breakers and bus bars Manufacturer's catalogue cuts for all components. Dimensional and electrical characteristics and samples of breakers used

[nr)

Pole mounted transformer sub-station,

Moulded case Circuit Breakers MCCB's {to IEC 60947·2l Contactors (to IEC 60947_.

11

( ... KVA), 1 1KV/415V/240V, 3-phase, 4·wire, solidly earthed neutral, (Reference as shown on drawings).

15.6

Feeder Pillars

15.6.1

Description

(nr)

This Sub-section descri bes requirements for supplying, complete feeder pillar[s), installing, mounting,

Bus bars, 3 phase + full neutral

Internal Cabling

Four pole, equipped with overload andshort'circuit release mechanism comprising thermal and magnetic tri!)!I(IEC 60947-2 sequence Ill). Triple·pOie, magnetic type , to fnterrupt an inductive load·equal to the lndiC!Ited rating. Utilization Cat. AC· Sa and AC· 5b Fullv insulated, rated 1.25 the main incomil')g molded C!ISII breaker frame size at 50 degres C, with .three ammeters each fined with maximum demand indicator with associated current transformers, and·voltmeter with selector switch and protection fuse, PVC/PVC single core 1000 v grade, with copper conductors, rated as reauired and suitably laced or clipped.

-

Table 15.6.2.1: Feeder pillar fittings

15-9

~~

Mtnlotry of Trunaport Be Con•munlcotkJn•

DGRlT

~~<:Road Lighti ng and Electrical Installations

5 Feeder pillars shall be complete with equipment and linings incorporating molde!S-case circuit breakers controlling the main supply and the outgoing circuits. Feeder pillars shall have the fittings given in Table 15.6.2.1.

welding silver alloy with arc quenching metallic devices of approved construction. Cable term inals shall be solderless anti-turn box lug or clamp type with set screws suitable for copper or aluminum cables.

6 Equipment, busbars, and conductors within the pillar shall be fully insulated such that there are no live parts or connections exposed. The feeder pillar shall have a 50mm x 6mm high conductivity copper main earth bar for grounding purposes. A distribution diagram showM'!g circuit connections, MCCB ratings, cables sizes and references shaD be suitably fixed to the inside of the cabinet door. Feeder pillars shall be secured against unauthorized access by means of wedge locks protected by brass plugs and operated by a special key. 7 A single phase socket outlet of 16·250 DIN rating complete with plug top and a 12W fluorescent lighting fining of the integral battery/inverter emerge11cy type, with switching facility to allow emergency light to be initiated shall be mounted adjacent to the low panels and shall be prewi red at the factory.

11 MCCBs generaly shall be thermal-magnetic type for ratings below 600 A frame size, unless otherwise shown on the Drawings. MCCBs 600 A and larger shall be electronic solid-state trip type. AD circuit breakers shall be 3-pole unless otherwise shown on Drawings.

B Feeder pillars shall be finished with the fo llowing Internal and external treatments: i. it. iii. iv.

De-rust. De-grease. One coat of sprayed zinc chromate primer. Two coats exterior paint, dark grey to BS 381 C shade632.

Th& low voltage distribution circuits serving the 9 street lighting installation shall be supplied through a triple-pole contactor which sha II be dual photo-electric cell controlled by two photocel s connected and mounted in parallel with a timer .as specified below. An override facility shall ba provided for maintenance. al

Contactors sh!lll be, electro-magnetic type, class AC 5a or AC 5b to IEC 60947-4. designed to withstand large initial currents of discharge lamps or tungsten lamp loads respectively, and rated not less than overload setting of protective device upstream. Contacts a ra to be double break, silver cadmium plated, having self-cleaning wiping action. Control is to be provided by phase-neutral (maximum 240 VI split-coil, for on/off activation by local andfor by remote direct-wired means, Contactor is to be mechanically latched. Control circuit is to be fused. Auxiliaries are to include local pilot lights, parallel remote indicating circuit, 2 N.O. and 2 N.C. auxiliary contacts.

10 Circuit breakers shall be totally enclosed, molded case, (MCCBs) constructed from high quality, high temperature resistant, tropicalized, moulded insulating materials, for normal operation at 70 deg. C within enclosures. to approved standards, provided with quickmake, quick-break, trip-free switching mechanism manually operated by front toggle type handle and automatically tripped under oven:urrent conditions. Multipole breakers shall have common Integral trip bar for simultaneous operation of all poles. Contacts shall be non-

• 15- 10

12 Thermal magnetic circuit breakers shall include, on each pole, a bi-metallic inverse time-delay over-current trip element for smd overloads and instantaneous magnetic over-current trip element for operation under short-circuit conditions. Circuit breakers 250 A frame size and larger shall have adjustable instantaneous trips. 13 Thermal over-current trips shall be compensated to allow for am brent temperature higher at breaker than at protected circuit or device. Compensation shall be applicable between 25 and 50 deg. C. Where thermal settings are adjustable, range of adjustment shall not exceed maximum trip rating shown on the Drawings. 14 When tripped automatically by over-current condition, operating mechanism of circuit breaker shall assume an intermediate position clearly indicated by the handle between on and off positions. 15 Circuit breakers 250 A to 6001'630 A frame size shall have interchangeable thermal and e lectronic trip units. 16 Non-Interchangeable trip circuit breakers shall have sealed covers. Circu:t breakers with Interchangeable trips shall have trip unit covers sealed to prevent tampering. 17 Circuit breaker ratings shall be non-current limiting, fully rated (100%1 with continuous duty at site conditions, and with frame size and interrupting capacity to IEC 609472, sequence Ill (rated ultimate short-circuit breaking capacity), and maximum trip rating as shown on the Drawings. Interrupting capacities at specified voltage and frequency shall meet IEC 60947-2 test sequence 1. 11.111 and IV for circuit breakers of utilization category B. 18 Circuit breaker design shall allow addition of electrical operator, control and interlocking functions, under-voltage release, shunt-trip coils, alarm and auxiliary switches, padlocking devices, key·lock devices, and the like. Such accessories sh11ll be provided where shown on the Drawings. 19 The photo-electric control shall consist of omni· directional cadmium cell thermal relay of high quality, employing solid state photo-variable conductance elements giving a 2:1 on/off ratio with sensitivity to switch on lights when the dayOght illumination reduces to 70 lux. This allows for the high pressure sodium lights striking time, taking into account of the rather fast rate of daylight intensity drop off in the region. The photo electric cells shall be mounted at the top of the nearest column or high mast or at the top of the feeder pillar and connected to the feeder pillar. 20 A solar di!ll time switch shal be of the quartz, electronic type, capable of operating for at least 100 hours

Sultanat11 of Oman. Sr•ndud S!>ocif.cniom lor Rood & Bri

in case of power failure. Timer shall be of settab'e type once throughout the year and to be set at definite periods for switching on and off. 21 Instruments shall be housed in enameled. square, metal cases for flush installation. Scale and markings shall be protected and sealed. Accuracy of instruments shall be within 2% unless otherwise specified. 22 Voltmeters shall be the moving iron type, w'th centre zero adjuster, range 1.25 times nominal system voltage 90 degree angle. size 76x76 mm Voltmeter selector switch shall be 7-pos'tion rotary type. 23 Ammeters (Number = 3) shall be moving iron type, with centre zero adjuster, range 2 times nominal circuit amperage, 90 degree angle size 76K76mm

15.6.4


Feeder pillars shall be measured by the number of units supplied, installed, put into operation after testing end ecceptance by the concerned authority.

15.6.5

Basis of Payment

The amount of completed and accepted 'work measured as provided for above will be paid for at the unit rate stated in the Bill of Quantities which rate shall be full compensation for supplying, installing feeder pillar, testing. putting into operation tha pillar. and for labor, transport, material, equipment, tools, photo·electric cells. timer, supplies and other items necessary for the proper completion of the work as specified.

Ammeter selector switch shall be 7-position rotary type. 24 Current transformers, shall be suited to the nominal current of plant protected, short circuit level and burden. Current transformers shall be of the indoor dry type, rated secondary 5A. Rated primary current core size and accuracy shall be determined from circuit data. 25 Voltage transformers shall be provided where required, complete with primary and secondary fuses and disconnecting device. 26 The feeder pillar shall have a separate compartment containing a three phase kWH meter. 27

Wiring Wiring shall be modular and neatly arranged on master terminal boards with suitable numbering strips and appropriate cartridge type fuses where required ii. Connections shall be made at front of terminal board and with no live metal eKposed. iii. Metal cases of instrument, control switches, relays, etc... shall be connected, by bare copper conductors not less than 2.5 mm2 section, to nearest earthing bar. iv. Control wiring shall be copper, PVC insulated, 85 degrees C, 600V grade, and PVC sheathed cables. Finely stranded copper conductor, silicon rubber insulated cables shall be used in proKimity to higher temperature components and as flexible cable. v. Wires shall be fitted w ith numbered ferrules of approved type at each termination i.

28 Anti-condensation heaters with disconnect switch and pilot lamp shall be provided in feeder pillars controlled by thermostat and/or humidistat where required.

15.6.3


Construction requirements shall be as specified in Sub-section 15.3, Clause 15.3.3 for package substation work.

15.6.6

Items in the Bill of Quantities Feeder pillar, lsize, rating (A)) (No. of ways, type and reference) (4151240V).

15.7

Electrical Cables

15.7.1

Description

(nr)

This sub-section describes requirements for supplying and installing cables into trenches or through pre-installed ducts, including connecting, terminating and circuit testing. 2 The Contractor shall submit data for approval including. but not limited to, the following: i.

ii. iii. iv. v.

Constructional details, standards to which cables comply, current carrying capacities, derating factors for grouping and temperature. Manufacturer's catalogue cuts. Dimensional and electrical characteristics. Samples of each cable and wire and, if requested by the Engineer, other accessories. Voltage drop calculations for each circuit in schedule form.

3 Unless otherwise specified or shown on the Drawings, cables and other feeders shall have copper conductors. Cable conductors shall be stranded for sections 4 mm• and above, based on IEC 60228 Class 2. Signal and control cables shall have solid conductors unless otherwise specified. Flexible cords shall have finely stranded conductors. Conductors of single-core cables 25 mm2 and above shall be compacted. Multi-core cables 35 mm2 and above shall be sectoral shape. 4 Conductor sizes shall be as shown on the Drawings. Conductors with cross-sectional area smaller than specified will not be accepted. 5 Wiring insulation shall be color coded or otherwise identified as required by the applicable regulations as follows: Neutral: blue. Protective earth: green-and·yellow striped.

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Phase colors: brown, black and grey as appropriate. 6 Maintain color coding throughout installation. Phase-conductors for which outer jacket is not color-coded shall have engraved alphanumeric marks (L1. L2. L31 or color coded heat-shrinlt.lble sleeves.

15.7.2

Materials

15.7.2.1

Low Voltage Cables

1 Unarmored cable shall be PVC insulated and shall comply with BS 6004. Conductors shall be not less than 2.5mm2 cross section. Single core PVC insulated (85 deg. C.) non-sheathed 2 single conductor cables for wiring in conduit shall have ennealed copper conductors, compacted, generally with concentric strands and i.nsulated with flame retardant, moisture and heat resistant PVC/C to IEC 60227 and IEC60332·1. suitable for wet locations and for conductor temperature of 85 deg. C. 450n so V grade. 3 Multi-core PVC insulated (85 deg. C.l cables (0.6/1 kVI: shall have annealed. copper conductors, compacted, insulated with PVC/C to IEC 60227, moisture and heat resistant, suitable for wet locations and fully rated conductor temperature of 85 deg, C, laid up, bedded with suitable filler and sheathed with llame retardant PVC!ST2, general purpose sheathing to international standards (IS 5831! 1984 and IEC 60502-11. 4 Cables within lighting columns, high musts and si gns shan comply with BS 6004 and shall have separate PVC (green striped ye!lowl insulated earthing cable Installed. Cables for recessed lighting shall be 3 core copper, utilizing one core for earthing. 5 Armored cable shall be PVC!SWAIPVC to BS 6346 or BS 5467 and IEC60502- 1, IEC 60811 and IEC 60332-1. Directly buried cables shall be armored type unless otherwise Indicated on the Drawings. 6 Armored cab' es shall have single layer of galvanized steel wire armor with flame retardant PVC!ST2 oversheath. Armoring shall comply with BS 1442 and shall provi de 50To conductivity of phase conductor conductivity as a minimum. 7 Cable covers for underground directly buried cable protection shall be to BS 2484, with sand cushion around cable and a layer of 200 mm w ide p rotective concrete bricks over the sand along the entire route of the cable. The bricks shall be laid in such a way as to provide equal margin of cover on both sides of the cable. A warning tape shall be laid throughout the length of the trench. Cables shall be termi n1ted at equipment 8 switchboards, and isolators, using mechanlcal cable glands, In accordance with the m anufacturef's recommendations. 9 Buildouts with cable lengths are required from designers.

15.7.2.2

Medium Voltage (MVI Cables

Medium voltage cables. Insulation and rating shall comply with BS 6622 and IEC 60502·2 for voltages up to 33 kV and IEC 60840 for voltages above 30kV up to 150 kV (Um=170 kV). MV cables shall be capable of a conductor operating temperature of 90"C under worst ambient conditions at full load rating. Each ph1se shall be identified by a distinctive marking on the cable. The cable insulation grade (voltage designation! and manufacturer shall be embossed on the cable over the sheath. The semi-conductive layer shall be removable without the use oftools. 2 MV cables shall be in accordance with the concerned authority specification (MEW Standard DES 2 Underground Cable Installations). 15.7.2.3

Metal Gland Parts

Metal gland parts shall be brass, bright dipped, and shall have a polychloroprene inner sheath, sealing r ing, armor clamping cone. armor nut and captive polychloroprene outer sheath sealing ring. During assembly the gland shall not induce torque in the cable sheath or armor. A polychloroprene shroud shall be fitted over the gland. 15.7.2.4

Cable Trays

Medium cable trays shall be galvanized steel, fl anged with heavy duty folded reinforced edge. and slotted. Cable channel shall be galvanized steel.

15.7.3


Before any underground and ducted cabling is Installed, copies of the t est certificates from the manu facturer shall be submitted to the Engineer for approval. The certificate shall show that the supplied cable satisfies the appropriate standards. The sizes of low voltage copper conductor cables shall be as shown on the Drawings. Care shall be taken so that voltage drop at the fa r end of the c1ble does not exceed 5% of the nominal voltage. Cables manufactured only by reputed firms shaD be used, provided they fulfill all the requirements of the Specification and the concerned euthority standards. 2 Cable joints and terminations shall be completed w ith the correct specified materials, tapes, stress cones, glands, sleeves and bonds. Joints shall be made in accordance with the cable manufacturer's recommendations and BS 6910·1 . No through joints shall be allowed in low voltage cables where adequate manufacturer' s lengths are available. 3 A sample site-const ructed cable termination and through-joint shall be submitted to t he Engi neer prior to any jointing commenck1g on site. 4 Termination of cables shd be either crimped or soldered. Through-joints shall be complete with

•

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Suluonate ol Oman. St•nd•rd Sp«::flc>liom for Road S< B~ Con&:ruchon 2010

Road Lighting and Electrfcallnstallatfons

manufacturer's recommended metal sleeves and shall be located in a cable draw-pit 5 For underpass luminaires PVC insulated, PVC sheathed, SWA cable shall be pulled through already laid/buried uPVC ducts or conduits in underpass slabs or concrete structures. 6 The pulling of cables through ducts or conduits shall be started only after the conduit {u PVCt system ls completely installed and all outlet boxes, junction boxes etc. are fixed in position. 7 The contractor where not in conflict with these Specifications shall carry out the requirements and abide where necessary with Series 1400 (Electrical Work for Road Lighting and Traffic Signs) and Series l500 (Motorway Communications) of the DMRB found under UK Standards for highways. 15.7.3.1

Cable Jointing and Termination

i.

Through joints will not be allowed in feeder cables where adequate manufacturer's lengths are available. Where a joint is necessary, it shall be made inside boxes, handholes or manholes. ii. Through joints and terminations shall be carried out strictly in accordanca with cable manufacturer's recommendations, and made with correct specified materials, boxes, tapes, compounds or mixtures, stress cones, glands and bonds as applicable. iii. Qualifications of operatives shall be submitted to the Engineer prior to work commencing on site. Joints are to be filled with epoxy resin after taping unless contrary to cable manufacturer's recommendations. Sample site constructed cabI e terminations and through-joints shall be submitted to the Engineer prior to commencing work on site. Samples are to be constructed in the presence of the Engineer and shall be available for test and inspection in accordance with manufacturer's recommendations. iv. Cutting tools for jointing and terminating cables are to be purpose made, to prevent damage to insulation in genera I, and to cable shielding of MVcables. v. Cleaning of lacquer on conductors shall be by use of non-scratch scouring sponge and white spirit or equal approved. vi. Tighten electrical connectors and terminals, including screws and bolts, in accordance with manufacturers published torque-tightening values. Where manufacturer's torque requirements are not indicated, tighten connectors and terminals to comply with international standards. 15.7.3.2


Cable tests shall be carried out in accordance with the requirements of the applicable regulations and standards.

Perform the following in advance of independent 2 tests: Test cables insulation resistance. Test circuits continuity. iii. Furnish a set of applicable specifications and to test manufacturer's recommendations organization. iv. Make power available at test locations.

i.

ii.

3 Schedule tests and notify Engineer at least one week in advance of schedule for test commencement. 4 Provide megger testers of various ranges as applicable, and HV test equipment as necessary for testing MV installations. Use 1000 V megger on installations with nominal voltage over 500 V up to 1000 V, and 5000 V megger for initial checks on MV installations (up to 15 kVf. 5 On installations of medium-voltage cables and before electrical circuitry has been energized, demonstrate product capability and compliance with requirements. 6 MV Cable Testing: Provide cable test set with D.C. output voltage and ampere range sufficient to test MV cables. Cables are to be laid in position {trench or duct bank), jointed where applicable, but left uncovered, with ends free of equipment and clear of ground. 7 MV Cable Testing: D.C. test voltage is to be applied between core under test and the screen in steps, pausing one minute or more eech step (first step being the A.C. rms rated voltage of the cable, followed by two equal stepsf up to maximum test voltage. At each step, and for the last 5·15 minutes duration at maximum test voltage, the ammeter {normally a micro-ammeter) is to be monitored closely and recorded. If, except as voltage is increased, the current starts to increase, test is to be stopped and the installation inspected and tested for the fault. i.

ii.

iii.

15.7.3.3

Each cable/core is to be tested independently. Maximum D.C. test voltage for grounded neutral system is to be 3 times rated A.C. rms voltage of cable. Alternative test if approved by the Engineer, is to apply A.C. rms voltage up to 1.5 times A.C. rms rating of cable (26 kV for 17.5 kV cablef, applied for 15 minutes, by an approved A.C. test set. Readings are to be within same range and in accordance with IEC 60502. Replace or correct malfunctioning cables and accessories at Project site, and retest to demonstrate compliance until reaching satisfactory conditions as per international standards/ regulations; otherwise. remove and replace with new units and retest. Earthing

The ermoring on cables shall be bonded to the metalwork and to the earthing system in accordance with the applicable regulations. 2 Shielded cable shell be earthed at terminations, splices and separable insulated connectors. Earth metal

1S. 13

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M;nl•trv of Transport & Communicodon•

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/"'--.~<:
bodies of terminators, splices, cable and separable i nsulated connector fittings and all hardware to be in accorda!'lce with manufacturer's written instructions. 15.7.3.4

Protection

Provide final protection and maintain conditions. in a manner acceptable to manufacturer and installer, to prevent entrance of moisture Into the cables and to ensure medium-voltage cables are without damage or deterioration at hand-over.

15.7.4


Road lighting cable shall be measured in linear meters for each size and type of cable as shown on the Drawings or as directed by the Engineer, installed in duct (excluding duct) or directly buried in trench (excluding trench), complete w ith required accessories, including all types of cable jointing and terminations, accessories such as clamps, channels, clips, connectors, tugs, tapes and any other item which is not stated above but is considered necessary for completion of the work. 2 Underpass lighting cable shall be measured in linear meters for each size and type of cable as shown on the Drawings or as directed by the Engineer, complete with required accessories i ncluding cable trays, pulling of cable in already installed/buried conduit or uPVC ducts in slab, a~ type of jointing and terminations and any other item which is not stated above but is considered necessary for completion of the work. 3 The approved cable work shall be measured by the linear meter of cable installed plus an anowance of 2m at each end for termination and jointing. 4 Trenches, ducts, warning tapes, and markers for cables are measured separately under Sub-section 15.17.

15.7.5

Basis of Payment

The amount of completed and accepted C!lble work provided for above will be paid for at the unlt rates stated in the Bill of Quantities which rate shall be full compensation for supplying materials, installing, testing, puning l nto operation, and for labor, transport, equipment tools, supplies and other work items necessary for the proper completion of the work as specified. 11.5

15.7.6

Items in the Bill of Quantities Electrical cable (type) (voltage) (size)

(lln.m)

15.8

Road Lighting Masts, Columns and Luminaires

15.8.1

Description

This Sub--section describes requirements for supply, erection upon prepared foundations and putti ng into service road Eghting masts and columns complete with operating mechanisms, brackets, luminaires, control gear and cabling.

15- 14

15.8.2

Materials

15.8.2.1

Steel Masts and Columns · General

Steel Masts and columns sha!l be fablicated from steel, in accordance with Section 6, and hot dip galvanized to BS EN ISO 1461 (inside and outside) or in accordance with ASTM A123 and A385 to Engineers approval . They shall be in sections not less than 10m in length, and shall be joined on site by pressure over-lapping or slip joints which shall have a minimum length of 1.5 times the diameter of the joint. Columns up to 12m high shall be supplied in one piece. 2 The walls of columns shall be a m;nimum thickness of 3mm with a minimum ultimate strength of 370N/mmr and a minimum yield strength of 240N/mmz. Masts 1nd columns over 13m in height shall have a minimum w all thickness of 4mm, a m inimum ultimate strength of 520N/mmz and a m inimum yield strength of 360N/mm 2• 3 Masts 11nd columns when installed and fully equipped. shall have safety factors in accordance with Technical Report No. 7 ofthe Institution of Public Lighting Engineers I UK): 2003 or latest edition. They shall be capable of w ithstanding the gust wind velocity stated in Clause 15.1 .9 blowing in the most unfavorable direction at a height of ten meters above ground level. The deflection at the t op of the mast or column shall not exceed 1/40 of the heighL With a w ind velocity of 198kmlhr on the full projected area of column, bracket and luminaire(s) a factor of safety of 3 on m inimum tensile strength shall be mai ntained and horizontal deflection at lantern position shall not exceed

1140. 4 The Contractor shall submit to the Engineer detailed manufacturer's design calculation sheets and supporting data to show that the masts and columns and foundation designs respectively are safe and meet the above requirements. The submitted calculations shall include the following:

i.

The deflection at the top of the mast ot column at the designed wind spee
Sultanate of Om10n. SWld•l'd Spec:ifo<:•~om ror Road I!<

Br~ Cont:ruc110n

21110


All the above shall be submitted for approval by the Engineer before manufacturing commences. Delivery shall not be done until factory tests are completed to the satisfaction of the Engineer. 5 A hot dip galvanized steel flange base plate of sufficient (20mm minimum) thickness, free from laminations. shall be welded to the base of the mast or column, fully developing the strength of the sectf on. Supplementary gussets shall be provided between the bolt holes drilled In the flange. if necessary. The underside of the flange and the inside of the pole to a height of 500mm shall be painted with bitumen. The outside of the pole and the flange if under ground level shall also be painted with bitumen up to ground level.

6 A door shall be provided In the masts and columns to permit access to the circuit breaker assembly, junction box, and winch (where provided) mounted on a backboard made of durable non-hygroscopic material. The door shall be weatherproof and fitted with a heavy duty lock. A stainless steel 12mm diameter earthing bolt shall be welded inside near the access door. 7 Where indicated on drawings and covered in the BOO. masts and columns shall be painted with two (2) coats of epoxy resin paint to an approved color or high by the Concerned gloss finish as required Authoritvlfngineer. 8 The Contractor shall produce a certificate from a structural eng I nearing authority that columns and masts meet the above requirements. In addition. an agreed official testing authority's certificates shall be presented to guarantee the life-time and resistance of the products under worst climatic conditions. 9 The Contractor shall submit a guarantee from the manufacturer stating that the design lifetime of the columns and masts is a minimum of twenty five (251 years after installation under the worst site conditions in Oman. If any column or mast or any part thereof fails within the guarantee period, subject to corrosion, the Contractor shall replace them free of charge. Without this guarantee the lighting columns and/or masts will not be approved/accepted. 15.8.2.2

Steel Columns

Columns shalt carry either single or double luminaires or any combination up to six luminaires as shown on the Drawings and shall be of circular cross section. Any special requirement for octagonal cross section will be shown on Drawings or in design schedules.

2 The luminaires shall be rigidly fixed and bolted to the column or column arms to prevent wind rotation or vibration. 3 Columns with one or two luminaires shall be connected over one phase and neutral. Columns with three or more luminaires shall be connected over 3 phases and neutral, unless otherwise shown on the Drawings. Bolted terminals and cable lugs of the sizes shown on Drawings shall be provided with 3 phase and neutral

terminals, and for incoming and outgoing 3 phase 4 wire cable. Terminal blocks shall be high temperature. nonInflammable, non-toxic material with high quality fixing screws and individual terminal for each termination.

4

One circuit breaker, single pole 15 A shall be provided for each phase leading to a luminaire. Circuit breakers shall be compensated and rated for 50 deg. C ambient temperature with interrupting capacity as specified under other Sub-sections of the Specification, and shall be mounted in weatherproof enclosure at baseboard. Wiring shall be PVC insulated 3 core or 4 core 85 deg. C conductor temperature. Cable shall be at least 4 mm• copper conductor.

15.8.2.3

Steel High Masts

Masts shall be of the height specified on the Drawings, hot dipped galvanized of multi-sided crosssection with a continuous taper made of formed sheet steel, electrically welded. They shall be delivered to site in sections and be the slip joint type. Masts shall be assembled on site by means of pressure over-lapping or slip joints which shall have a minimum length of 1.5 times the diameter of the joint. Site welding will not be allowed.

2 The lumi naire rings or brackets shall be constructed of galvanized steel in accordance with Section 6. Where necessary. they shall be in two halves joined by bolted flanges to permit removal. For masts with a moveable luminaire ring, rollers with a serf canting mechanism shall be provided made of water resistant non-marking material with oil-impregnated bronze bushings. 3 The weatherproof wiring chambers shall have terminal blocks. neutral bars, grounding bolts for electrical connections, and facilities on the luminaire ring to allow testing of luminaires while in the lowered position. Cabling shall be in accordance with Sub-section 15.7. The high mast cables shall conform to Technical Report No. 7 as given in Paragraph 15.8.2.1, Item 3.

4 The luminaire raising and lowering lead assembly if fitted shall be manufactured of non-corrosive metals and the operating cable sleeves shall be enclosed and run on stainless steel shafts. The lu mlnalre ring or bracket shall be supported by a 3-cable winching system. Flexible stainless steel stranded aircraft cables entirely suitable for the application. with factor of safety 5 times safe working load of the winch, shall support the luminaire ring assembly. Nylon or similar stops installed on the steel cable shall support the luminaire ring assembly In extreme lower position to within 900 mm above the base of the mast. Provisions shall be made to prevent the power cable from winding around the steel hoisting cable. Arrangements shall be provided for the electricity and support cables to be separated before passing over their respective pulleys, and close fitting guides shall be provided so that the cables cannot disengage from the pulleys during operation. A steadying system shall keep the luminaire ring in the correct top position preventing rotation around Its vertical axis.

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5 Winching systems shall have a lifting capacity of at least double the weight of the luminaire ring assembly and shall be fitted with an approved safety system to control the ring assembly in the event of a suspension cable failure. 6 Winches shall be capable of normal operation using either a portable power tool or by hand, and shall incorporate a torque limiter which can be adjusted and locked. Winches shall be self-sustaining without brakes or clutches which require maintenance and shaU be totally enclosed and self-lubricating, 7 Termination of winch cables shall not involve distortion or twisting of the cable structure. One full layer of turns shall remain on the drum when the lumlnaire ring is fully lowered or alternatively the drums shall be grooved to ensure a t idy cable lay. 8 The head frame shall be covered by a shaped protective aesthetic canopy as shown on the Drawings and designed to give a coord·nated appearance of head frame with the luminaire ring when the latter is in the raised position. 9 Two red aircraft obstruction lights within cast aluminium bodies shall be fitted at the t op of each high mast attached to the tumi naire ring and arranged to project through the canopy. A transformer and relay shall automatically connect the second lamp in the event of lamp failure. 10 High mast distribution equipment shall be mounted in a weatherproof enclosure on the baseboard of the lower compartment of the high mast and shall comprise a back plate chassis comp!ete with: i.

ii. iii.

iv.

1 x 60 Amperes triple pole main incoming molded case circuit breaker (MCCB) and neutral assembly for luminaire circuits. 1 x 20 Amperes single pole MCCB and neutral assembly for each luminaire circuit. 1 x 15 Amperes single or triple pole MCCB and neutral assembly connected to the incoming supply and serving a 16A·250V DIN or 16A-415V DIN socket outlet complete with 3-pln plug to suit the raising and lowering mechanism. A multi-pin plug and socket outlet with guard ring,

11 The breakers shall be designed, manufactured and tested in compliance with IEC 60947· 2 sequence Ill, calibrated at 50 degrees C. The breakers shall have interrupting capacity exceeding 10 kA. 12 The 16A·250 V or 16A-415 V socket outlet for supply to the portable raising and lowering power tool shall be connected to the MCCB via a flexible connection to ensure accessibility, 13 Each high mast supplying ground sign lighting shall be equipped with an add:tional 15 amp circuit breaker to supply the sign lighting installation. The circuit breaker shall be installed inside the mast distribution box. 14 Masts shall be equipped with a lightning protection air terminal of the correct height to provide the required

15- 16

zone of protection for the mast head frame and luminaires. The terminal shall be bonded to the mast to ensure the discharge is dissipated via the eanh and ground terminal w ithout damage to the steel winch cables or electric cable. 15.8.2.4

Glass Reinforced Polyester (GRPI Columns

This specification is for columns applicable to coastal roads In general, where heights of 4m to 14m are required and as shown on layout drawings. 2 GRP columns shd be manufactured by the centrifugal casting process and shall withstand wind speeds up to 220kmlhr. 3 GRP columns shall be highly resistant to impact. deflection end bending, and shall be highlY safe in case of 1 collision, fire resistant (using special resins), electrically non-conductive and safe without grounding. 4 GRP columns shall be corrosion proof, resistant to chemical reactions, with UV protection against weatherabiHty end shall have a guaranteed lifetime of 25 years. A reinforced lockable hinged access door of minimum height of 300mm at a height from ground level of 600mm shall be provided.

5 The columns shall be eit her of the burial type or the flanged base type, with su itable cable access as shown on drawing/details. Flanged base plates shall be of galVanized steel equal in construction to flange plates used on steel columns (15mm to 20mm thickness) with four anchor bolts and convenient cable entry, bitumen coated on the inside and outside. Pigment color range shall be submitted with the proposal and color shall be selected by the Engineer before approval is granted on the manufacturer. 6

Standards for GAP columns shall be as follows: Specific Gravity: 1.65 Kg I dm' (UNI7092n2) Glass Fiber Content(% by weight) : 45·55 % iii. W ater Absorption: 0.5% (UNI ISO 62) iv. E· Modulus: 22000 ;t 2000 MPa IUNI 5819166) v. Tensile Strength: 400 :t 50 MPa (UNI5819166) vi. Flexural Strength: 350 :t 50 MPa (UNI 7219fl3) vii. Compressive Strength: 200 ;t 50 MPa (UNI 4279fl2) viii. Impact Strength: > 180 kJ I m• (UN! 6062167) ix. Dielectric Strength; 3-7 kV I mm (UNI 4291fl2) x. Surface Insulation Resistance: 1010 - 10" 1: (UNI 428Bfl21 xi. Thermal Conductivity: 0.2 - 0.3 kCal I m•c (UNI 7891) xii. Coefficient of Linear Expansion: 15 - 17 11("C•10'I (UNI6061167) xiil. Temperature Class: F xiv. Overall Length: 3-14m KV. Top Diameter (3-7m poles): 60 mm KVi. Top Diameter (8 -14m poles): 94 mm KVii. Conicity (slopa to determine the bottom): 18 mm per linear meter length KViii.Steel fortification (at the top): required xix. Steel base plate: optional xx. GRP base plate cover: available i. ii.

Sultanate of Oman. StonrUrd SpodfltlltiOOI tor Road & Bri. Construct0011 2010


7 Tests and approvals for GAP columns shall conform to the following Standards: General Outdoor Lighting Pole Specifications: ASTM- 04923-01 ii. Tensile Strength: DIN EN ISO 527·2 iii. Elongation: DIN EN ISO 527-2 iv. Flextural Test. (bending I: DIN EN ISO 14125 v. Impact Bending Test: DIN 53435 vi. Rate of Burning: ASTM- D635-03 vii. Dielectric Breakdown Voltage: ASTM - D149·97a viii. DC Resistance: ASTM- D257-99 ix. Outdoor Weathering: ASTM- D1435-99 i.

8

Mechanical properties for GAP conform to the following Standards:

i. li. iii. iv. v. 15.8.2.5

columns

shall

Tensile Strength; DIN EN ISO 527-2 Elongation at break: DIN EN ISO 527-2 Bending Strength: DIN 53390 E-modulus: DIN EN ISO 14125 Impact Strength; DIN 53435 Road Lighting Luminaires and Lamps

Luminaires shall be of the totally enclosed type, complying with IEC 60598-1. IEC 60598·2·1, and IEC 605982·3 (a r latest versionl, dust protected and splash proof, divided into two compartments. The first compartment shall be protected by clear glass or acrylic polycarbonate sealed to the frame and hinged and shall house the optical system with polished and anodized pressed aluminum reflector, conforming to at least degree IP 66 of IEC 60529, under all operating conditions. The second compartment shall consist of the electrical accessories (control gearl. cable feed terminals and side entry mounting socket to at least IP 54. 2 Luminaires shall be shock resistant and specially designed to house required lamps, electrical gear and accessories. Body shall be corrosion resistant, extruded, pressure die--cast or fabricated aluminum alloy, optically sealed, mechanically strong and easy to maintain. Luminaire housing made from glass reinforced plastic or other synthetic material shall not be acceptable. 3 Luminaire bodies constructed of fiber reinforced polyester or pressed aluminum may be accepted subject to approval of the Engineer and the quality of the product and its resistance to heat from direct sunlfg ht and/or heat emitted from the lampfcontrol gear. The decision of the Engineer In this respect is final and not subject to discussion. 4 Exposed metal parts of luminaires sha II be factory finished, stove enamelled, with suitable corrosion resisting paint capable of resisting heat emitted by lamp during continuous operation, and under full sunlight conditions. Color shall be agreed with the Engineer. M:rror reflectors shall be single piece, with 99.5% 5 purity, anodized and glazed aluminium or die cast with super-purity aluminium vapor-deposited, and coated with transparent layer of silicon protection against wiping.

6 Luminaire protectors shall be heat and shock resistant glass, mounted Into suitable frame assembly fixed to body by captive screws, and secured by extra safety clamps to allow replacement of protector and reflector, for maintenance purposes without danger of tha cover falling to the ground. Ozone resistant ethylene propylene or approved equivalent rubber shall ensure sealing of the front glass, to maintain tha required degree of protection IP65.

7 Lamp sockets shall be high grade porcelain, mounted in support brackets with provision to adjust lamps vertically and axially. Lamp support and locking system shall grip and prevent lamp movement in operation. B Ballast and control gear shall be mounted in luminaire in separate compartment isolated to protect the electrical accessories from the direct radiant heat emitted by the lamp, and with enclosed terminal blocks fitted with quick-disconnect electrical leads. Where required, control gear shall be contained in the prewired box, having an enclosure of IP 54, and mounted on luminaire ring separately from luminaires. 9 Control gear shall be plug in type for operation at 240 V, A C. single phase, 50 Hz. Ballast shall be trop"calized class H insulated, specially selected for particular type of lamp used, and lamps shall be able to start with at least +I· 10% variation of nominal voltage and continue in normal operation with dips attaining 20% for four seconds . Control gear losses shall not exceed 10% of normal lamp wattage. AFI suppression devicB shall be provided. Refer to CISPR Power factor shall be compensated to at least 0.9 lagging or better. 10 Control gear (choke, capacitor, ignitor, etc.) shall be suitable to stand up to 85 degrees C. ambient temperature ofthe enclosu ra. 11 Internal connections shall be with hlgh quality heat resistant wire insulated for 105 deg. C and with porcelain connectors. Control gear shall comply with the IEC 60947· 3 or relevant equivalent British Standard specification or other acceptable International equivalent. 12 HAC ruse cartridges, suitably ratad and conforming with IEC 60269, shall be provided, complete with base, for protection of the luminaire. Fuse shall be rated to withstand starting current and sha II bB preferably located in centro! gear enclosure. 13 Terminal blocks shall be of the suitable screw-tunnel type, clearly marked with arrangement to facilitate maintenance, quick replacement and easy disconnection of individual components. 14

Types of lamps are to be as follows: a)

High prassure sodium lamps shall be type SON-T (tubularl. in accordance with IEC60662 for dimensions and characteristics, and IEC 62035 for safety, with guaranteed average rated life (down to 80% outputl above 12,000 hours, and having initial luminous output equal to or above the following: i.

16500 lumens for 150 W lamps.

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Mlnl•trv or T.ranaport & Comrnunleatlon• OGRLT

~~~oad Lighting and Electrical installations

ii. iii. iv. b)

High pressure mercury vapor lamps shall be to IEC 60188, and shall i nclude quartz discharge tube in an internally coated ovoid outer tube. Coating shell be ytrium vanadate phosphur with color temperature of 3300 deg. K. Guaranteed rated life (down to 80% output) shall be above 8000 hours and Init ial luminous output above the following: i. ii.

iii. cl

3800 lumens for 80 W lamps 6500 lumens for 125 W lamps 14000 lumens for 250 W lamps.

Metal halide lamps shall comprise quartz discharge tube enclosed in clear tubular hard· glass outer bulb, operating on same principle as all gas discharge tubes with iodide additives. indium, thelium and sodium in the mercury discharge, to increase intensity in three spectral bands; blue, green and yellow-red with high color rendering, Lamps up to 150 W shall be provided with electronic ballast. Lamps shall be to IEC 61167 with E40 base. Guanmteed average life shall not be less than 10000 hours and luminous outputs. after 100 hours burning, shall be above the following: i. ii. in.

d)

31500 lumens for 250 W lamps. 55000 lumens for 400 W lamps. 135000 lumens for 1000W lamps

32500 lumens for 400 W lamps 90000 lumens fo r 1000 W lamps 190000 lumens for 2000 W lamps

Low pressure sodium lamps shall be type SOX or SOX (E) and shall conform to IEC 60192:2001 , with guaranteed average life above 18000 hrs and having inilial luminous output equal to or above the following: SOX type:

i. il. iiol. iv. v.

4800 8100 13500 22500 33000

lumens lumens lumens lumens lumens

for for for for for

35W 55W 90W 135W 185W

lamp lamp lamp lamp lamp

SOX Etype:

i. il.

iii. iv. v. vi.

1800 lumens 3600 lumens 5800 lumens 10500 lumens 17000 lumens 26000 lumens

for for for for for for

18W lamp 26W lamp 36W lamp 66W lamp 91W lamp 131W lamp

15 Permissible base temperature shall not be greater than 250 deg. C, and maximum bulb temperature not greater than 550 deg. C. l amp burning posit ion for 2000 W, 240 V lamp is to be possible up to 75 degrees. 16 Multi-piece mirror reflectors may be accepted subject to satisfaction of the Engineer of the quality of the product,

15- 18

and to the luminance and illuminance results achieved. The decision of the Engineer in this respect is final and not subject to discussion.. 17 Luminaires sha n provide a distribution general ty in accordance with IEC 60598·1, IEC 6059B-2·2,1EC 60598·2·3, cut-off or semi-cut-off classification, as required by the design standards for type and class of road. 15.8.2.6

Flood Lights

Flood lights shall be totally enclosed type. weather, dust and shock resistar.t, IP 65 to IEC 60529, and shall conform to the requirements and types shown on drawings or be of approved equal make. 2 Housing shall be of high pressure die·cast aluminium alloy, closed on front by hinged framed glass protector highly resistant to thermal and mechanical shocks, and set in position by at least eight heavy duty stainless steel spring clamps with silicon rubber sealing gasket. Enclosure shall be in accQrdance with IEC Publication 60598-2·5. 3 Ren ectors shall be high purity (over 99% reflectance) anodized aluminium, secured In precision aligned internal tracks to provide beam distribution required. 4 Connect ion box shall be located at rear of floodlight body with gland connections to accept 4 mm2 PVCIPVC three core cables. Lamp and control gear shall be mounted in two separate and lsoleted compartments. 5 Control gear shall be plug-in type, 240 V, 50 Hz, power factor compensated to at least 0.9 lagging. Ballasts and ignitors shall be of typa specially adapted for make of lamps selected. Ignitors shall be electronic thyristor type. Lamp shall be able to start with at least +/-10% from line voltage, and with normal operation dips up to 20% for four seconds. Compensation shall ensure that there is no large increase In operating current during starting. Control gear losses shall not exceed 10%. Cables for internal wiring in control gear compartments shall be single core 2.5 mm2 copper conductors with suitable high temperature insulation and sheath. 6 Exposed matal parts of floodlights shall be painted with corrosion and heat resistant paint, resisting operating temperatures attained In d irect sunlight while lamp is burning. 7 Floodlights shall be located as shown on the Drawings and mounted on specially designed brackets to allow swiveling in any desired direction and locking firmly in final position. Protractor scale shall be provided for accurate setting

8

Bolted earthing terminal shall be provided In each fitting.

15.8.3


Lighting mastslcolumns shall be handled, transported and erected in such a way so as to avoid any damage. Any damage to pole or galvanizing shall be made good to the satisfaction of the Engineer.

Sult"n"to of Orn•n. Sw1d•td Sptdfi lllont for Ro•d & Bridg. Cons:ruaion 2010


2 The lighting masts/columns shell be stored clear of soil. ground water or other rust producing materials. The fixing of poles shell be carried out in accordance with manufacturer's instructions and good engineering practice.

into operation, and for erecting material, labor, equipment tools, supplies end other work items necessary for the proper completion of the work as specified.

3 Mests/colu mns shell be bolted to concrete bases constructed in accordance with Sub-section 15.17 and erected in accordance with the mast manufacturer's instructions. The column or mast shell be vertical to within 0.1% of its height. Final setting and adjustment of the luminaires shall be carried out alter the masts are erected and operational.

15.8.6 i.

ii.

Iii.

Items in the Bill of Quantlties High mast assembly (typal (heightl (No end type of luminaires! (reference dwg.) (nrl Lighting columns (type I (number of armsl (height) (type of luminalrel (reference drawing. I (nrl (LumpSuml Column/high mast testing

4 The Contractor shall be responsible until final hand· over for correcting the alignment of any column or bracket to its or;ginal position except where it is due to vehicle impact.

15.9

Sign Illumination

15.9.1

Description

5 Where lighting columns/masts are to be installed in the vicinity of overhead power lines, the Contractor shall inform the Engineer and act as directed. He shall maintain clearances from the power lines as the Concerned Authority's requirements.

This Sub-section describes requirements for supplying, installing and putting into operation the illumination of overhead and roadside signs where shown on the Drawings or directed by the Engineer.

6 Masts/columns shall be erected to the height and with the luminaires as shown on the Drawings. Each luminaire shall house the required lamp oriented to give the illumination and luminance on the road surfaces as stated in Clause 15.1.15, (3land Table 15.1.15. 1. 7 Luminaires on columns shall be aligned parallel with the long' tudinal profile of the road end set at go• to the centre line, 8 High masts incorporating mobile luminaf re rings shall be capable of supporting a portable personnel cage for maintenance. The Contractor shall provide the cage which shall be capable of safely carrying two persons plus servicing equipment. 9 The Contractor shall number all the columns/masts with high quality paint using stencil for 50mm high lettering. The numbering shall be at 1200mm from the bottom of pole towards the road. The numbering shall be in a manner as directed by the Engineer.

15.8.4


Each type of high mast assembly and lighting column shall be measured separately and shall include brackets luminaires/ floodlights, lamps, terminal blocks. circuit breakers and switchgear, internal wires and cabling, control gear, obstruction lights (if neededl, and earthing, cable entries, mounting brackets/arms, complete as specified, erected, tested and put into operation. 2 Testing of high masts and lighting columns, at the factory and on Site, is given as an item, to cover for all tests and reports and test certificates.

15.8.5

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rates stated in the Bill of Quantities which rate shall be full compensation for supplying, installation, testing. putting

15.9.2

Materials

Luminaires where used to illuminate signs shall be wide angled floodlights of the totally enclosed type conforming to IEC 60598·1, ·2-5( Luminaires- Floodlights) and BS EN 12899-1:2001 (Fixed Vertical Road Traffic Signs, Fixed Signsl. The body of the floodlight shall be composed of an extruded aluminum alloy box closed on the front by a protector of vandal resistant glass. The protection rating shall be IP 65 to IEC 60529. 2 The lamp and control gear shall be mounted in two separate compartments. Alternatively, the control gear may be housed remotely. Power factor compensation shall be 0.9 or bener. 3 Photo-electric control units shall be of the plug-in type. The control unit losses shall not exceed 10% of the nominal lamp wattage. A device shall be provided for the suppression of radio and television interference to CISPR 15 requirements.

15.9.3


The signs shall be adjusted and set correctly relative to the venical plane and the road axis before the electrical installation work is started. Floodlights and associated fixings shall not obstruct the sign face viewed from the road. Screening shall be added to the top or bottom edges of the sign to prevent glare to oncoming traffic. 2 Sign supports and gantries are specified in Subsection 14.1. 3 Overhead gantry or cantilever sign lighting shall be located and mounted as shown on the drawings. Mounting shall be provided for each floodlight allowing it to be swiveled in any direction and locked. 4 Feeder cable shall be routed via a duct in the supporting frame or gantry up to platform height and terminated into a non-automatic isolator switch. A circuit

• 15-19

~~

MJnl•trv of Tron•port & Cornmunlcation•

OGRLT

.../"..~<::Road Lighting and Electrical Installations

breaker board within the enclosure shall distribute power to the individual floodlights. 5 Roadside sign lighting shall be as described in Items 3 and 4 above, but with the adjustable mountings on lop of support poles. The poles shall be positioned 1.8m in front of the signs and parallel with the sign face and shall be checked and shimmed to be perpendicular before tightening down.

accessories. Body shall be one piece edruded aluminium (magnesium • silicon alloy) having a wall thickness of not less than 2.5 mm. 2 Exposed metal parts of luminaires shall be factory finished, stove enamelled, with corrosion resisting paint capable of resisting heat emitted by lamp during continuous operation. The whole assembly shall be treated against corrosion by anodizing the aluminium.

6

The cable from the sub-station or feeder pillar shall be routed into the pole via the duct in the base and looped into a circuit breaker located behind the pole access cover.

3 Mirror reflectors shall be 99.5% purity, polished aluminium reflectors and coated with transparent layer of silicon protection against w iping.

7 Lighting where required for signs located in sidewalks in urban areas shall be mounted on the top of the sign supporting poles, projecting in front of the top edge of the sign and braced.

4 Control gear shaD be mounted on a "plug-in" type control gear tray, and shall be housed in a self contained sealed box.

8 The earth of the cables shall be bonded to the earth terminal of each enclosure.

15.9.4


Each type of overhead or roadside lighting assembly shall be measured separately by the number of complete floodlight installations sup pi ied, erected and put into operation, complete with lamps, supporting steel work, switchgear, control gear, interconnecting cables and earthing as necessary.

15.9.5

Basis of Payment

The amount of completed and accepted work measured as provided for above will be paid for at the unit rates stated in the Bill of Quantities which rates shall be ful! compensation for supplying, installation, testing, putting into operation, for materials, labor, transport, equipment tools, supplies and other work items necessary for the proper complet ion of the work as specified.

15.9.6 i. ii.

Items in the Bill of Quantities Overhead sign lighting (gantry or cantilever I (reference drawing. I (nrl Ro;tdside sign lighting (sign ref. no.I (reference. drawing.I (nrl

15.10

Under Bridge Lighting

15.10.1

Description

This Sub-section describes requirements for supplying, and l nstalling under bridge surface luminaires 1nd/or recessed lighting in prepared cutouts such as in concrete structures.

15.10.2 Materials 15.10.2,1

Surface Mounted Luminaires

The fitting shall be totally enclosed, dust and jet proof, conforming to at least IP65 of IEC 60529, and conforming with IEC 60598·1, shock resistant and specially desi gned to house the required lamps, electrical gear and

15- 20

5 Earth wire shall be connected through the plug and socket connector to ensure that the earth potential is maintained on the gear tray when it is being removed from the lumina ire for maintenance purposes. 6 Luminaires shall have a hinged front glass with at least 2 hinges assembly which shall comprise a clear toughened glass plate, not less than 5.0 mm thick, capable of swinging to the vertical position. The front glass assembly shall seat on to a neoprene non rotting type gas~et and once seated shall provide the required degree of protection. Glass used shall be shatter proof (ofthe type which once broken. no part of the glass will fall on the carriageway!. Each luminaire shall have an HRC fuse for protection.

7 Luminaires shall be complete with their mounting accessories and shall be supported from uni·strut galvanized steel cha nne! fixed to the soffit of the bridge. Fixing details shall be submitted to the Engineer for approval. 8 Lamp sockets shall be high grade porcelain, mounted in support brackets with provision to adjust lamps vertically and axially. Lamp support and locking system shall grip and prevent lamp movement during operation. 9 Ballast and control gear shall be mounted ill luminaire in separate compartment isolated from the lamp and with enclosed term inal blocks fitted with quick· disconnect electrical leads, Where required, control gear shall be contained In the prewired box, having an enclosure of IP 65, and mounted on luminaire r ing separately from luminaires. Control gear shall be plug in type for operation at 240 V, A.C. single phase, 50 Hz. Ballast shall be specially selected for particular type of lamps used, end lamps shall be able to start with at least +/·10% variation of nominal voltage and continue in normal operation with dips attaining 20% for four seconds. Control gear losses shall not exceed 10% of normal lamp wattage. RFI suppression device shall be provided. Power factor shall be compensated to at least 0.9 lagging.

15.10.2.2

Recessed Mounted Luminaires

1 Luminaires shall comply with IEC 60598·1, IEC 60598· 2·2. and IEC 60598·2·3


15.11

Traffic Signals

2 Luminaires shall be recessed flush mounted weatherproof type including lamps, a frame for the concrete opening and a housing for the control gear.

15.11.1 Description

3 The luminaire body shall be made from epoq powder coated galvanized sheet steel or from extruded or pressure die-cast corrosion resistant aluminium alloy. Aluminium shall be anodized and painted grey.

This Sub-section describes requirements for the design, supply, installation, comm1ss oning and monitoring/rev! ew of traffic signal installations and all associated signal equipment.

4 Luminaires within 4m of finished ground level shall be v and aI resistant.

2 The terms used are as defined in the Highway Design Standards.

5 The luminaires shall have a hinged front glass assembly of prismatic toughened glass, not less than

15.11.2 Materials

6.5mm thick, fixed and sealed into a metal frame which shall have a rapid closing device They shall be fitted with 'trimming plates' to provide a flush appearance. 6 The protection rating shall be IP65 to I EC 60529 for a II luminaires in the underside of bridge superstructures and luminaires in walls. 7 The optical system, electrical control gear and lamp shall be mounted on a 'plug-in' type reflector gear tray. The ground wire connection shell be taken through the plug and socket connector.

15.10.3 Construction Requirements The luminaire shall be fixed surface mounted or flush with the concrate surface into a preformed non- corrodible framed opening as pertaining to the lighting unit specified. 2 Wiring shall be dueled in conduits embedded in the structure or hidden from view within the structure and shall loop in and out of conduit boxes serving the luminaires.

15.11.2.1

General

The equipment shall function satisfactorily for an input voltage of 240v :t:15% and input frequency 50Hz ±4%. If required a form of automated stabilizer shall be incorporated. 2 All signal equipment should be su' table for operation in the climatic conditions of Oman. The equipment should be operational between - 1s•c and +60•c, and resistant to dust/sand contamination. A minimum of 5 years operation, with routine maintenance, should be expected from any installed equipment. 3 The equipment shall comply with the requirements of the Highway Design Standards for timings, signal sequence and associated detectors. All signal equipment shall comply with the 4 interference limits given in BS EN 55015:2006 (Limits and Methods of Measurement of radio disturbance characteristics of electrical lighting or similar equipment). 15.1 1.2.2

Controllers

15.10.4 Method of Measurement Each type of lighting assembly shall be measured separately by the number of lighting units (luminaire, lamp, control gear, terminal blocks) supplied, installed and put into operation.

15.10.5 Basis of Payment

Controllers shall be fully programmable and modular in design to allow the replacement of faulty components or the addition of extra circuit boards and features as and when required. 2 Controllers should have at least the following inbuilt modes of operation available for use: i. ii.

The quantity of completed and accepted work measured as provided for above will be paid for at the unit rates stated in the Bill of Quantities which rate shall be full compensation for supplying, Installing, testing and putting into service, and for materials, labor, equipment, tools, supplies and other work items necessary for the proper support and completion of the work as specified.

iii. iv. v. vi. vii. viii. ix. lC. lCL xii.

15.10.61tems In the Bill of Quantities i.

ii.

Under bridge surface mounted luminaire (type) (reference drawing.) Under bridge recessed lighting luminaire (type) (reference drawing)

(nr) (nr)

Manual FilCed time Vehicle actuated Urban traffic control Pedestrian fixed vehicle period Pedestrian vehicle actuated Bus/1 ight rail transit priority Part-time Cable-less linking facility Hurry ca"l Emergency priority Standby software flash mode

3 Controllers shall utilile solid state lamp switching cards, with a maximum load per lamp switch card of 20A. The switch cards should be able to support both ELV and LV configurations. 4

Standard 240v Low Voltage (L Vl Controllers:

1~21

~~

Minl•trv of Tronaport & Communication•. DGRLT


I.

ii. iii.

S

Shall be able to support between 24 and 36 phase outputs, arranged on up to 4 separate phase driver cards, used as required. Shall be able to support dimming facilities of 120v. 140\1 or 160v RMS. Each output lamp switch shall be able to support a 4A load. with a maximum total ll!fllp load on the controller of 20A • 30A.

Extra Low Voltage (ELVI controllers: I.

li.

Iii.

Shall be able to support between 24 and 36 phase outputs. arranged on up t o 6 sepertte phase driver cards, used as required. Each output lamp switch shall be able to support a 2A load, with a maximum total lamp load on the controller of 20A - 40A, Shall have a lamp supply voltage of 48v RMS with a signal dimming option of 27.5v RMS

6 Controllers shall provide visual displays of the cunent mode of operation and current stage I t im ings. 7

Controllers shall have the facility to allow testing to

be carried out via a handset port. This shall al ow minor amendments to the controller configuration to be made, and allow artlfteiel demands and extensions to be placed in the controller for testing purposes. Controllers shall have the facUlty to allow for on·s·te 8 adjustments to be made to the signal t imings, via the connection of a handset. These timings should include, but not be limited to, VA maKlmum green times, i ntergreens. detector extens·on timings, detector fault management (OFMI values, and the controller's timetable. A ll signal timings Inputted this way shall be subject to predetermined limits, imposed for safety reasons during the initial design. 9 It shall not be possible, through any hardware or software failure of 111y component of the controller, to give a right of way to two conflicting signal phases. 10 The controller shall have the facility to monitor oil equipment connected to It, reporting failures as and when they occur. 11 The controller shall have an integral lamp monitoring unit that allows safety critical signal aspects to be monitored for lomp failure and appropriate reporting action taken when this occurs. 12 Should any single approach suffer a single red lamp failure, then the controller shall report a red lamp failure wamlng (Rt.F11 13 Should two or more red lamps fall on any single approach, the controller shall report a second red lamp failure (RLF2J and Inhibit conflicting pedestrian phases from gaining right of way. On standalone pedestrian crossings, the facility shall shut down all signals when this condition arises. 14 A single red lamp failure condition can be self-reset if the controller detects the lamp to be working again, however a two or more red lamp failure condition shall

15·22

require manual on-s•te intervention of a maintenance engineer before normal operation is resumed. 15 The controller shall have a fused miiSter switch to isolate the controller. This fuse shall be of a rating calculated from the cumulative load of all signal equipment attached to the controller and dona on a site by site basis. A fault on any signal circuit shall not cause damage to the controller. 16 The electrical supply to the controller shall have its own fused system which should not be isolated by the controller switch. 17 It shall be possible to isolate all signal lamps by use of a switch and fuse whilst retaining supply to the controller. 1B Controller cabinets shall be housed in weather resistant . dust resistant corrosion resistant cabinet. The front of the cabinet shall have a full length locking door to allow access to the control equipment. A swing frame shall be provided to allow access to the rear wiring of components. Smaller flap doors can be used to give access to manual panel, telecommunication and electricity coMectlons as required. 15.11.2.3

Signal Equipment

1 Signal poles shall be constructed of galvaniZed steel, covered by seamless high density polythene. A terminal block assembly shall be mounted on the top of the mast. covered by a polythene cap. 2 Standard signal poles shall be 4m in length. 4.75m poles may be used when the extra height would enable benet signal visibility. 3 6m poles. with two signal heads mounted at d ifferent heights, may be used on roads with high speed limits or where a 4m or 4.75m pole would not provide sufficient signal visibility. However, they should I'IOt be considered as a preferred solution for signal installations where other options exist . 4 Short 2m poles may be used at crossing points to house a single pedestrian push button. 5 Signal heads shall meet the requirements set out in BS EN 12368:2006. They shall be lightweight, modular designs with a m inimum lens diameter of 200mm to 300mm. An signal heads shall contain anti sun-phantom technology. LED signal heads may be utilized as well as traditional tungsten bulbs. 6 Backing boards shall be provided on all signal heads with an East-West alignment, to enhance signal visibility. On other a ~ g n ments backing boards are recommended and shall be provided if instructed by the Concerned Authority. 7 For vehicle detection purposes on a v ehicle actuated control strategy, above ground vehicle detectors may be used instead of inductive loop facilities. 8 Where the 85th percentile approach speed is over 4kmlh. it is recommended that microwave. radlf or optical devices be utilized. For stop-line detection of vehicles,

Sult•nate of Oman. Sllndattl Sptefte•liont fDr Rood & Brld!le ConoltU<'Iion 2010


pedestrian detection or where the 85th percentile speed of vehicles is below 4kmlh, infra-red or optical detection is recommended. 9 Inductive loops may be utilized where it is felt that above ground detection is not suitable for site operation. Where loops are to be installed they shall be 2 meters apart in the direction of traffic flow, and consist of 3 cable turns. 15.11.2.4 Signal Operation The signal timing ranges shall be as stated in Table 15.11.2.1.

.

Lenadt (a)

&andllrd .Period ~

-

Minimum Green

4 - 50 (in 1s stBps)

Vehicle Extension

0.4 - 31.8 (in 0.2s steps)

Maximum Green

D- 255 (in 1s steps)

LBaVing Amber

3 (fixed) 2 (fi~Bd)

_Starting Amber Inter-greens

D- 254 [in 1s steps}

?t~rting !ntBr-green

B- 12 (in 1s steps)

Phase Delays

o- 20 (in 1s steps)

Pedestrian Blackout

3 - 20 ·(in 1utaps)

Table 15.11.2.1 : Traffic Slgnallimlng Ranges Provision shall be made for inter-green times 2 between stages, and the circuitry shall include safety features to prevent simultaneous display of conflicting green indications. 3 Manual operation may override all modes, except UTC control. If manual operation is required at a UTC controlled site, then the UTC computer shall remotely disconnect its link with the controller. 4 The modes of operation selection shall be: i. iL iii. iv.

available by manual

Cableless Iinking facility (CLF) Vehicle actuated (VA) Fixed time Manual

5 Under vehicle actuated mode, when there is an absence of demands, it shall be possible to revert to an all red condition, flashing ambers, or a specified stage. If the flashing amber is to be used during periods of 6 low or no demand, such as night-time, then the flashing mode shall be preceded by a steady amber and the other vehicle and pedestrian signals extinguished. The flashing rate shall be between 55 and 85 per minute, with equal on and off intervals. The flashing mode sequence shall be ended by the signals reaching an 'all red' period for 3 seconds, followed by the normal start up sequence leading to a right of way being shown on a pre·defined start up stage. 7 Under vehicle actuated mode the controller shall honor vehicle demands as and when they appear.

However, stage ski pping must not occur to service a demand, unl ess the stage is demand dependant. In the event of a stage being terminated by the expiry of a maximum green period, a revertive demand shall be introduced for that stage.

B In fixed time mode, the controller shall cycle through aU (or pre-defined) stages in a pre-set timing sequence.

9

In manual control mode, the operation of the stage buttons shall cause the controller to move to, and to remain on, the selected stage (subject to the expiration of the m'nimum green period of the current stage and the associated inter· greenl. An indicative light shall be provided to show the current state of the controller under manual mode-

15.11.3 Constructlon Requirements 15.11.3.1

Cables

The wiring of all cables shall meet the lEE Wiring Guidelines, 17th Edition (BS 7671 f. 2 All signal heads on a single traffic phase shall not be connected to the traffic signal controller on the same cable run. 3 For new cable runs, 16 core cables with t .5mm2 cores shall be used for both ELV and LV applications. In all cable runs, 4 cores should be left disconnected for redundancy purposes. 4 All cables shall be tagged in the controller to easily identify which equipment or pole a cable is connected to. 5 Cable tags shell be colored red for cables carrying a low voltage (LVI and yellow for cables carrying an extra low voltage (ELV). 15.11.3.2

Controller Root

The controller cabinet shell be set on a concrete plinth, if it is above ground, or in a waterproof pit if below ground. Design of the plinth or pit shall be submitted to the Engineer for approval before the plinth or pit is constructed. The cabinet shall be secured to the plinth or pit base by suitable anchoring devices. Provision shall be made for ducts and conduits embedded in the plinth or pit for easy access for cables. Adequate permanent protection shell be provided to keep the cabinet end its contents free from damp, dust, vermin and any other harmful conditions. 2 Alternative materials may be proposed for the Engineer's approval, such as standard heavy duty plastic underground pits and precast concrete plinths, which satisfy the requirements for stability and proof against all environmental conditions. t5.11.3.3

Ducts

A system of ducting shall be provided so that all the signal poles and the controller are inter-connected by a duct network. Duct paths should be straight lines, linking each draw pit in the network. Where a straight line is not

~~

Mlnl•try of Transport &

Communic~tlon•.

DGRLT


possible, due to sub-surface obstructions, a radius bend of no more than 35" may be used.

ducts shalt be fixed within the base to connect to the signals.

2 Ducts shall be laid a minimum of 600mm below the carriageway surface or 450mm below the footway surface.

2 Where conditions prevent construction of the pole base as stipulated above, the Contractor shall provide poles with welded steel base plates and !mchor bolts to provide stability, all as approved by the Engineer.

3 Whenever a duct network crosses a road, at least 3 ducts shall be provided under the carriageway. 4 Ducts shall be 100mm internal diameter as standard, however, separate 50mm internal diameter ducts may be used to carry the electricity supply and telecommunication cables to the controller, but no other cables shall be installed inside these ducts. 5 Spur ducts to the signal pole location, from the nearest draw-pit shall be provided. These can be 50mm o r 100mm diameter depending on the number of cables to be installed. 6 Polypropylene draw cords, break weight 5.5kN shall be provided in each duct; these draw cords shall be continuous over their entire length with no joints or knots and shall extend one meter from each end of the duct. They shall be replaced on each cable draw through so that they can be reused. 7 Cable duct route identification markers in accordance with MEW Standard OES 2 shall be provided at 25m maximum spacing throughout the entire installat ion and at terminations and bends In the route. 8. Refer to subsection 15. 17 - civil works for electrical and communication installations for any other conditions. 15.11.3.4

Draw Pits

Draw pits shall be either constructed of pre-cast concrete rings; brick built or reinforced high density polyethylene. Draw pits shall comply with BS EN 124. 2 Draw pits shall not be placed in the carriageway. If this Is unavoidable. than a higher specification draw pit shall be used, capable of withstanding the loading of traffic. 3 A master draw pit, minimum size 600mm x 600mm x 600m deep, shall be constructed in front of the controller location to allow the cables to be easily fed i nto the controller housing. 4 When ducts cross a road, draw-pits, size 1200mm x 900mm x 900mm deep, shall be installed on either side of the carriageway and in central islands and medians, to assist with cable pulling. They should not be installed in the carriageway or installed in a location t hat would interfere with any pedestrian movement. 5 On longer cable runs, draw pits shall not be more than 50m apart. 6 Where possible. drawpits shalt be located adjacent t o signal poles to allow cables to be spurred off to the pole installation easily. 15.1 1.3.5

Pole installation

Standard 4 meter high poles shell normally be set in a concrete base minimum 600mm x 600mm x 650mm deep. The depth shall be Increased for longer poles. Cable

15- 24

3 For high masts, the design of the concrete base and anchoring devices shall be proposed by the Contractor. based on structural calculations for the ambient conditions, and shalt be approved by the Engineer before construction. 16.11.3.6

Cantilevers and Gantries

Where traffic signals need to be mounted on cantilevers or gantries, those structures should be in accordance with the drawings and schedules. Fabricated steel structures shall be in accordance with Section 6 (Structural steel and other metal wort ) and Section 7 (Paint) of this Specification. 16.11.3.7

Miscellaneous

Upon completion of the work the controller base shall be filled wlth a base sealant that dries hard to prevent vermin infestation into the controller cabinet. 2 Ducts shall be sealed with a foam substance or wire wool to prevent vermin infestation through the duct network. 3 Rold markings at all installations shall be in accordance with the Oman Highway Design Standards and Sectlon 14 of these Specifications. 4 On approaches to all pedestrian crossing points, special anti-skid road surfacing shall be laid 50m tram the crossing studs in the direction of on·coming traffic. The surfacing shall have a minimum skid resistance value of 55 when tested in compliance with BS EN 3262-12 ~2001 , 15.11.3.8

Completion

All signal equipment shall be assessed on site after installation Is completed by use of a commissioning check list to ensure that the Installation is complete and complies w ith the quality and functional requirements of the Specification. 2 The Contractor shall paperwork, to include: i.

ii. iii. iv.

submit

final

close·down

Site layout drawings (as installed) Timing sheets Signals hand-over certifiCate, including test and commissioning reports Operation and maintenance manuals.

15.11.4 Method of Measurement Traffic signal installations shall be measured by the number of completed sets of signaling equipment and materials installed, modified or modernized at any one location and shall cover all requirements including controllers, sensors. signal poles, signal heads, cables,


drawpits, ducts, foundations, ell completely installed and commissioned.

operation exposed to sun, dust storms, corrosive elements and the adverse climatic conditions at the location.

2 Cantilever end Gentry supports for traffic signal heads shall be measured by type and number installed, end shall include foundations, fixings end mounting.

3 Electronic equipment shall use components of assessed quality in accordance with the system outlined in BS 9000 General Requirements for a System for Electronic Components of Assessed Quality, or other approved equal.

3 The unit rates shall be deemed to cover for all work at each installation location, including design, submission of drawings, obtaining approvals from all Concerned Authorities, the supply, construction and installation, transport, and all civil work and miscellaneous items and close-out procedures.

15.11.5 Basis of Payment The amount of completed end accepted work as provided for above, will be paid for at the unit rate stated in the Bill of Quantities, which rate shall be full compensation for supplying materials, installation, testing and putting into operation, for labor, transport. equipment, tools supplies and other items necessary for the proper completion of the work.

15.11.6 Items in the Bill of Quantities Traffic Signal Installation {location and des:gnation shown on drawings)

ii

including foundation

15.12

(Lump Sum)

Overhead Traffic Signal Support (type) {nr)

Overheight Vehicle Detection System

15.12.1 Description This Sub-section describes requirements for the design and installation of the system to detect over-height vehiclellrucks approaching underpass and to display a warning to alert drivers not to enter the underpass.

15.12.2 Design Criteria for Materials and Components The equipment shall be designed to operate on A.C. 240 volts single phase 50 Hz with a voltage variation of plus 15 percent or minus 20 percent and frequency variation of plus or minus four percent. If the equipment is sensitive to voltage fluctuations within the above stated limits, an automatic voltage stabililer shall be incorporated in the system, along with a stand-by uninterruptible power supply system for maintaining system memory. 2 Equipment shall be designed and derated for continuous operation under operating conditions stipulated in Sub-section 15.1 . The variation in light intensity caused by the shadow of passing clouds shall not interfere with the proper operation of the equipment. The equipment shall be suitable for uninterrupted full load

4 All equipment shall be to the approval of the Concerned Authority. It shall have a proven in service record, and documentary evidence of this shall be submitted. Full environmental tests shall be carried out on a production sample by an independent testing authority and a certificate supplied to show the suitability of the equipment for use in the specified environment. 5 Materials and components shall be the latest technology and best of their respective kind and modern practice, selected and treated so that no corrosion will occur during the lifetime of the installation estimated at 20 years. 6 All wiring shall be neatly and securely fixed in position in an approved manner. The wiring shall be in high temperature PVC insulated cables or silicon rubber, color coded for ease of identification. All terminals shall be of adequate sile. 7 NEMA 3R liP 66 of IEC 605291 rated metallic equipment enclosures shall be provided with terminals for attachment of ground safety circuit. B Masts shall be designed and constructed to provide adequate support and stability for the sign and shall be suitable to support more than one assembly. They shall be complete with base compartment and pole top compartment complete with terminal chambers for connecting incoming cables. 9 Masts shall be constructed from seamless steel, tubular, with a wall thickness not less than 4.5mm and a tensile strength of 520 MN/sq.m hot dipped galvanized. No machining operation shall be allowed after completion of the galvanizing process. Masts shall be painted with 2 coats of epoxy resin paint to an approved color finish after completion of the galvanizing process as required by the Concerned Authority I Engineer. 10 Signs shall be mounted on -brackets supporting both top and bottom of the sign. Attachment shall be of stainless steel clamps and mounting brackets which shall incorporate a wiring duct for the sign wiring. The attachment shall allow vertical and angular adjustment of the sign assembly and shall be suitable for the sign presentation. 11 Mounting heights of sign, the type of sign and the signal presentation shall be as will be detailed by the Concerned Authority.

15.12.3 Operational Requirements All over-height vehicles or vehicle loads traveling toward the tunnel shall be detected and a warning signa~ given. Vehicles traveling away from the tunnel shall be ignored by the detection equipment. Detection of vehicles

15-25

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MJnl•try of Tron•pcrt & Curnmunlcationa DGAlT

~ ~
traveling toward the tunnel shall be counted and recorded on an Installed electronic counting device. 2 Tne detection system snell consist of visible red or infra red source[s) spectrally matching detector[s) mounted on poles positioned on opposite sides of the approach roadway. The alignment and height of the visible red or infra red beam shall be preset to identify vehFcles over 4 25m above the roadway at the line of detection or as requested by lhe Concerned Authority. 3 Positive measures shall be Introduced to warn drivers of a potential accident if they proceed and ttl instruct them not to continue, whilst causing the lei!St possible disturbance or distraction to other motorists. 4 Warning and instructions for drivers of over-height vehlcles shall be stated on the face of the warning sign whk:h shall be illuminated internally, i.e., nature of danger "OVERHEIGHT" and action to be taken { ~STOP" or "TURN RIGHT" or "EXIT RIGHT" or "USE RIGHT !LEFT! LANE," or "DO NOT ENTER" etc) If the driver proceeds. The action must cause the driver to become alert to the extent the! he should react as i~ructed . 5 Warning Sub-system shall consist of a flashing light, an audible alarm, and an electronic message board. Upon receiving lhe control signal from the detection subsystem. this warning subsystem is to be activat ed 11nd shall respond by alerting the driver to either stop the vehlcle or take an alternative route. The warning subsystem shall comprise lhe following:

i.

Warning message on LED di5play

ii. Loud audible alarm, 111 dB@ 3m iii. Flashing Red warning light

15.12.4 Physical Requirements 1 The detector unit shall be solid state with printed circuit boards and regulated power supply. The unit shall be of modular tonstruction. It shall have an effective range of 3m to 38m with a reaction speed range of one {1)MPH (1.61 kmlh) to seventy-five {75) MPH {121 km!h) for a 2 inch (5 em) diameter object 1 Inch (3 em) above the detection height. It shall provide a fault reporting output upon loss of space/detector power or total failure. 2 Sensors are to have NEMA 6P rated enclosures, direction selection to be from a selection switch. No tools or adjustment Is required. 3 Four LEOs and meter shall be provided for ease of alignment and testing. Provision shall be made for the eli mination of the effect of ambient light and an internal environmental control element that reduces operational failure from fog, condensation and insects. Dimensions shall not exceed a maximum overall size of 18 x 15 x 10 inches [46 x 38 x 25 em). The housing shall be of high grade extruded aluminum and sheet aluminum of not less than 118 .. thickness, and weather sealed for rugged durablllty and extended life. The mounting shall allow for directlo11al adjustment and aiming after initial installation.

15-26

4 Two 118 inch (.32 em) boresight holes are to be located at Top.Middle of each housing. Front and rear screws are to be installed In these holes so as to insure a weather t ight enclosure, and should be removed to allow alignment of units. Looking through boresight hole from rear of unit so as to see through the boresight hole i n front of unit gives the installer a basic means of aiming the unit in the proper direction. Focusing the unit on opposite sides of the road in the center of the front boresight while looking through the rear boresight hole ensures that a general alignment Is accomplished. This step should be done from both Transminer and Receiver Unit locations. Fine tuning of alignment can then be done electronically. 5 The transmitter unit and the receiver units shall each be provided w ith a barrier to protect the operating equipment. The enclosure shall maintain its structural integrity for the operationa l life of the equipment and shall allow ready access for control edjustment and electrical interconnection without the use of 1ny tools except a Phillips head screwdriver. 6 Each of the equipment units shall be provided with means for rigidly attaching the unit to a vertical cylindrical pole without requiring any machi ning operation. The attachment means shall not stress or deform the unit and shall prevent the movement of the unit in any direction by the force developed by wind. The mounting means shall allow adjustment of the vertical position o., the pole. The mounting means for the transmitter unit and the receiver unit shall have the capability of adjusting the angular orientation of the optical axis in both the horiZontal and vertlcal plane over an angular range of plus or minus five degrees from horizontal. The transmitter and receiver unit shall be mounted to detect the presence of vehicles that exceed the specified vertical height. 7 Warning sign shall meet all electrical (electronic 5pecifications and shall conform. in all essential elements, with the provisions of the U.S. D.O.T, F.l-t.A. Manual on Uniform Traffic Control Devices. PIIStics on sign faces shall be protected by LEXAN or other material providing equal or greater defense against flying object damage or vandalism. Signs sha ll be activated and time controlled by the Detection unit. Lighting shall be provided by high output fluorescent bulbs for message and incandescent bulbs with parabolic reflectors for arrows at the top and bottom of sign. Flashers on LED signs should be of 300mm diameter. 8 Sign housing shall be as indicated on drawings and provided with rectanguler !shape) reinforced aluminum capable of withstanding wind loading up 95 li.mlh and provided with a sun shield projecting at least 36 em. Letters and arrows shall be normally blanked out. When iQuminated, arrows shall be red in color, but can be made in any color specified UP 65 rating). 9 Unit mounting poles (shaft) shall be one or two piece, adjustable height, seamless, round aluminum tube. Poles shall Include a handhole centered 46 em above the bottom of the shaft with a cover secured with stainless steel screws, Base flange for the attachment of the shaft to the

SUltanate of Oman. Sr.r•btd Sl)fc:Hoc>tions Cor Rood & Brli!Qw ComttucloOn 2010

Road Lighting and Electrical Insta llations

foundation shell be a one piece cast socket of aluminum alloy, with 4 anchor bo;ts for fixing to the concrete base.

10 Single core cables for internal wiring shall be 450n50 volt flexible PVC insulated copper in accordance with BS 6004:1984 or approved equal standard with high temperature insulation where operating in high ambient temperature condltions. The conductor size shall be in accordance with the circuit requirements. Cables shall be bunched, clipped and properly secured to form a complete wiring loop. 11 Power and signal cabling shall be provided between the receiver unit electronics and the junction box adjacent to the mounting pole foundation. Power for the receiver and transmitter units will be made available at the junction box located adjacent to the mounting pole foundation. 12 A solar panel shall be supplied with the OVDS to make use of solar energy for stand-by power to enable the system to remain powered even under power failure conditions for limited periods. 13 A fault reporting function would be incorporated in the system to detect any malfunctions in the system and alert the authorities.

14 All non current carrying parts of the equipment and installation shall be earthed. 15 The armoring and screens of all multi-core cables installed directly in the ground shall be bonded and connected to the earth bar together with the earth core of the electricity supply cable. A separate single core copper PVC Insulated (greenlyellowl installed back to the electricity supply point shall be provided if the Incoming cable does not Include the earth.

shall be inserted in the excavation supported at the correct level and grouted in. In-situ foundations shall be constructed as shown on the Drawings with the concrete poured around the reinforcing and holding down bolts and consolidated in one operation. 7 The position of the anchor bolts and the level of the top surface sha~l be exactly determined and adjusted. PVC ducts of sizes shown on the drawings shall be installed in the bases for cable access.

15.12.6 Method of Measurement Over-height vehicle detection systems shall be measured as the number of completed systems. The rate shall include for supply and installation. testing and commissioning of transmitter and receiver units, warning signs, masts with interconnecting cables and earthing as necessary, cables, including all foundations. ducts, drawpits end assoc:ated c;vil work.

15.12.7 Basis of Payment The quantity of completed and accepted work measured as provided for above will be paid for at the unit rate for a complete operational system stated in the Bill of Quantities, which rate shall be full compensation for supplying, installing, testing and putting into service, all materials, transport, labor, equipment, tools, supplies and other work items necessary for the proper support and completion of the work as specified.

15.12.8 Items in the Bill of Quantities Overheight vehicle detection and warning system (system complete)

15.12.5 Construction Requirements Associated civil work for ducts, draw pits and pole bases shell conform to Clause 15.17.3 - Construction Requirements. 2 The Contractor shall supply and install the underground ducts, construct the cable drawpits as Indicated on the Drawings or as required on site for installation of the cabres. The Contractor shall be responsible for all excavation, draining trenches, forming of duct assembly, backfilling, and removal of excess earth and restoring finished grade to its original condition. 3 Ducts shall be as specified under Clause 15.7.2. They shall be laid in trenches in close cluster formation. 4 Concrete pole bases shall be designed to take into account the nature of the ground and the dead and imposed loads of the pole and all attachments. They may be pre-cast or cast in-situ as detailed on the Drawings or as instructed by the Engineer. 5 The excavated hole for the pole base shall be well cleaned and its sides compacted and the base and sides of the excavation shall be lined with a heavy duty sheet bitumen or polythene waterproof membrane before work on the foundation properly commences. 6 Where pre-cast foundations are to be insta lied 1hey

(location shown on drawingsl

15.13

(nr)

Emergency Roadside Telephone System

15.13.1 Description This Sub-section describes requirements for emergency roadside telephone systems, including detailed engineering, coordination, manufacture, supply, transportation. delivery, installation, joint'ng, connecting up, testing, commissioning, setting to work, training end maintenance services during the warranty period. Work includes: i.

li. iiL iv. v. vi.

Coordination with Concerned Authority, existing contractors, and providers of interfaced systems. Project management. Planning management. Detailed functional analysis until approval by Concerned Authority. Finalization of system to the approval of Concerned Authority. Supply of needed system equipment and components.

15- 27

~~

Mlniatry or Transport&:

Communic~tt-lon•

OGRLT

~~<:Road Lighti ng and Electrical Installations

vii.

Transport, unloading, and storage on the S ite of the required equipment and components. viii. Equi pment installation. lx. System installation and configuration. x. System integration with interfaced and existing systems. xi. Complete testing of the system (unit tests. integration tests, final acceptance tests, users' tests. etc.). xii. Training. xiiL System implementation, xiv. System roll-out, xv. System maintenance after successful initial proving period during Warranty, xvL Supply of spare parts for 2 years, xvil. System maintenance tools delivery, xviii. Writing and delivering of documentation (user's manual, maintenance manual. test reports, etc.) xix. Testing of emergency roadside telephones in the field. xx. Commissioning of the installation. xxl. Connection of emergency roadside telephones to control center

15.13.2 Regulations and Standards British Standards and Codes of Practice shall apply to the design and installation of the syste m 2 The following BS are generally applicable and are mandatory:

i..

BS3573: 1990 - Polyethylene-insulated copperconductor te lecommunica tion distribution cable. 11. BS EN60529: 1992 Specification for classifiCation of degrees of protection provided by enclosures. IIi. BS 1363 - Specification for 13 A plugs, switched and un-switched socket-outlets and boxes. iv. BS EN 60898 • Specification for minia ture and moulded case circu·t breake rs. BS 4293 - Specification for residual current· v. operated circuit-breakers. vi, BS EN ISO 14713: 1999 • Protection against corrosion of iron and steel in structures - Zinc and alumi num coatings - Guidelines and ASTM 123, vii. BS EN 1032712004 • Hot dip zinc coatings on steel sheet viii. BS EN ISO 1461: 1999 • Hot dip galvanized coatings on fabricated iron and steel articles • Specifications and test methods. lx. EN50082· 1 • Electromagnetic compatibility {EMCI • Ge neric standards • Immunity for residential, commercial and light-industrial environments. x. BS EN 60068-2-78:2002 . Environmental testing Tests · Test Cab; Damp heat, steady state ,

15-28

xi.

BS EN 60118-4:2006- Hearing a ids - Magnetic field strength in audio-frequency induction loops for hearing aid purposes. xii. BS EN 60529;2004 • Degrees of protection provided by enclosures UP Codel. xiii. BS 6305:1992- Ana !ague inter working and noninterference requirements for Customer Equipment for connection to the Public Switched Telephone Network. 3 Other Standards - International Electro-technical Commission (IEC): l. ii.

IEC60068 Environmental Testing Specification for Concrete works. shall be as per Civil Works for Electrical subsection: Installations

4 Product Date: For each component including descriptions, colors, complete technical specifications, and manufacturer catalogues for all equipment and materials. 5 Factory Tests: All equipment and cables are to be tested at manufacturer premises, and test certificates. are to be submitted to Engineer before shipping and delivery to site. Shop Drawings: Submit drawings for approval 6 including, but not limited to, the following: I.

iL iii. iv.

v.

Detailed system schematic diagram. Detailed layout, locations, and installation of all equipments. Exact routing of d cabling and wiring. Equipment assemblies and indicate dimensions, we ights, require d clearances, method of field assembly, components, and location of each field connection. Wiring Diagrams: Detail wiring for power, signal, and control syste ms and differentiate between manufacturer-installed and field· installed w iring. Identify terminals to facilitate installation, operation, a nd ma intenance. Include a single-line diagram showing cabling interconnection of components.

15.13.3 Definitions and Mode of Operation Description of eme rge ncy telephone ope ra tion i.

ii.

iii.

The principle of this operation is that when a call is initiated in the fie ld, the emergency roadside telephone automatically calls the phone number unique to that particular telaphone . This unique ca lle d number is known as the 'lndial' number. The indil l number is connected to control center CC (defined by the Concerned Authority}. The PABX [private automatic branch exchange} is programmed to d isplay on a screen: a.

The pUiar number of the calling emergency roadside telephone

b.

Its loca tion

c.

Any other information as required.


i.

ii.

iii.

iv.

2

From the pillar number and other information programmed Into the PABX the CC operator answering the call is able to identify the location of the phone being U$ed. Including which side of the carriageway, without the caller giving any details. The CC operators and the caller are able to communicate clearly in a two wav {duplexl manner. In the event of a failure, the emergency road$ide telephone can detect the listed defects and will automatical.y initiate a call to the CC manager and log the detail$ ofthe defect. The emergency roadside telephone must have facilities for it to be celled remotely by the CC manager and perform the listed self-diagnostics and report the results accordingly.

iv. v.

vi.

15.13.4.2

ii.

Network supplier

a.

Telephone equipment shall be with the mobile coordinated telecommunications service provider.

b.

It is mandatory that the I ocal operata r be used for the services.

Each Emergency Roadside Telephone is to have a unique series of numbers : a.

Pillar number

b.

The india! telephone number programmed to call the CC phone number

c.

CC manager phone number

d.

Phone service number {SlM Cardl

e.

Serial number

f.

A four-digit Number{IDI

g.

Personal

Monitoring of emergency roadside telephones iii

Ca Is from the emergency roadside telephones are handled and monitored by CC.

Pillar Dimensions and Weight

Height 1400mm :t: 100mm Width 200mm :t: 50mm Depth 130mm :t: 50mm

2 The pillar weight, including the phone equipment, shall weigh less than 60 Kg. 15.13.4.3

Frangibility

The pillar and solar cell support combination shall be so designed as to be frangible In the event that it is hit by an errant vehicle. The frangibility requirements must comply with the definition and requirements of BS EN 402:2004. 15.13.4.4

Pillar Materials and Color

The pillar shall be constructed from marine grade aluminum with a minimum thickness 3 mm or extruded aluminum with a minimum thickness 5mm. 15.13.4.5 IP Rating The pillar shall be designed to IP55 (IEC 605291

I dentificati on

The Pillar number shall be allocated based on local authority guidelines.

Button to initiate an emergency call to CC. Bunon to annunciate recorded information. Speaker to broadcast the ring tone and voice communications. Two microphones to record and monitor voice communication, respectively. lrDA interface with infra red port for programming the telephone features in the vicinity of the unit. Two (211ocks with different keying to secure the emergency roadside telephone module to the enclosure {pillarl. Keying must be keyed alike across the manufacturers' telephones.

The pillar dimensions shall be: i. ii. Iii.

Supply of network facilities and equipment

i.

3

i. ii. iii.

The electronics enclosure shall be designed to IP66 UEC 6052912

15.13.4.6

Vibration and Shock

The emergency phone must remain operable under the foil owing conditions of vibration: Three axes to; +l1.5mm 5·13Hz end+l-1g 13· 150Hz tested. Wind

15.13.4 Products and Materials

15.13.4.7

15.13.4.1

The emergency phone must remain operable after withstanding wind speeds of up to 198 kmlh.

Pillar Design and Manufacture

The emergency roadside telephone shell be handsfree, vandal resistant and weather resistant.

15.1 3.4,8

2 The emergency roadside telephone shall be housed in a pillar with on1y the solar cell being pole mounted.

The emergency telephone shall comply with the following temperature requirements:

3 The emergency roadside telephone shali be housed in a plinth mounted pillar of dimensions described in Paragraph 15. 13.4.2

i. ii. iii.

4 The emergency roadsi de telephone shall have as a minimum the following features:

iv.

Temperature

Storage temperatures range - 10"C to +70"C. A minimum start up temperature of ·S·c. An operating temperature range -to•c to +70"C continuous. Storage temperature shock changes up to 10"C :t: s·c per minute.

15-29

~~

Mlnietry ofTrt

e. Comm•

,..../"-.~<:Road Lighting and

15.13.4.9

OCiRLT

Electrical Installations

Lightning Protection

Primary protection shall be provlded using fitted gas arrestors. 2 Secondary protection shall be provi ded using fitted metal Olllde varistors.

15.13.5 Power Supply 16.13.6.1

1 The emergency telephone shell operate from either of the following, as shown on the Drawings or instructed by the Engineer;

3 Earth stake shall be fined with a conductor no less than 6 mm bonding the earth stake to the base of the phone pole and to an earth point within the electronics enclosure.

i.

il.

2

The p111ar shall be pest and vermin proof. including termites, ants, bees, rats and mice.

15.13.6.2

1 The pillar shall be vandal and Impact resistant to prevent unauthorized access to the internal equipment. Vandal and i mpact resistance can be defined as being able to remain functional while withstanding moderate to severe blows by hand held objects ln most circumstances without suffering more than cosmetic damage. 2 The pillar shall be fitted with an automatic tiltlllandalism alert feature with configurable sensitivity settings with provision for the emergency roadside phone to make maintenance call and log its location and condition with the CC manager. 3 Access to the fixing bo!ts att~~thing the phone to the concrete pad shall only be obtained from inside the emergency telephone pillar. 15.13.4.12 Pillar Identification International telephone symbols and pillar numbers shall be installed on each side of the pillar. 2 The International telephone symbols and emergency telephone pillar number shall be manufactured using British Standard. 3 The telephone symbol shall be 150mm in height with a spacing of 150mm from the top of the pillar to the top of the telephone symbol, 4 The pillar number shall consist of 80 D N numerals installed vertically down the pillar w ith a spacing of 150mm from the bottom of the telephone symbol to the top of the first pillar numeral. 15.13.4.13 Concrete 1 A ll concrete and reinforcement for the bases and anchor bolt assemblies shall be in accordance with Sub· section 15.17 15.13.4.14 Steelwork A ll steelwork for the anchor bolt assemblies shall be hot dipped galvanized in accordance with BS EN ISO 14713: 1999 and BS EN ISO 14761 : 1999.

15-30

Powered by a 240 V AC mains available from the nearest light pole. where possible. A fined solar panel and battery combination, supplied by the Contractor.

Short circuit protection shan be provided.

15.13.4.10 Vermin Ingress

15.13.4,11 Vandalism

Power Supply

Battery

lhe battery shall have the fonowing characteristics; Operating temperature range, ·10" C • -1-70" C Sealed lead acid rechargeable iii. Sealed and operational ill any orientation iv. MaintellBnce free Minimum 3 years float service life. v. vi. Recyclable vii. No memory effect viii. To provide a minimum of 7 days normal operation under a primary source failure condition. Normal operetion is based on 6 calls per day at 10 minutes per call for 7 days, the remaining time being Idle t ime. i. ii.

15.13.5.3

Battery Charging

The battery shall be charged with a solar cell or from a 240V AC mains supply. 2 Thermal management of the battery charging to prevent thermal runaway of the battery shall be incorporated. 3 The power supply and charging system shall incorporate battery management to monitor the status o f the battery charge and maintain it at its rated float voltage. 4 Should the battery voltage fall below 90% of its nominal float voltage an alarm shall be ralsed. 15.13.5.4

Solar Panel

1 The solar panel shall be of sufficient size and wattage to ensure that the battery receives sufficient charge under al l weather conditions. 2 A bird guard shalt be fined to the solar cell to discourage birds from sitting on the eel ~ 3 The solar cell support shall provide a minimum of 4.0 meters dearance between the ground and the solar cell. such that the solar cell is not accessible without a ladder. 4 The solar cell shall be vandal resistant and attached to the mounting such that it cannot be removed without special tools provided by the supplier. 5 The solar panel shall be installed facing North and be angled towards the sun, with the angle being dependant on the latitude of the location.

Sultanat• of Ornnn, Sund•rt! ~fl('otiOOO fer Rood & Br~ CoRJINCioon 2010


15.13.6 Construction Requirements

15.13.6.5

15.1 3.6.1

After the installation of the emergency telephone, the Contractor shall impact mortar grout under the pillar base.

Drawings

The Contractor shall prepare drawings to scale and diagrams as follows:

i.

rr. Iii.

Emargency roadside telephone system schematic diagrams, detailed design, connection diagrams, etc. Construction drawings, lnclud'ng civil works As-built drawings

All design development drawings, construction 2 drawings, and as-built drawings shall be submitted in hard copy format as well as In electronic format In the quantities specified below. 3

Quantity ofsubmittals i. ii. iii.

15.13.6.2

Electronic Files: 1 set. Reproducible hardcopies; 1 set. Prints: 3 sets. Concrete Pad and Pillar Foundation

A concrete pad, complete with anchor bolt assembly and steel mesh. shall be constructed as detailed In the Drawings, at each emergency telephone location. 15.13.6.3

Anchor Bolt Assembly

15.13.7 Method of Measurement The emergency roadside telephone system shall be measured by number of the complete systems, supplied installed tested and put into operation. The unit rates sha II include for all work, including design, supply and installation, per road; testing. commiSSioning, maintenance provision of all drawings and manuals and all necessary civil works as specified

15.13.8 Basis of Payment The emergency roadside telephone system shall be paid for as a lump sum per completed system including transportation. at the unit rate(s) stated in the Bill of Quantities, which shall be full compensation for the complete system supplied including the roadside equipment, the network facilities [mobile telecom service) implementation and putting into operation after testing in accordance with the Specification.

15.13.9 Items in the Bill of Quantities (Unit) Emergency Roadside Telephone System

The anchor bolt assembly shall Include four (4) nuts and four (4) washers per assembly 2 Sufficient thread shall be provided on each bolt to allow for the leveling of the pillar when installed. This shall be not less than twice the sum of the nut, washer and pillar base plate thickness. 3 All bolts shall be the same length with respect to the vertical axis of the assembly. The anchor bolt assembly shall be such that the pillar may be mounted parallel to the road center line. 16.13.6.4

Pillar Mounted Telephone

An emergency telephone shall be installed on a concrete pad at each location indicated on the Drawings. 2 Each pillar shall be installed on the anchor bolt assembly and adjusted so as to be vertical. The pillar shall comply with the requirements of the applicable British code for structural design for uti Iity services poles for stability. 3 The emergency telephone shall be installed such that the buttons, speaker and microphones are facing away from the direction of traffic flow such that a person using the emergency telephone is facing the phone and oncoming traffic. The pole for the solar cell shall be installed on the side of the pillar further away from the curb such that it does not obstruct the view of the pillar number when viewed by drivers approaching the pillar. 4 Refer to Series 1500 of the DRMB UK Standards for highways for all these works.

Grouting of Pillar Base

[Road Ref. No.)

15.14

(Lump Sum)

Public Lighting Management and Control System (PLMCS)

15.14.1 Description This Sub-section describes requirements for design, supply, installation, tesfng and commissioning of a complete PLMCS installed in feeder pillars, with individual phase voltage stabmzation, dimming. monitoring, remote control and remote surveillance suitable for later connection to server based software for decentralized operation. 2

The PLMCS comprises: i. ii. iii.

Feeder pillar power controller Switching functions Remote control management software and hardware

15.14.2 General Requirements The PLMCS shall control the function of the ordinary feeder pillars [ FP). 2 The PLMCS shall be installed at each feeder pillar position and control all luminaries of that FP. 3 The PLMCS shall be capable of being upgraded later to have full remote control, including remote servicing, communication of alarms, down·loading of recorded I nformation. and reporting malfunctioning to a control center.

• 15-31

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MJnlatry of Transport & Communications.

DG~lT

../"-..~<:Road Lighting and Electrical Installations

4 The PLMCS shall work with all luminaires; HPS and HPMV type, equipped with standard magnetic ballast, Ignitor and PFC capacitor. 5 The PLMCS shall be capable of dlmming HPS and HPMV lamps in a range of 100% • 50% and stabilize the voltage for MH and FL lamps. It shall be capable of stabjlizing the output voltage for each phase individually to -1-/-1% for input voltage fluctuations from 175V to 264V and shall be able to increase the output voltage by at least 30V to compensate for low input voltage. 6 The PLMCS shall be designed to save between 15% and 35% of energy on average and shall ensure up to double the lamp life. 7 The PLMCS shall be completely static, that is with no moving parts such as •variac·type' transformers and it shall not contain triac based equipment. 8 The PLMCS shall be a universal system to work with any brand of HPS, HPMV, MH or FL lamps, mixed in the same system or circuit of the FP. It shall be independent of the brand of lumii'\Bires used. 9 The PLMCS shall be operated via, and conform to, the loca13-phase 4 wire. solidly earthed neutral, 415 VA C. electrical system. 10 The kVa rating installed shall be based on full load shown on the Drawings at pf of 0.8 and a spare capacity of 30% for future connection of additional loads. In addjtion each unit shall be de-rated by 30%. 11 Each FP shall have an automatic by-pass system. The by-pass shall be activated automatically in case of any malfunction of the PLMCS. 12 The local agent for the PLMCS shall have factory trained and certified personnel to perform commissioning and all servicing tasks. 13 The PLMCS shall be a field proven system with at least 1000 similar products installed worldwide. The chosen supplier shall have si milar systems installed in at least 5 major cities in the Middle East. 14 The PLMCS shall use the latest technology, and comply with international standards such as CE-mark. CEI 17·1311, EN 60439-1 and UL916. PLMCS shall be CE marked and conform to such standards. Under no circumstance shall the system induce harmonic currents to the supply grid. 15 The PLMCS enclosure shaP be for outdoor installation, IP 54 minimum to IEC 60529, for both the power and electronic parts. 16 All system components shall be suitable for operation within a temperature range from ·10deg C to -1-60deg C 17 Materials shall be certified to ISO 9002 quality standard. 18 Load must be started at each switching on under nominal conditions (2301240V RMS -1--1% each phase) even if the input voltage is at 175V for a programmable time, (th' s is very important to conserve the lamp life end conform to the lamp manufacturer's warranty).

15- 32

19 The transition from lamp warming to plenned stage, or any intermediate level regulation process. shall be done without disconnection and shall be applied in maximum steps of 2.2V. The process of d imming shall be even, without visible steps in luminance, 20 The PLMCS shan incorporate a high accuracy astronomical time clock which can be remotely controlled from the control center. 21 Programming and reading of the parameters shal1 be done via PC software, able to read the real time measurement and to change all the parameters of the feeder pillar, operable through either a direct cable connection between the PC and feeder pillar or with GSM. 22 The supplier shall be responsible for installation, testing and commissioning of the system and shall organize a local 5·days seminar for t raining. 23 The PLMCS shall mol'litor power, voltage, current and power factor of each lighting circuit and additionally it shall monitor all other inputs from the FP. 24 Communication to the PLMCS shall be via fiber optic interface on TCPilP protocoL 25

Future optional features may include the following: i.

ii.

iii.

The PLMCS shall have the optional capability in future to add communication with each i ndividual lighting point by means of power line carrier (no additional cables). With this option it shall monitor the proper functioni ng of each lamp, ballast, ignitor and capacitor. The PLMCS shall have the capability il'l future to switch on and off each individual lighting poi nt or advertising panel by means of power line carrier (no additional cabl es). Communication to the PLMCS shall be possible via telephona modem, GSM modem, GPRS modem, radio modem, RS232 i nterface or RS48S interface.

15.14.3 Detailed Technical Specification Power contro ller ei'IClosure shall have the following features: 1.. li.

Iii. iv. v.

Housing fabricated of fiber-gtass reinforced polyester or equatry approved material Protection level: IP54 In accordance with IEC 60529 Standard Color: RAL 7032 • 7035 Base frame made of hot dipped galvanized steal Safety lock.

2 Main technical features of power controller shall include:

i. ii,

iii.

Supporting frame made of galvanized steel Voltage control circuits as provided by manufacturer. Serial port RS232 or RS485 for communication with PC and GSM, and up-to-date software of all units.


iv,

v.

vi.

vii. 3

Connections; i. ii.

4

Microprocessor unit (PLC) for control of work cycles, made of high·grede components, suitable to operate within the temperature range · 10"C to +70"C • Printed circuits with galvanic insulation ofthe tracks. Regulation end stabilization of voltage on load side through static system without wave dimming (wave-form shall remain perfectly sinusoidal) for each phase independently. Four pole main breaker, thermal end magnetic protection, with rated current to suit the size of controller with a short circuit capacity 50 kA. Indicator lights: mains voltage phase colors.

xm. Lithium battery for buffering of RAM memory and of the time clock, with 2 (two) year autonomy under disconnected mains condotions; control of charging status, with analogue measurement of battery voltage; push· button for disconnection during storage period; hot replacement. 5 Features for future functions (upgradeable) shalt include: i.

ii.

Feeder terminals shall be 5 x 35mm' Each FP shall have at least 4 outgoing circuits, each terminated with 5 terminals 16mm' . Configuration, quantity and circuit current rating of each circuit shall be as indicated on the Drawings.

Functional features of power controller shall include: Static by· pass, no break execution, suitable to operate any combination of mixed types of lamps ii. Power saving of up to 40% depending on the type of lamps connected. Iii. Efficiency 98 5% (at full load, PF=1 I iv. Stabilization of output voltage with accuracy +I· 1% with input vo' tage 200 to 245 V Independent for each phase. v. Stabilization of changes in mains voltage in extra·rapid time. vi. Setting of the following parameters, separate for each phase: starting voltage, full light voltage, reduced light voltage, warm-up time, ramp-up speed, ramp-down speed. vii. Selection of dimming percentage and of the corresponding time zones, up to 10 time zones. viii. Availability of one preset yearly program, with starting and operating cycles configurable in accordance with seasonal factors and location. ix. Availability of one customlzable yearly cycle with different settings for each season and the possibility to set up to ten time zones over night time. x. Availability of fiva customized periodical cycles with possibility to set the requested time, the days of the week and up to ten time zones over night time. xi. Availability of one cycle controlled by analogue input (4 • 20 me) suitable for dimming from signal sent from a luminance sensor or any other equivalent apparatus. xii. Astronomical time clock with precision of :1: 4 minutes/year in a temperature range of •10 to +70"C. or, alternatively, high accuracy clock, with precision ±1 minutes/year in a temperature range ·10 to +70"C. i.

iil.

Alarms programming menu for values above or below the preset thresholds of input voltage. output vo tage, total current, power and PF. Display of the following information: a.

Input voltage of each phase

b.

Output voltage of each phase

c.

Active power of each phase

d.

Reactive power of each phase

e.

Power factor of each phase

f. g.

Analogue input value (m A)

h.

Analogue output value (m A)

Recording of the following statistical data: e. b.

Hours of operation on line Hours of operation in the by-pass mode

c.

Number of switching cycles of control relays

d.

Stability of mains (steps/minute)

e.

Total energy consumption

f. g. h.

iv.

Frequency of each phase

Number of black-outs Number of resets Possibility to download the historical data recorded In the controller, via portable PC or modem or from the control center.

Provision for connection to a remote control network designed for diagnostic and control of the whole unit (remote servicing!.

15.14.4 Remote Control Management (RCM) Software Software shall be designed to operate a remote control station for supervision and management of lighting systems, with the features and functions listed in items l to8, below: General features: i.

ii.

iii.

iv.

Standard language is English; further locat languages with text import during program start up later on, should be possible Installation on single PC (stand·alone) or in the Concerned Authority's server configuration in future. Facility to share and to display data via internet SOL database

~~

Ministry or Tranaport & CatnmunlcaUona

OGRLT

_/"...~<:Road Light ing and Electrical Installations

v.

2

Safety system for control of all accesses, configurable for the function and the Concerned Authority's control. vi. Customization of program options vii. Facility to import and export data, already present in external database, without the need of manual fill-In viii. Manual backup utility ix. Window preference for simple access to the most·used funct:ons. Creation of log files of the performed x. operations, xi. Wide flexibility in customization

ix.

Data list management;

x:iv.

i.

ii. iii. iv. v.

vi. vii.

viii. ix. x.

3

Loading of data list of plant and components (FP's. cables, luminaires. lamps, ballasts. Ignitors. capacitors) Management of data list by means of a tree structure Fill-in of plant and component data list from the tree structure or directly from the maps Utility functions such as copy, cut, paste, paste special Management capacity up to 30 towns, 300 FPs and more than 30,000 objects with possibility to extend without limit. Identification (object can belong to more than one group) and w
)(. xi.

xii. )(iii.

xv.

xvi. xvii. 4

ii. iii.

iv. v. vi.

vii. viii.

15- 34

Communication vla serial cable or vla modem (standard telephone PSTN, GSM, GPRS, rad1o modem. TCPnP protocol on Ethernet) Management of 5 modems at the same time or 5 TCP/IP channels. Facility to configure the Interface modems for only Incoming calls, only outgoing calls, only manual calls, only automatic calls Full automatic management of the connections (automatic disconnection only when required) Emulation In remote mode to enable d the operations as if in front ol the controller Manual connection to verify the controller state, to perform a data-download, to synchronize the clock, to program the operative parameters Monitoring and recording on log files of the commun"cetions procedure and e"ors Diagnostics of communication based on the errors and faulty answers from the field, with activation of alarm to signal the most critical connections

Plant management by active maps:

i.

Map management on three levels in case of a wide area or on two levels i n case of medium/small area Up to 324 maps Maps in whatever graphic format (JPG, BMP, WMF, TIF. GIF) Simple insenion of object i n the map Facility to choose the objects to be displayed In the map, only one object type at a t ime

Active objects which light-on because of alarms Color l ight indicafjon in the quadrants at levels one and two, indicating the presence of one or more objects In alarm condition inside the area iv. Facility to add, delete, remove. new objects directly from the map v. Utility functions such as copy. cut, paste, paste special vi. Full interactivity of the objects to open data list, to display a mim ic panel or alarms or records of maintenance activities or set-up , directly from the map vii. Zoom function in the detailed map viii. Tools to navigate i nto the maps ix. {As an alternative to normal mapsl chart module, to interface and interact with drawing Autocad and/or shop files, with facility to import automatically elements of chart system used

ii. iii.

Communication: L

Remote reading of operative parameters (technical data. working cycles, clocks, alarms, 1/0 state, MEM modules settings), active alarms, records of alarms (in partial or total mode), record of measures. monthly data. etc. Facility to download the last · n• records Facility to program i n advance the operation to be performed during the connection with the controller in field Remote writing and modification of the operative parameters Real time remote reception of alarms from the plants Alarms notification to the technician via SMS or e-mail, based on customizable rules Utility to plan the automatic: calls of the controllers, including the possibility to choose the operation to be performed, and the management of errors in the communication Remote plant override to switch the lighting system on and off Remote control of input/output relay

5

Mimic panel application: i.

flemote diagnostic Identification by displ aying the operational state of the controller and relevant components on an lnterectlve on-line diegram

Su!uonat• of Oman. Stand•td Si>ocificotioru lor Ro.od S. Btldge Cons:llJCiion 2010


ii.

iii.

iv.

v. 6

Display of the state of equipment in real time mode (when on· linel or by records (from database) Identification by color code of alarms and operational state of: breakers, limit switches, contactors, relays etc... Display of all measures done by the local control module (voltage, current, power, power factor etc.) Manual override commands, in ON·LINE mode. controlled d' rectly from the m' mic panel

Events and data analysis: i.

Events shall be able to be programmed in four priority levels: Teble, to display the events with predefined customizable filters for each PC

xiii. Print out of log messages 8

ii. iii. iv. v. vi.

Personal computers shall be latest models and have the following features: Processor: Intel 2.0Ghz or over RAM memory: 1 GB Multi-serial with 5 ports COM (or in alternative USB hub with converters) (if not used by TCPIIPJ iv. Parallel port v. Printer with continuous paper form vi. Doub:e HD with indicative capacity 40GB each one (IDE or SCSI; same type] vii. If the HD is SCSI type, the controller must be SCSI U/160. viii. Color video card that grants a definition of 1024x765 at leest. ix. Minimum video memory card 32Mb x. Compatible back-up system i.

ii. iii.

Management of an appropriate printer for recording alarms

iii.

iv. v. vi. 7

Each alarm/event shall able to be configured to send a message via SMS or e-mail Display of data of the plant (measures, monthly measures, alarms) through tables, graphs, active mimic panel of the selected unit Table to display data with predefined customizable filters for each PC Creation of customizable graphs for the analysis ofthe most interested values Availability of different types of graphs (line, steps, cake, etc.)

Working parameters of contrail ers i.

Data replicate tool, to revise and modify the parameters of controllers ii. Facility to transfer and read each parameter Hi. Automatic control of errors during the parameter transfer iv. Facility to program in automatic mode each controller or groups of them v. Tool for automatic calculation of switch-on hours of the plant, depanding on astronomical clock parameters (for season and for year) vi. Print out of data list and the groups of objects vii. Print out of all related tables (streets, supports, lamps) viii. Table and graph print out, with filters, of events ix. Table and graph print out, with filters, of measures x. Table and graph print out, with filters, of monthly data xi. Report of the energy (theoretical, actual and saving) xi I. Detailed print out of the working parameters of the controllers

Automatic elaboration of programmed maintenance plan, according to user's needs and setta b"e parameters Facility to customize maintenance operations Print out of plan of activities Recording of failures and unplanned activities Recording of real activity done Management of historical data

15.14.5 RCM Hardware

Bar graph for the analysis of the types of events and the objects involved Events in cases of: override controls. communication problems, automatic celt results, etc.

ii.

Maintenance module I.

2 Operative system shall be as stated below or as selected by the Concerned Authority: 1.

3

MS Windows 2000® Professional or Windows XP® Professional, or latest system (up-to-date] complete.

Modems shall be: i. ii. iii.

Modem standard for wired telephone line (PSTN) Modem GSM for SMS alarms Modem GSM/GPRS for SMS alarm

15.14.6 Method of Measurement The public lighting management and control system shall be measured by the number of completed feeder pillars controlled by the PLMCS, installed and commissioned. The rate per feeder pillar shall include for the remote control and management software and hardware. and any transmission/ communication media between the feeder pillar and the control center. Rates are deemed to include for all work, including design supply, transportation and installation, testing and commissioning and instruction of the Concerned Authority's personnel in operation of the system.

15.14.7 Basis of Payment The amount of completed and accepted work measured as provided for above, will be paid for at the unit rate for PLMCS powered and controlled feeder pi liar

• 15- 35•

~~

M'nrstry of Tronaport & Communications

OGRLT

~~<::Road Lighting and Electrical Installations

stated in the Bill of Quantities, which rate shall be full compensation for supplying materials, installation, testing l!nd putting into operation, for labor, equipment, tools, supplies, earthing, training, and other items of work necessary for the completion of the system(s) to the satisfaction of the Concerned Authority, as specified.

15.14.8 Items in the Bill of Quantities PLMCS installation at ead'l feeder pillar and all related communication and central control facil ities.

15.15

(nr)

Earthing

15.15.1 Description This Sub-section describes requ:rements for supplying, installing, and testing earthing connections in electrical installatiol1s, includiflg transformer neutral earthing, maln earthing terminals or bars, exposed conductive parts of electrical equipment. extraneous conductive parts. and standby generator neutral earthing where installed, 2 The Contractor shall carry out work in accordance with the followlng: BS 7671 chapter 54 (seventeenth edition) or

IEC 60364·5·54 (2004)

3 Prior to ordering materials, the Contractor shall submit data for the Engineer's approval including, but not limited to, manufacture r's catalogues for earth rods, connecting clamps, earthing conductors, protective conductors, bonding conductors, connectors and other accessories, exothermic we lding kits and tools etc.. and samples of conductors as requested. 4 The Contractor shall submit drawings for approval by the Engineer, including, but not limite d to the following: i. iL

iii. iv.

exact location of earth pits, rods and details of installation and connections exact routing of buried earthing conductors with indication of cross-section, depth of laying and cove ring cross sectional area of all earthing ,protective and bonding conductors layout and details of earthing provisions at substations, switchgear, distribution panelboards etc., indicating fittings used, insulation, plates ancs markings, passage and routing of earthing conductors, conduit, s leeves, grooves. niches etc. giving sizes and dimensions of component parts.

15.15.2 Materials Fittings, plant, equipment, ducts a nd cables used for each earthing instillation shall be as specified In other pe rtinent Clauses of this Section 15. Unless otherwise

15-36

specified, all earthing materiels and components shall be of copper.

15.15.3 Construction Requirements Exposed non-current carrying metallic parts of each electrica l installation and the neutral point of the distribution system shall be earthed. The earthing of the distribution system shaA be made at the neutral point of the transformers. 2 A separate 50mm x 6mm high conductivity e erth bar shall be mounted on porcelain connectors in each substation and feeder pillar housing The bar shall be pre· drilled with a minimum distance of 75mm between holes and connected as follows: i.

H.

Insulated cable: a. Transformer neutra l b. Earth mat Bare cable: a. Switchgear frame earth b, Transformer frame earth

3 The Insulated cable shall be green-yellow striped 50mm' single core PVC fixed at regula r inte rvals with non. magl"'etic Insulating cleats and terminated with suitably sized lugs. The bare conductors shall be 35mm x 6mm or 50mm7 high conductivity copper tape or conductor fixed at re gular intervals with purpose made brass saddles. 4 Each sub-station and feeder pillar earth mat shall have two 16mm d iameter copper covered steel earth rods of 2.5m length, connected together and to the earth bar. Each rod shall be housed inside a concrete inspection box recessed into the ground and fitted with a re movable metal lid with the Inscription 'Earthing Rod'. An earth resistance test shall be carried out on the earth bar at each sub-station and feeder pillar. Three readings shall be obtained on each of the two earth paths connected individually and in paralle l. The results shall be tabulated and submitted to the Engineer for approval. 5 The earth bar shall be labeled and the connections idenlified. The insulated earthing cables for high mast and lighting column circuits shall be earthed at the low volta ge supply position at the earth bar, 6 At the masts and each last column on a circuit, earthing shall be by connecting the earthing bolt to a 16mm diameter copper covered steel rod of 2.5 m length minimum, driven into the ground a djace nt to the mast or column to a chieve the required resistance (1 ohm maximum). Bonding is to be by means of a 16mm2 stranded bare copper conductor. Each mast and column s hall be bonded to the earthing cable. Where the supply cable is looped into the column the earthing cable shall not be cut. The final column in each distribution circuit shall be bonded to a separate earth rod. 7 The earthing system at s ign lighting installations shall be as specified for masts and columns. 8 Connections between rods and earthing tape or cables shall be made by the 'Cadweld' process to produce

Suluonata af Oon•n. St•nd•rd Sptdfic>tion•lor R011d l!o BrldQtt Cons:ruction 2010


a fused joint. Bolted connections may be used for removable items of equipment only. 9 Protective conductors shall not be formed by conduit, trunking, dueling or the like. Where armored cable is specified and armor is steel, it may be used as a protective conductor, if approved and if not otherwise shown on the Drawings. In general a protective conductor shall be run together with the lighting power circuit unless otherwise waived by the concerned authority.

10 Connection of every earthing conductor to earthing electrode and every bonding conductor to extraneous conducting parts shall be Ia beled In accordance with the applicable regulations, as follows:

'SAFETY ELECTRICAL CONNECTION· DO NOT REMOVE'.

15.15.4 Earth Resistance Test Earth resistance tests shall be made by the Contractor on the earthing system, separating and reconnecting each earth connection. 2 If it is indicated that soil treatment or other corrective measures are required to lower the ground resista nee values, the Contractor shall submit proposals for corrective measures to the Engineer for approval prior to working on such measures. The electrical resistance of the earthing circuit (ECCJ together with the resistance of the earthing leads, measured from the connection with earth electrode to any other position in the complete installation, shall not exceed one ohm.

3

5 Earth resistance test shall be performed as the Engineer's requirements. The earth resistance of each electrode shall be measured by means of resistance bridge instrument and results recorded.

15.15.5 Method of Measurement Earthing shall be measured by the number of completed sets of earthing rods supplied, installed, and tested. The Interconnecting work within the circuit shall not be measured separately.

15.15.6 Basis of Payment The amount of completed and accepted work measured as provided for above will be paid for at the unit rate stated in the Bill of-Quantities which rate shall be full compensation for supplying, installing, testing, transportation, putting into operation and for materials, labor, equipment, tools, supplies and other items necessary for the proper completion of the work as specified.

15.15.7 Items In the Bill of Quantities i. ii.

Twin rod earthing installation (location) (nr) Single rod earthing installation (location) (nr)

15.16

Labeling, Testing and Commissioning

15.16.1 Description This Sub-section describes requirements for labeling, testing and comm1ss1oning of electrical and communication systems installations and equipment. The work is supplementary to the work specified in the respective parts of this Section 15.

15.16.2 Materials Labels shall be manufactured from sheet aluminum, plastics or other approved non-corrosive inert material. Text shall be die-stamped, engraved, painted or printed with a legible life expectancy of 20 years. Finished labels shall be permanently bonded, screwed, riveted, bolted or wire-locked to the part as appropriate.


Labeling

The Contractor shall submit for approval a comprehensive labeling and marking plan before work is started. This shall include all factory labeled items as well as field labeling. Plant and equipment not labeled to the Engineer's 2 approval by the manufacturer shall be labeled by the Contractor on the Site. 3 Equipment labels shall be simply and clearly written in black on white or white on black in English and Arabic, in accordance with the schematic diagram on the installation drawings. Warning labels shall be red on white or white on red lettering a minimum 15mm In height

Each item of plant, Including individual parts of a 4 package sub-station or control panel, shall be labeled on the exterior of the respective casings. 5 Lighting columns and masts shall be fitted with identification Ia bels of black lettering 50mm high on a white background. The labels shall be attachad to the columns by means of galvanized nuts and bolts positioned, just above the access openings and facing approaching traffic. 6 Control switchgaar labels shall indicate the voltage, current rating and phase color, together with the manufacturer's distinguishing mark. A separate label shall state the service controlled by the switch. 7 Switchgear, distribution boards and apparatus shall be included in an overall identification scheme and labeled accordingly, 8 'Danger High Voltage' labels in English and Arabic with red lettering and electrical flash shall be fixed to the doors of each sub-station and switch station and be clearly visible from the fence access gates. 9 The interior of each item of electrical equipment shall indicate the phases by means of colored plastic sleeving or discs.

• 15-37

~~

Mine•try of Transport & Cunlmunlcatlon• DGAtT


10 Circuit lists shall be mounted on the inside of distribution board lids or doors. The list shall comprise a printed sheet heat·sealed into a semi·rigid clear plastic cover. 11 Power cable cores shall be identified at their terminations by colored sheaths of the heat or chemically shrinkable type to Indicate the respective phases and neutral. Where the core Insulation is suitably colored during manufacture the colored sleeve may be omitted. 12 Local switches, switch·fuses, isolators, lighting fittings, and similar accessories shall carry engraved identification plates to Indicate the circuit number and phase to wh"ch the accessory is connected. 13 t.'edium voltage cables shall be clearly labeled ' DANGER HIGH VOLTAGE' in English end Arabic every 2m of exposed length. 14 Prior to final testing the Contractor shall obta in the Engineer's approval that the Iabering is intact over the Site and that circult markers have been fined wherever cables emerge from the duct system or enter a building. 15.16.3.2 Testing and Commissioning Testing of the installations shall be carried out in accordance with the relevant regulations and standards after completion of the work. The tests s hall be c11rried out to the satisfaction of the Engineer and the concerned authority. Manufacturer's test certificates shall be included in the documented results submitted for approval. 2

Tests shall comprise the following: Insulation resistance on MV equlpment Including busbars. bushings. through insulators and feeder terminations, using a 5000 V megger, between phases, and between phase and earth, with control and protection circuits, lamps and similar compone nts disconnected. tnsulati Ol'l resistance on every cable and insulator, power, control and reillY cin;ult ofthe LV systems, using appropriate megger range; 500 V for installations rated below 500 V and 1000 V for installations rated up to 1000 V, in accordance with the lEE Wiring Re gulations (BS 76711 Subsection 612. HV test, using power frequency HV test set, to BOo/o of IEC withstand volta ge I 2.5 rated voltagel for one·minute, between phases and phase to e arth for each MV switchge ar and transformer, disconnected. MV cable tests as Sub·section 15. 7, Pa ragraph 15.7.3.2. Any other tests required by the concerned authority standards, unless waived In writing by the Concerned Authority,

3 The test and measuring apparatus provided by the Contractor to carry out the testing shall be seated as

15· 3&

appropriate and have current ca libration certificates issued by an approved laboratory.

4 Advance notice shall be given to the Engineer of the t esting program proposed together with a list of the equipment to be used. 5 The Contractor shall re-test any item that fails. No repeat test shall be carried out until the cause of fail ure has been identified and removed. 6 After satisfactory completion of the tests the Contractor shall obtain authorization from the Engineer and the Concerned Authority to connect the power supply to the installation.

15.16.4 Method of Measurement and Basis of Payment No separate measurement sha II be made and no s eparate payment made for work of labeling, testing and commissioning of the electrical and telecommunication installations. The cost of this work is deemed to be included in the unit rates for the respective items stated in the Bill of Quantities.

15.17

Civil Works for Electrical and Telecommunication Installations

15.17.1

Description

This Sub-section describes requirements for civil work, including excavation. concrete, building work, and duct work, associated with the electrical and telecoms install etions.

15.17.2 Materials Backfill material for excavations shall be as specified in Section 2, Sub·section 2.7 of these Specifications. 2 Concrete for column and pole bases, equipment foundations and other structures shall be Class 30 as specified in Sub-section 5.1. Reinforcement for cone rete shall be mild steel in accordance with Section 5, Subsection 5.2 of these Specifications. 3 Anchor boits shall be as specifie d and shown on the Drawings and as instructed by the Engineer. Minimum standard shall be ASTM F1554, Grade 55, minimum thread length of 10 inches, galvanized for a minimum of 12 inches on the threaded end to the requirements of ASTM A153. Ea ch is to be supplied whh too hexagonal nuts and two flat washers, all to be hooked end on the embedded side. 4 Buildings to house switchgear for the medium vo;tage switching station shall be as shown on the Drawings. They shall have adequate space for the conce rned Authority's e quipment. If buildings are not defined on the Drawings, they sha ll be constructed of conventional materials with concrete foundations and floor, blockwork walls, re ndered internally and externalfy, and suitable waterproof roof, Doors shall be painted steel,


lockable, and complete with ventilation louvers and sand traps. Foundations and floors shall incorporate trenches and ducts for cables and bases for equipment. Cable ducts shall be uPVC Schedule 40, UL listed, or 5 equivalent standard as specifi ad or shown on the Drawings. Minimum requirements shall be non-sparking type, suitable for direct burial in ground, minimum tensile strength 500 kglcm1 , impact strength 5 kglcm 2 , supplied in standard 6 m lengths. 6 Unless otherwise Indicated on the Drawings, columns 8m through 16m shall incorporate a cast aluminium breakaway transformer base and electrical breakaway quick disconnect The base shall be designed and constructed so that when used with the size and weight of the column, the assembly shall meet the requirements of AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals. 7 Transformer base and column combination shall be designed, fabricated and tested to withstand the wind loads described in Clause 15.1.9, and Paragraph 15.8.2.1. 8 The transformer base shall meet the following 5tandards: ASTM 8108 alloy 5G70-T6 or alloy 356-T6 for the base ASTM A·325 for the bolts, ASTM A-563 Grade A for the fiUts, both galvanized to ASTM A·153.


Bases for Poles and Equipment

1. Excavations for foundations shall be carried out in accordance with Sub-section 2.7. Foundations located an old backfill shall have the ground bearing material r~ compacted to the Engineer's requirements. The sides of excavations for foundations that will be subject to uplift or lateral forces shell be compacted and approved before any concrete is poured. 2. The position of anchor bolts in the concrete bases shall be set by means of templates. The top of foundation bases shall be horizontal to a tolerance :t0.25mm across the width of an individual base. Where shown on the Drawings duct stubs 300mm long and to the diameter shown shall be provided in the structural concrete. uPVC ducts shall be cast into lighting column, mast and feeder pillar bases to run the incoming and outgoing power cables. 15.17.3.2

3 When cables cross road, paved area or other services or are buried i n slab, they shall be laid in protective ducts of adequate size. The duct! conduit ends after installation of cable shall be plugged to make them watertight by means of bituminized hessian or equivalent material. 4 Cables shall be laid without sharp bends or kinks, and if within 500mm of drainage ware, shall be contained in a duct. 5 Stack shall be left in cables for which purpose the cut lengths of cables shall allow about 3% more in the measured length between terminations (Engineer will verify the lengths of cablesl. At junction boxes, ample slack shall be left to prevent straining of cable joints due to settlement of ca b' e trench. Cables shall be pulled in uPVC ducts or conduits with 6 care, preferably without the use of any lubricant. Where necessary, and after approval of the Engineer, the cable manufacturer's recommended lubricant shall be used. Use of any kind of aii or soap will not be permitted. Sharp bends or tees shall not be allowed. At road 7 crossings the duct shall have a bedding and surround of concrete Class 30 and shall be laid at BOO mm below road surface or as shown on drawings and directed by the Engineer. Prior to backfilling at duct location, the following B shall be completed: i. ii. iii.

9 Where ducts rest over rocky soil, a layer of 200 mm dune sand sha~ be spread, compacted and rammed in order to create proper bedding for the duct. In waterlogged or unstable soil, a concrete base 200mm thick shall be laid, followed by 100mm laver of dune sand on top of the concrete as a base for the duct. 10 Spare ducts shall be provided wherever ducts are used for MV or LV cable routing. 30% spare ducts or at least one duct per run, whichever is greater, shall be provided. 11 Cables, whether Installed in bare ground or in uPVC ducts or conduits shall not be bent to a radius less than that recommended by the cable manufacturers. I.

ii.

Cable Trenches and Ducts

The depth of low voltage cable trench excavation shall provide a minimum cover to the cable of 500mm in open ground and sidewalks. 2 Cables shall be ducted where they run under or cross below roads and shall not be at less than eoomm deep, with a concrete cover of 100mm all around. Duct ends shall extend minimum 600mm beyond road structure or embankment where ducts cross the road

Placement of the approved type of draw card in each duct section Capping ducts at both ends Recording the coordinates of both ends

iii.

iv.

Install cables as indicated, according to manufacturer's written instructions. Use manufacturer-approved pulling compound or lubricant where approved; compound used must not deteriorate conductor or insulation. Do not exceed manufacturer's recommended maximum pulling tensions and sidewall pressure values. Use pulling means, including fish tape, cable, rope, and basket·weave wire/cable grips, that will not damage cables or raceways. Do not use rope hitches for pulling attachment to cable. Install exposed cables, parallel and perpendicular to surfaces of exposed structural

• 15- 39

~ ~

Manlstry of Transport & Communication•. DGRLT

~~<:Road Lighting and Electrical Inst allations

members, anel foUow surface contours where possible. v. Install dlrect-buried cables on leveled and tamped 100-mm bed of clean sand at bottom of trench. Separate cables crossing other cables or piping from those Items by a minimum of 100 mm oftamped earth. Install permanent markers at ends of cable runs, vi. changes in direction, and buried splices. vii. Install 'burled cable' warning tape 305 mm above cables. viii. Cable identification/route markers shall be erected at 25m maxi mum spacing throughout the entire length of the cable trench route and at each bend or intersection. Refer to MEW Standard OES 2 for all details. ix. In manholes, hand·holes. pull bo)(es, drawpits, j unction boxes. and cable vaults, train cables around walls by the longest route from entry to exit and support cables at intervals adequate to prevent sag. x. Seal around cables passing through fire-rated elements using approved fire-stopping material. xi. Identify cables according to Sect ion 15.16l abelling. Testing and Commissioning.

the number and size of duct, including all bends, couplings and bushings. Concrete encasement shall not be measured for direct payment but shall be considered as subsidiary item, the cost of which wUI be deemed to be included in rates for the duct. 9 Cable markers. drawpits, handholes and manholes. shall be measured by detail shown on drawings, and number completed including an civil work and finishing work.

15.17.5 Basis of Payment The quantity of completed and acceptad work measured as provided for above will be paid for at the unit rates for the items statad in the BUt of Quantities, which rates shall be full compensation for supplying all materials, formwork, construction, installation, testing and putting into service, and for labor, equipment. tools. supplies, transportation, and other work items necessary for th a proper completion of the work as specified.

15.17.6 Items in the Bill of Quantities Building for medium voltage intake switching station (reference drawing and detai l)

15.17.4 Method of Measurement Buildings for the medium voltage switching stations sn ail be measured by the number of the constructed bloCk work buildlngs, including foundat ions, concrete roof. fence. and til necessary related civ!l works. Bases for package substations shall be measured by the number of concrete foundations including fence and other builder's works, as per the approved related sho p drawings.

ii

substatlon (reference drawing and detail)

iii

4 Bases for the 33kV/11 kV pole mounted transformer station shan be measured by the concrete base H type const ruction for 11m poles, to the detail of Concerned Authority, including all related civil works.

5 Bases for the feeder pillars shall be measured by the number of concrete bases, including incoming and outgoing ducts for cables and other builders work. 6 Trenches for directly buried cables shall be measured by linear meter completed. including concrete tile. warning tape and excavation and backfilling to levels and dimensions as specified in the Drawings. 7 Bases for light ing columns/high masts shall be measured separately each by the number of concrete base and other related civil works, including all related civil work as the column detail approved.

(reference drawing and detail) jy

1S. •o

(l'lr.)

H typa concrete foundation for 33kV, ow voltage pole mounted transformer station (reference drawing and detail)

v

(nr.)

H type concrete foundation for 11kVJiowvoltage pole mounted tnJnsformer station (reference drawing and detail )

vi

Co ~~e rete

vii

Trench for low voltage cable for:

viii

ix

(nr.)

one cable

(lin.ml

two cables

(lin.m)

three cables

(lin.m)

Trench for medium voltage cable for: on e cable

(lin.ml

two cables

(lin.m)

Lighting column concrete foundation !Type, ref. dwg)

)(

(nr.)

base for feeder piltar

(ref.dwg)

8

uPVC ducts shall be measured in linear meters of mult~ e duct run installed In trench or in concrete encasement. completed and accepted w ith reference to

(l"ir.)

Building for package medium voltage switching station

2

3 Buildings for package medium voltage switching stations shall be measured by the number of t he constructed block work buildings, including foundations, concrete roof, fence, and all necessary related civil worl!s.

(nr.)

Concrete foundation for package

(nr.)

High mast concrete foundation CType, ref. dwg)

(nr.)

Sult•n•tv of Oman. Stond•rd Specifie•tiono fot Rood Ill Brldgo Construction 2010


xi

uPVC duct (size and nr)

xii

uPVC duct, in concrete encasement

(lin.m)

(size and nr)

(lin.m)

Cable marker as per MEW details

(nr.)

xiv

Manhole (type, dimension, ref. dwgl

(nr.)

XV

Hendhole or drawpit (type,

xvi

Cast aluminium breakaway transformer

xiii

dimension, ref. dwg)

(nr.)

base for column (height) (details, ref. dwg)

(nr.)

15- 41

&uttanate of Oman. Standard Speclbtiona for fbld" Bricloa tll~tUd101'1201 0

Ref.

Title

16.1

l;andscape

16.1.1

Gllneral

16.1.1.1 16.1.1.2

Page No. 16-1 18'1 16-1

16.1.1.3

Summary Related Documents Definition11

16.1.1.4

StJbmittals

16-1

16.1.2 Materials 16.1.2.1 Trees and Shrubs 16.1.2.2 Ground Cov1=r 16.1.2.3

Palms

16.1.2.4 1611.2.5 1611.2.6

Grass Seed Grass Sod (Turf) Grass Plugs

16J1.2.7

16-1 16-1 16-2 16-2 16-2 16-2 16-2 16-2 16-2 16-2

16.1.2.8

Grass Sprigs Topsoil

16.1.2.9 16.11.2.10

Soil Amendments Fertilizer

1S:3 16-3

16.1.2.11

Mulches Stakes and,Guvs

16-3

16.1.2.12 16.1.2.13 18.1.2.14

lAndscape Edgings Eroslon·Control Materials

16.1.2.15

Mlscel aneous Materiaia

16.1.3 Construction Requirements 16.1.3.1 General 16.1 ~3:2 Preparation

16-2

16-3 16-4 16-4 16-4 16-4 16-4 16-4 1&-5

16.1.3.3

Planting SoU Preparatio n

16.1.3.4

Ground Cover and Plant Bed Preparation

16-5

Preparation for Grassed Areas Excavation for Trees and Shrubs

16-5 16!5

Planting. Palms, Trees and Shrubs Tree and Shrub Pruning Tree and Shrub Guymg and Staki ng Grass Seed'ng

16-6

16.1.3.5 16.1.3.6 16.1.3.7 16.1.3.8 16.1.3.9 16.1.3.10 16.1.311 16.1.3.12 16.1.3.13 16.13.14

16!7 18-7 18-7

Hydro-Seeding

16-7

Sodding Pluggmg Spngg1ng

16-7 16-7 16-8

Ref.

Title

Page No.

16.1.3.15 16.1.3.16

Requirements fer Siltisfactory Grass Planting Ground Cover and Plants

16.1.3.H

Mulching Installation of Edgings

16.1.3.18 16.1.3.19 16.1.3.20 16.1.3.21

16-8 Installation of Miscellaneous Materials 115-8 Cleanup and Protec:ti011 16-8 Disposal of Surplus and Waste

Materials Warranty end Maintenance 16.1.4 16.1.4.1 Warranty 16.1.4.2

16-8 16-8 16·8

Maintenance

Method of Meuurement 1&U 1611.5.1 Excavation, Soiling, Cultivating and Grading 16.1.5.2

Grass Planting and Seeding

16J1.5.3

Tree. Shrub and Ground Cover Ptant1ng

16-8 18-8 1&-8 16'9 16-9 16-9 16-10 16-10 16-10 16-10

18.1.6

Baals of Payment

16.1.7

hem a In Bill of Quantities

16.2

Irrigation System

16-10

16.2.1

Description I General

18'10

16.2.1. 1 16.2.1.2 16.2.1.3 16.2.1.4 16.2.1.5 16.2.1.6 16 2.1.7

Scope

16-10

Sehedu' es of Proposed Equipment Approval of Equipment

16•1 1 16-11

Subm•ttals Dei1very, Storage and Handling

16· 1 1

lnstal' ation and Checking Spares

16-12 16-12 16·12

16.2.1.8 Equ pment Labels and Charts 16.2.1.9 Operation and Instruction Manuals 16.2.2 Material 16.2.2.1 16;2.2.2

Pipes, Fittings and Accessor.es

16.2 2.3 16.2.2.4

Valves and Penstocks Irrigation Equipment Valve Operators and Accessories

16.2.2.5

Jo~nt •ng

16.'2.2.5

Concrete and Metal Wo rk Pumping Plant

16.2.2.7

Material

16· 12

16-12 ~~13

16-13 16-15 16-17 16-19 16-20 16-21 1&-21

Ref.

Title

Pa~;~e

16.2.3 Construction Requinlmenta 16.2.3.1 Excavation, Bedding and BaciCfilling Pipe Laying - Genen~lly 16.2.3.2 16.2.3.3 Jointing 16.2.3.4 L:ine and Gradient f.loatation 16.2.3.5 16.2.3.6 P-ipe Built Into Structures F.ield Testing: Generally 18.2.3.7 Hydrostatic TeSiing of Pressure 18:2.3.8

P.lpelines Visual Inspection Test 16.2.3.9 18.2.3.10 Deflection Tests for GRP Pipes 18.2.3.11 F.h,!shlng 16.2.3.12 F.ield Protection and Coating 18.2.3.13 Irrigation Gontrol 18.2.3.14 Contract Requirl!fTlents 16.2.3.15 Documentation 16.2.3.18 Maintenance P.rogram Method of MIIMllrement 18.2.4 Baal• of Payment 18.2.5 18.2.6 Item• in the Bill of Quantities

No.

1&-21 16·21 16·21 16-22 16·22 16·22 11$!22 16·22

18!23 18!23 18!23 18!23 16-23 16-24 16-24 16-24 18-24 16-24 16-26 16-25

Sultanate

Dr Oman. Srondard Spodflc.t/om for Road II. Blldll" Consln.o
16.1

Landscape

16.1.1

General

16.1.1.1

Summary

This Section describes requirements for soft landscaping and irrigation, inc Iuding the following: i.

Trees and shrubs.

ii.

Ground cover.

iii.

Palms.

iv.

Seed.

v.

Turf-grass sod.

vi. vii.

Plugs. Sprigs.

viii.

Topsail.

ix.

Sail amendments.

X.

Fertilizers.

xi. xii.

Stakes and guys.

2 Sub grade: Surface of subsoil after completing excavation, or top surface of a fill or backfill immediately beneath planting soil. 3 Manufactured Soil: Soil produced off-site by homogeneously blending mineral sails or sand with stabilized organic soil amendments to produce topsoil or planting soil. 4 Planting Soil: Native or Imported topsoil, manufactured topsoil, or surface soil modified to become topsoil; mixed with soil amendments. 16.1 .1.4

General: Submit the certificates, samples and other information stated in this paragraph to the Engineer before ordering materials or starting the relevant work. 2 Certification of product compliance to specified requirements signed by manufacturer.

Mulches.

xiii.

Landscape edgings.

xiv.

Erosion-<:ontrol materials.

XV.

Miscellaneous materials.

xvi. Irrigation 2 Requirements for hard landscaping, paving and curbs of sidewalks and areas adjacent to soft landscaping are described in Section 12. 3 Landscape work shall be carried out by an experienced landscape contractor whose qualifications and resources are approved by the Engineer, including his operatives and supervisors and equ'pment.

i.

Manufacturer's certified analysis for standard products.

ii.

Analysis for other materials by a recognized laboratory made according to approved international standards.

iii.

Lebel data substantiating that plants, trees, shrubs, and planting materials comply with specified requirements.

iv.

Certification of grass seed from seed vendor for each grass-seed or mixture stating the botanical and common name and percentage by weight of each species and variety and percentage of purity, germination and weed seed. Include the year of production and date of packaging.

v.

Certification of each seed mixture for turf grass sod, plugs and sprigs, identifying source, including name and telephone number of supplier.

vi.

Certification of all soil amendments and fertililers signed by product manufacturer.

4 Where tests and analysis on soil and products are required by this Specification, they shall be carried out by an agency approved by the Engineer. 16.1.1.2

Related Documents

Drawings and other Specification Sections, apply to this Section. 2 Related Sections: The fallowing Sections contain requirements that relate to this Section: i.

Section 1 for protecfon of existing trees and planting, topsoil stripping end stockpiling, and site clearing.

ii.

Section 2 for excavation, filling, rough grading and subsurface aggregate drainage and drainage backfill.

iii. iv.

Section 8 far subsurface drainage. Section 12 s·dewalks, paving areas and curbsw.

16.1.1.3

Definitions

Finish Grade: Elevation of finished surface of planting soil.

Submittals

3

Samples of each of the following: i.

2 kg of mineral mulch far each color and texture of stone t, in labeled pi astic bags.

ii.

Edging materials and accessories to verify color selected.

4 Qualification data for firms and persons employed In the work to demonstrate their capabilities and experience. Include lists of completed projects with project names and addresses, names and address of architects/engineers and owners, and other information specified. 5 Material test reports from qualified independent testing agency indicating and interpreting test results relative to compliance of the following materials with requirements indicated: i.

Analysis of existing surface soil.

ii.

Analysis of imported topsoil.

16-1

~ ~

Mfnlatry of Tron•port & Communication•

OGRLT

_/"'..~
6 Planting schedule indicating planned dates and locations for each type of planting.

of palms Is measured from nursery ground line to base of first frond.

7 Maintenance Instructions recommending procedures to be established by the Employer for maintenance of landscaping during an entire year. Submit before expiration of required maintenance periods.

2 Heights of palms are to be as indicated in the Plant of Material Schedules shown on Drawings and shall have corresponding root-ball diameters as follows:

16.1.2

Materials

16.1.2.1

Trees and Shrubs

Provide nursery-grown trees and shrubs conforming to ANSI Z60.1, with healthy root systems developed by transplanting or root pruning. Provide well-shaped, fullybranched, healthy, vigorous stock free of disease, insects, eggs. larvae, and defects such as knots, sun scald, injuries, abrasions. and disfigurement 2 Provide trees and shrubs of sizes and grades I conforming to ANSI Z60. 1 for type of trees and shrubs specified and shown on the Drawings. 3 label each tree and shrub with securely attached waterproof tag bearing legible designation of botanical and common name. 4 Provide balled and burlapped trees and shrubs. Container-grown lrees wiU be acceptable in lieu of balled and bunapped subject to meeting ANSI Z60.1 limitations for container stock. 5 Shade trees shall be single-stem trees with straight trunk, well-bala 1\Ced crown, and conforming to ANSI Z60.1 for type of lraes required.

i.

Branching Height: 113 to 112 of tree height.

6 SmaU trees shall be small upright or spreading type, branched or Ptuned naturally according to species and type and with relationship to caliper, height, and branching recommended by ANSI Z60.1 and stem form as follows: i.

Form: Multi-stem, clump, with 2 or more main stems.

7 Deciduous shrubs shaD have no less than the mi11imum number of canes required by and measured according to ANSI Z60.1 for type, shape, and height of shrub. 8 Broad-leafed evergreens shall be: normal-quality, well-balanced. broadleaf evergreens of type, height, spread, and shape conforming to ANSI Z60,1. 16.1.2.2

Ground Cover

Ground cover plants shall be established and well rooted in removable containers or integral peat pots and with not less than the minimum number and length of runners required by ANSI Z60.1 for the pot size indicated. 16.1.2.3

Palms

Palms shall have a crown of new leaves, proper color of leaves of adult palms and sufficient hardiness. Palms shall be supplied earth balled and hessian covered. Height

16-2

Palro HtiQh!

Root-ball Diameter

1.5 m

0.75 • 0.90 m

2.0m

0.90 - 1.10 m

2.5m

1.10 - 1.30m

3.0m

1.30 - 1.50 m

3.5m

1.50-1.80 m

4.0m

1.80 • 2.00 m

16.1.2.4

Grass Seed

Grass seed shall be fresh, clean, dry, new-crop seed complying with AOSA's "Journal of Seed Technology; Rules for Testing Seeds" for purity and germination tolerances. 2 Seed species shall be as stated in the Special Specification or shown on the Drawings for the particular use and location, with not less than 95 percent germination, not less than 85 percent pure seed, and not more than o. 5 percent weed seed. 16.1.2.5

Grass Sod (Tu rfl

Grass sod (turf) shall be first quar.ty, complying with TPI's 'Specifications for Sod (Turfl Materials' in its 'Guideline Specifications to Sodding', Including limitations on thatch, weeds, diseases, nematodes, and insects, Provide viable sod of uniform density, color, and texture, strongly rooted, capable of vigorous growth and development when planted. Sods shall be nominal size 750mm x 300mm. 2 Grass sod species shatl be as stated in the Special Specification or shown on the Drawings with not less than 95 percent germination, not less than 85 percent pure seed. and not more than 0.5 percent weed seed: 16.1.2.6

Grass Plugs

Grass plugs shall be as specified in paragraph 16.1.2.5 but with a nominal size 100mm x 100mm. 16.1.2.7

Grass Sprigs

Grass sprigs shall be healthy Jiving stems, rhizomes, or solons with a minimum of two nodes and any attached roots free of soil. of the species stated in the Special Specification or shown on the Drawings. 16.1.2.8

Topsoil

1 Topsoil shall conform to ASl M 0 5268, pH range of 5.5 to 7, 4 percent organic material m inimum, free of stones 25 mm or larger In any dimension, and other extraneous materials harmful to plant growth, obtained from any of the sour~s stated below.

Landscaping and Irrigation

r.

ii.

iii.

16.1.2.9

Topsoi I Source: Reuse surface soil stockpiled on site. Verify suitability of surface soil to produce topsoil meeting requirements and amend when necessary. Supplement with imported topsoil when quantities are insufficient Clean tops oil of roots, plants, sods, stones, clay lumps. and other extraneous materials harmful to plant growth. Topsoil Source: Imported topsoil from off-site sources, obtained from naturally well-drained sites where topsoil occurs at least 100mm deep; do not obtain from bogs or marshes. Topsoil Source: Amend existing surface soil to produce topsoil. Supplement with Imported topsoil when required. Topsoil shall have a physical and chemical analysis before any amendments are added. Soil Amendments

1 Lime shall be dolomite limestone conforming to ASTM C 602, Class T, agricultural limestone, containing a minimum 80 percent calcium carbonate equivalent, with a minimum 99 percent passing a 2.36 mm sieve and a minimum 75 percent passing a 250 micrometer sieve. Aluminum 2 unadulterated.

sulfate

shall

be

commercial

3 Sand shall be cleaned, washed, manufactured send, free of toxic materials.

natural

or

5 Peat Humus shall be finely divided or granular texture, with a pH range of 6 to 7.5, composed of partially decomposed moss peat or reed-sedge peat. 6 Peat Humus for acid-tolerant trees and shrubs, shall be moss peat, with a pH range of 3.2 to 4.5, coarse fibrous texture, medium-divided sphagnum moss peat or reed· sedge peat. 7 Sawdust or ground bark humus shall be decomposed, nitrogen-treated, of uniform texture, free of chips, stones, sticks, soil, or toxic materials. When site treated, mile with at least 2.4 kg of ammonium nitrate or 4 kg of ammonium sulfate per cu. m of loose sawdust or ground bark.

8 Manure shall be well-rotted, unleached stable or cattle manure containing not more than 25 percent by volume of straw, sawdust, or other bedding materials; free of toxic substances, stones, sticks, soil, weed seed, end material harmful to plant growth. 9 Herbicides shall be EPA registered and approved, of type recommended by the manufacturer. 16.1.2.1 0

3 Commercial fertilizer shall be commercial-grade complete fertilizer of neutral character, consisting of fast· and slow-release nitrogen, 50 percent derived from natural organic sources of urea-form, phosphorous, and potassium in the proportions recommended in reports from a qualified soil testing agency. 4 Slow-release fertilizer shall be granular fertilizer consisting of 50 percent water-insoluble nitrogen, phosphorus, and potassium in the proportions recommended in reports from a qualified soil testing agency. 16.1.2.11

Fertilizer

Bone-meal shall be commercial, raw, finely ground; minimum ol4 percent nitrogen and 20 percent phosphoric acid.

Mulches

1 Mineral mulch shall be hard, durable stone, washed free of loam, sand, clay, and other foreign substances, of following type, size range, and color: i.

Type: Crushed stone or gravel.

ii.

Size Range: minimum.

iii.

Color: Uniform tan-beige acceptable to the Engineer.

grade,

4 Perlite shall be horticultural perlite, soil amendment grade.

i.

2 Superphosphate shall be commercial, phosphate mixture, soluble; minimum of 20 percent available phosphoric acid.

20 mm maximum, 6 mm color

range,

2 Straw mulch shall be air-dry, clean, mildew- and seed-free, salt hay or threshed straw of wheat, rye, oats, or barley. 3 Peat mulch shall be peat humus as specified in paragraph 16.1 .2.9, items 5 or 6 as appropriate. 4 Compost mulch shall be well-com posted, stable, and weed-free organic matter, pH range of 5.5 to 8; moisture content 35 to 55 percent by weight; 100 percent passing through 1-inch (25-mm) sieve; soluble salt content of 5 to 10 decisiemens/m; not exceeding 0.5 percent inert contaminants and free of substances tmcic to plantings; and as follows:

i.

Organic Maner Content: 50 to 60 percent of dry weight.

ii.

Feedstock: Agricultural, food. or industrial residuals; biosotids; yard trimmings; or source· separated or compostable mixed solid waste.

5 Fiber mulch shall be biodegradable, dyed-wood, cellulose-fiber mulch; nontoxic; free of plant-growth or germination inhibitors; with maximum moisture content of 15 percent and a pH range of 4.5 to 6.5. 6 Non asphaltic tackifier shall be colloidal tackifier recommended by fiber-mulch manufacturer for slurry application; nontoxic and free of plant-growth or germination inhibitors. Asphalt emulsion shall conform to ASTM 0 977, 7 Grade SS·l; nontoxic and free of plant-growth or germination inhibitors. 16.1.2.12

Stakes and Guys

l Upright and Guy Stakes: Rough-sawn, sound, new hardwood, redwood, or pressure-preservative-treated

16·3

~~

Mlnllu.ry or Tran•pon & CommunlcntJon•. DGRLT

~""'<::Landscaping and Irrigation

softwood, free of knots, holes, cross grain, and other defects, 50 by 50 mm by length indicated, pointed at one end. 2 Guy and Tie Wire: ASTM A 641M, Class 1, galvaniled·steel wire, 2 strands, twisted. 2.7 mm in diameter. 3 Guys for Palms: 5 mm diameter, 7-strand galvanized wire in suitable lengths, with chafing guards of 13 mm diameter PVC pipe, wire adjustments or turn buckles as approved and 15 mm malleable iron ground anchors. 4 Guy Cable: 5 strand. 4.8 mm diameter, galvanized· steel cable, with zinc-coated turn buckles, 75 mm long minimum, with 2 10 mm galvanized eyebolts.

5 Hose Chafing Guard: Reinforced rubber or plastic hose at least 13 mm in diameter, black, cut to lengths required to protect tree trunks from damage. 6 Flags: Standard surveyor's plastic flagging tape, white, 150 mm long. Burlap: Jute of 0.20 kg/m2 or cloth having same 7 strength and resistance to tearing and capable of rotting in the ground.

performance of work. Do not proceed with installat[on until unsatisfactory conditions have been corrected. 2 Topsoil Analysis: Furnish a soil analysis made by a qualified independent soil-testing agency stating percentages of organic matter, inorganic matter (silt, clay, and sandl, deleterious material, pH, and mineral and plant-nutrient content of topsoil, Report suitability of topsoil for growth of applicable planting materiel. State recommended quantities of nitrogen, phosphorus, and potash nutrients and limestone, aluminum sulfate. or other soil amendments to be added to produce satisfactory topsoil. 3 Deliver packaged materials in containers showing weight, analysis, and name of manufacturer. Protect materials from deterioration during delivery and while stored at site. 4 Deliver trees, shl'\lbs, ground covers, and plants after preparation for planting has been completed and plant immediately, If planting is de!ayed more than G hours alter delivery, set planting materials in shade, and protect from weather and mechanical damage, and keep roots moist,

16.1.2.13 Landscape Edgings Polyethylene edging shall be proprietary standardblack polyethyle ne edging, 3 mm thick by 125 mm deep, unless otherwise indicated, extruded in standard lengths, wlth 225 mm steel angle stakes. i.

ii.

Top Profile: Straight, with top 50 mm, 6 mm thick. Top Profile: Rounded.

i.

Heel-in bare-root stock. Soa k roots in water for 2 hours if dried out.

ii.

Set balle d stock on ground and cove r ball with soli, peat moss. sawdust, or other acceptable material.

iii.

Do not remove container-grown stock from containers until time of planting.

iv.

Water root systems of trees and shrubs stored on site with a fine-mist spray. Water as often as necessary to maintain root systems in a moist condition.

16.1 .2.14 Erosiofi·Control Materials Biodegradable wood Erosion-Control Blankets: excelsior, straw, or coconut-fiber mat enclosed in a photodegradable plastic mesh. Include manufacturer's recommended steel wire staples, 150 mm long. 2 Erosion-Control Fiber Mesh: Biodegradable twisted jute o r spun-eolr mesh, a minimum of 0.5 kg/sq.m. with 50 to 65 percent open area. Include manufacture rs recomme nded steel wire staples, 150 mm long. 16.1.2.15 Miscellaneous Materials Anti-desiccant: Water-insoluble emulsion, permeable moisture retarder, film forming, for trees and shrubs. Deliver in original, sealed, and fully labeled containers and mix according to the manufacturer's instructions. 2 Trunk-Wra p Tape: Two laye rs of crinkle d paper cemented together with bituminous material, 100 mm wide minimum, with stretch factor of 33 percent

16.1.3


16.1.3.1

General

with

Examine areas to receive landscaping for compliance requirements and for conditions affecting

16-<1

5 Coordinate installation of planting materiels during normal planting seasons fo r each type of plant materia l required, Coordinate planting pe riods with maintenance periods to provide required maintenance from date of handing over.

6

7 Proceed with planting only when existing and forecast weather conditions permit. 16.1.3.2

Preparation

Lay out Individual tree and shrub locations and areas for multiple planting. Stake locations, outline areas, and secure the Engi near's acceptance before the start of planting work. Ma ke minor a djustme nts as may be required. 2 Protect structures, utilities, sidewalks, pavements, and other facilities, trees, shrubs, and plantings from damage caused by planting operations. 3 Provide erosion-control measures to prevent erosial'l or displacement of soils and discharge of soil-bearing water runoff or airborne dust to itdjacent prope rties and walkways.

Sultanata of Om1tn, St•ndard Specific.t10111 for !mod 1!. Bndge Con•trU<:Iion 2010


16.1.3.3

Planting Soil Preparation

iii.

Before mixing, clean topsoil of roots, p' ants, sods. stones, clay lumps, and other extraneous materials harmful to plant growth. 2 Mix soil amendments and fertilizers with topso'l at rates indicated following soil physical and chemical analysis. Delay mixing fertilizer if planting does not follow placing of planting soil within a few days.

a. Spread approximately one-half the th"ckness of planting soil mix over loosened sub-grade. Mix thoroughly into top 100 mm of sub grade and then spread remainder of planting soil mix.

3 For palms and tree pit or trench backfill, mix planting soil before backfilling, and stockp'le at site ready for use. 4 For planting beds, mix planting soil either prior to placing or apply on surface of topsoil and mix thoroughly before planting.

i.

ii.

16.1.3.4

Mix lime with dry so'l prior to mixing fertilizer. Prevent lime from contaeling roots of acidtolerant plants. Apply phosphoric acid fertilizer, other than that constituting a portion of complete fertilizers, direelly to sub-grade before applying planting soil and til ling.

b. Reduce elevation of planting soil to allow for soil thickness of sod. 3 If grass is to be sown or pi anted in areas unaltered or undisturbed by excavating, grading, or surface soil stripping operat;ans, prepare surface soil as fallows: Remove existing grass, vegetation, and turf. Do not mix into surface sail. Remove stones larger than 25 mm in any dimension and sticks, roots, trash, and ather extraneous matter. ii.

Loosen surface soil to a depth of at least of 150 mm. Apply soil amendments and fertilizers according to planting soil mix proportions and mix thoroughly Into top 150 mm. of soil. Till soil to a homogeneous mixture of fine texture.

iii.

o:spose of waste material, including grass, vegetation, and turf, off site.

Ground Cover and Plant Bed Preparation

Loosen sub-grade of pianti ng bed areas to a minimum depth of 150 mm. Remove stones larger than 40 mm in any dimension and sticks, roots, rubbish, and other extraneous materials. 2 Spread planting sofl mixture to depth required to meet thickness, grades, and elevations shown, after rght rolling and natural settlement. Place approximately one half the thickness of planting soil mixture required. Work into top of loosened sub-grade to create a transition layer and then place remainder of planting soil mixture.

Spread planting soil mix to a depth of 150 mm but not less than required to meet finish grades after light rolling and natural settlement. Do not spread if planting soil or sub-grade is muddy or excessively wet.

4 Grade planting areas to a smooth, uniform surface plane w ith loose, uniformly fine texture. Grade to within plus or minus 13 mm of finish elevation. Roll and rake, remove ridges, and fill depressions to meet finish grades. Limit fine grading to areas that can be planted in the immediate future.

3 Till soil in beds to a minimum depth of 200 mm and mix with specified soil amendments and fertilizers.

5 Moisten prepared lawn area before planting if soil is dry. Water thoroughly and aII ow surface to dry before planting. Do not create muddy soil.

4 Remove existing unsuitable soil to a minimum depth of 200 mm and replace with prepared planting soil mixture.

6 Restore areas if eroded or otherwise disturbed after finish grading and before planting.

16.1.3.5 1

Preparation for Grassed Areas

Umit sub-grade preparation to areas to be planted.

2 Newly prepared sub grade: Loosen newly prepared sub grade to a minimum depth of 150 mm. Remove stones larger than 25 mm In any dimension and sticks, roots, rubbish, and other exlraneous matter and dispose off site. i.

Apply superphosphate fertilizer directly to sub· grade before loosening.

ii.

Thoroughly blend planting so:l mix off-site before spreading, or spread topsoil, apply soil amendments and fertilizer directly to the surface, and thoroughly blend planting soil mix. a. Delay mixing fertilizer with planting soil if planting will not proceed within a few days. b. Mix lime with dry soil before mixing fertilizer.

16.1.3.6

Excavation for Trees and Shrubs

Pits and Trenches: Excavate with vertical sides and with bottom of excavation slightly raised at center to assist drainage. Loosen hard subsoil in bottom of excavation.

i.

il

Bare-root trees and shrubs: Excavate at least 300 mm wider than root spread and deep enough to allow setting of roots an a layer of planting soil and with collar set at same grade as in nursery, but 25 mm below finish grade. a.

Shrubs setting layer; planting soil.

b.

Trees setting layer: Allow 225 mm of planting soil.

Allow 75 mm of

Balled and burlapped trees and shrubs: Excavate approximately 1'12 times as wide as ball diameter and equal to ball depth, plus the following setting layer depth:

t~5

~~

MJnlt:r.try of Tron1port 6 CommunlcatJona. DGRlT

_../'...~<:Landscaping and Irrigation

iii.

iv.

a.

Shrubs setting layer: planting soil.

Allow 75 mm of

b.

Trees setting layer: Allow 225 mm of planting soil.

Container-grown trees and shrubs: Excavate to container width and depth, plus the following setting-layer depth: e.

Shrubs setting layer: Allow 75 mm of planting soil.

b.

Trees setting layer: planting son.

l.

Place stock on setting layer of compacted planting soil.

il.

Remove burlap and wire baskets from tops of balls and partially from sides, but do not remove from under balls. Remove pallets, if any, before setting. Do not use planting stock if ball is cracked or broken before or during planting operation.

iii.

Place backfill around ball In layers, tamping to settle backfill and eliminate voids and air pockets. When the pit is approximately half backfi lied, water thoroughly before placing the remainder of backfill. Repeat watering until no more is absorbed. Water again after placing and tamping the final layer of backfill.

Allow 150 mm of

Pits for palms excavate to a depth not less than 1.6m below finished grade and to a diameter of not less than 1.5 m and at least 1 m greater than diameter of root ball. Break up bottom of pits to a depth of 300 mm.

2 Dispose of subsoil removed from excavations. Do not mix with planting soil or use as backfill. 3 Notify the Engineer if unexpected rock or obstructions detrimental to trees or shrubs are encountered in excavations.

i.

3 Set balled and bur lapped stock plumb and in center of pit or trench with top of ball raised above adjacent finish grades as indicated.

4 Set container-grown stock plumb and in center of pit or trench with top of ball raised above adjacent finish grades as Indicated,

1-t.ardpan layer: Drill 150 mm diameter holes into free-draining strata or to a depth of 3 m, whichever is less, and backfill with freedraining material.

4 Notify the Engineer if subsoil conditions show unexpected water seepage or retention in tree or shrub pits.

i.

Carefully remove containers so as not to damage root balls.

ii.

Place stock on sening layer of compacted plant)ng soil.

iii.

Place backfill around ball in layers, tamping to settle backfi• and eliminate voids and air pockets. When the pit is approximately half backfilled, water thoroughly before placing remainder of backfill. Repeat watering until no more is absorbed. Water again after placing and tamping the final layer of backfill.

Fill excavations with water and allow to percolate out, 5 before placing setting layer and positioning trees and shrubs, 16.1.3.7

Planting, Palms, Trees and Shrubs

Measure trees and shrubs according to ANSI Z60.1 with branches and trunks or canes in their normal position. Do not prune to obtein required slzes. Take caliper measurements 150 mm above ground for trees up to 100 mm caliper size, and 300 mm above ground for larger sizes. Measure main body of tree or shrub for helght and spread;

2 Deliver freshly dug and container grown palms, trees and shrubs to the site just before planting. Do not prune before delivery. except as approved by the Engineer. Protect bark, branches, and root systems from sun scald, drying, sweating, whipping, and other handling and tying damage. Do not bend or bind-tie trees or shrubs in such a manner as to destroy natural shape. Maintain protective covering during delivery. Do not drop trees and shrubs during delivery.

i.

ii.

16~

Immediately after digging bare-root stock, piCk root system in wet straw, hay, or other suitable material to keep root system moist until planting. Handle balled and bur lapped stock by the root ball

5 Set bare-root stock on cushion of planting soil. Spread roots without tangling or turning toward surface. and carefully work backfill around roots by hand. Puddle with water until backfill layers are completely saturated. Plumb before backfilling, and maintain plumb while working backfill around roots and placing layers above roots. Remove injured roots by cutting cleanly; do not break. i.

Set collar 25 mm below adjacent finish grades, ullless otherwise il'\dicated

6 Dish and tamp top of backfill to form a 75 mm high mound around the rim of the pit. Do not cover top of root with backfill.

7 Wrap trees of 50 mm caliper and larger with trunkwrap tape. Start at base of trunk and spiral cover trunk to height of first branches. Overlap wrap, exposing half the width, and securely attach without causing girdling. Inspect tree trunks for injury, improper pruning, and insect Infestation and take corrective measures required before wrapping.

8

Remove suckers, flowering and fruiting parts and approximately 30% of fronds from palms before planting. Leave sufficient fronds to enclose and protect growing bud, trim to 65% of original length, lift to surround


growing bud and burlap wrap and securely tie them in position and leave on palm for around one year after planting. Special attention is required to protect palm roots from being bruised during digging and bur lapping. 16.1.3.8

Tree and Shl'\lb Pruning

Pl'\lne, thin, and shape trees and shrubs according to standard horticultural practice. Prune trees to retain required height and spread. Unless otherwise directed by the Engineer, do not cut tree leader; remove only injured or dead branches from flowering trees Pl'\lne shrubs to retain natural character. Shl'\lb sizes indicated are size after pruning. 16.1.3.9

ii.

Tree and Shl'\lb Guying and Staking

Stake all trees of 50 to 125 mm caliper; stake trees less than 50 mm caliper only if required to prevent displacement by wind. Use a minimum of 2 stakes of length required to penetrate at least 450 mm below bottom of backfilled excavation and to extend at least 1800 mm above grade. Set stakes vertical and spaced to avoid penetrating balls or root masses. Support trees with 2 strands of tie wire encased in hose sections at contact points with tree tl'\lnk. Allow enough slack to avoid rigid restraint of tree.

6 Protect seeded areas from hot, dry weather or drying winds by applying compost mulch, peat mulch or planting soil within 24 hours after completing seeding operations. Soak and scatter uniformly to a depth of 4.8 mm and roll to a smooth surface. 16.1.3.11

i.

Mix slurry with no asphaltic tackifier.

ii.

Apply slurry uniformly to all areas to be seeded in a one·step process. Apply mulch at a minimum rate of 15.3·kgl92.9 sq. m dry weight but not less than the rate required to obtain specified seed-sowing rate.

iii.

Apply slurry uniformly to all areas to be seeded in a two·step process. Apply first slurry application at a minimum rate of 5.1-kg/92.9 sq.m. dry weight but not less than the rate required to obtain specified seed-sowing rate. Apply slurry cover coat of fiber mulch at a rate of 10.2 kg/92.9 sq.m.

3

16.1.3.10 Grass Seeding Sow seed with spreader or seeding machine. Do not broadcast or drop seed when wind velocity exceeds B kmlh. Evenly distribute seed by sowing equal quantities in two directions at right angles to each other.

i. 2

Do not use wet seed or seed that is moldy or otherwise damaged.

Sow seed at the rate of 2.3to 3.6 kg/92.9 sq.m.

3 Rake seed lightly into top 3 mm of topsoil, roll lightly, and water with fine spray. 4 Protect seeded areas with slopes exceeding 1:6 with erosion-control fiber mash and slopes exceeding 1:4 with erosion-eontrol blankets installed and stapled according to manufacturer's written instructions. 5 Protect seeded areas with slopes not exceeding 1:6 by spreading straw mulch. Spread uniformly at a minimum rate of 42 kg/92.9 sq.m. to form a continuous blanket 38 mm in loose depth over seeded areas. Spread by hand, blower, or other suitable equipment.

i.

Anchor straw mulch by crimping into topsoil with suitable mechanical equipment.

Hydro-Seeding

Mix specified seed, fertilizer, and fiber mulch in water, using equipment specifically designed for hydro seed application. Continue mixing until uniformly blended into homogeneous slurry suitable for hydraulic application.

2 Guy and stake trees exceeding 4.2 m high and more than 75 mm calf per. Securely attach no fewer than 3 guys to stakes 750 mm long, driven to grade. Attach flags to each guy wire, 750 mm above finish grade. Support palms with 4 guy wires secured to ground anchors and attached to palm at approximately two thirds height. Adjust tension as necessary with wire adjusters or turn buckles.

Bond straw mulch by spraying with asphalt emulsion at the rate of 38 to 49 l./92.9 sq.m. Take precautions to prevent damage or staining of structures or other pia ntings adjacent to mulched areas. Immediately clean damaged or stained areas.

16.1.3.12 Sodding Lay sod within 24 hours of harvesting. sod if dormant or if ground is muddy.

Do not lay

2 Lay sod to form a solid mass with tightly fitted joints. Butt ends and sides of sod; do not stretch or overlap. Stagger sod strips or pads to offset joints in adjacent courses. Avoid damage to sub grade or sod during installation. Tamp and roll lightly to ensure contact with sub grade, eliminate air pockets, end form e smooth surface. Work sifted soli or fine sand into minor cracks between pieces of sod; remove excess to avoid smothering sod and adjacent grass. i.

Lay sod across angle of slopes exceeding 1:3.

ii.

Anchor sod on slopes exceeding 1:6 with wood pegs or steel staples spaced as recommended by sod manufacturer but not less than 2 anchors per sod strip to prevent slippage.

3 Saturate sod with fine water spray within two hours of planting. During first week, water daily or more frequently as necessary to maintain moist soil to a minimum depth of 38 mm below sod. 16.1.3.13 Plugging Plant plugs in holes or furrows, spaced 300 mm apart in both directions. On slopes, contour furrows to neat levels.

16-7

~~

Ministry of Tron•port & CommuniCDtlon•. OGALT

~~<::Landscaping and Irrigation

16.1,3.14 Sprigging

16.1.3.18 Installation of Edgings

Plant freshly shredded sod sprigs in furrows 63 to 75 mm deep. Place individual sprigs with roots and portions of stem in moistened soil, 150 mm apart in rows 250 mm apart, and fill furrows without covering growing tips. Lightly roll and firm soil around sprigs after planting.

Install plastic edging where indicated, according to the manufacturer's recommendations. Anchor with steel stakes spaced approximately 600 mm apart, driven through upper base grooves of edging.

2 Broadcast sprigs uniformly over prepared surface at a rate of 0.28 cu. m/92.9 sq.m. and meehanically force sprigs into lightly moistened soil. i.

Spread a 6-mm thicl< layer of compost mulch, peat mulch, planting soil or topsoil on sprigs.

II.

Lightly roll end firm soil around sprigs after planting.

iii.

16.1.3.15

Water sprigs immediately after planting and keep moist by frequent watering until well rooted. Requirements for Satisfactory Grass

Seeded areas: At ertd of maintenance period, a healthy, uniform, close stand of grass has to be established, free of weeds and surface irregularities, with coverage exceeding 90 percent over any 0.92 sq.m and bare spots not exceeding 125 by 125 mm. 2 Sodded areas; At end of maintenance period, a healthy, well-rooted, even-colored, viable lawn has been established, free of weeds, open joints, bare areas, and surface irregularities. 3 Plugged areas; At end of maintenance period, the requi red number of plugs has been established as well· rooted, viable patches of grass; and areas between plugs are free of weeds and other undesirable vegetation.

16.1.3.19 Installation of Miscellaneous Materials Apply antidesiccant using power spray to provide an adequate film over trunks, branches, stems, twigs, and foliage. When deciduous trees or shrubs are moved in full leaf, spray with anti-desiccant at nursery before moving and egain 2 weeks after planting. 2 Set tree grate segments with adjoining surfaces as shown on the Drawings, Shim up from supporting substrate with soil-resistant plastic. Maintain a 75 mm minimum growth radius around base of tree; break away units of casting, if necessary, according to the manufacturer's Instructions. 16.1.3.20 Cleanup and Protection 1 During landscaping, keep pavements clean and work area in an orderly condition. 2 Protect landscaping from damage due to landscape operations, operetions by other contractors and trades. and trespassers. Maintain protection during install ation and maintenance periods. Treat, repair, or replace damaged landscape work as directed. 3 Promptly remove soil and debris created by planting work from paved areas. Clean wheels of vehicles before leaving site to avoid tracking soil onto roads. walks, or otlter paved areas.

4 Sprigged areas: At end of maintenance period, the required number of sprigs has been established as wellrooted. viable plants; ;md areas between sprigs are free of weeds and other undesirable vegetation.

4 Erect barricades and warning signs as required to protect newly planted areas from traffic. Maintain barricades throughout maintenance period and remove when instructed. Remove erosion-control measures after g rass or plants are established.

Reestablish grassed areas that do not comply with 5 requi rements and continue maintenance until lawns are satisfactory.

16.1.3.21

16.1.3. 16 Planting Ground Cover and Plants 1

Disposal of Surplus and Waste Materials

Disposal: remove surplus soil and waste material including excess subsoil, unsuitable soil, trash, and debris, and legally dispose of it off site.

Space ground cover and plants as Indicated.

2 Dig holes large enough to allow spreading of roots, and backfill with planting soi~ Work soil around roots to ellmlnate air pockets and leave a stight saucer indentation around plants to hold water. Water thoroughly after planting, taking care not to cover plant crowns with wet soil, 16.1.3.17 Mulchi ng 1 Mulch backfilled surfaces of pits, trenches, pl anted areas .and other areas with mulch material as indicated on the Drawings or as directed by the Engineer. 2 Lay the mineral mulch where shown or directed, average 75mm deep, and finish level with adjacent finish grades. Do not place mulch against trunks or stems.

16-6

16.1.4

Warranty and Maintenance

16.1 .4.1

Warranty

General Warranty; The special warranty specified in this Clause shall not deprive the Client Authority of other rights that it may have under other provisions of the Contract and shall be In addition to, and run concurrent with, other warranties given by the Contractor under requirements of the Contract. 2 Speeial Warranty: Warrant the following living planting materials for a period of one year after date of Completion, against defects including death and unsatisfactory growth, except for defects resulting from lack of adequate maintenance. abnormal weather

Sultanat• of Oman, Stoncfard Speafic.\~Qfll for R.,.d & llndgo

Cor~~trvctJan2':l10


conditions unusual for warranty period, or incidents that are beyond the Contractor's control.

i.

Trees.

ii.

Shrubs.

ii.

iii.

Ground cover.

iv.

Palms.

v.

Lawns and grasses.

3

Remove and replace dead planting materials immediately unless required to plant in the succeeding planting season.

4 A limit of one replacement of each plant material will be required. except for losses or replacements due to failure to comply with requirements.

16.1.4.2

Maintenance

Maintain trees, palm and shrubs by pruning, cultivating, watering, weeding, tertii izing, restoring planting saucers, tightening and repairing stakes and guy supports, and resetting to proper grades or vertical position, as required to establish healthy, viable plantings. Spray as required to keep trees and shrubs free of insects and disease. Restore or replace damaged tree wrappings. Maintain palms, trees and shrubs for a period of 12 months following the date of Completion.

2 Begin maintenance of grassed areas immediately after each area is planted and continue until acceptable lawn is established, but for not less than the following periods: i.

Seeded areas: Completion.

Lay out temporary watering system to avoid walking over muddy or newly planted areas.

90

days

from

date

of

When full maintenance period has not elapsed before end of planting season, or if lawn is not fully established, continue maintenance during next planting season.

Water grass at a minimum rate necessary to ensure uniform moisture and growth.

5 Mow grass as soon as top growth is tall enough to cut Repeat mowing to maintain grass at a height of 38 to 50 mm. Remove no more than 40 percent of grass-leaf growth in initial or subsequent mowing. Do not delay mowing until grass blades bend over and become matted. Do not mow when grass is wet. Schedule initial and subsequent mowing to maintain the following grass height:

6 Apply fertilizer after initial mowing and when grass is dry. Use fertilizer that will provide actual nitrogen of at least 0.45 kg/92 9 sq.m. to lawn area. 7 Maintain ground cover by watering, weeding and fertilizing to establish healthy viable planting for a period of 6 months after the data of Completion

16.1.5


16.1.6.1

Excavation, Soiling, Cultivating and Grading

Excavation and filling to reduce or make up I evels specifically required for landscaping shall be measured in cubic meters as the volume shown on the Drawings or directed on site. Other excavation related to construction is measured under Section 2. 2 Excavation for tree and shrub planting and for ground cover pia nts is not measured separately but is deemed to be part of the planting items

3 Planting soil for grassed and planted areas, whether manufactured or imported, shall be measured together in cubic meters as the volume specified or shown on the Drawings or as directed on site.

ii.

Sodded areas: Completion.

45

days

from

date

of

4

PIanti ng soi I for trees and shrubs and ground cover plants is not measured separately but is deemed to be part of the planting item.

iii.

Plugged areas: Completion.

45

days

from

date

of

5

iv.

Sprigged areas: Completion.

45

days

from

date

of

Rates for excavation, filling and soiling shall be deemed to include, but not be limited to: i.

marking boundaries of planting areas,

ii.

excavating by machine or hand, supporting sides, trimming to slopes and finished levels and keeping excavated areas free from water, end disposal of surplus material,

iii.

applying fertilizers and herbicides to surfaces to receive filling,

iv.

supplying planting soil from any source, laying and cultivating and final grading of in situ topsoil and topsoil filling,

v.

additional cultivation and application herbicides during the fallow period.

vi.

prevention of erosion.

3

Maintain and establish grass by watering, fertilizing, weeding, mowing, trimming, replanting, and other operations. Roll, re-grade, and replant bare or eroded areas and remulch to produce a uniformly smooth lawn. i.

In areas where mulch has been disturbed by wind or maintenance operations, add new mulch. Anchor as required to prevent displacement.

4 Watering: Provide and maintain temporary piping, hoses, and watering equipment to convey water from sources and to keep grass uniformly moist to a depth of 100 mm. i.

Schedule watering to prevent wilting, pudding, erosion, and displacement of seed or mulch.

of

~~

Mlnlalty of Tronapo~ & Communication•. DGALT

~~<:Landscaping and Irrigation

16.1.5.2

16.1.7

Grass Seeding and Planting

Each kind of g rass shall be measured separately in square meters as the area shown on the Drawings or instructed on site. 2 Rates tor grass seeding or planting are deemed to include, but not limited to, the costs of: I.

final cultivation and weeding of soli. waterir.g and application of pre-seeding or planting ferti!izer,

ii,

applying fertilizer after planting or seeding,

iii.

watering during establishment of grass,

iv.

first and subsequent cuts, including fertilizing and watering,

v.

temporary protection.

vi.

maintenance and making good defects.

16.1.6.3

Each type of tree, shrub, palm and plant is measured separately by number, stating the species, height or size where appropriate. Botanical names are given in descriptions 2 Rates for trees, shrubs, palms and plants are deemed to include, but not limited to, the costs of: i.

Re-cultivating topsoil in planting areas,

ii.

Setting out planting beds,

Iii.

Drainage of planted areas,

iv.

Excavating pits and holes including disposal and breaking up bottoms.

v.

Cutting a nd treating roots. pruning and the like. Including anti·desiccant and tree wound dressings,

vi.

Planting, including backfilling planting soil and firming,

vii.

Watering and fertilizing after planting,

viii.

Supports to trees and palms including sta kes, guys, ties a nd chafing guards,

he.

Trunk wrapping,

x.

Labeling,

xi.

Forking and/or raking soil a t completion

xii.

Applying mulches,

xiii.

Temporary protection,

xiv.

Maintenance and making good defects.

16.1.6

with

Basis of Payment

The landscape work, completed, a nd accepted by the Engineer will be paid for at the unit rates for the relevant items stated in the Bill of Quantities, which unit rates shall be deemed to be full compensation for supply of all materials, labor, transport, tools and equipment and provision of all other items and services and ma intenance for the complete work as specified.

16-10

Excavation, Soiling, Seeding and Cultivating: i.

Excavating to reduce levels

(cu,m.)

ii.

Excavating topsoil for preservation

(cu.m.)

Iii.

Filling to make up levels

(cu.m.)

iv.

Topsoil filling to make up levels and for planting

(cu .m .)

Grass Seeding and Planting: v. vi.

Grass seeding Grass sods (turf)

(sq.m .)

vii.

Grass p lugs

(sq.m.)

viii. Grass sprigs

(sq .m.)

(sq.m.)

Trees, Palms and Shrubs

Tree, Palm, Shrub and Ground Cover Planting

hole

Items in Bill of Quantities

ix.

Trees (Type; Size I

(nr.)

x.

Palms (Type; Size)

xi,

Shrubs (Type; Size)

(nr.l (nr.)

Ground Cover and Other Planting: xii.

Ground cover plants (lype)

(ru.l

xiii.

Climbers (Type)

(nr.)

16.2

Irrigation System

16.2.1

Description I General

16.2.1.1

Scope

This Sub-section describes requirements for furnishing, installing, testing and putting into service, complete irrigation systems to provide water for the trees. shrubs and grassed and planted areas around and adjacent to the highway system, all as and where shown on the Drawings. 2 The work includes all civil, mechanical and electrical Works, pipelines, pumping sta tions, water tanks, filters, fertilizer injection equipment, control valves. pressure regulators and gauges, water meters, automatic or manual controllers , and all incidentals and spare parts specified and as appropriate for the particular Irrigation system specified. 3 The irrigation system shall be as specified in the Special Specification for the particular Project and shall be of a type which will supply the quantities of water required, on a "progra mmable" basis, The irrigation system shall, in general, be either drip irrigation utilizing drip emitters and/or sprinkler irrigation using either bubblers or sprayheads. 4 When access to the domestic water supply is intended, the Contractor shall liaise with the a ppropria te a uthorities regarding the planning, design, construction of the works and the subsequent operation of the irrigation network. Back flow preventars (of the double check valve type) shall be installed at points of connection to the domestic water supply network.


5 The control head for each Irrigalion branch system shall include all components as shown on the Drawings, as required for the complete operation of the system. The final size of all components of each control head for each irrigation branch system shall be a minimum of 20% greater than the demand load as submitted by the Contractor, with the working drawings, in tabular form drawn up as follows for approval: Control Head No.

16.2.1.2

Irrigation Controller

Capacity at Control Head (lltJhrl

Peele Water Demand Uit/24 hr)

Apptox. Working

Pressure at Control Head (MN/sq.m)

Schedules of Proposed Equipment

Schedules containing full details of all principal items of the irrigation system shall be submitted by the Contractor together with his Tender. The Contractor shall ensure conformity of the equipment with the requirements of the Specification. Any additional information required by the Engineer shall be provided promptly by the Contractor. 2 A summary of irrigation equipment manufacture including description, manufacturer, country reference and catalog origin In a tabular format shall be included in the Contractor's submission. 3 The Contractor shall supply equipment from the manufacturer's lists with the characteristics indicated in his Tender unless otherwise agreed. 4 Approval of a manufacturer does not necessarily constitute approval of his product es equal to that specified. The Contractor shall ascertain that the approved manufacturers are capable of supplying the required materials and/or equipment and shall ensure conformity with the Specification in all respects. 16.2.1.3

Approval of Equipment

Equipment shall not be ordered until approved by the Engineer. All documentation submitted regarding equipment shall be In English except if otherwise indicated in the Contract Documents. 2 Promptly upon signing the Contract, 1he Contractor shall submit to the Engineer 3 copies of the detailed characteristics of all irrigation equipment proposed, including catalogs (originals not copies) with Identification references. Particulars shall be given of any manufacturer's deviations from the Specification. The Contractor shall also confirm that the selected irrigation system equipment is robust, able to withstand rough handling, and capable of supplying the specified quantities of water on a programmable basis. Tha Contractor shall, at his own expense, present 3 samples to the Engineer of the various valves, pipes, fittings and other products proposed for use. Such samples will be required only after approval of their technical characteristics.

4 The Engineer may verify the performance and quality of any samples by arranging for such tests as he deems appropriate to be carried out, at the Contractor's expense. Approval of samples by the Engineer shall not relieve the Contractor of his obligations with respect to the suitability of equipment or its final performance once installed, and coordination of elements into a fully operational irrigation system. The Contractor shall not be entitled to any compensation for the rejection of any sample by the Engineer and shall be held responsible for any delay resulting from such rejection. 16.2.1.4

Submittals

Product Data: Include pressure rating, rated capacity, settings, and electrical data of selected models for the following: i.

Pipes and fittings.

ii.

Pumps/motor and related electrical works

Iii.

Water hammer arresters.

iv.

Valves. Include aboveground and underground; general-duty, pressure-reducing, manual and automatic control, and quickcoupler types.

mechanical

and

v.

Valve boxes.

vi.

Sprinklers and devices.

vii.

Specialties. Include emitters, drip tubes, and other devices.

viii.

Controllers. Include wiring diagrams.

2 Shop Drawings: Show irrigation system, including pi an layout and locations, types, sizes, capacities, and flow characteristics of piping components. Include water meters, backflow preventers, valves. piping, sprinklers and devices, specialties, accessories, controls, and wiring. Show areas of sprinkler spray and overspray in accordance with the requirements of the Specification. 3 Coordination Drawings: Show piping and major system components. Indicate interface end spatial relationship between piping, system components, adjacent utilities, and proximate structures. 4 Test Reports: Submit reports of tests on materials and installations as directed by the Engineer. 5 Maintenance Data : Include in maintenance manuals data for the following:

i.

Valves /surge control devices.

ii.

Automatic, pressure-reducing control valves.

iii.

Sprinklers.

iv.

Specialties.

v.

Controllers.

6 As-Built Drawings: At project close-out, submit record drawings of Installed pipework and products, in accordance with the requirements of the Specification, Section 1, Sub-section 1.12. The drawings shall show the location, with respect to the highway and other pipelines and other permanent features, of all pumping stations,

16·11

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water tanks, irrigators, valves, pipelines, fittings and other items incorporated in the Works. Thev shall also show the sizes of all pipes, their pressure class or rating, and the actual pressures as measured on the highest and lowest spray heads commanded by each control valve. 7

Submit certificates of compliance from manufactures.

16.2.1.5


Preparation for Transport: Prepare valves according to tha following: i.

Ensure that valves are dry and internally protected against rust and corrosion.

ii.

Protect valves against damage to threaded ends and flange faces.

~i.

Set valves in best position for handling. Set valves closed to pre...ent rattling.

2 During Storage: Use according to the following:

precautions for valves

I.

Do not remove end protectors u ntess necessary for inspection; then, reinstall for storage.

ii.

Protect from weather. Store indoors and maintain temperature higher than ambient dew-point temperature. Support off ground or pavament in watertight enclosures when outdoor storage is necessary.

3. Deliver piping with factory-applied end caps. Maintajn end caps through shipping, storage. and handling to prevent pipe-end damoge and to prevent entrance of dirt, debris, and moisture. 4. Protect stored piping from moisture and din. Elevate above grade. Do not exceed structural capacity of floor when storing inside. 5. Protect flanges. fittings. and specialties from moisture and dirt. 6. Store plastic piping protected from direct sunlight. Support to pravent sagging and banding. 7. Manufacturer's recommendations on handling. repairing, laying, jointing, anchoring, cutting and other works for pipes and fittings are to be strictly followed. 16.2.1.6


The irrigation work shall be supervised by qualified representatives of the Contractor and full facilities and assistance shall be provided by the Contractor to enable the Engineer to inspect or check the Works at any time. Such Inspection or checking shall In no way relieve the Contractor from any of his obligations. He may be required to open up for inspection any equipment that has been deHvered to the Site partly assembled. 2 The Contractor shall be responsible for making minor adjustments to the location of sprinklers and specialties as necessary to avoid pi antlngs and obstructions such as signs and light standards subject to the approval of the Engineer.

16-12

3 The Contractor shall be responsible for the correctness and safety of all electrical and mechanical connections for the irrigation system. before the system is brought into service, including checking the proximity of different metals to ensure no chemical reaction or corrosion will occur. 16.2.1.7

Spares

At the commencement of the Contract the Contractor shall submit a detailed list of minimum essential spares recommended by the irrigation system manufacturer, together with current prices and catalog identifications. 2 Lists of any additional spares recommended by the manufacturers shall also be submitted, referenced to each major item of equipment and showing the current prices and catalog identifications. 3 The Engineer will se!ect the types and numbers of spares he requires and will instruct the Contractor to proceed with their purchase and delivery to the Employer's store or depot. The spares shd be supplied and suitably packed for transportation to the Site and for long term storage and shall include all fastenings, lugs, screws, etc. Identification labels shall be attached to the outside and also enclosed within the package. 16.2.1 .8

Equipment Labels and Charts

Each piece of equipment shall have a certified nameplate, permanently attached at the factory and in a readily accessible location, printed or stamped clearly with the name and address of the manufacturer, equipment model number, serial number, date of manufacture, performance rating or duty, pressure, temperature, or other lim itations and other relevant data. 2 Aluminum tags 50 mm diameter and 1.5 mm thick with stamped lettering filled with black print and with heavy aluminum or brass hooks and chains shall be provided in lieu of labels wherever the latter cannot easily identify the equipment. 3 Charts ind1cating the schedules for equipment lubrication, maintenance and essential operating instructions shall be prepared, mounted on wooden or 6 mm dense hardboard back boards, covered with heat bonded clear plastic laminate or framed under glass. These charts shall be permanently fixed with four brass screws at approved locations as directed. 4 Prior to preparing labels and tags, and maintenance charts, a preliminary schedule shall be submitted for approval. showing the equipment to be labeled or tagged with suggested 11omenclature, and proposed maintenance schedules. 16.2.1.9

Operation and Instruction Manuals

Prior to final acceptance, the Contractor shall submit to the Eng;neer 6 sets of operation, maintenance and instruction manuals relating to the irrigation system. The manuals shal be A4 size, bound In loose leaf binders or

Sultan11te cof Oml'n. Standard Specifioltiom for Ro.d & Bridg• C

booklets suitably enclosed and shall include the following information: I.

Setting up, putting into service and operating instructions.

11.

Fau It location and repair procedures.

iii.

Maintenance instructions, including schedules for preventive maintenance, and recommended lubricants and equivalents.

iv.

v.

to BS 4164 or hot applied bitumen to BS 3416, Type 1, grade d, minimum thickness 1o mil.

2

uPVC Pressure Pipes i.

Pipes shall conform to BS EN 1452 or to DIN 806118062, Series 4 and 5 or I SO 161 Class 10 & 16. Concrete encasement shall be used if cover is less than 1 meter or greater than 5 meters.

Complete recommended spares list, including manufacturers' names and catalog numbers.

H.

Fittings shall be to BS EN 1452 part 3 or DIN 8063 part 1 fabricated from pipe.

Names and addresses of manufacturers' local authorized representatives and service agents.

iW.

Joints shall be to DIN 8063 part 1, socket spigot w·th rubber sealing rings shall be to BS EN 681 · 2.

16.2.2

Material

w.

16.2.2.1

Pipes, Fittings and Accessories

Pipes and fittings shall be protected from the direct rays of the sun at all times by means of reflective cover sheets.

Ductile iron pipe

i.

Ductile iron pipe for water shall be to BS EN 545 or equivalent. Unless otherwise indicated in the Bill of Quantities or the Drawings, Class K9 shall be used for diameters up to 500 mm, Class KB for diameters 500 to BOO mm and Class K7 for diameters greater than BOO mm.

ii.

Spigot and socket ended pipes shall be used for straight runs and adjacent to elbows or fittings. These joints shall be provided with rubber gaskets, and an external thrust block is required at elbows or fittings. Anchored or self restrained joints shall be used for sections adjacent to elbows in areas where space is restricted or indicated on the Drawings or BOO. Anchored joints are to be push·in, self anchored type able to take up the axial forces thus al!owing concrete thrust blocks to be dispensed with. The Contractor shall submit calculations verifying the number of restrained joints required noting that pipe pressure testing will be made when pipes are partially backfilled.

iii .

Flanged pipes wherever specified shall have screwed-on or cast·on flanges to sustain working pressure of NP 16 minimum.

iv.

Flanges shall conform to BS EN 1092·2.

v.

Factory protection for pipes and fittings: a.

b.

c.

Pipes shall be internally cement lined to BS EN 545 with ordinary Portland cement to BS EN 197-1 to specified thicknesses Externally, pipe shall be coated with metallic zinc to 85 EN 545 and followed by a bitumen coat to BS 3416 of minimum thickness 6 mils. A hot app'ied coal tar based material to BS 4164 may replace the bitumen coat.

3

Polyethylene PE Pressure Pipe

i.

Pipes and fittings with 110 mm (4"1 diameter and larger shall be to ISO 4427, DIN 807418075 or AWVVA C906. Pipe shall be supplied in straight pieces and not rolled on a drum. The ends of each pipe shall be plain and suitable for heat fusion. Pipe and fittings shall be minimum class 12 kg/cm2, Dimension Ratio 9.3, according to AWVVA C906 Table9 or ISO 3126.

ii.

Irrigation pipes smanler than 110 mm (4"1 in d"ameter shall be according to ISO 4427, BS EN 12201-2 (PN121 or to DIN 807418075 class 12Kg/cm2.

iii.

Materials used shall have a standard PE codes designation 3408 and 3406 with respective minimum hydrostatic design basis of 1600 end 1250 psi according to AWVVA C906 Table 1. PE Pipes shall contain a minimum 2% carbon black well dispersed and shall be constructed with UV stabilizer material according to ASTM D2239.

iv.

Manufacturers shall provide certificat ion that stress regression testing has been performed on the pipe products. Materials shall also meet elevated temperature requirements as given in Table 2 AWVVA C906.

V.

Fittings shall be to AWVVA C906, extruded or injection moulded suitable for class of pipe required: a.

For irrigation pipes with diameters equal or larger than 50 mm (2"1 the following fittings shall be used: •

for similar size PE pipes joining use PE bun-weld finings: to ASTM 03261.

•

for dissimilar pi pes sizes use PE socket fittings that uses the electrical

Fittings shall be coated internally and externally by dipping, or other method, using hot applied coal tar based material

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heating with the approp!'iate pipe clamps according: to ASTM 02683. b.

c.

vi.

vii.

4

For Irrigation pipes with diameters less than 50 mm 12• 1 use PVCIPP compression fittings. The compression fittings shall conform to BS 5114 with minimum 12 kg/em' nominal pressure. The use of insert and/or solvent welded fittings for PE irrigation pipes shall not be allowed thicknesses.

Joints for pipes and fittings shall be by heat fusion and in strict accordance with pipe manufactures recommendations. Joints shall have a tensile strength equol to that of the pipe. Fusion temperature, interface pressure, alignment and cooling time, shall be accordlng to manufactures recommendations. Pipes must be marked at intervals of not more than 2 m. with legible cast, stamped lettering to show the following. as appropriate:

a.

nominal pipe size,

b.

type of plastic material in accordance with designation code,

c.

standard dimension ratio SOR,

d. e.

Initials and number of relevant standard,

f.

manufacturer name or trademark,

g.

dale of manufacturer:

pressure rating,

GRE Pipes and Fittings i.

Pipes and Fittings: Conform to AWWA C950-07 or BS EN 1796 and BS EN 14364 or equivalent suitable for 10 bar working pressure w ith a minimum stiffness of 10000 Nlm2.

ii.

Resin: Use epoxy resin. The resin-curing agent mixture will have sufficient chemical and mechanical resistance to meet the imposed requirements.

iii.

The reinforcement of thermosetting resin shall consist of two types of glass with a low alkali content

iv.

C-glass or polyester non-woven shall be used as reinforcing material for the chemically resistant inner layer (llnerl.

v.

E·glass shall be used as reinforcing material for the structural wall. The reinforcing material is to be provided with a special finish to assure a good adhesion with the matrix.

vi.

GRE pipe and fittings shall have a resin-rich exterior surface having a mini mum thickness of 0.5mm.

vii.

Flexible tensile resistant rubber seal lock joint shall be used with a 0-ring seal and a locking device on all end connections except those adjacent to flanged fittings when rigid tensile resistant flanges are required.

16·14

viii.

Pipes and fitti ngs shall show no porosity when tested in accordance with ASTM 0 2444 or BS EN 1796 and BS EN 14364.

ix.

Samples made from pipe or fitting l ami nates shall show no evidence of delaminating or other Impairment when tested In accordance with ASTM 0 570.

x.

The axial modulus of elasticity of pipes shall be tested l n accordance with ASTM 0 2925.

xi.

The short-time hydraulic fail ure strength of Qipe and fittings, snell be tested in accordance with ASTM 0 1599.

xii.

The axial tensile stress for pipes shall be tested i n accordance with ASTM 0 2105.

xiii.

The hoop tensile strength of pipes shall be tested in accordance with ASTM 0 2290.

xiv.

The i ndentation hardness of pi pes and fitti ngs shall be tested in accordance with ASTM 0 2583.

xv.

The glass content of the reinforced wall of pipes and fitti ngs. will be determined in accordance with ASTM D 2584

xvl.

The hydrostotlc design stress for pipes and fittings will be obtained from the extrapolated I ong term hydrostatic tests l n accordance with ASTM 02992.

xvii. Joints shall be GRP double socket couplings With rubber rings to ISO 4633 or BS EN 681-2. The allowable angular deflection shall conform to tha requirements of BS EN 1796 and BS EN 14364 Table 3. xvlii. Transition couplings for underground piping shall be to AIJI/WA C219, metal, sleeve-type coupli ng same size as, with pressure rating at

SuiIanete of Oman. Standard Specific.~iom for Road & BNdg• ComlrW

16.2.2.2

least equal to and ends compatible with, piping to be joined

ii.

Construction: Non-rising stem, straight pattern with flanged connections.

Valves and Penstocks

iii.

Material of Component Parts: Cast iron with stainless steel trim.

Gate Valves: Cast Iron. i.

Type: Size 50 mm and smaller to BS 5154 inside screw, solid wedge, rising stem and screwed bonnet.

lt

Type: Size 65 mm and larger to BS 5163, inside screw, solid wedge, resilient seated, for valves 350 mm and smaller and metal seated for valves 400 mm and larger, bolted bonnet, nonrising stem type, suitable for NP 16 for irrigation networks.

Iii.

Material of component parts from basic or alternative materials listed in BS 5163.

iv.

End Connections; Size 50 mm and smaller screwed end to BS 21.

v.

End Connections: Size 65 mm and larger flanged end connection to BS EN 1092·2. Operation: Valves larger than 400 mm diameter a ra to have spur gear drive operated by removable key. Valves smaller than 400 mm are to be operated by hand-wheel.

vi .

viL

2

4

5

Factory Protection: Casting surfaces are to be given an initial coat of protective paint immediately after shot blasting and a second coat on assembly. Protect:ve coating is to be hot applied coal tar or bitumen to BS 4164 or BS 3416 respectively. Thickness of coat to be 250 microns.

Operation: Manual operated valves are to have hammer type hand-wheel and electric operated valves are to have motor actuator. Ball Valves

i.

Ball valves 50 mm and under shall be full port of 2-plece construction, lever operated with bronze body and stem, chrome·plated brass ball, replaceable PTFE seats and packing. plastic coated steel handle, threaded end connection for steel piping, and copper compression or sol dar end connections for copper piping.

ii.

Ball valves 150mm to 1200mm shall comply with the requirements of AWWA C 507.

Check Valves i.

Check valves shall be to BS EN 12334, swing. straight, for horizontal use and suitable for working pressure of 16 bars.

ii.

Material of Component Parts: Ductile iron from basic materials listed in BS EN 12334 Table 5, under 'copper alloy faced' column,

iii.

Special Requirements: Seating or facing rings are to be renewable. An arrow showing direction of flow is to be visible from outside and cast integral with the valve housing.

iv.

End Connections: Either flanged to BS EN 1092-2, or screw ended to BS 21 to suit joints specified for adjoining pipes.

v.

Factory Protection: Casting surfaces are to be given an initial coat of protective paint immediately after shot blasting and a second coat on assembly. Protective coating is to be hot applied coal tar or bitumen to BS 4164 or BS 3416 respectively. Minimum thickness of coating shall be 250 microns.

Butterfly Valves: Cast Iron. i.

Type: To BS EN 593, double flange with resilient seating, for horizontal use and suitable for NP 16.

11.

Size: For 350 mm and larger.

111.

Material of component parts shall be from basic materials listed in BS EN 593 Table 3.

iv.

End Connections: Flanged to BS EN 1092·2.

v.

Operation by hand wheel. Maximum shut off pressure against which valve is operated is to be 15 kg/cm 2•

vi.

3

iv.

Factory Protection: Casting surfaces are to be given an initial coat of protective pa'nt immediately after shot blasting and a second coat on assembly. Protective coating is to be hot appliad coal tar or bitumen to BS 4164, or BS 3416 respectively. Thickness of coat shall be 250 microns.

6

Float Valves i.

Type: Globe pattern, with two operating chambers, sealed through piston disc.

ii.

Operation: Valves shall operate with a float valve mechanical compensating controlling flow to tenk by modulating in direct ratio to minimum fell in water level. Control of valve is to be through mechanically operated. three-position, four-way valve. Moving fourway valve control in one direction is to open valve and moving lever in other direction is to close-out valve. When lever is moved to centre, valve will throttle in an intermediate position.

iii.

Valve positioning control consists of float operated linkage mechanism for remote mounting which feeds water level changes back to main valve through low friction,

Globe Va lves i.

Type: To ASTM A48/A48M grade 308 with valve disc to ASTM A276 type 430, valve seat to ASTM A276 type 420 and stem to ASTM A276 type 403. Valve is to be suitable for a working pressure of 16 bars.

16·15 •

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flexible push-pull cable supplied by same manufacturer. iv.

7

Valve operating control consists of secondary linkage mechanism functioning off common lever connected to both mlin valve position indicator rod and control valve position I ndicator rod and control valve operating lever. Minute changes in water level are transmitted through push·pull cable to three-position, fourway control valva.

v.

Construction: Cast iron body to ASTM A126, bronze valve trim and valve operating mechanism to ASTM 862 and a !I stainless steel valve float and pilots.

vi,

Factory Protection: Internal coating of epoxy to a thickness of 250 microns and external coating of epoxy and nickel plating to a thickness of 250 microns.

stop valves. Vallles are to be suitable for working pressures up to NP16. 8

Sluice Gates I Penstock

i.

Type: To AWWA C560, rising stam, having a flat back for bolting to walt, suitable for 10 meters seating pressure and 4 meters offseating pressure, w ith standard conventional closure and rectangular or circular aperture.

ii.

Material of Component Parts: Unless otherwise specified on the Drawings, any materials listed In Section 2 of AWWA C560 may be used io manufacture except that materials identified as being subject to de-zincification or dealuminumization are not to be used.

iii.

Operation: By Hoor pillar with gear box. Maximum operating head from surfac;e o f water to centre line of gate is to be 10 meters.

iv,

Factory Testing: leakage test to meet the requirements of Sectiol'\ 6.3 of AVVWA C560 is to be carried out on all sluice gates.

v.

Factory Protection: Casting surfaces are to be given an initial coat of protective paint immediately after shot blasting and a second coat on assembly. Protective coating is to be hot applied coal tar or bitumen to BS 4164 or BS 3416 respectively. Thickness of coat to be at least 250 m [crons.

Air Valves i.

U.

iii.

16·16

Generally: Valves are to have cast iron body and boiled cover to BS EN 1561 grade 14 minimum, rubber outlet seat, plastic or ebonite ball, forged bronze screws and guide for ball acting under pressure. VaiVes are to be dynamic type where there Is no possibility of ball being drawn into orifice due to high air velocities. Valves are to be factory tested to 1.5 times working pressure and factory coated with coal tar or bituminous coating to BS 4164 orBS 3416 respectively. Thickness of coat to be 250 microns. Double A ir Valves (or Combination Air Vallles): These are required for relieving air under pressure and In bulk. Large orifice releases or admits air during charging or emptying of mains while small orifice releases air accumulated at summits of mains under pressure. Large orifice area is to be equal to or greater than inlet of valve. Valves are to be fitted with nitrite rubber I ined butterfly valve with nylon coated disc on stainless steel shaft operated by lever handle w ith indicator and locking thumb screw. Valves are to be flanged to BS EN 1092-2 and suitable for working pressures up to NP16. Single Air Valves: Type 1 (or air vacuum valve) for releasing or admitting air during filling or emptying of pipes. Type II (or air release valve) for automatically releasing, under pressure, accumulated air at summits of mains. Air valves larger than 50 mm are to be flanged to BS EN 1092-2 and are to have nitrite rubber lined butterfly valve with nylon coated disc on stainless steel shaft operated by lever handle with indicator and locking thumb screw. Air valves 50 mm and smaller are to have B.S.P. thread with brass or gun metal male screwed

9

Pressure Reducing Valves i.

Types: Installed where shown on the Drawings to pressure ratings and pressure settings indicated, to automatically reduce higher inlet pressure to steady lower downstream pressure regardless of changing How rate and/or varying inlet pressure. Valves are t o be high pressure rating piston type and hydraulic p~ ot operated type.

ii.

Accessibility: Maintenance is to be possible without removing valve from pipeline.

iii.

End Connections: Flanged to BS EN 1092-2 to pressure rating of 10, 16 or 25 as appropriate and provided from factory with necessary bolts, washers. nuts and gaskets.

iv.

Factory Protection: Internal coating of epoxy to a thickness of 250 microns and external coating of epoxy and nickel pleting to a thicll:ness of 250 microns.

v.

Piston Pressure Reducing Valves shall be of t he spring loaded type, balanced out against upstream pressure by high resistance piston action, Valve shall control a constant downstream pressure to a maximum variation of +1- 10% and close tight with zero flow rate. Accessories shall include two pressure gauges w ith isolation cocks, one fitted upstream and one downstream.

Sult•n11t11 a f Otmm. Stand•rd Sl)lleiHcwon• for Ra.d 1!. Bndge Consttl.ldion 2010


vi.

vii.

10

Diaphragm Pressure Reducing Valves shall be pilot controlled, single seated, hydraulically operated, diaphragm type globe valve. Control system is to be sensitive to slight pressure changes and is to immediately control main valve to maintain desired downstream pressure. Pressure setting adjustment is to be made with single adjustment screw protected by a housing that can be sealed. Body and cover are to be cast iron, ductile iron or cast steel depending upon operating pressure. Main valve trim is to be stainless steel and pilot system all stainless steel. Main valve is to have single removable seat and resilient disc. Diaphragm valve assembly shall be fully guided by a precision machined stem with bearings at both ends in the valve cover and seat. Diaphragm is to be nylon bonded with synthetic rubber. Valve is to have necessary factory fitted pilot valves, small interconnecting piping and accessories to perform required functions. Pilot control is to be direct acting, adjustable spring loaded. normally open, diaphragm valve designed to permit flow when controlled pressure is less than spring setting. Control system is to include Y-strainer, fixed orifice and isolation cocks. Pilot control system is also to include flow control device to regulate closing speed of valve. Valve is to close tight at zero flow rete. Type: Pilot controlled, sing'e seated, hydraulically operated, diaphragm type globe valve fitted with solenoid control valve to keep main valve open when energized and to close light main valve once de,energized.

i1.

Construction: Cast iron varve body and cover, stain ~ess steel main valve trim and all stainless steel pilot system.

IIi.

Controls: These shall comprise auxiliary controls to permit adjustment of va ve opening end closing speeds of up to 2 minutes for opening and for closing.

lv.

e.

Adjustable opening speed control. Adjustable closing speed control.

c.

No-return check valves.

d.

Y·strainers.

e. Interconnecting stainless steel tub'ng and unions. v.

Operation: The valve shall have manual open/close control {internal bleed) for manual opening and closing of valve without electri cally energizing the solenoid.

tv.

Operation: The valve shall have a brass flow control stem for accurate manual regulation and/or shut off of outlet flow.

v.

Construction: The valve construction shall be such as to provide for all internal parts to be removable from the top of the valve without disturbing the valve installation.

12 Electric Regulation

Remote

Control

Valves with

Pressure

i.

Type: Electric remote control valve as specified above shall have a pressure regulating module capable of regulating outlet pressure between 1 and 7 bars (15 and 100 psi).

ii.

Operation: Module shall have an adjusting screw for setting pressure and Sch radar valve connection for monitoring pressure. The pressure sha II be adjustable from the pressure regulating module when the valve is manually bled.

16.2.2.3

Irrigation Equipment

Pop-Up Spray Sprinkler i.

Type: Fixed, non-rotating spray or stream spray adaptable for full circle, part circle, or strip wetting pattern, suitable for installation on a pop-up mechanism. Spray head to have built in check valve and pressure regulated stem.

l i.

Material: The sprinkler body, stem, nozzle, and screen shall be constructed of heavy duty, ultra-violet resistant plastic, with a heavy-duty stainless steel retract spring.

iii.

Construction: Spray head to retract flush with the finished ground level when not in operation. When spraying, net pop-up height to be 150 mm from finished ground level.

ill.

Performance: This shall meet requirements of discharge and spray radius as specified on the Drawings for the given nozzle pressure. The sprinkler shall have a matched precipitation rate nozzle with an adjusting screw capable of regulating the radius of flow.

v.

Tests: The Contractor shall provide test results carried out at factory substantiating required perform anee (discharge and radius of throw at

Factory Protection; Internal and external coating of epoxy as described for float valves. Type: Normally closed 24 VAC 50160 cycle solenoid actuated globe pattern with a balanced pressure diaphragm design. The

be

i~.

Electric Remote Control Valves

i.

shall

Material: The valve body and bonnet shall be constructed of heavy-duty glass-filled UV· resistant nylon end have stainless steel studs and flange nuts; diaphragm shell be of nylon reinforced rubber.

Accessories shall include the following: b.

range

ii.

On·Off Solenoid Operated Valves i.

,,

valve operating pressure between 1.5 and 14 bars.

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prescribed operating pressure and height above ground) and giving actual precipitation rate and its uniformity as obtained for uniformity test carried out using catch cans.

2

Pop-Up Rotor Sprinkler i.

Material: The spri nkler body, stem, noule, and screen shall be constru~ed of heavy duty. ultra-violet resistant plastic, w ith a heavy duty stai nless steel retract spring.

iii.

Construction: Sprinkler head to retract flush with the finished ground level when not in operation, When operating. net pop-up height to be 100 mm from finished ground level.

v.

4

5

Type: Full or pan circle pop-up rotor sprinkler, single nozzle. The part circle sprinkler shall have adjustable arc coverage from 25" to 360". The sprinkler shall have a built in check valve and pressure regulated stem.

ii.

iv.

3

other components In the control head. Backflow preventers shan only be installed i n locations where they are readily accessible for maintenance and testing and shall not be located where any part of the device can become submerged at any time.

Performance: This shall meet the requirements of discharge, radius and rotation angle as specified on the Drawings for the given nozzle pressure. The sprinkler shall have a matched precipitation rate noule, with an adjusting screw capable of regulating the radius and the flow. Tests: The Contractor shall provide test results carried out at factory substantiating required performance {discharge and radius of throw at prescribed operating pressure and height above ground) and giving actual precipitation rate and its uniformity as obtained for uniformity test carried out using catch cans.

H.

Backflow preventers shaU be of the reduced pressure type.

iii.

Backflow preventers shall be evaluated and tested by an approved authority and certified by the American Soc:iety of Sanitary Engineering Standards 1013 {latest edition) for reduced pressure principle backflow preventers. Such valves shall also meet the performance requirements of AWWA C 511.

iv.

Backflow preventers up to 75 mm In size shall be of machined cast bronze body construction and up to 150 mm rn size shalt be of cast iron body construction with i nternal waterways epoxy coated. stainless steel and/or br"ass internal parts and stainless steel flange bolts, durable. tight-seating rubber check valve assemblies.

v.

Backflow preventers shall be suitable for supply pressure up to 1.2 MN/sq.m 112 kg/sq.cml and for water temperature up to 44 degrees C. The operating range for flow and ptessure loss shall be as shown on the Drawings.

1!1.

The backflow preventer assembly shall consist of a pressure differential relief valve l ocated in 1 zone between two positive seating check valves. The relief valve shall contain a saparate means whereby free air will enter the zone. and contai ned water will ba discharged to tha atmosphere. when the valve i s fully open.

Bubblers

i.

Type: Pressure compens1t ing, of the full circle umbrella or trickle discharge, with inlet screen.

ii.

Construction: Bubbler shall be of a permanently assembled design constructed of durable ultra-violet resistant plastic.

vii.

The backflow assembly shall Include 2 gala valves for isolating unit, and 3 test cocks for t esti ng the device to ensure proper operation.

iii.

Performance: Bubbler to operate at constant flow discharge over a pressure range specified on the Drawings.

viii.

Backflow preventers shall be designed for irlli" e servicing.

Emitters

i.

Type: Pressure compensating, single outlet.

ii.

Construction: Emitter shall have self-piercing inlet barb constructed of durable ultra-violet resistant plastic.

iii.

Performance: The emitter shall have a selfflushing action to minimize clogging, and shall operate at a constant flow discharge over a pressure range specified on the Drawings.

Backflow Preventers i.

• 1&·15

Backflow preventers shall be installed In the locations shown on the Drawings. Normally for each control head in the system a backflow preventer shall be installed upstream of all

6

Quick Couplings Valve

i.

Type: The qui~;k coupling valva shall be a twopiece type.

ii.

Construction: The valve body constructed of heavy cast brass.

iii.

Cover: The cover shall be a dureble, protective setf-closing, locki ng rubber cover.

iv.

Valve Operating Key; The valve shall be opened and closed by a brass key supplied by vtlve manufacturer having a 25 mm male top pipe threads and 19 mm female top pipe threads outlet. The valve throat shall have a keyw~y with detent positions for regulating water flow. Operating keys are to be supplied

shall

be

Sultanate of Om•n. Stondonl Spedfi
landscaping and lrrlgation

at the rate of 1 per five valves installed or fraction thereof. 16.2.2.4

to include output surge protection to protect controller from power surges; to include one arrestor for each valve wire and one for the common or ground wire: to include a master on-off switch.

Valve Operators and Accessories

General

2

i.

Gate, butterfly and ball valves are to be manuai'Y or electrically operated depending upon size, torque applied on valve stem or es shown on the Drawings.

ii.

Valves 350 mm and smaller are to be operated manually with a maximum applied torque on handwheel of 100 Nm.

iii.

Valves 400 - 500 mm are to be operated manually with a maximum applied torque of 150 Nm.

iv.

Valves of higher torque are to have appropriate thrust bearings, slides and gearboxes to fulfill these requirements.

"·

Gate valves 600 mm and larger and ba I valves are always electrically operated using thrust bearings, gearboxes and motor actuators.

vi.

Butterfly valves 600 mm and larger are to be either manually or electrically operated as shown on tha Drawings .

vL

3

C.bling for Irrigation Control

r.

Low voltage wiring from automatic controllers to remote control valves shall be direct burial type, 600 volt solid copper single conductor wire wjth heat resistant Insulation minimum of 0.4 mm thickness. The Contractor shall submit proposed low voltage wire routing shop drawing for the Engineer's approval prior to installation. The low voltage wire shall be encased in 5 mm diameter conduit.

ii.

Medium voltage cables shall conform to the requirements of BS 5467, IEC 502, or other approved comparable international standards es applicable. Cables shall be 600/1000 volt grade, multicore, stranded copper conductor, cross·linked polyethylene (XLPEf insulated, uPVC oversheather type. The service cab:e for irrigation controllers shaH be 3 core 10 mm2 minimum.

iii

Conductors shall be annealed stranded copper in accordance with BS EN60228. Conductor insulation shall be moisture and heat resistant, 90 degrees C, grade conforming to the relevant parts or BS EN 50363. The cable cores unless otherwise approved shall be colored as follows: Single Phase System: Red (phasef, black (neutrall, green or green/yellow (groundf.

Programme Controllers i.

II.

Type: Solid state or hybrid {combining electromechanical and micro-electronic circuitingf, capable of fully automatic or manua I operation of the remote solenoid valves, with dual programme, independent station timing, 14· day calendar dial for every day or every other day or any sequence starts, time-setting control up to 60 minutes per station in 2 minutes increments 23 starts per day. The number of stations to be as indicated on the Drawings or in the Bill of Quantities. Maximum number of 24 VAC so'enoid valves that can be controlled by a station is 4. Controller is to allow for valve power output to be interrupted without affecting the controller timers.

4

Operation: The controller shall have a remote pump start circuit to activate a remote pump start relay to run the pump during the irrigation cycle. Operation: The controller shall allow for opening the first remote control valve before operating the pump and also for closing the last remote control valve within 15 seconds after stopping the pump.

iv.

v.

Installation: Controller shall be installed in pedestal weatherproof, heavy-duty, locking, steel cabinet adequately protected. Pedestal mount shall include terminal strips for the qu"ck connection of cables. Electrical Features: Accept 220 V 50/60 cycle current; to command 24 VAC solenoid valves;

s

The Controller without exception shall be of the same manufacturer as the remote control valve.

Valve Chambers, Boxes and Markers i.

Valves shall be installed In chambers or boxes of suitable size as shown on drawings for easy access. Chambers and boxes shall be complete with access covers, ladder rungs and other inc:dentel works.

ii.

Unless shown otherwisa on the Drawings all chambers shall be installed on a suitable base for proper foundation and easy leveling to pro per grade, and al so to provide for sufficient drainage.

iii.

Valva markers showing the reference numbers of the valves shall be of materials and to the dimensions, shapes and details as shown on the Drawings.

llalve Accessories

i.

Hand·wheels shall be to BS 5163, of cast iron to BS EN 1561. Hand·wheels are to be marked 'CLOSE' with an arrow to indicate clockwise direction of closure. Diameters and other shall be to construct! onal details

• 16-19

~ ./'.._/

Mlnlatry ol

Tron•po~ &

Communl=tlon• . OGRLT

~~
manufacturer's standards. Hand-whee!s are to be supplied at a r"te of 1 in 5 valves.

fi.

Valve caps shall be to BS 5163, of cast iron or malleable iron to BS EN 1561 and BS EN 1562 respectively. Set screw of valve cap is to be mild steel M12.

Ill.

Operation Keys: Combination prizing bar and lifting key type, with 1.5 m vertical bar and 0.5 m horizontal bar. Keys are to be supplied at a rate of 1 In 5 valves.

lv.

Elrtension Spindles for Gate Valves: Steel to BS 2470 • M12, hot dip galvanized to BS EN 10240, size 18 x 18 mm for valves up to 200 mm diameter and 24 x 24 mm for valves 250 mm to 400 mm diameter. Length for each valve size is to suit excavation requirements. Spindles are to have cast iron or malleable iron cap and coupling, to BS EN 1561,and BS EN 1562, respectively, on both sides of extension spindle (cap for operating spindle and coupling for connecting to valve). Set screws of caps and couplings are to be mild steel M12.

v.

vi.

vii.

viii,

6

Protection Tubes: Either uPVC or cast iron. Shape, sizes and other constructional details are to be to manufacturer's standards and/or as shown on the Drawings. Tubes are to have caps cin:li ng extension spindles.

a.

Heavy grade type A for carriageways (wheel loads up to 11.5 tons).

b.

Medium grade type M for use where heavy commercial vehicles are exceptional.

c.

Light grade type L for use in places Inaccessible to wheeled vehicles

Lifting Key Sets: Malleable iron, supplied at the rate of 1 per 5 covers installed or fraction thereof. Guards for Underground Stop Valves: PVC, shape and size and other constructional details to manufacturer's standards end/or as shown on the Drawings.

i.

Generally: Valve boxes may be glass reinforced plastic ( GRPI or plastic.

ii.

GRP valve boxes are to be designed to suit site conditions and loadings. GRP is to be manufactured from E-gfass type fibers and

iii.

Inside surface of valve box is to be hard, durable, free of tackiness and free of bulges. dents, ridges or other defects that result in a variation of inside dimensions of more than 3 mm from that obtained in adjacent unaffected portions of the surface.

iv.

No glass fiber reinforcement is to penetrate interior surface of valve box wall, and any glass fiber reinforcement on exterior surface must be thoroughly impregnated with resin.

v.

Glass content wi ll be determined by ignition foss analysis in accordance with ASTM D 2584 or BS EN ISO 1172.

vi.

Plastic valve boxes are to be manufactured from high impact, acid and heat resistant, self· extinguishing, hard, durable, low coefficient of expansion PVC compound.

16.2.2.5

Jointing Material

Generally

Surface boxes shall be to BS 5834 Part 2. Frames and fids are to be cast iron to BS EN 1561, studs, bolts. I"IUts and hinge pins are to be mild steel M12, chail"ls are to be mild steel or wrought iron and lid is to have a suitable identification marking cast on in accordal"lce with details give., Ol"l the drawings or as instructed by the Engineer. Boxes are to be of the fo~owing types:

Plastic Valve Boxes

16·ZO

thermosetting resin and is to incorporate a corrosion resistant finer. Glass fibers are to be compatible with the resins used. Liner is to comprise an inner face being a smooth hard suitably reinforced resin rich layer. Exterior surface of valve box is to be resin rich.

2

i.

Gaskets: Elastomeric full face 3 mm thick join! rings to ISO 4633 or BS EN 681 ·2 w ith dimensions to BS 3063.

ii.

Rings: Elastomeric to ISO 4633 orBS EN 681 ·2 with dimensions to manufacturer's recommendations to suit type of joint required,

iii.

Bolts and Nuts: ISO metric black hexagon to BS 4190, minimum tensile strength 433 MN/m2, maximum elongation 17%. After fixing, bolt projection shall to be maximum 6 mm, minimum 3 mm.

iv.

Washers: Black steel shall be to BS 4320 or ISO 887.

v.

Dielectric joints shal l have insulating gasket between Oanges and Tenon sleeves and washers between bolts and nuts and Oanges. Joints are to be suitable for operating pressure of system.

Flexible Couplings

i.

Type: Gasketed sleeve type, to allow angular deOection and axial movement of two joined pipe ends and to maintain permanent, leaktight joint.

ii.

Components comprise one centre sleeve, two end followers or flanges. two rubber· compounded wedge-section gaskets and sufficient draw bolts and nuts to properly compress gaskets. Tightening of bolts to draw end followers together is to compress gaskets

Sultanat• "' Otnan. St•nd•rd Speafic11tono fat Ro.d & Bnd;• ConstrLIC1ior12010

landscaping and Irrigation

in recess between centre sleeve and followers onto pipe ends to effect positive seaL ii i.

iv.

v.

vi.

vii.

viii.

3

Size: Couplings are to have diameter specifically supplied for and to properly fit type of joined pipe ends. Center sleeve is to be of adequate thickness and whole coupling suitable for minimum working pressures shown on the Drawings. Centre sleeve and followers shall be true circular sections. free from irregularities, flat spots or surface defects end formed from steel mill sections with space between sleeve and follower designed to provide confinement of gasket. Bolts shall be special steel having minimum yield strength of 2800 kg/cm2 (40,000 psi) and ultimate strength of 4200 kg/cm 2 (60,000 psil. Bolts shall be track-head design to prevent turning when nut is drawn up and threads are to be rolled w'th a nominal diameter larger than diameter of shank. Manufacturer shall supply Information regarding recommended torque to wh'ch bo' ts are to ba tightened. Gaskets shall be synthetic rubber-base compound with other products to produce material which will not deteriorate from age, heat or ellposure to air and which is resilient and able to resist cold flow of material so that joint will remain sealed and tight indefinitely when subjected to shock, vibration, pulsation, temperature and adjustment of connected pipes. Factory Protection: Coupling shall be factory painted internally with 10 mils coating of epoxy and externally with red primer to AINWA C203 Type B chlorinated rubber solution compatible with bitumen, coal tar and general paints. Installation: Couplings are to be assembled on site in accordance with manufacturer's instructions to ensure permanently tight joints under all conditions of ell pansion, contraction, shifting and settlement.).

Dismantling Couplings i.

Type: Couplings shall ensure extensible connection between sections of pipework, to be mounted next to valves to enable easy dismantling from pipework or to permit joining pipework when butterfly valve is removed for maintenance.

ii.

Components: Dismantling piece shall be flanged type composed of two parts, one sliding Into the other, and a free flange to compress a trapezoidal section seal to ensure water tightness. Coupling shall have locking devices to provide elements of complete rigidity.

4

Iii.

Construction: All steel with flanges class PN 10, PN 16 or PN 25 depending upon coupling location on pipework.

iv.

Size; Couplings shall have diameter specifically supplied for and to properly fit type of joined ends of pipes and valves. Coupling shall permit tightening of end flanges without risk of misalignment. Seal shall be locked after end joints are tightened.

Flanged Adaptor: Ferrous i.

Material: Cast iron to BS EN 545.

ii.

Length of adaptor shall be 200 mm for diameters up to 150 mm, 250 mm for diameters between 200 and 300 mm and as approved for diameters larger than 300 mm.

iii.

Factory Protection: Coated with bitumen or coal tarto BS 3416 or 4164 respectively.

16.2.2.6

Concrete and Metal Work

Concrete shell conform to the requirements of Sect'on 5, clause 5.1.2, reinforcing steel to Clause 5.2.2 and reinforced concrete to Clause 5.3.2. Structural steel and other metalwork shall conform to Section 6, Sub· section 6.2 and as shown on the drawings. Structural steel and other metalwork shall be painted and protected in accords nee with Section 7. 16.2.2.7

Pumping Plant

Refer to Section 17 of the Specification.

16.2.3


16.2.3.1

Ellcavation, Bedding and Backfilling

All ellcavetion and backfill shall conform to the requirements of Sub-Sections 2 3 - 'Road Ellcavation' and 2. 7 ·'Excavation and Backfilling for Structures'. 2 All piping under pavements shall be installed in pipe sleeves (ductsl to permit replacement at a later date. Sleeves for irrigation piping shall be sui fate resistant reinforced concrete pipe as specified in Section B, Clause 8.1.2. Locations and sizes of pipe sleeves are as shown on the Drawings. Pipe and sleeves, or sleeves only, shall be placed prior to or during construction of the highway. Any piping installed after completion of the highway construction shall be placed after jacking a pipe sleeve under the pavement. The Contractor will not be permitted to cut into the pavement for pipe install at ion. 16.2.3.2

Pipe Laying · Generally

Lowering: The Contractor shall not lower pipe into trench until pipe bed is brought to grade and approved. He shall use ropes, wire slings, band slings, spreader beams etc. as recommended by manufacturer for each type of pipe and as approved. 2 Manufactured pipe shall be handled and assembled in accordance, with the manufacturer's instructions. When

16-21 •

'-...,/~

Ministry of TranspOrt

a. Communication•. DGRLT

../"".~<:Landscaping and Irrigation

pipe laying is not in progress, the Contractor shell close open ends of pipes with properly fined temporary wooden plugs or standard caps as directed

M material shall be carefully examined for damage 3 and tested in accordance with manufacturer's instructions before laying to the satisfaction of Engineer. 4 The Contractor sha!! examine material to ensure internal coating or lining and outer coating or sheathing are undamaged. If damaged, the Contractor shall make good or dispose of as directed. 5 The Contractor shall remove dirt and other materials before lowering the pipe into the trench and verify the pipe ins;de is clear from construction debris before making joint. 6 Pipe on solid ground: The Contractor shaH cut holes in bottom of trench to allow proper jointing and for barrel of pipe to bear evenly on solid ground for its full length. 7 Pipe on granular bedding: The Contractor shall scoop out locally at sockets/couplings to enable pipe to rest un~formly on barrel and adjust to exact line and level. After testing, the Contractor shall lay and compact further granular material in 150 mm layers or as approved to levels shown on the Drawings. 8 The Contractor shall lay pipe on an even formation true to grade and line, with sockets (if anyl facing up the gradient. 9 Pipe on concret e bed or surround: The Contractor shall provide rectangular blocks of concrete Class 30, made in approved moulds at least 14 days before use, and approved hardwood folding wedges. The Contractor shall provide two concrete blocks for each pipe, set and bone into correct level on formation bottom and lay pipe properly centered and socketed. 10 The Contractor shall insert two hardwood folding wedges of width equal to width of concrete block between body of pipe and block and drive together until pipe is brought to exact level required. The Contractor shall leave blocks and wedges undisturbed while pipes are being jointed end concrete bed and haunch or surround are being placed. The Contractor shall ensure b' ocks and wedges are of sufficient size and strength to prevent settlement of pi pes. The Contractor shall leave sufficient space to enable joints to be made, tested and inspected. 16.2.3.3

4 Differing pipe and fitting m eterial: The Contractor shall joint with adaptors as recommended by pipe manufacturer. 16.2.3.4

2 Deflection of joint: The Contractor shall not deflect flexible joints beyond maximum permissible angles given by manufacturer and/or relevant Standards. 3 Patent detachable and flexible joi nts: The Contractor shall strictly comply with special instructions Issued by

Line and Gradient

In open excavation: The Contractor shall provide and maintain sight rails end boning rods properly painted to ensure correct alignment of pipe runs. Sight rails shall be positioned eitlter vertically above the lines of pipes or immediately adjacent thereto. At no time shall there be I ess then three sight rails in position on each length of pipeline under construction to any one gradient. In heading: The Contractor sha ll provide and 2 maintain marks to establish line and level of pipeline. Marks are to be fixed in each working shaft and two further marks established in each length of heading. 16.2.3.5

Floatation

Prevent loll-! Whenever water is excluded from interior of pipe, the Contractor shall place suffic:ant backfill above pipe to prevent floatation. 2 The Contractor shall remove: any pipe that has floated, correct the bedding and relay. 16.2.3.6

Pipe Built Into Structures

Treatment of external surface: The Contractor shall thoroughly clean outside surface of pipes to be built·i n immediately before installation. The Contractor shall remove protective coating to meta l pipes, where ordered. The Contractor shall roughen clay and concrete pipes as directed. The Contractor shall paint plastic pipes with appropriate solvent cement and sprinkle with dry coarse sand whilst wet The Contractor shall cut away sheathing from sections to be built-in end after installation restore protection up to external face of structure with approved bituminous material. 2 Flexible joints: The Contractor shall provide two flexible joints or flexible patented joints adjacent to structures. The Contractor shall place first joint not more than one pipe diameter from face of structure and second not more than the following distances away from first:

i.

Pipelines not exceeding 450 mm: 2 pipe diameters.

ii.

Pipelines over 450 mm and not exceeding 1000 mm: 1.2 m.

iii.

Pipelines over 1000 mm: 1.8 m.

Jointing

Manufacturer' s instructions shall be followed regarding placement of bedding and backfilling, cleanliness of joint surfaces, lubricant used, correct location of components, provision of correct gaps between end of spigot and back of socket for flexible joints etc.

16-22

manufacturer's of proprietary joints when laying and jointing.

16.2.3.7

Field Testing: Generally

Provision of test equipment: All items for tests shall be provided on site before the test I.e. pressure gauges. instruments, water etc... 2 The Contractor shd carry out tests In the presence of the Engineer's Representative.

Sultan•t• cf Oman, Sto!'l

3 Fittings and joints: The Contractor shall permanently anchor fittings before testing and leave all joints exposed for chacki ng. 4 Test sections: The Contractor shall limit test sections to not more than 500 m. 5 Test sections: The Contractor shall test pressure lines between valve chambers whenever possible. 6 Test sections: No testing shall be carried out against or through the pressure reducing valves. The setting of the pressure reducing valves shall not be changed for testing purposes.

16.2.3.9

Vi sua I Inspection Test

Timing: The Contractor shall cerry out test after total backfilling of I angth under test. 2 l.imit of length to be tested at one time is three fulllength pipes unless otherwise approved. 3 Apparatus: The Contractor shall use rubber tyred bogies which do not damage lining of pipe and an adequate supply of electric lamps. 4 The Contractor shall check joints by means of feelers to ensure rubber rings are correctly located.

7 Test plug: The Contractor shall secure end of main and test pi ug by struts.

5 The Contractor shall check pipe barrel for visible cracks.

B Closed valve: The Contractor shall not test against a closed valve unless there is no acceptable alternative.

16.2.3.10 Deflection Tests for GAP Pipes

9 The Contractor shall apply pressure by manually operated test pump or, in the case of large diameter mains, by power driven test pump, if approved.

The Contractor shall conduct deflection tests for GAP pipes as required by the Engineer at 3 stages. Deflection shall be measured at the spigot end at mid point and at socket end.

10 The Contractor shall examine exposed joints and repel r visible leaks. 11 Failure: Should a test fail, the Contractor shall locate leak and replace or make good defective pipe or replace and make good faulty joint and retest main. 12 Records: The Contractor shall keep test records in an approved form and hand original copy to the Engineer immediately after completion of test. 13 The Contractor shall carry out hydrostatic test while pipeline is partially backfilled.

18.2.3.8

Hydrostatic Testing of Pressure Pipelines

2 Stage 1: at completion of primary backfill (deflection at this stage should be below 0.5%). 3 Stage 2: at final deflection 2.5%).

backfill (Maximum allowable

4 Stage 3: six months after final backfill (maximum allowable deflection 4.0%]. 5 Pipes not passing the deflection tests at Stage 2 or Stage 3 will be removed and replaced.

16.2.3.11

Flushing

Procedure shall be to AWWA C651.

The pipeline shall be filled slowly with water from the lowest point. After filling with water, absorbent pipes shall be allowed to stand for at least 24 hours before testing to allow for complete absorption.

2 The Contractor shall provide equipment, gauges, temporary connections needed for flushing. The Contractor shall arrange with the Employer to draw water from existing sources.

2 Entrapped air shall be bled and pressurizing shall then proceed until the specified test pressure is reached in the lowest part of the pipeline section under test. Further quantities of entrapped air shall be bled while the pressure is being raised.

3 The Contractor shall flush mains in sections as directed by the Engineer.

3 Unless otherwise specified, the test pressure shall be equal to 1.5 limes the maximum working pressure of the pipeline as shown on the Drawings or as determined by the Engineer on Site, but shall in no case exceed 75% of the factory hydrostatic test pressure. 4 The test pressure shall be maintained for one hour by pumping using a separate test pump. Pumping shall then be stopped for 2 hours, at the end of which time the line sha II be re-pressurized to the original test pressure and the volume of water pumped into the line recorded. 5 The pipeline shall be deemed to have failed the test if visible leaks are detected (regardless of leakage being within the allowable specified limit) or if the volume of water pumped to restore original test pressure after the period when pumping was stopped exceeds 0.1 liter/day per km of pipe per mm of pipe diameter for each 3 kg/cm 2 of applied pressure for other pipe material.

4 The Contractor shall use washout valves and fire hydrants to drain flushing water. 5 The Contractor shall flush main until effluent is clean and then clean as directed. 1 to 2 times volume of pipe is usually required for such flushing.

16.2.3.12 Field Protection and Coating Iron pipes: Polyethylene encasement shall be to ANSIIAWWA C105, Section 4.1 minimum thickness 200 microns and/or in accordance with the manufacturer's instructions. 2 Patented detachable and flexible joints and flanged connections: The Contractor shall protect metal joints with mastic compound and protective tape in accordance with the manufacturer's instructions and provide a minimum overlap of 55%. The Contractor shall press out firmly all folds and irregularities.

16-23 .

~~

Mlnl1try "' Trnnopon & C<>mmunlc,.tlono OGRlT


16.2.3.13 Irrigation Control

16.2.3.16 Maintenance Program

The 24V electrically operated irrig11tion solenoid valves shall be controlled by the irrigation program controller and positioned as shown on the Drawings.

The Contractor shall submit a detailed Maintenance Program for approval, at least 2 months prior to putting the irrigation system into service. This Program shall include an Operation and Maintenance Organization Chan and aDactivities incidental thereto.

2 The controllers shall be interlocked with the pumping system to ensure that the pumps operate after the irrigation valves are open. 3 The irrigation control electric cables. connecting the irrigation program controDer to the solenoic:l valves shall be copper PVC insulated and PVC sheathed. The sizes of cables shall be commensurate with the distances between the controller and valves, operatJng pressure and manufacturer's recommendations. The cables shall be approved for ground feeders directly buried and rated for 600/l,OOOV. They shall be clipped to the main water pipework. Multi-runs of cables shall be bunched and tied together at one m intervals using PVC tape and clipped to the underside of the water pipework at 2 m intervals using plastic straps. To allow full flexibility of the system, each valve shall 4 have a separate control cable such that a ny valve sequence control may be re-adjusted. 5 Where required, cable junction boxes shall be fitted. These she~ be purpose made boxes fitted with fixed connectors and suitably labeled. The boxes shall be fined with glands and gasketed lid to ensure a fully dust tight and weatherproof enclosure to 1Pti5. 6 Each solenoid valve shall be fitted with fixed terminals inside an IP65 box and suitable for wiring from the valve to be connected. 7 All cable cores shall be fitted with marker ferrules at each end for ease of identification, and all valves shall be fitted with identification labels. 16.2.3.14 Contract Requirements The Contractor shall prepare working drawings of the irrigation electrical system including all necessary calculations and these shall be submitted in triplicate for approval prior to commencing the Works on Site. 2 The Contractor shall submit, In triplicate, full details of all equipment to be supplied for approval before firm orders for the equipment Jre placed. 3 The Contractor shall submit · As-Built" drawings of the insta llation on completion. 4 The Contractor shall maintain the installation throughout the Period of Mainte nance a nd sha ll keep a detailed record of all malntena"ce and repair action taken. 16.2.3.15 Documentation On completion of the Works, the Contractor shall supply record, operation and mainte nance data. A single llne diagram of the electrical installation shall be framed and mounted in each pumping st1tion. 2 All equipment and circuits shall be properly labeled a nd reference shall be included on the single line diagram,

• 1&-2•

2 During the Period of Maintenance, the Contractor shall maintain in proper operating condition all irrigation equipment, pipes, valves, pumping stations, and appurtenances. A record shall be kept of a n maintenance and repair activities throughout the Period of Maintenance, including the date, localion and type of work performed. all repairs and replacement, activities and equipment relevant to the Maintenance works. This record shall be complete end acceptable to the Engineer.

16.2.4


Trench excavation and backfilling shall be measured and paid for as indicated in Section 2, Clause 2.8.4. 2 Pipes shall be measured in linear metars of laid pipe of each type, class and size, measured as a stra lght line between the centers of consecutive coupling sections. The distance between the two centers of the couplings on both sides of any fitting or valve shall be included as pipe length. No allowance will be made for cut ends and waste. 3 No separate measurement will be made for setting out laying and bedding in trenches or fixing to structures, thrust blocks. sleeves and ducts, jointing material. couplings of any type, special fittings, connecting to equipment and chambers, testing, ~ning and painting and all other items and work to provide a fully functional system as specified. all of which is considered to be subsidiary work , the cost of which is deemed to be Included in the rates stated in the Bill of Qu;mtities for pipes Valves shall be measured by the number of each type 4 and size installed completed and accepted. No separate measurement shall be made for connections to pipes or equipment, ancillary fittings. bolts nuts and gaskets, fining and painting, loose keys spindles and hand wheels, valve boxes or any other items required for a fully functional unit, all of which is considered to be subsidiary work, the cost of which is deemed to be included in the rates and prices for the relevant items. 5 Irrigators, including sprinklers, bubblers and emitters (excluding drip emitter distribution tubingl shall be measured by the number of each type and size installed, completed and accepted. The rates stated in the Bill of Quantities are deemed to include, as appropriate, the costs stated in item 4, above. Drip emitter distribution tubing shall be measured by 6 the linear meter of each size installed, completed and accepted. The rates stated in the Bill of Quantities shall be deemed to include, as appropriate, the costs stated in item 3 above.

Sultanote o I Oma"· St•nd&~d Spe<:ific~o!ll lor Rood & Sridgo Co0$tr"

7 Irrigation program controllers shell be measured by the number of each type or specification reference installed. The rates stated In the Bill of Quantities shall be deemed to include for all items and work required for a fully operational system, including transport, electrical installations and civil work. 8 Where spares are ordered by the Engineer, they will be measured by number and paid for at the rates stated In the Bill of Quantities for each type, size and class of spare part authorized by the Engineer, purchased by the Contractor, handed over. and accepted.

16.2.5

Basis of Payment

The amount of completed and accepted work measured as provided for above, will be paid for at the unit rates for the various items listed in the Bill of Quantities, which unit rates shall be full compensation for supplying, fabricating, connecting and testing, and for labor, transport, materials, equipment, tools, and other items necessary for the completion of the Work as specified in Sub-section 16.2.

16.2.6


Pipe (type, class and diameter)

lin.m.

ii

Valves (type and diameter)

nr.

iii

Irrigation Program Controller (type)

nr.

iv

Irrigators (type and size)

nr.

v

Drip Emitter Distribution Tubing

vi

(type and diameter)

lin.m.

Spares for lrrigati on System (type, class and size)

nr.

Hi·Ui

Ref.

Title

17.1

Scope

17.1.1

Deactlptlon

17-1

17.2

Materials

17-1

17.2.1 17.2.2 17.2.3 17.2.4 17.2.6 1'7.2.5.1 17.2.5.2 17.2.5.3 17.2.5.4 17.2.6 17.2.6.1 17.2.6.2 17.2.6.3 17.2.6.4 17.2.6.5 17.2.7 17.2.8 17.2.9

Mlltlllwork Generally BcKts, Inserts and Culhlona Coven and Framee Painting Metalwork Piping and Appurtenance• General Requirements Pipes and Fittings Pipe Ac:ctlssories Jointing Material Valvu and Accu&oriea Gate Valves Butterfly Valves Check Valves Control Valves Sundries Method of Menui'Bment S.ala of Payment Items In the Bill of Ouanthlee

17.3

Equipment

Page No.

17.3.:1 General Requlrementl Pumpe 17.3.2 17.3.2.1 Submersible Drainage Pump 17.3 2.2 Horizontal Pumps 17.3.2.3 High Pressure Booster Pumping Set Employing Membrane Tank 17.3.2.4 H gh Pressure Booster Pumping Set Employing Var~ ble Speed Pumps 17.3.2.5 Duplex Sump Pumps 17.3.3 Surge Tanka 17.3.4 Ovemead Mllterial H.ndllng Equipment 17.3.4.1 Monorail Syostem

17-1

17-1 17·1 17-1 17-1 17-1 17·1 17·1 172 17-2 17-3 17-3 17-3 17·3 17-4 17-5 17-6 17-5 17-5

17-6 17-6 17-6 17·6 17-7 17-7 17~

17·9 17-10 17-10 17-10

Ref.

Title

17.3.5 17.3.5.1 17.3.6 17.3.6.1 17.3.6.2 17.3.6.3 17.3.7 17.3.8 17.3.9

Fertlllz.tlon Equipment f;BI'tilizer Injection Equipment Instrumentation and Controla General Level Controller Type IIC-1 Pressure Gau~s Method of Meuuremant Baals of Payment hems In the Bill of Quantities

17.4


17.4.1 17.4.2 17.4.3 17.4.4

Pipe Llylng and Jointing Valve lnstalllltlon Pump lnstalletlon Method of Measurement end Balis of Payment

Page No. 17w11 11-1 1 17· 11 17-1 1 17-11 17-11 17· 11 17-12 17-12

17-12 17-12 17-12 11· 13 17-13

Sultllnota of Om11n. S:o"ldord Specifot:~l•onoiOt' Rood rt Sndgo Conttruc.ion 2010

Pumping Stations)

17.1

Scope

17.2.5

Piping and Appurtenances

17.1.1

Description

17.2.5.1


This Section describes requirements for the supply and installation of the pumping stations, including pipe works, pumps and other equipment, motor, control centers, automatic controls, structural steel and other supports, connections, valves. appurtenances and ancillary materials, as shown on the Drawings or as ordered by the Engineer.

Materials shall be supplied with the manufacturer's certificate for each delivery, stating that products comply with and have been factory tested in accordance with specified Standards. 2 Unless otherwise specified in the relevant Standard, products must have legibly cast, stamped or indelibly painted on, the following marks, as appropriate: Manufacturer's name, initials and identification mark.

2 The descriptions of materials, equipment and construction requirements given in this Section are generic. Particular requirements for each pumping station shall be as stated in the Special Specification and on the Drawings.

Nominal diameter. Class designation. lniti als and number of relevant Standard

17.2

Materials

Length of pipe if shorter than standard length.

17.2.1

Metalwork Generally

Date of manufacture.

Angle of bends in degrees.

Metalwork Includes all purpose-made items shown on the Drawings, including stairs, ladders, equipment supports and the like. 2 Staircases, ladders and safety cages, shall be fabricated from galvanized mild steel or aluminum alloy as shown or stated in the Special Specification .. Submersed steel structures shall be fabricated from stainless steel.

17.2.2

3 Whenever required by the Engineer, the Contractor shall arrange to collect samples of the materials selected by the Engineer, and transport them to, and have them tested by an independent Laboratory. 17.2.5.2

Ductile iron pressure pipe: flanged pipe shall conform to BS EN 545, Class K 9.

Bolts, Inserts and Cushions

Masonry expansion bolts approved types and shall be installed in accordance with manufacturer's instructions.

ii.

iii.

2 U-bolts shall be welded to pipes at points of contact and bolted to structural angle frame securely fixed to structure. 3 Embedded concreting.

inserts

shall

be

installed

during

2

Covers and Frames

Cast iron covers and frames shall be to BS EN 124 Grade B, heavy duty rectangular cover and frame. coated. locking, solid top. 2 Steel covers and frames shall be fabricated steel checkered plate, single seal lift out type, zinc protected, and capable of supporting a load of 5 tonnes.

17.2.4

Painting Metalwork

All ferrous meta I surfaces shall be given one shop coat of rust preventative paint primer and two coats of an approved oil base or alkyd paint applied on Site, as directed by the Engineer.

3

Fittings shall conform to BS EN 545, pressure rating suitable to sustain the system working pressure. Flanged pipes shall have screwed-on or cast·on flanges to sustain the system working pressure. Flanges shall conform to BS EN 1092 with pressure rating suitable for the system working pressure.

Factory protection for water supply pipe and fittings: i.

4 Spring cushions shall be used where a horizontal pipe is subject to considerable vertical movement or vibration.

17.2.3

Pipes and Fittings

Coated internally and externally by dipping, or other method, using hot applied coal tar based material to BS 4164 or hot applied bitumen based material to BS EN 13000.

Factory protection for sewerage pipe and fittings:

i. ii.

Internally: epoxy lined to ASTM C541. Lining shall be held by centrifugal action. Externally: coated using hot applied coal tar based material to BS 4164 or cold applied bitumen coating to BS 3416.

4 uPVC pressure pipe: pipe shall conform to BS 3506 Class C with outside diameters to BS ISO 11922·1. I.

Fittings shall conform to BS EN 1452, injection molded type joints shall be solvent welded to BS EN 1452 Part 1.

17· 1

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MlniDtry of Tronapart & Cotnmunicotk>n•

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17.2.5.3

Pipe Accessories

Ferrous flexible pipe couplings: types shall be straight couplings to bridge two plain ended pipes of same outside diameter and stepped couplings for pipes of large diametrical differences. Couplings shall be with center register. i.

ii.

iii.

Material shall be malleable Iron conforming to BS EN 1562 grade 20/10 or rolled steel to BS 970· 060A12 with bolts to BS 970·EN3A and rubber rings to BS EN 681. Coupllngs shall be able to take 6 deg. angular deflections for sizes up to 600 mm diameter reducing to 2 deg. for sizes up to 1800 mm diameter. Couplings shall be factory coated with cold applied bitumen or hot applied coal tar conforming to BS 3416 orBS 4164 respectively, thickness 1 mil.

2 Ferrous flanged adaptors: material shall be cast iron body conforming to BS EN 1561 grade 14 or mild steel plate to BS 10025 and malleable cast iron flange to BS EN 1562 grade 20/tO or rolled steel to BS 970·EN3A and rubber rings to BS EN 681 . i.

ii.

Length of adaptor shall be 200 mm for diameters up to 150 mm, 250 mm for diameters between 200 and 300 mm and as approved by Engineer for diamet ers larger than 300 mm. Adaptors shall be factory coated with cold applied bitumen or hot applied coal tar conforming to BS 3416 orBS 4164 respectively.

3 Flexib' e pipe connections: flexible connections shall be seamless bronze tubing w ith annular corrugations covered wit h high t ensile bronze braid suitable for the system working pressure. Connect1ons shall have screwed ends for pipes 50 mm diameter and under and flanged ends for plpes over 50 mm diameter.

Center sleeve and followers shall be true circular sections, free from irregularities, flat spots or surface defects and formed from steel mill sections with space between sleeve and follower designed to provide confinement of gasket. iv. Bolts shall be special steel having minimum yield strength of 2800 kg/em' and ultlm1te strength of 4200 kgfcm2 • Bolts shall be track-head design to prevent turning when nut is drawn up and threads shall be rolled with a nominal diameter larger than diameter of shank. Manufacturer must supply Information regarding recommended torque to which bolts must be tightened. v. Gaskets shall be synthetic rubber-base compound with other products to produce material which will not deteriorate from age. heat or exposure to air and which is resilient and able to resist cold flows so that the joint will remain sealed and tight indefloflitely when pul,sation. subjected to shock. vibration. temperature and adjustment of connected pipes. vi. Coupling shall be factory painted internally with 200 microns coating of epoKY and externally with red primer conforming to AWWA 203 Type B chlorinated rubber solution compatible with bitumen, coat tar and general paints. vii. Couplings shall be assembled on site in accordance with manufacturer's instructions to ensure permanently tight joints under all conditions of expansion, contraction, shifting and settlement. iii.

5 Dismantling couplings shall have an extensible connection between pipe sections. and be mounted next to valves to enable easy dismantling from pipe work or to permit pipe joining when butterfly valve is removed for maintenance. i.

Flexib' e couplings: gasket sleeve type, shall allow 4 angular deflection and axial movement of two joined pipe ends and to maintain permanent, leak-tight joint. i.

ii.

17·2 .

Components shall comprise one center sleeve, two end followers or flanges, two rubbercompounded wedge-section gaskets and sufficient draw bolts and nuts to properly compress gaskets. Tightening of bolts to draw end followers together must compress gaskets in recess between center sleeve and followers onto pipe ends to affect positive seal. Couplings shall have diameter specifically supplied for and to properly fit type of joined pipe ends. Center sleeve shall be of adequate thickness and whole coupling suitable for minimum worklng pressures shown on the Drawings.

ii. iii.

17.2.5.4

Dismantling piece shall be Hanged type composed of two parts, one sliding into the other, and a free flange to compress a trapezoidal section seal to ensure water tightness. Coupling shall have locking devices to provide elements of complete rigidity. Construction shall be all steel with flanges having rating matching adjoining pipes. Couplings shall have diameter specifically supplied for and to properly fit type of joined ends of pipes and valves. Coupling shall permit tightening of end flanges without risk of misalignment. Seal shall be locked after end joints are tightened. Jointing Material

Gaskets shall be elastomeric full face 3 mm thick joint rings conforming to BS EN 681 wit h d imensions conforming to BS 3063.

Sultonnt" of Orn•n. Statld•rd Specifi..-,on• lor llo.Jd r. Bndgo Constn.r.;on 2010

Pumping Stations)

2 Rings shall be elastomeric conforming to BS EN 681. Dimensions to manufacturer's recommendations to suit type of joint required. 3 Bolts and nuts shall be ISO metric black hexagon conforming to BS 4190, minimum tensile strength 433 MN/m2, maximum elongation 17%. After fixing, bolt projection shall be maximum 6 mm, minimum 3 mm. 4

Washers shall be black steel conforming to BS 4320.

5 Dielectric Joints shall have insulating neoprene or phenol gasket between flanges and phenol or polyethylene sleeves and washers between bolts, nuts and flanges. Joints shall be suitable for the operating pressure of the system.

17.2.6

Valves and Accessories

17.2.6.1

Gate Valves

Cast iron gate valves: type shall conform to BS 5163, inside screw. solid wedge. resilient seated, bolted bonnet, non-rising stem type, suitable for the system working pressure. 2 Material of component parts shall be from basic or alternative materials listed in BS 5163. 3 End connections shall be as shown on the Drawings. Flanged end connections shall conform to BS EN 1092. Plain end connections shall be machined to suit joints specified for adjoining pipes. 4 Casting surfaces shall be given an initial coat of protective paint immediately after shot blasting and a second coat on assembly. Protective coating shall be hot applied coal tar or cold applied bitumen conforming to BS 4164 orBS 3416 respectively. Thickness of coat shall be 1 mil. 17.2.6.2

Butterfly Valves

Cast iron butterfly valves: type shall conform to BS

EN 593 with resilient seating suitable for system working pressure. Component parts shall be from basic materials listed in 85 EN 593 Tab!e 3. 2 For valves 100 mm and smaller, operation shall be by lever arm. For sizes above 100 mm and up to 250 mm, operation shall be by hand wheel. For valves 300 mm and larger shall be gear operated. 3 Casting surfaces shall be given an initial coat of protective paint immediately after shot blasting and a second coat on assembly. Protective coating shall be hot applied coal tar or cold applied bitumen conforming to BS 4164 orBS 3416 respectively. Thickness of coat shall be 25 microns. 17.2.8.3

Cast iron body shall conform to ASTM 126 Class B or cast steel body to ASTM 21 6 Class WCB depending upon working pressure and with stainless steel seat ring to ASTM A 157 C9 noncorrosion shaft for attachment of weight and lever and complete non-corrosion shock less chamber to ASTM B 62. Valva shall be tight seating and seat ring shall be removable. Cushion chamber shall be attached to side of valve body and constructed with a piston operating in a chamber to permit valve to operate without hammering action. Shock absorption shall be by dry air and cushion chamber shall be arranged for closing speed to be adjustable to meet service requirements. Valve disc shall be of same material as valve body and shall be suspended from a stainless steel type 303 shaft connected to the cushion chamber through a stuffing box. ii. End connections shall be as shown on the Drawings. Flanged end connections shall conform to BS EN 1092. iii. Valves shall be factory protected with an Internal coating of epoxy to a thickness of 120 microns and external coating of epoxy and nickel plating to a thickness of 120 microns. i.

2 Cast iron check valves: type shall conform to BS EN 12334, swing straight panarn, for vertical use and with pressure rating suitable for the system working pressure. Material of component parts shall be from basic materials listed in BS EN 12334 Tabla 5, under 'copper alloy faced'. ii. Seating or facing rings shall be renewable. An arrow showing direction of flow shall be visible from outside and cast integral with the valva housing. iii. End connections shall be as shown on the Drawings. Flanged end connections shall be to BS EN 1092. iv. Casting surfaces shall be given at factory an initial coat of protective paint immediately after that blasting and a second coat on assembly. Protective coating shall be hot applied coal tar or cold applied bitumen to BS 4164 or BS 3416 respectively. Thickness of coat shall be 1 mm. i.

Silent check valves: type shall be non-slam, spring 3 loaded and suitable for installation in any position. i.

Check Valves

ii. Cushioned check valves: type shall be cushioned type, counter-weighted metal seated check with attached cushion chamber to permit valva to close without slam or bang. Valve shall have a pressure rating suite ble for the system working pressure.

iii.

Valves 50 mm diameter and under shall be screwed, with bronze body, seat and disc, 18-8 stainless steel spring, with pressure rating suitable for the system working pressure. Valves over 50 mm diameter shall be flanged, with cast iron body, bronze seat and disc, 18-8 stainless steel spring, with pressure rating suitable for the system working pressure. Valves shall have straight guided disc with two· point bearing. Wearing parts including discs,

~~ M-o~•try of Tron•part &

C(Jtnmunlcot,ans

OGRLT

.../"'.~yumping Stations

iv.

17.2.6.4

seats and other guide bushings shall be replaceable. Valves shall have flow area in excess of pipe area for minimum pressure drop. Control Valves

General: pump control valves, and surge control valves, shall be automatic, hydraulically operated, pilot controlled, piston actuated, single seated, globe or angle pattern as shown on the Drawings, consisting of valve body, piston assembly and cover with the piston assembly as the only moving part. Valves shall be siZed for pressure rating shown on the Drawings and shall be the product of a reputable, approved manufacturer. Valve body shall be cast steel to ASTM A216 WCB standard, flanged. with flange rating as shown on the Drawings and containing a removable seat insert. Main valve trim shall be bronze to ASTM B 61. ii. Piston assembly shall be fully guided on its outside diameter by long stroke stationary Vports downstream of seating surface to minimize Piston shall be consequence of throttling. bronze to ASTM B 62 with seal of stainless steel toAISI140. ill. Repairs shall be possible without removing valve from line. Valve shall have no external packing glands or stuffing boxes. iv. Valve shall be supplied complete with factory fitted pilot valves, small interconnecting piping and accessories to perform required functions. Pilot control system shall be stainless steel to AISI type 303. v. Factory protection shall be internal coating of epoxy to a thickness of 120 microns and external coating o f epoxy and nickel plating to a thickness of 120 microns. vi. Provide manufacturer with necessary and pertinent data for setting control valves, at factory, to required settings to suit individual conditions of different pumping stations. vii. Prior to shipping valves from factory, submit shop drawings for approval giving factory settings, range of adjustments. control diagram. w iring diagram, size, arrangement and other pertinent data necessary for approval by the Engineer of every control valve ln the system. Submit with the shop drawings detailed i nstructions for field adjustment and setting, installation, start·Up end proper operation, viii. Each control valve shall be tested individually at factory and certified test results submitted. ix. Provide the services of a specialized factory techn' cian or engineer to set, test. adjust and commission the control valves as specified. x. Control valve pressure rating shall be suitable to system working pressure. i.

17-4 .

2 Surge control valves: type shall be straight pattern, specifically designed to prevent excessive surge pressures In event of power faiture. Valve shall have pilots to cause valve to open on either low pressure or high pressure wave. Under normal operation, valve acts as relief valve which can be set to open at any pressure above normal operating pressure. At the same time, valve shell open at any set pressure below its normal operating pressure. Function shall be such that on power failure, valve opens on initial down-surge in pressure (if this surge is not already controlled by surge chamber) and remains open until high pressure wave returns end passes thro\Igh valve without generating a large up-surge in pressure. After high pressure wave has passed, valve closes slowly in 2 minutes to prevent further pressure surges. Valve also opens on high pressure unless surge has been attenuated by surge chambers. ii. Operation shall be on differential piston principle such that area on underside of piston is no tess then pipe area, end area on upper surface of piston is of greater area. Valve shaD operate in 1ny position without assistance of springs. iii. Valve size shall be IS shown on the drawings and pressure rating shall be suitable for system operating and ant!cipated maximum surge pressure. Valve shall be of extra heavy construction throughout with body of cast steel to ASTM A216 WCB and flanges conforming to ANSI st1111derds. Internal trim shall be bronze to ASTM B 62. Piston shall be guided on its outside diameter by long-stroke stationary V-ports downstream of seating surface to minimize Piston shall be consequence of thronling. bronze and pilots stainless steel. Valve shall contain rubber removable seat tnsert. iv . Repairs shall be possible without removing valve from line. Valve shall have no external packing glands or stuffing boxes. v. Pilots and accessories shall include the following: i.

Low pressure pilot. Pressure relief pilot. Flow lim;ting device. Needle valves. Strainer. Check valve. Valve position indicator. Pipe plug for pressure gauge. Shut-off cocks. Interconnecting copper tubing and unions. Pilot mounting bracket. Other accessories manufacturer.

recommended

by

Sultanule of Oman, Sr.ncbrd Specf1<11tionsiOt Rood!< Bndgt~ Cctnrtrue-.;an :i!'J1 0

Pumping Stations)

vi

17.2.6.5

Factory protection shall be complete epoxy coating for protection against corrosion.

(iii) (iv)

Sundri es

Hose Bibb: shell be a chrome plated metal bibcock, 15 mm male back inlet connection and 15 mm male, hose thread outlet, with 15 mm chrome plated metal hose coupling female threaded.

17.2.7

(v}

(vi)

Method of Measurement (vil)

Metalwork including but not lim'ted to staircases, ladders, and safety cages; bolts. inserts and cushions; covers and frames; shall each be measured by number of each item installed. Rates shall include for factory and on· site tests, fixings, preparing, priming and painting.

2 Pipes shall be measured by linear meter of each typa and size of pipe. Measurement shall be of the center line of pipes (overall), couplings, fittings and branches. Rates for pipes shall be deemed to include all related pipe work, including but not necessarily limited to: Flexible pipe couplings adaptors and connections. Header pipes and dismantling coup ings, Purpose made pipes and purpose made fittings. Everything necessary for jointing. Bends. tees, joints, unions, flanges, and pipe fittings including cutting and jointing pipe to fittings, valves end equipment Pipe supports and support assemblies, hangers, clips, anchors and guides. Wrapping and waterproofing of underground and or exposed pipes. Pipe sleeves and packing. Pipe cleaning priming and painting. All other pipe and pipe work ancillaries' necessary required or reasonably inferred. 3 Valves shall be measured by the number of each type installed. Rates shall be deemed to include for factory and on-site test, tests at Independent laboratories, all fixing and jointing accessories.

17.2.8

Basis of Payment

The amount of completed and accepted work as provided above shall be paid for at the unit rates for the items describes In the Bill of Quantities and shall include for furnishing all materials, installation, civil, mechanical, electrical, piping and miscellaneous works, testing, commissioning, and putting into operation, maintenance and all labor, transport, equipment, tools, supplies and other items necessary for the proper completion of the work as specified.

(viii] (ix] (x)

uPVC pressure (state size) Gate size)

Valves

pipe (lin.m.) (state (nr.)

Butterfly Valves (state size)

(nr.)

Check size)

(nr.)

Valves

(state

Silent Type Check Valves (state size)

(nr.)

Control Valves (state size]

(nr.)

Surge Control Valves (state size]

(nr.)

Cushioned Type Check Valves (state size)

(nr.)

17.3

Equipment

17.3.1


Materials and products: materials for pumps shall be suitable for pump operating conditions and adequate for total heads to which pumps are subjected. Corrosion resistant materials shall be used. Assembly arrangements shall include isolation of dissimilar metals to avoid galvanic Interaction.

2 Pumps shall have factory plugged connections for casing vent, drain and suction and discharge pressure gauges. 3 Impellers and rotating assemblies shall be statically and dynamically balanced at factory.

4 Packing rings shall be installed in alternata layers staggered 90 degrees. Packing shall be tightened for seal while permitting prescribed amount of leakage for lubrication.

5 Pumps shall have shaft packing or mechanical seals compatible with pump design and nature of liquid pumped in accordance with manufacturer's recommendations or as specified. 6 Pump operating point of specified flow and head shall fall near the point of maximum efficiency as obtained from manufacturer's published data.

7 Horsepower rating of pump drive motor shall ensure non-overloading of motor throughout capacity range of pump for Impeller diameter selected.

8

17.2.9


(i) Metal works (Type) (iii Ductile Iron pressure pipe (state size)

Lump Sum

Electric motors shall be suitable for available electric current voltage and frequency. Motor speeds shall not exceed 1450 rpm for 50 Hz. Motors shall be designed to operate in 50"C ambient temperature.

(lin.m.)

17·5

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MJniatry of Tronsport & CQmmunicnt!on• • DGRLT

~~yumping Stations

9 Shop drawlngs; The Contractor submit shop drawings for each pump for approval, prior to shipment from factory, as follows: Certified performance curves showing job number, customer and customer order number, pump designation number shown on the drawings, date of manufacture, model number, pump size, Impeller diameter. Impeller type, maximum impeller diameter pump can accommodate, rpm, noise data, flow.head characteristic curve, consumed horsepower curve and pump efficiency curve. Pump cross-sectional drawings showlnQ major components with parts numbers t nd parts list Pump outline dimensional drawing showing overall dimens:ons, location of foundation bolt holes and sizes, location and rating of suction and discharge nozzles. Recommended list of spare parts, where not specified elsewhere. Installation, operation instruction manuaL

and

maintenance

Details and wiring diagrams of factory supplied pump controllers, starters, controls or other electrical device or accessory. Special instructions for field Installation and connection of factory or field supplied electrical device, control or accessory. 10 Shop tests: The Contractor shall submit for each pump, certified results of shop tests made by manufacturer, prior to shipment from factory, as follows: Performance test throughout capacity range of pump with specified design operating point Indicated on pump flow-held clearly characteristic curve. Hydrostatic pressure test to 1· 112 tim es shut-off pressure of pump. 11 Pump test information:

report

shall

include

the following

Pump data: pump designation number shown on the Drawings, model number. serial number, customer order number, flow. suction and discharge pressures, shut-off pressure, rpm and brake horsepower. Motor data: make, model number. serial number, horsepower rating. rpm, voltage, phase, frequency, class of insulation, allowable temperature rise, fuH loed amperes, locked rotor amperes and actual voltage t nd amperes at all test poims. Starter data: make, model number. size, heater sizes, ampere rati ng, line voltage, control voltage and frequency.

17-6

17.3.2

Pumps

17.3.2.1

Submersible Drainage Pump

Non-clog, centrifugal, submersible, with guide-rails, quick-disconnect type, suitable for drainage water application and designed to permit quick and easy ground level removal of pump from pit for service or inspection without disconnecting or disturbing discharge piping and electrical connection. Pump design shall permit pump to be automatically co11nected to discharge elbow in a tight and leak-proof manner without axial or lateral movement and w ithout further adjustment. Pump shall be designed t o withstllnd dry running. 2 Each pump shall be supplied complete with the following: Close-coupled motor,

submersib!e

vertical

electric

Required length of durable multi-conductor waterproof electric cab!e. Special quick disconnect flange elbow with Integral bracket for floor mounting and lower guide rail holder. Required length of stainless steel guide ralls. Upper guide rail brocket. Rail guided lifting assembly. Lifting yoke and stainless steel chain for raising and lowering pump. 3 Cosing shall be cast iron volute, to ASTM A48 Class 358 or 8S EN 1561 Grade 260, horizontally split. Passageways shall permit smooth flow of liquid served and shall be free from sharp turns and projections. Pump volute bottom and impeller shall have easily replaceable stainless steel wear rings. 4 Impeller shall be cast i ron to ASTM A48 Class 358 or BS EN 1561 Grade 260, single ch;mnel type running in volute, ca pable of passing solids w lth 75mm diam., suitable for service required, non·clog and dynamically balanced for smooth operation. Impeller parts and Internal parts including studs, nuts and screws shall be stainless steeL 5 Mechanical seal system shall consist of two independent seal assemblies and of materials suitable for the application. Motor shall have Class F insulation, designed for use 6 in hazardous locations, suitable for continuous duty, with horsepower to ensure non·overloading of motor throughout capacity range of pump. Motor shall have cast iron frame, stainless steel shaft, double mechanical shaft face seals of carbonllungstan carbide. built-in thermal overload protection and moisture sensing probes. Motors shall be dimensioned to be sufficiently cooled by surrounding environment or pumped media. 7 Pump and motor bearlngs shall be heavy·duty, permanently lubricated and sealed ball bearing type, not requiring re-lubricatlon on site.

i.

8 Pump shall be supplied from factory with required number of level regulators of the pear-shaped type, with internal coated type switch and weighted to be vertical in air and horizontal in water without floating. Regulator shall have three contacts to make it suitable for either starting or stopping motors. Regulators shall have necessery lengths of three-core electric cable and both reguletor case end cable insulation shall be non-f;orrosive material resists nt to and for application in liquid served. Level reguletors shall be supplied from factory with special cable hoi der bracket designed to guide and support power and level regulator cable, Level regulators shall start and stop pumps at pre-set levels through the control panel. Levels shell be shown on the Drawings. In the event of a feu It In one pump, control panel shall switch off defective pump give an alarm signal and start stand by pump. Starting sequence of pumps shall be automatically alternated through the control panel.

ii.

iii. iv.

v.

vi.

9 Pump motor control panel shall be weatherproof and suitable for outdoor Installation, minimum IP 55 enclosure protection, with lockable cover and completely assembled, wired and tested at factory ready for installation with simple external electrical connections. Panel shall contain, but is not necessary limited to, the following:

vii. vii i.

Motor starters. Over-riding starter buttons. Indicating lamps for pump in operation.

Casing: Cast iron, with Integral feet or other means on volute to support weight of casing and attached piping. Impeller. ASTM A48 Class No 25 A or higher cast iron, statically and dynamically balanced, closed, single suction, keyed to shaft, and secured by locking cep screw. Wear Rings: Replaceable type with material suite ble for the application. Shaft end Sleeve: High grade stainless steel shaft and rated for minimum 1.5 times the working pressure, and high-grade stainless steel sleeve. Seals: Mechanical, with carbon-steel rotating ring, stainless-steel spring, ceramic seat, and flexible bellows and gasket. Coupling: Flexible·spacer type, capable of absorbing torsion vibration and shaft misalignment; with flange and sleeve section thet can be disassembled and removed without removing pump or motor. Coupling Guard: Galvanized steel, removable, and attached to mounting frame. Mounting Frame: Factory coated welded-steel frame and cross members, factory febricated from ASTM A36/A36M channels and angles. Fabricate for mounting pump casing, coupling guard, and motor. Field-drill motor-mounting holes for field·installed motors.

Reset buttons for overload relays. Electric alternator for required number of pumps. 24 V control circuit transformer. Running hour meters to record time each pump is in operation. Accessories required for automatic operation of pumps.

6 Motor: Secured to mounting frame, with adjustable elignment. Motors: IP 55, squirrel cage induction type, and fan cooled. Cooling fans shell be bi-directional so that cooling is Independent of direction of rotetion and shall be fabricated from non-rusting and non-sparking material.

remote

7 Motors shall have high efficiency and high power factor at full load. All motors shall meet or exceed the minimum efficiencies stated in the highest level in the EU agreement of the LV motors (EFF11EFF2). All motors shall bear the IEC reference and CE marking on the motor nameplate.

10 Impeller and pump outer casing shall be factory protected by shot blasting and priming with epoxy suitable for duty. Casing shall then be given two coats of epa)()' resin, to 125 microns thickness eech coat.

8 All motors shell be suitable for continuous heavyduty applicetion with a minimum service factor of 1.25; alternatively, the next larger IEC motor size shall be selected.

Auxiliary volt free contacts monitoring and alarms.

for

Water level meter for water level in well.

17.3.2.2

Horizontal Pumps

Description: Horizontal, base-mounted, centrifugal, flexible-coupled, rated for minimum 1.5 times the working pressure. 2 Pumps shall be end suction, horizontal multi-stage, or split case pumps, type as required by the Drawings. 3 End suction pumps: shall be back-pull-out. radial split case design. Split case pumps: shall be of axially split casing 4 design. 5

Construction Features

9

Motors shell be full voltage direct-on-line start.

10 Motor Insulation shall be class F, non-hygroscopic, Class H varnish. 11 Motor temperature rise shall be limited to 70"C above the maximum ambient tempereture of 50"C, as measured by resistance 17.3.2.3

High Pressure Booster Pumping Set Employing Membrane Tank

Packaged type, comprising multiple closeoi:oupled pumps, membrane tank, interconnecting pipe work, valves, pressure switches and electrical control panel all completely assembled on steel frame, piped, wired and delivered as a complete packaged unit ready for

17-7

~~

Ministry of Trnn~pcort & Communicntlons. DGRLT

../'"" ~vumping Stations

installation and operation with simple piping and electrical connections. One of the pumps shall be stand-by pump

Mounting and Wiring: Factory installed and connected as an integral part of unit.

2 Pumps shaO be close-coupled. centrifugal, single or multi pie stage type, horizontally or vertically mounted and driven by electric motor at specified rpm. Pumps shall have self -adjusting mecharrical seats with carbon rotating face running against stationary ceramic seat. Pumps shall have close·grain cast iron or stainless steel casing and mechanical seal housing, gunmetal. cast bronze, or stainless steel impeller and stainless steel shaft.

Enclosure; IP 55. Motor Controller: Full-voltage, combination· magnetic type with under.voltage release feature, motor·circuit·protector·type, and short-circuit protective device. Motor Overload Protection: Overload relay In each phase. Starting Devices: Hand·off·automatic selectot switch in cover of control panel, plus pilot device for automatic control,

3 When the duty pumps are running together, they shall supply the maximum demand specified. with the remaining pump acting as stand·by. Under tow demand conditions one pump shall supply sufficient water, with remaining duty pumps acting as back up. Controls shall automatically start second duty pump when one pump is unable to supply demand and shall cut in stand·bv pump on failure of any of the duty pumps. 4 Motor shall be totally enclosed, fan cooled, drip proof, squi rrel cage type, weatherproofed construction for operation in specified ambient temperatures. Motor horsepower shall ensure non-ovenoading of motor throughout capacity range of pump. 5 Membrane tank shall be welded mild steel plate, suitable for system operating pressure constructed in accordance with BS EN 286·1, Part 1, with cylindrical shell and convex dished ends. Membrane tank shall contain removable rubber bag and shall be pressurized with air at factory to correct system operating pressure to provide sealed air cushion eliminating uso of air compressor. Tank shall have air valve of type permitting recharging on site by small hand compressor or simple car type pump. Rubber bag shall be guaranteed suitable for intended use without daterloratlon and without bursting. 6 Membrane t ank shall be complete with factory fabricated steel legs welded to tank before testing, air· charges connection, pressure relief valve and pressure gauges. 7 Pumping set shall be automatically controlled by pressure switches to start pumps on fall of pressure in tr i and stop pumps on rise of pressure. 8 Interconnecting pipe work shall be galvanized steel pipe and fittlngs to ASTM A53 schedule 40. Valves shall be threaded, with bronze body and trim and have a pressure rating suitable for system working pressure. Each pump shall have swing type, non·return valve at discharge, adiustable pilot-operated pressure regulating value at discharge, adjustable individual suction and discharge shut off valves, Discharge manifold shall have pressure switches, pressure gauge and vent cock. 9 Control panel shall be heavy gauge mild steel sheet finished w ith stove hammer paint internally and externally, with minimum IP 55 enclosure rating. Control panel sllall be automatic, with load control and protection function and sh.-J contain, but shall not be necessarily limited to, the following:

17-EI

Multi·pump. Sequence (lead-Lag-Lag) Starter; Switches lead pump to one lag m ain pump and to multi·pump operation. Instrumentation: Unit suction and discharge pressure gauges. Alarm Signa l Device: Sounds bocku p pumps are operation.

alarm when

Pump Duty Alternation Device: Switches the lead pump. 10 Mounting frame shal l be mild steel hollow section members reinforced against deflection and with bolt holes. Steel surfaces shall be factory protected by shot blasting, zinc sprayed to 75 microns thickness and given one coat of prim ing paint. External steelwork shall have one undercoat and one top coat chlorinated rubber paint of approved color to 75 microns thickness each coal Internal steelwork shall have two coats black bitumastic paint. 125 microns thickness e.:h coat and suitable for service. 17.3.2.4

High Pressure Booster Pumping Set Employing Variable Speed Pumps

Packaged type, comprising multiple close·coupled pumps, membrane tank, interconnect ing pipe work, valves, pressure switches and electrical control panel all completely assembled on steel frame, piped, wired and delivered as a complete packaged unit ready for installation and operation w ith simple piping and electrical connections. One of the pumps shall be stand·by pump 2 Pumps shall be close·coupled, centrifugal, single or multiple stage type, horizontally or vertically mounted and driven by electric motor at specified rpm. Pumps shall have self-adjusting mechanical seals w ith carbon rotati ng f ece running against stationary ceramic seaL Pumps shall have close·grain cast iron or stainless steel casing and m echanical seal housing, gunmetal, cast bronze, or sta'nless steel impeller and stainless steel shaft. 3 When the duty pumps are running together, they shall supply the maximum demand specified, with the remaining pump acting as stand-by. Under tow demand conditions one pump shall supply sufficient water, with remaining duty pumps IICling as back up. Controls shall automatically start second duty pump when one pump
SUit•nnt• Clf Ornan Stand•rd SpoCn• for Road 1'.1 Bndgo Con.truc:icm 2010

Pumping Stations)

unable to supply demand and shall cut in stand-by pump on failure of any of the duty pumps.

plus pilot device for automatic control. Retain one of first two subparagraphs below.

4 Motors: Variable speed, with pre-greased, permanently shielded, ball-type bearings. Select motors that will not overload through full range of pump performance cu rva.

a. For duplex boosters, Automatic, Alternating Starter: Switches lead pump to lag main pump and to two-pump operation.

5 Membrane tank shall be welded mild steel plate, suitable for system operating pressure constructed in accordance with BS EN 286-1, Part 1, with cylindrical shell and convex dished ends. Membrane tank shall contain removable rubber bag and shall be pressurized with air at factory to correct system operating pressure to provide sealed air cushion eliminating use of air compressor. Tank shall have air valve of type permitting recharging on site by small hand compressor or simple car type pump. Rubber bag shall be guaranteed suitable for intended use without deterioration and without bursting. 6 Membrane tank shall be complete with factory fabricated steel legs welded to tank before testing, aircharges connection, pressure relief valve and pressure gauges. 7 Pumping set shall be automatically controlled by pressure switches to start pumps on fall of pressure in tank and stop pumps on rise of pressure. 8 Interconnecting pipe work shall be galvanized steel pipe and fittings to ASTM A53 schedule 40. Valves shall be threaded, with bronze body and trim and having a pressure rating suitable for system working pressure. Each pump shall have swing type, non-return valve at discharge, adjustable pilot-operated pressure regulating value at discharge, adjustable, individual suction and discharge shut off valves, Discharge manifold shall have pressure switches, pressure gauge and vent cock. 9 Control Panel: Factory installed and connected as an integral part of boaster pump; automatic for multiplepump, variable-speed operation, with load control and protection functions. i.

ii.

Control Logic: Solid-state system with transducers, programmable microprocessor, VFC, and other devices in controller. Install VFC for pump motors larger than 25 Hp in separate panel; same type as motor control panel enclosure. Motor Controller: NEMA ICS 2, variablefrequency, solid-state type. Some manufacturers may offer low-voltage controls. Revise "Control Voltage" Subparagraph below if required. a.

Control Voltage: 220 V AC, with integral control-power transformer.

iii.

Enclosure: NEMA 250.

iv.

Motor Overload Protection: Overload relay in each phase.

v.

Starting Devices: Hand-off automatic selector switch for each pump in cover of control panel,

b. For triplex or multiplex boasters, Sequence (lead-Lag-Lag] Starter: Switches lead pump to one lag main pump and to three-pump operation. vi.

Pump Operation and Sequencing: sensing method.

Pressure-

a. Time Delay: Controls pump an-off operation; adjustable from 1 to 300 seconds. vii. VFC: Voltage-source, pulse-width, modulatingfrequency converter for each pump. viii. Manual Bypass: Magnetic contactor arranged to transfer to constant-speed operation upon VFC failure. ix. Instrumentation: Suction and discharge pressure gages. x.

Lights: Running light for each pump.

xi.

Alarm Signal Device: Sounds alarm when backup pumps are operating. Controls alarm operation; a. Time Delay: adjustable from 1 to 300 seconds, with manual reset.

xii. Thermal-bleed cutoff. xiii. Low-suction-pressure, Water-storage-tank, lowlevel cutout. 10 Where shown on the Drawings or Schedules. motor control panels shall any or ell of the following: i.

High-suction-pressure cutout.

ii.

Low-discharge-pressu re cutout.

iii.

High-discharge-pressure cutout

17.3.2.5

Duplex Sump Pumps

Components shall comprise two pumps, float switch assembly with mechanical alternator. high water alarm and electric control panel. 2 Pump shall be vertical. centrifugal, wet pit type, self lubricating, to rest directly on sump floor, with vertical motor connected to pump with steel tubular shaft housing. 3 Pump shall be supplied complete with the following, factory assembled to form a self-contained, compact unit ready for operation with simple discharge piping and electrical connections: Cast iron combination base and suction strainer. Cast iron motor head box.

17-9 .

~~

Mlniatry or Transport & Communlc:Dtion•

OGRLT

~~yumping Stations

Cast iron motor adaptor flange designed to carry motor and float switch.

Electric alternator between duty and stand-by.

Steel tubular shaft housing. Electric motor.

24 V control circuit transformer.

High and low level alarms. Manual reset fall-safe alarm circuits.

Unsinkable plastic float and stainless steel rod,

Pilot tights.

Adjustable stops and counter-weight.

Moisture sensing relay.

4 Casing and cover shall be c!ose grained cast iron volute of unlform quality, free from blow-holes, porosity shrinkage defects, cracks and other defects. 5 Impeller shall be cast iron volute to ASTM A 48 Class 358 or BS EN 1561 grade 260, heavy open non.clog type

design, statically and dynamically balanced, over hung, single suction, keyed and securely locked to stainless steel shaft ol size to transmit required power without distortion or vibration. Pump shaft shall be directly connected to motor shaft through a flexible coupling. Motor adaptor flange shall be machlned to close tolerances to ensure permanent alignment between pump and motor. 6 Pump shall be fitted at drive end of shaft with grea5e packed, deep groove, self-aligning, radia l thrust ball bearing, mounted in dust-proof housing machined in motor support base and having moisture proof seal protection from sump vapors. Pump shall also have bottom column bearing of renewable water-lubricated type. 7 Motor shan be vertical, totally enclosed, squirrel cage, induction type, permanently lubricated with sealed ball bearings. Motor horsepower shall ensure non-overloading of motor throughout capacity range of pump. Motor shall be suitable for continuous operation in ambient temperature specified. 8 Operation shall be automatic, float switch operated, alternating start-up sequence. One pump shall be intended for normal operation, while the othe r for backup. Standby pump shall start if abnormal flow exceeds one pump capacity and in the event of a fault In other pump. Fault condition in a pump or if flow exceeds pumping c apacity shall actuate an alarm. 9 Float switches shall be base mounted, contact type, enclosed in drip-proof and splash-proof enclosure. Starters shaD be totally enclosed, wall mounted, direct on-line type with no-volt and overload protection and suitable for automatic operation.

10

Control penal shall be wall mounted, watertight, completely assembled, wired and tested at the factory and ready for installation with simple connections. 11

12

Control panel shall have minimum IP 55 enclosure.

Control panel shall contain all necessary accessories for duplex pump operation, including, but not necessarily limited to the following:

13

Main incoming isolating switch. Magnetic trip circuit-breal(ers, Magnetic starters. Overload relays with thermal unit Hand- off automatic selector switches.

17· 10

Loss of power alarm unit. Auxiliary, volt free, contracts monitoring 1nd alarms.

for

remote

Cables, wiring and conduits shall be provided as necessary for connecting control panel to pumps, float switch assembly and alarm unit. Make connection as per manufacturer's wiring diagram.

14

Impeller and pump outer casing shall be factory protected by shot blasting and priming with suitable epoxy. Casing shall then be given two coats of epoxy resin, to 125 microns thickness each coat. 15

17.3.3

Surge Tanks

The membrane tank shall contain an interchangeable bladder and be pre-charged with alr at the factory to correct pressure to provide a sealed air cushion eliminating use of an air compressor. Tank shall have air va lve to permit recharging on site by small compressor. Bladder shall be guaranteed by manufacturer for use on pumped fluid without deterioration with time, and without bursting. Tank shall be welded mild ste el plate for operating pressure of 16, 25, and 40 bars (as shown on drawings), with cylindrical shell and convex dished ends, shot blasted and painted internally with bitumastic paint and externally with zinc primer end hammer enamel paint. 2 The tank shall be horizontally installed and shall be supplied from fa ctory complete with the following accessories: I.

Access manholes.

ii.

Hoisting hooks.

iii. Inflator valve. lv. Flange and counter flange for f«ing of the bladder.

v.

Flanged water connection.

vi. Pressure gauge. vii. Level gauge system.

17.3.4

Overhead Material Handling Equipment

17.3.4.1

Monorail System

System shall comprise e carrier with electric hoist attached, for picking up tlte load at one point and transporting it to destination on overhead tracking system without re-handling.

Sultanata af Om•n. Stone.,d Spoafimon• lor Rood & 9ridgo

Ccmst~ion

2010

Pumping Stations)

2 Suspension system shall comprise hanger rod assemblies with ball-and-socket or T-type joints, flexibly constructed so that carrier wheels always contact rail on each side. Rail sha II be sufficiently thick to carry load and provide for wear with safety factor of 5. 3 Hoist and trolley shall be of low head· room construction to permit maximum lifting and shall comprise standard assemblies with interchanges ble parts. Hoist ropes shall be retained in position in drum grooves by encircling spring-loaded steel rope bands and high grade gunmetal rope guards. Rotating shafts shall be splined to receive gears and mounted on ball journals. Gears shall be protected by readily removable sheet steel covers. 4 System shall be medium duty with 5 tonnes lifting capacity, 10 meters standard lift and lifting speed B meters per minute with 10% creep speed. Trolley hoist shall be electrically operated, self· 5 aligning, low head·room type comprising hoist and trolley in compact unit designed to run on lower flange of 1-beam with travelling speed of trolley 20 meters per minute. 6 Lifting mechanism shall comprise shock resistant steel frame, with suspension members and covers, gear drive system, positive action load brake, lifetime lubricated and sealed bearings and drop forged alloy swivelling and rocking load safety hook. 7 Trolley shall be electrically driven, with size to fit I· beam girder end with alloy cast iron wheels, heat treated end machined to uniform diameter, mounted on sealed heavy duty precision-machined anti-friction roller or ball bearings lubricated for life. Trolley brakes shall have 50% torque. 8 Hoist motion brakes shell stop motion under all service and weather conditions, with lining material producing constant coefficient of friction, not wearing rapidly end not scoring. Brakes shall have 150% torque of nameplate rating of hoist motor. 9 Controls shall be selective push-bunon control for floor operation with emergency stop button, and designed to NEMA Standards. 10 Electric motors shall be totally enclosed, fan cooled, squirrel cage type, weatherproof and tropics lized (IP56 Class F insulation! for operation in ambient temperatures up to 50 deg. C. 11 Steel surfaces shall be factory painted with one coat etch primer and one coat gloss finish paint. 12 Safe working load shall be clearly marked in large print on unit in English and Arabic.

17.3.5

Fertilization Equipment

17.3.5.1 Fertilizer Injection Equipment 1 Injector shall be of the Venturi type bypassed on the main pipeline. The system shall consist of a fertilizer tank with a minimum capacity of 1000 kg of dry chemical fertilizer, having a hinged pressure-tight cover. The connections from the tank to the pipeline shall be sized so

as to allow the required quantity of fertilizer to be dissolved and dispersed In 45 minutes with normal group operation. All parts in contact with fertilizer shall be in corrosion 2 resistant material. 3 The Contractor shall provide spares suitable for a period of 5 years pumping operations in accordance with the manufacturer's recommendations.

17.3.6

Instrumentation and Controls

17.3.6.1 General The Contractor shall submit complete control and wiring diagrams for control systems for approval showing control instruments, auxiliaries and accessories. 2 The Contractor shall provide accessories and appurtenances as necessary and appropriate to accomplish intended control functions, irrespective of whether or not shown or specified, including switches, relays, transformers etc. 3 The Contractor shall provide control wiring and conduits as necessary and appropriate for complete control systems, to the requirements of this Section as directed by the Engineer. 4 Indicating instruments including pressure gauges and level indicators shall each have a range such that normal readings are indicated in middle of instrument range. 5

Pressure gauges shall have a brass cock on inlet.

17.3.6.2 Level Controller Type LC-1 Controller shall be electrode type, using semiconductor technology, designed to be installed in wet sump, to start end stop pump or to give high or low level alarm signal. 2 Components shall include rigid electrode and control head with power supply/relay circuit board and heavy duty housing. 17.3.6.3 Pressure Gauges 1 Pressure gauges shell be Bourdon tube type, minimum 100mm dial diameter, with flengeless back and 12 mm male threaded bottom connection, and graduated in bars with 0.1 bar divisions. 2 Components shall include black finished cast aluminium case; threaded black epoxy cast aluminium ring with gasketed flash face, type 316 stainless steel spring tube, stainless steel precision movement and micrometer adjustment on needle.

17.3.7


1 Equipment and ancillaries are given separately and measured by the number of each type installed. Rates for equipment and ancillaries ere deemed to include, but not limited to: Factory assembled components and controls. 17-11

"J~

Ministry ot Transport & Com•nun5cat,ona DGRlT

~~yumping S t ations

Loose equipment supplied by the manufacturer.

17.4


17.4.1

Pipe Laying and Jointing

Electrical connection and wiring. Supports and fixation including supporting steal worlc or concrete work. Valves, strainers, flexible connections, conttols, instruments and fittings as shown on the Drawings. Loose keys. tools and spare parts •s specified. Factory and on-site tests and test reports Shop drawings. diagrams, ma intenance manuals

instruction

and

2 Monorail system shall be measured as a Lump Sum. complete, Installed, tested, and accepted. Fertilizer injection system shall be measured ts a 3 Lump Sum, complete. installed, tested. and accepted. 4 Electrical work in connection with pumping stations Is given separately and measured a.s a Lump Sum, furnished, installed, tested and accepted and is deemed to include aU electrical work shown or the Drawings, described in the Specification or reasonably to be implied as necessary for the proper execution of the work.

17.3.8

Basis of Payment

The amount of completed and accepted work as provided above shall be paid for at the unit prices for the items describes in the Bill of Quantities and shall include for furnishing all materials, installation. civil, mechanical, electrical, piping and miscellaneous works, testing, commissioning, and putting Into operation. maintenance and all labor, equipment, tools, supplies and other items necessary for the proper completion of the work as specified.

Generel; examine materials carefully for damage. Test for soundness in accordance with manufacturers instructions before laying the plpe. 2 The Contractor shall examine materials to ensure coafng or lining and outer coating or sheathing is undamaged, If damaged, make good or dispose of and replace, as directed. 3 The Contractor shall remove dirt and foreign matter from pipe before lowering. 4 The Contractor shall clear construction debris from inside of pipe before ma king joint. 5 When pipe lying is not in progress, the Contractor shall close open ends of pipes with properly fitted temporary wooden plugs or standard caps as directed 6 Jointing; manufacturer's instructions shall be followed regarding cleanliness of joint surfaces, lubricant used, correct location of components, provision of correct gaps for flexible joints etc. 7 Flexible joints shall not be deflected beyond maximum permissible angles given by manufacturer and/or relevant standard. 8 For patent detachable and flexible joints strict ly the Contractor shall comply with special instructions Issued by manufacturers of proprietary joints when laying and jointing. 9 The Cont ractor shall joint differing pipe and fitting material w ith adaptors es recommended by pipe manufacturer.

17.4.2 17.3.9


Valve Installation

Iii)

Horizontal Pumps

{nr.)

General: prior to installation, Inspection for cleanliness of bores, seating surfaces etc. and for handling damage, cracks, missing parts and tightness of pressurecontaining bolting shall be performed,

(iii)

High Pressure Booster Pumping Set Employing Membrane Tank

{nr.)

The Contractor shall ensure that v1,1lves are in the 2 closed position before installation.

High Pressure Booster Pumping Set Employing Variable Speed Pumps

(nr.)

3 Valves must be operated through one complete opening and closing cycle in the position in wh"ch they shan be installed to ensure proper functlontf'g.

(v)

Duplex Sump Pumps

(nr.J

(vi)

Monorail System

Lump Sum

(viii

Fertilizer Injection SyS(em

Lump Sum

(viii)

Electrical Works

Lump Sum

(fx)

Instrumentation and Controls

Lump Sum

(it

(iv)

Submersible Drainage Pumps

{nr.)

4 Joint between valve and pipe must be set In the manner specified for laying and jointing pipe and to manufacturer's instructions. 5 Valves shall be provided with concrete peds a.s shown on the Drawings so that pipes do not support weight of valve. 6 Valves without concrete pads shall be placed on firm footings to prevent settling and excessive strain on connectlon to pipe. 7 Valves shall not be used to bring misaligned pipe Into alignment during installation.

11· 12

Sultanate of Oman, Stonc!•rd S!>oolic~ono lot flo,o~ t< l11idge Conot~o.; 2010

Pumping Stations)

8 All pressure-containing bolting ~bonnet, seal plate and end connections! must be inspected for adequate tightness after installation bur prior to field testing.

17.4.3

Pump Installation

Installation: realign pump and motor in the field after grouting in base and connecting piping. 2

Support piping independently of pump nozzles.

3 Drains tor packing glands and base shall be piped to nearest floor drain or sump. 4 Before operation, the Contractor shall ensure pump is properly lubricated, rotating element rotates freely by hand, casing is vented and full of water, direction of rotation is correct, strainer is clean and suction and discharge valves are open.

17.4.4


No separate items are measured for the work described in this Sub-section and no separate payment will be made. 2 All work related to installation of pumping stations and all general requirements and builder's work in connection with the installation, including all work shown on the Drawings, described In the Specification or reasonably to be implied as necessary for the proper execution of the work shall be considered as subsidiary Work, which shall not to be measured for dlrect payment, the cost of which will be deemed to be included in rates for the items in the Bill of Quantities.

• 17-l3

Ref. 18.1

Title

Page No.

Locating and Protecting Existing Utilities

18.1.1 18.1.1 .1 18.1.2 18.1.3 18.1.4 18.1.5 18.1.6

Description I General Submttals Materials Construction Requlrament. Method of Measurement Basil of Payment ltema In the BID of Ouantltle~

18.2

Removing and Disposing of or Relocating Existing Utilities

1S.1 18-1 18-, 18-1 18-1 18-1 18o1 1~2

18-2

18.2.1 18.21 .1 18.2.2 18.2.3 18.2.4 18.2.6 18.2.8

General Submittals Mateflals Construction Requlrarnenta Method of Me..urement Balla of Payment Items in the Bill of Quantities

18l2 18-2 18-2 18-2 18-3 18-3 18-3

18.3

Future Utility Crossing

18-3

18.3.1 18.3.2 18.3.3 18.3.4 18.3.5 18.3.8

Deacrlptlon I General Materials Conatruc:tlon Requirement. Method of Measurement Balls of Payment hems In the Bill of Quanthle8

18-3 18-3 18'3 18-3 18'3 18-4

Sultanata of OmQn, ~!and•rd Spogflcoti,...lor llo•d ~ Bndgo t:onmuction 2010

Utilities)

18.1 18.1.1

Locating and Protecting Existing Utilities Description I General

1 This Sub-section describes requirements for locating and protecting existing underground services and plant that are affected by execution of the Works but to remain in their position, such as utility lines and underground water streams (Falajsl etc. The full scope of the protection work required will be determined after investigation by the Contractor, and he shall prepare working drawings for such work as directed by the Engineer.

2 Existing utility services and plant, and Falajs will not be considered as obstructions as defined in Section 1. The Contractor shall liaise with the utility owners and other concerned authorities regarding such utility services, plant and Falajs in all aspects of the work. The cost of locating and recording their positions and of working around or in proximity to tham is deemed to be included in the Contractor's allowance for his obligations under Section 1. 18.1.1.1 Submittals

1 Submit coordination drawings showing pipes and major system components. Indicate interface and spatial relationship between pipes, system components, adjacent utilities, and proximate structures. Submit shop drawings of existing underground services and plant to be protected Including plan layout and locations, types and sizes. 2

3

At project close-out. submit record drawings showing the protected pipes and related components with sufficient details to allow for locating the pipes for future maintenance.

18.1.2

Materials

other forms as instructed by the Engineer or the concerned authorities. 3 Before commencing any work on site, the Contractor shall send a 'Notice of Intent' including two sets of drawings, plan work, construction method and safety measured to all Concerned Authorities and shall obtain information in the form of a formal notice and/or signed drawing showing the location of all underground utility plant and Falajs. The Contractor shall search for and ascertain the exact location of the plant on site by making trial pits and shall repair, at his own expanse, any damage caused to the plant by his works, to the satisfaction of the Engineer and the Concerned Authorities.

4 Whenever, in the course of the work, water pipes, irrigation pipes, drainage pipes, sewers, oil, gas pipes, electrical or telephone cables, or other unforeseen items are encountered, the Contractor shall inform the Engineer, who shall issue the appropriate instruction for each individual case. 5 The precise location of existing utilities and Falajs shall be investigated and established by the Contractor in consultation with the relevant Utility Operator. Service supply lines damaged in the course of the search shall be replaced with equivalent approved materials at the Contractor's expense.

18.1.4


Excavation and backfilling. whether by hand or machinery, for searching and protection of existing utility plant and Falajs including making trial pits shall be measured as described in Sub-section 2.8. Clause 2.8.4, and 1.8.3. 2 Split pipes shall be measured in linear meters of lald pipe of the various sizes, measured as a straight line. No allowance will be made for cut ends and wasta.

1 Concrete shall conform to the requirements of Sub· section 5.1 and shalt be of the class instructed by the Engineer. Reinforcing steel shalt comply with Sub-sect' on 5.2. Reinforced concrete shall comply with the appropriate requirements of Sub-section 5.3. Metalwork should comply with Section 6.

3 Concrete surround to pipes and ducts and concrete for inverted bo)( culverts and for blinding shall be measured as described in Sub-section 5. 1, Clause 5. 1.5. The volume occupied by the pipe including pipe wall shall be deducted from the gross volume of the concrete surround and only the net volume of the concrete surround so calculated shall be paid for.

18.1.3

4 Reinforcing steel shall be measured as described in Sub-section 5 2, Clause 5.2.4.


1 All excavation and backfill shall conform to the requirements of Sub-Sections 2.3 - 'Roadway Excavat;on' and 2.8 - 'Earthwork for pipe trenches'. 2 The protection of existing underground plant and Fal ajs shall be carried out in strict compliance with the requirements of the Concerned Authorities and utility owners. The protection shall normally be in the form of encasing the services or plant with a split 100 or 300 mm diameter uPVC pipe wrapped with polyethylene sheets and surrounded by concrete Class 15/20 or enclosing such plant of large diameter such as oil or water pipes or Falajs with an inverted concrete bo)( culvert or slab or in any

18.1.5

Basis of Payment

1 The quantity of completed and accepted work for split pipes measured as provided for above will be paid for at the unit rate in the Bill of Quantities. The unit rate per linear meter shall Include labor, materials, markers and warning tape, equipment, transportation to and hauling about the Site, loading, unloading and cutti ng, machining, etc. of standard length pipes. 2 Excavation and backfilling shall be paid for as indicated in Clause 2.8.5.

3

Concrete shall be paid for as indicated in Clause 5.1.6.

~~

MJnlstry of

..../"'..~<:Utilities

Trt~n•pgrt &

Con1munlcatklns. OGRLT

4 Reinforcing steel shall be paid for as ind:cated in Clause 5.2.5.

5.2. Reinforced concrete shall comply with the appropriate requirements of Sub-section 5.3.


3 Gravity pipes and pressure pipes shall conform to the requirements of Sub-section 8.2, Clause 8.2.2.

18.1.6 til

18.2 18.2.1

Split pipe (diameter)

lin.m

Removing and Disposing of or Relocating Existing Utilities General

This Sub-section describes requirements for removal, disposal or relocation/diversion of existing utilities. Full scope of the relocation work required w ill be determined after investigation by the Contractor and he shall prepare, shoplworking drawings for the work, as directed by the Engineer. The Contractor shall liaise with the utility owners and other Concerned Authorities in all aspects of the work. 2 Permanent removal and, relocation or diversion of any existing utilities w il.l be ordered by the Engineer where they obstruct the permanent work and where such utilities need to be maintained in operation as required by the utility owner. The Engineer may also order permanent or temporary diversion of utilities when in his opinion it is reasonable that this should be done for carrying out the proposed work, but such orders will not normally be g·ven where the services concerned cross the work area and are either redundant or can be dealt with by the Contractor in the normal course of work. The diversions ordered by the Engineer shplt be paid for in the Contract, but any other temporary diversion or removal required shall be at the Contractor's own expense. No service diversion shall be made without the 3 approval of the Engineer and the Concerned Authority. 18.2.1.1 Subm!nals Submit coordination drawings showing pipes and major utility components. Indicate interface and spatial relationship between pipes, system components, adjacent utilities, and proximate structures. 2 Submit shop drawings of existing underground utilities and plant affected by the work including plan layout and locations, types and sizes. At project close·out, submit record drawings 3 showing the relocated services and related components with sufficient details to allow for locating the utility for future maintenance.

18.2.2

Materials

All material for relocation/diversion of utilities shall comply with the specifications of the Concerned Authority and shall conform to the following listed requirements. 2 Concrete shall conform to the requirements of Sub· section 5.1 and shall be of the class instructed by the Engineer. Reinforcing steel shall comply with Sub-section

18·2

4 Electricity poles, ducts, handholes/manholes and overhead and underground electricity cab!es, shall conform to the requ!raments of Section 15 and of the Concerned Authority. 5 Telecommunicatlon ducts, handholes/manholes and cables related to telephone works, shall conform to the telecommunication authority specifications and details, 6 Sand and sieved backfill material free from stones or other debris shall be provided for reinstating the !ranches after the laying of ducts.

18.2.3


Prior to commencing the work, the Contractor shall prepare layout drawings, proposed working method and the t ime schedule for disconnecting and reconnecting of the affected services and shall obtain approval of these from the Engineer and Concerned Authorities. During the w ork, the Contractor shall exercise great care not to cause any damage to the exiting utilities. 2 Electricity, gas, oil, water, sewage, drainage, i rrigation and telephone service lines which are identified to be relocated shall be shown on the drawings, along with the required re-routing. The full scope of the services to be relocated cannot be determined at tender stage and the Contractor shall allow in his rate for verifying or revising the services that should be re·routed and adjusting the proposed re-routing alignment and for any varlallon in quantities, preparation of revised working drawings, design, etc. 3 The precise locations of existing utilities shall be investigated 11nd established by the Contractor In consultation with the relevant utility owner. The Contractor shall notify and obtain permission from the Concerned Authority before interrupting any service. Service supply lines damaged In the course of the search shall be replaced with equivalent approved materials at the Contractor's expense. All excavation and backfill shall conform to the 4 requirements of Sub-Sections 2.3- 'Road Excavation', 2.7 - 'Excavation and Backfilling for Structures' and 2.8 'Earthwork for Pipe Trenches', 5 Removal of existing ut~ ities shall conform to the requirements of Sub-section 2, Clause 2.2.2. Designated salvageabla material shall be removed without unnecessary damage, in sections or pieces, transported or stored by the Contractor as Instructed by the Engineer. Other material shall be disposed of off· site. 6 Utility lines which should remain, but with added protection. shall be shown on the drawings. Cavities left by utilities removal shaft be backfilled to the level of the surrounding ground and compacted.

Suit""" to of Om11n, 51•r>efmf Spodfial\iono for Ro:ld Itt Bridge CGNtN<1ion 2111 D

Utilities)

7 During excavation, warning tiles or tape shall be retrieved carefully and may be reused. The damaged warning tiles or tape shall be replaced by the Contractor at his own cost. Concreting and backfilling operations shall be carefully executed to ensure that there shall be no damage to the utilities.

2 The Contractor shall be responsible for preparation of shop/\Norking drawings, procurement of material and for following-upfco-ordination with the concerned authorities in all maners relating to this work.

18.2.4

Concrete shall conform to the requirements of Sub· section 5.1 and shall be of the class instructed by the Engineer. Reinforcing steel shall comply with Sub-section 5.2. Reinforced concrete shall comply with the appropriate requirements of Sub-section 5 3.


Removal and disposal of existing redundant utilities ordered by the Engineer under Clause 18.2.1, Item (2), shall be measured in linear meters of the length removed. The rates shall include for all work elCcept elCcavati on as stated in Item (4), below. 2 Removal and relocation of existing utilities shall be measured in linear meters of the length of the relocated work. Rates shall include for all work except excavation as stated in Item (4) below.

3 Provision and installation of new utility services shall be measured in linear meters of the length of new service installed. Rates shall include for all work except excavation as stated in Item (4) below. 4 Excavation and backfilling whether by hand or machinery for removal, relocation/diversion of existing utilities shall be measured as indicated in Sub-section 2.8, Clause 2.8.4. 5. No work will be measured and no payment made for work carried out by the Concerned Authorities nor for any work in connection therewith by the Contractor unless prior approval for payment is given by the Engineer

18.2.5

Basis of Payment

The amount of completed and accepted work measured as provided for above shall be paid for at the unit rate for each service stated in the Bill of Quantities, which rate shall be considered full compensation for locating, removing, relocating, installing and jointing of utilities and for materials, labor, transport, equipment, tools supplies and all other items necessary for the proper completion of the work, except excavation which is measured as stated in Clause 18.2.4,1tem (4).

18.2.6 (if (il) (iii)

18.3 18.3.1

Items in the Bill of Quantities Remove and dispose of (utility) (sizefdescription) lin.m. Remove and relocate (utility) (sizef description I lin.m. Provide and Install new (utility) (size/description) lin.m.

Future Utility Crossings Description I General

This Sub-section describes requirements for provt ston of pipe sleeves/ducts under pavements for future utility crossings. Full scope of the work will be determined according to conditions on Site.

18.3.2

Materials

2 Sleevesfducts shall be uPVC for small pipes less than 400 mm in diameter and concrete for larger pipes. Pipes shall conform to the requirements of Sub-section 8.2, Clause 8.2.2. 3 Locations and sizes of pipe sleeves are as shown on the Drawings.

18.3.3


Before commencing any work on site, the Contractor shall send a 'Notice of Intent' including two sets of drawings, plan of work, construction method and safety measures to all Concerned Authorities and shall obtain information in the form of a formal notice and/or s·gned drawing showing the required location of sleeves for future connection. 2 Sleeves/ducts shall be placed prior to or during construction of the highway. Any piping Installed after completion of the highway construction shall be placed after jacking (thrust boringl a pipe sleeve under the pavement. The Contractor will not be permined to cut into the pavement for pipe installation.

3 Markers should be placed on both ends of the sleeves/ducts. In addition a ropa should be installed inside the pipe and tied at both ends to the markers underground concrete support block or to an adjacent landmark. 4 All elCcavation and backfill shall conform to the requirements of Sub-sections 2.3 - 'Roadway Excavation' and 2.7- 'Excavation and Backfilling for Structures'.

18.3.4


Sleevesfducts shall be measured in linear meters of pipe of the various types, classes and sizes laid, measured as a straight line. No allowance will be made for cut ends and waste. The rates shall be deemed to include for all work including the laying of markers and concrete surrounds, but does not include elCcavation as stated in Item (21 below. 2 Trench excavation and backfilling shall be measured and paid for as indicated in Clause 2.8.4 Item (41.

18.3.5

Basis of Payment

The quantity of completed and accepted work for sleevesfducts pipes measured as provided for above will be paid for at the unit rate in the Bill of Quantities, which is

18-3

~~

Ml11i•trv of TranapQrt & CommunlcatiOf'ls

DGRLT

~~"'Utilities

deemed to cover all costs except excavation as stated in Clause 18.3.4, item (21.

18.3.6

m

18-4 .

Items in the Bill of Quantities Sleeves/ducts (type] (diameter!

lin.m.

Ref.

Trtle

19.1

General

19.1.1

Description

19.2

Compaction Plant

19.2.1 19.2.2 19.2.3 19.2.4 19.2.6 19.2.8

Genel'lll Pneumatic-Tired Rolle111 Hellll'( Pneumatic-Tired Rollei'IJ Self·Proponed Pneumatic-Tired Rollen Tamping Rollera

1iitle

19-1

19.10

Heating Equipment

19-1

19.11

Mixers for Concrete Pavements 19-6·

19-1

19.12

Portable Concrete Mixers

19-7

19-1 19-1 19-1 19-1 19-1

19.13

Truck Mixers and Agitators

19-7

19.14

Concrete Batch Plants

19-7

19.14.1 19.14.2

Automatic Concnrte Batchlng Plants

Tandem Two and Three-Whllllled RoHera

19.2.7 19.2.8

Ref.

!?age No.

Vibrating Rollei'IJ Trench Rollera

19-1 19-2 19-2

19.3

Miscellaneous Equipment

19.3.1 19.3.2 19.3.3 19.3,4 19.3.5 19.3.6

Dltc Harrows

Travelling Mixing Plant

19-2 19-2 19-2 19-2 19-2 19-2

19.4

Hauling Equipment

19-2

19.5

Weigh Bridges

19-2

19.6

Water Distribution Equipment

19-3

19.7

Hot Mix Asphalt Equipment

19-3

19.7.1 19.7.2

General

19.7.3

Additional Requirements

Mechanical Sweepera Mechanical Rammen Motai'Gradera Rotary Speed Mixera

19-3

Additional Requirements for Batc:h-Type Plants for Continuous Mixing Plants

19.8

19-2

Spreading and Rnishfng Machines

19-4 19-6

19-5

19.8.1 19.8.2

Asphalt Pavera

19-6

Aggregate Spreedera

19-5

19.9

Pressure Distributors

19-6

19.15 19.161 19.15.2 19.15.3

Genel'lll

Equipment for Concrete Pavement Gene1111 Subgrade Pre~ratlon Equipment

19-7 19-8

19-9 19-9 19-10 19-10

Miscellaneous Minor Equipment for CollC(ate Pavements

19.16

19-6

Mechanical Concrete Spreadera and Rnlshera

19.16.4

Page No.


19-11

19-11

SultDnat• Df Omnn. Srondord Spedfiartlans for Road & a dge CQnsltuaion 2010

Plant and Equipment)

19.1

General

19.1.1

Description

The plant and equipment used for the Works shall be as proposed and itemized in the Contractor's approved detailed program and equipment list, unless otherwise permitted by the Engineer. 2 The plant and equipment shall be of sufficient power and size and in sound and well maintained mechanical condition to meet the requirements and produce a satisfactory quality of work. All items shall be ready for use when required by the Engineer, The Engineer may order removal of unsatisfactory plant and equipment and require replacements meeting his approval. Assessment of capacity and efficiency shall be based on the actual performance on Site. 3 Whenever either the Specification or the Engineer requires use of plant and equipment of a particular size or type the Contractor may request in writing, permission to use alterative equipment. The proposal shall contain evidence satisfactory to the Engineer that the output of the alterativa proposed Is at least equal to that of tha specified item. 4 The purpose of this provision is to ancourage the davelopment of new or improved plant and equipment. The Engineer may require trials in adva nee of the use of the item in works construction. 5 If permission is granted, it shall be on the understanding that it may be withdrawn at any time the Engineer determines that results are not satisfactory. Upon withdrawal of permission the Contractor shall use plant and equipment originally specified and shall remove and dispose of or otherwise remedy at his own expense defective or unsatisfactory work produced with the alternative. No compensation will be allowed for any delay or additional costs incurred by the Contractor as e result of implementation of this provision.

19.2

Compaction Plant

19.2.1

General

No item of plant shall be used that has in any way been thrown out of its original balance by the application of attachments not approved by the Engineer. 2 The Contractor shall provide the means of readily determining the effective mass of each roller or wheel of plant being operated. Any ballasting shall be included in the weighing. 3 The mass and compactive effort, or load, applied by the roller shall be as specified, or as appropriate to the work being undertaken.

19.2.2

Pneumatic-Tired Rollers

These rollers shall have not less than 9 pneumatic tires revolving on 2 axles. Tires on the front and rear

wheels shall be staggered so that they cover the anti re area over which the roller travels. Under working conditions rollers shall develop a compactive effort of not less than 10kN per wheel.

19.2.3

Heavy Pneumatic-Tired Rollers

These rollers shall have a mass of not less than 25 tonne and shall consist of not less than 4 pneumatic-tired wheels revolving in one transverse line. The width of the roller shall be not less than 2.4m and it shall be constructed in 2 or more sections in such a manner th et each section is free to oscillate or move independently. Under working condition the roller shall develop a co mpactive effort of not less than 25kN per wheel.

19.2.4

Self-Propelled Pneumatic-Tired Rollers

These rollers shall be of the oscillating wheel type having not less than 1 pneumatic-tired wheels revolving on two axles, and capable of being ballasted to the mass required. 2 Tires on front and rear wheels sha II be staggered so that tire sidewalls have a minimum overlap of 12mm. Rollers shall operate smoothly and without jerking when starting, stopping or reserving direction. Tires under working conditions shall be inOated to pressures between 0.4 and 0.8 N/mm2• The roller shall be fitted with a water system to keep all tires uniformly wet it necessary.

19.2.5

Tamping Rollers

These rollers under working conditions shall have a minimum mass of 4000 kg per meter width of drum, and each individual tamping foot shall develop a compactive effort of not less than 0.7N/mm2 of tamping face area. The width of the roller shall be not less than 2.4m and shall be constructed in 2 or more sections so that each section is free to move independently. It shall be fitted with cleaning teeth at the rear.

19.2.6

Tandem Two and Three-Wheeled Rollers

These rollers shall be self·propelled or towed and capable of being operated smoothly and without jerking when starting, stopping, or reversing directions. The steering shall permit the roller to be accurately directed on the alignment desired. Roller drum wheels shall be smooth steel and free from openings or projections which will mar the surface on which the roller is operated. Rollers shall be equipped with drip pans designed to prevent oil, grease or petrol from dripping onto the work surface. They shall be provided with adjustable scrapers to keep the surface of the wheels clean. 2 When used on a bituminous surface, rollers shall be fitted with water tanks and sprinkling devices which shall

19-1

~~

Miol•lry of Trftnl'pOtt &

Commurdc~tion•

OGRLT

~~(\flant and Equipment

be used when necessary to wet the wheels and prevent the bituminous mixture from sticki ng to them. 3 Rear wheels may be crowned at a rate of not more than 1 in 288 for two whee!ed, and 1 in 320 for three wheeled rollers,

4

Rear wheels of three-wheel rollers, shall be propelled with a differential gear. The front wheel shall show no noticeable crown and shall overlap the compacted area or each rear wheel bv not less than 60mm.

19.2.7

Trench RoUers

These shall be self-propelled, steel wheel rollers, capable of being operated smoothly and without jerking when starting, stopping or reversing direc!lon. The width of the wheel shall be not more than 500mm and diameter of the compaction rolls shall be not more than 1.5m. 2 Wheels shall be smooth and free from openings or projections which will mar the surface on which the roller is operated. Rollers shall be equipped with drip pans designed to prevent oil. grease, or gasoline from dripping onto the work surlace. and shall be provided with adjustable scrapers to keep the outface of the wheels clean. The balance wheel of the roller shall be adjustable in height to provide the slope of surlace required.

19.3

Miscellaneous Equipment

19.3.1

Disc Harrows

O:sc harrows shall be of the tandem type and shall be of sufficient size, mass and number of discs to perform the manipulation required

19.3.2

Mechanical Sweepers

Sweepers shall be constructed in a manner which will permit the revolution of the broom to be adjusted in relation to its progression and permit adjustment of the broom height In relation to the surlace being cleaned. Broom bristles shall be stiff enough to sweep cle~n without cutting into the surface. Brooms with steel bristles shall not be used.

19.3.3

Mechanical Rammers

Mechanical or power rammers shall have a mass between 100 kg and 750 kg,

19·2

Motor Graders

Motor graders shall be self-powered and equipped with an adjustable mold board. The cutting blade shall be straight.

19.3.5

Rotary Speed Mixers

Rotary speed mixers shall be either of the power take-off or self-powered type, equipped with a hydraulic lift.

Vibrating Rollers

These shall be self-propelled or towed and have a means of applying mechanical vibration to one or more smooth steel·drum wheels. They sh11ll be fined with a device. or provided with the means for. indicating the frequency at which the roller is operating, which will be as recommended by the manufacturer.

19.2.8

19.3.4

19.3.6

Travelling Mixing Plant

Travelling or stationary mixing plant shall be either of the type which will pulverize the material to be treated and mix it with the binder and the proper amount of water without picking up material from the roadway, or the type which elevates roadway material Into a pugmill for mixing. Plant shall be fitted with a device which will accurately control and measure the quantity of water used.

19.4

Hauling Equipment

Hauling equipment for construction materials shall be vehicles having hydraulically operated dump bodies suitable for depositing loose materials in a windrow or into spreader boxes. Bodies shall be so constructed that volume measurement can be accurately carried out. They shall be constructed and maintained to prevent loss of materials during hau ling operations. Dump controls that can be operated from the driver' s seat shall be fitted.

19.5

Weigh Bridges

Weighing equipment tor truck·hauled material shall consist of platform scale accurate to 0.5% throughout the range of use, Scales shall have a platform of adequate length to weigh, in one operation, the longest truck or truck-trailer combination which is in use on the works. 2 Scales shall be inspected approved company as often as necessary. Each certification shall i nspection and the name of the inspection.

and certified by an the Engineer deems show the date of the Company making the

3 If no suitable company ex!sts, or if instructed by the Engineer, the Contractor shall check and adjust the scale in the presence of the Engineer, using the method recommended bv the manufacturer and approved by the Engineer. The Contractor shall provide a minimum of ten 25kg standard test weights for each scale on Site for checking purposes. 4 The Contractor shall, when Instructed bv the Engineer, make mass comparisons with other permanently located scales that meet the approva l of the Engineer. The comparisons shall be for the purpose of providing information on the performance of the Contractor's sc•le and will not be used as a basis for adjusting the scale.

Sultanate of Oman. Stondotd Speci!icllions l01 Ro.od & Bn~ Cons!~


5 Access to the scale platform shall be maintained by the Contractor to the satisfaction of the Engineer and a suitable weathertight building shall be provided to enclose the indicating mechanism Adequate lighting for the scale operator's use shall be installed.

19.6

Water Distribution Equipment

Equipment for the distribution of water shall consist of self propelled or towed tanks equipped with spray bars and, when required, pumps to operate under pressure. Pumps shall be of sufficient capacity to provide uniform end adequate distribution. The tanks shall be mounted on pneumatic-tired trucks or on pneumatic-tired trailers pulled by pneumatic-tired equipment. The minimum capacity of a tank shall be 4000 liters. 2 Distribution equipment shall be constructed so as to permit accurate and uniform distribution of the desired quantities of water, Control valves shall fully close with no leakage and shall be constructed to operate from the driver's seat, or provision made for an additional operator to work control valves while the equipment is travelling.

19.7

Hot Mix Asphalt Equipment

19.7.1

General

Hot-mix plant shall be either of the batch-type or continuous-type. Plant shall not be used to produce mixtures concurrently for more than one contract unless permission is granted by the Engineer. Plant units shall be designed and operated so that they will function properly and produce bituminous mixture of uniform temperature and composition within the tolerances specified. 2 The plant shall be approved by the Engineer before production begins. It shall be fitted with adequate and safe stairways to the miKer platform and sampling points plus a room of 3 The plant shall be complete with a control room of approximately 18m2 floor area for performing tests for control of the mixture. The room shall be provided with sufficient heat, natural and artificial light and air conditioning, and be equipped with a desk, chair, drafting stool, work bench 1m by 3m by 1m high with drawers and cabinets below, service sink, water supply and electric power outlets. First aid equipment, telephone, fire extinguisher (having a minimum Underwriters Laboratory rating of 2A10BC), and sanitary facilities shall be provided. When approved by the Engineer a room conforming to the above requirements, in e separate building. may be substituted. 4 Guarded ladders shall be placed at all points where access to plant operation is required. Access to the top of truck bodies shall be provided by a platform or other suitable device to enable the Engineer to obtain samples and mixture temperature data. A hoist or pulley system shall be provided to raise scale calibration equipment,

sampling equipment and other similar equipment from the ground to the mixer platform and return. Gears, pulleys, chains, sprockets and other dangerous moving parts shall be properly guarded. Ample and unobstructed space shall be provided on the mixing platform. Clear and unobstructed passage shall be maintained in and around the truck loading area which shell be kept free from droppings from the mixing platform. 5 The plant shall be equipped with a dust collecting system. Collected dust shell be stored in a hopper and shall be fed to the boot of the hot elevator at a uniform rate by a variable speed vane feeder or mechanical feeder during the period when a full stream of aggregate is being fed from the drier to the hot elevator. The accuracy of the feeder shall not be affected by the head of material in the collected dust storage hopper. A 'low bin' indicator shall be required ahead of the feeder. 6 The plant shall be located where it can be supplied with adequate storage and vehicle movement space. Separate stockpiles of each size of aggregate shall be arranged, with rigid partitions to prevent Intermixing of different materials between adjacent stock piles. In general, fine aggregates to be used in bituminous mixtures shall be placed in separate stock piles before they are placed in the cold bins. Aggregates shall be kept separated until they are fed in proper proportions onto a belt conveyor or into the boot of the cold aggregate elevator. Aggregates shall be handled es to prevent contemination and degradation. 7 When compartment aggregate feeders are used, the width of the crane bucket shall not be more than half the minimum width of the top of bin compartments and the maKimum length of the bucket when tully open shall be at least 300mm less than the length of the top of the bin companment, When an end loader is used to charge cold bins the maximum discharge width of the bucket shall be 600mm less than the width of the top of the bin compartment. 8 The plant shall be provided with accurate mechanical means for feeding each aggregate in proper proportion into the drier so that uniform production shall be maintained. Control of the total quantity of combined aggregates fed to the drier shall be by a variable speed system. Other methods may be proposed for approval by the Engineer. Gates shall be capable of being locked or bolted securely in the required position. A minimum of 4 bins and feeders will be required. 9 The plant shall be equipped with revolving cylindrical drier or driers for heating aggregates to the temperatures required when the plant is operating at its full rated capacity. 10 Screens used in separating aggregates shall be the vibrating type. The system shall be equipped with a scalping screen having openings not more than 12.5mm greater than the largest size of aggregate used in preparing the bituminous mixture. The screening system shall have a tailing pipe for removal of oversized

1 ~3

~~

M;nl•trv or Tran•port & Communk:ntian•

OGRLT

~~<.Plant and Equipment

aggregate. The discharge point of the tailing pipe shall be located so that it will not create a hazard. 11 Hot aggregate storage bins at sufficient capacity to supply the mixer when lt Is operating at full capacity shall be provided. Bins shall be arranged to give separate storage of the appropriate proportions of mineral aggregates. Separate dry storage shall be provided for mineral filler and the plant shall be equipped to feed material into the mixer. Each bin shall be provided with overflow pipes to prevent backing up of material into other compartments or bins. Each compartment shall be provided with an individual outlet gate constructed so that when closed there shall be no leakage. Gates shall cut off quickly and completely, Bins shall be so constructed that samples can be readily obtained. 12 Temperature recording shall be done either by recording pyrometer or recording thermometer having at least 2 terminals when a single drier is used and at least 3 terminals when a dual drier is used. The type and accuracy of the recording instrument shall be approved by the Engineer. Unless otherwise approved, one terminal shall be installed at a suitable location at the discharge of each drier and the others near the discharge gate in each bin compartment used for fine aggregate. The temperature recording instrument shall be capable of producing accurate temperature charts for submission to the Engineer after each day's operation. 13 The recording instrument shall be installed in a position free from dust and vibration. If the instrument Is not located to indicate clearly to the drum fireman the temperature of the mineral aggregates at the discharge of each drier, a non-recording pyrometer shall also be installed In v;ew of the fireman. 14 Storage tanks for bitumen shall be equip ped to heat and hold material at the required temperatures. Heating shall be accomplished by steam coils, hot oil coils, electricity or other approved means so that no flame shall be in contact with the tank. Lines and finings shall be steam, electric or hot oil jacketed. Provision shall be made for sampling from the line leading to the weigh bucket if more than one grade of bitumen is required for concurrent operations. adequate storage and separate piping to the weigh bucket for each grade shall be provided to prevent intermingling. An armored thermometer or pyrometer which wlll accurately show temperatures between 100"Cand 200"C shall be located in the line or within the tank.

19.7.2

Additional Requirements for BatchType Plants

Equl pment for weighing and measurlng aggregate shall include means for accurately weighing each size in a weigh box or hopper suspended on scales and of ample size to hold a full belch without hand raking or overflowing. The gate shall close lightly so that no material is abowed to teak into the mixer while a batch is being weighed.

• 19-4 .

2 If aggregates are measured by volume in calibrated compartments these shall form the weigh hopper and shall be arranged so that the volume measurement of each compartment and each batch may be checked by mass. Means of checking the volume measurement shall meet the approval of the Engineer. 3 The weigh scale shall be a spring less dial type with a capacity of not more than twice the mass of the capacity of the mhcer. 4 The mineral filler shall be weighed in the aggregate hopper or measured by volume in a calibrated compartment and shall be conveyed by means of a dust elevator and screw conveyor system. The system shall be so arranged that the accuracy of the feed will not be affected by the head of material in the mineral filler bin. The screw conveyor shall operate at such a speed that small fractions of material to be weighed may be added accurately. The chute used to introduce mineral filler into the weigh hopper shall be so constructed that no material 1s retained in it after the required amount has been deposited in the weigh hopper. 5 Equipment for weighing and measuring bitumen shall consist either of a weigh bucket or a metering device. If a weigh bucket is used it shall be a non·tilting type and shall be completely suspended from a springless dial scale accurate to :t0.4%. The weigh bucket, discharge valve or valves and spray bar shalt be heated and shall have a capacity of at least 15% in excess of the mass of material required in the batch. Heated, quick·acting, non·drip valves shall be used in charging the bucket. 6 Metering devices shall have a capacity at least 15% in excess of the quantity of bitumen used in a batch. Controls shall be constructed so that they may be locked at any dial sening and wiB automatically reset to that reading after the addition of bituminous material. The amou nt of material which the Contractor will be permitted to mhc per batch shall be determined by the Eng'neer. The m ixer shall be a twln-shaft type. Drip pans shall be used under the mixer where necessary to prevent moisture from dripping onto truck loads of freshly prepared asphalt. Pipe finings shall be tight. The mixer platform shall be sufficiently rig id and of ample s!ze to provide safe and convenient access to the mixer and other equipment. 7 The mixer shall be equipped with an accurate time lock to control the operations of a complete mixing cycle. It shall lock the weigh bo x gate after the charging of the mhcer until the closing of the mixer gate on completion of the cycle. It shall lock the bitumen bucket throughout the dry mhcing period and shall lock the mixer gate throughout both dry and wet mixing periods. The dry mixing period Is defined as the interval of time between the opening of the weigh box gate and the start of the introduction of bitumen. The wet mixing period Is the Interval of time between the start of the introduction of bitumen and the opening ofthe mixer gate. Control of the timing shall be flexible and capable of being set at intervals of 5 seconds or less throughout a total cycle. Sening of t ime Intervals shall be performed in the

Sult•nata of Omftn, Slondlld S.,..

I

a~

t. Bridj,eCo ,.,

----------P--Ia_n_t__ a_n_d_E __ q_u-ip __ rn_e_n_t~~

presence of the Engineer who shell then lock the case covering the timing device until such time as a change is to be made in the timing periods. A mechanical batch counter shall be installed as part of the time lock device. It shall register only upon actuation of the asphalt weigh bucket or valve release. II shall not register eny dry batches or any materiel released during the operation of filling the bins.

19.7.3

Additional Requirements for Continuous Mixing Plants

A gradation control unit shall be included for accurately proportioning each size of aggregate and mineral filler. 2 Feeders shall be mounted under each compartment bin. Each compartment bin shall have an accurately controlled individual gate to form an orifice for volumetrically measuring the materiel drawn. The feeding orifice shall be rectangular with one dimension adjustable by positive mechanical means provided with a lock. Indicators marked in millimeters shall be provided on each gate to show the gate opening. Bins shall be equipped with tell-tete devices to indicate the position of aggregates in bins at the lower quarter points. The condition of the conveyor belt shalt be continuously checked and adjusted to avoid segregation of the aggregates. 3 A cutoff system shall be provided which shalt automatically stop mixing operations when any bin becomes empty or when the bitumen reaches a level in the tank where the specified quantity is not delivered to the pugmill. 4 The plant shall include means for calibration of the gate openings by weighing test samples. Provision shell be made so that materials fed out of individual orifices may be bypassed to individual test boxes. The plant shalt be equipped to conveniently handle Individual test samples weighing not less than 100kg. Accurate scales shall be provided by the Contractor to weigh lest samples. 5 Interlocking mechanical controls or other positive methods approved by the Engineer shall be provided to synchronize the flow of aggregates from the bins and the flow of bitumen from the meter or other proportioning device. A revolution counter graduated in 0.01 revolutions shall be visibly located on the plant. Means shall be provided for checking by mass the flow of bitumen. 6 The heated mixer shall be capable of producing a uniform mixture within job-mix tolerances. It shall be equipped with a discharge hopper with dump gates which will permit rapid and complete discharge of the mixture. Paddles shall be adjustable for angular position on shafts and reversible to retard the flow of mix. The spray bar of the mixer shall be equipped with a pressure gauge. An adjustable baffle or dam which can be locked or bolted in position shall be placed at the discharge end of the pugmill. The mixer shall have a nominal capacity of not less than 50!/h and shall have a manufacturer's plate giving the net volumetric contents of the mixer at the

several heights inscribed on a permanent gauge. Charts shell be provided showing the rate of feed of aggregate per minute. 7 Unless otherwise agreed by the Engineer the mixing time shall be determined using the following formula The mass shall be determined for the job by tests made in the presence of the Engineer Mixing time in seconds=

Pugmill dead caoecjtv fkgl Pugm'll output lkg/s)

8 The pugmill shall be equipped with a discharge hopper having a minimum capacity of 900kg.

19.8

Spreading and Finishing Machines

19.8.1

Asphalt Pavers

Asphalt pavers shall be self-contained. power· propelled units provided with an ectiveted screed or strike- off assembly, heated if necessary end capable or spreading and finishing courses of bituminous plant-mix material in widths appropriate to the typ' cal sections and thicknesses shown on the Drawings. 2 Automatic controls of the paver shall be by a linkage arrangement so that through the process of automaticel y adjusting the screed thickness control, the asphalt can be placed and finished to e predetermined grade and uniform slope and cross-section. Manually controlled pavers may be used if approved by the Engineer. Such pavers shall be capable of spreading the mix in such a manner that no supplemental shaping will be required. 3 Pavers shall be equipped with a receiving hopper of sufficient capacity for the spreading operation. The hopper shell be equipped with a distribution system to place mixture uniformly in front of the screed. The screed or strike-off assembly shall produce a finished surface of the required evenness and texture without tear! ng, pushing or gouging the mixture. When laying the mixture, the paver shall be capable of being operated at forward speeds consistent with satisfactory placement.

19.8.2

Aggregate Spreaders

Spreaders used in placing aggregates in layers shall contain a strike-off plate capable of being adjusted so as to place material in uniform layers from 10 to 300mm in thickness. They shall be fitted with two end gates or cut· ~ff plates so that aggregates may be spread in widths varying up to the full lane width. 2 Spreaders used for surface treatment, shall be of a mechanical type approved by the Engineer. They shell distribute aggregate uniformly end shall be capable of being adjusted so that spreading rate will not vary by more than ±1kg/m3 •

19·5

~ ~

Mini•try of Tran•port & CommuniCBtion•. DGRL T

~~<:,Plant and Equipment

19.9

Pressure Distributors

Pressure distri butors used for applying biwmen or bituminous emulsions shall be mounted on self-propelled trucks which she'.! be capable of operating smoothly at speeds down to 1.0kmlh when used on construction end at road speeds from 50 to 70kmlh when used for transporting bltumen. 2 The bitumen tank shall have a capacity between 2000 liters and 9500 liters. Approval shell be obtained from the Engineer pri or to use of a larger tank. The tank shall be covered by a minimum of 25mm Insulation. It shall be equipped with a removable access cover, an overflow pipe and a suitable strainer located at the pump intake or the outlet to prevent the passage of any material which might clog the nozzles. A dial gauge visible to the spray bar operator shall Indicate the contents of the tank at various levels, and a pressure gauge shall show the pressure at which bitumen is applied. The tank shall be fitted with an accurate measuring stick. 3 The bitumen distributor shall be equipped with a heating system. The system shall consist of hat flues having sufficient radiat ion to give rapid circulation of hot gases of combustion from one or more efficient smokeless burners of the torch type, a circulating device to give uniform heating of material, and a suitable fuel supply tank. 4 The distributor pump shall be of a rotary positive pressure type of sufficient size and discharge capacity to apply uniformly the specified amount of bitumen in widths up to 7.5m. It shall be driven by a petrol motor, other than the vehicle propelling motor. The pump motor shall have sufficient power to operate the distributor pump at the required volume and pressure. If the pump motor is equipped with a trai\Smission it shall have a governor. Suitable housing or heating jackets shall be provided to enclose the distributor pump and piping_ 5 Spray bars of various lengths shan be used to spray bitumen over widths varying from 1..2m to 7.5m. Spray bars shall be arranged so that they may be traversed lat erally over a distance of not less than 230mm t o match joints and to clear obstructions. They shall be fitted with spray nozzles to give uniform distribution of the material in t he specified quantities. Means shall be provided to stop t he flow quickly and to prevent it from dripping when the flow is shut off. Means shall be provided for obtaining samples o f material from the tank or from pl ping leading from the tank to the spray b1rs. 6 A hand spray bar and nozzle having a suitable length of flexible hose with packed couplings shall be provided for applying material at intersections, shoulders and similar locatlons. 7 A mercury thermometer with a stem extending into the material or Into a well, shall be placed In a suitable position in the tank to give the temperature of the contents. 8 A substantial platform for the operator shall be provided at the rear ofthe distributor. It shall be so located

19--6

that it will provide a clear view of the operation of the spray bars. 9 A tachometer shall be attached to the truck so as to be visible to the truck operator and to enable him to mai ntain the constant speed necessary for application of the specified quantity of bitumen. Suitable charts shall be prepared showl ng the truck speeds necessary to obtain the required results. Alternatively, a synchronizer can be used. The synchronizer shall deliver the specified quantity of bitumen onto the road surface regardless of the speed at the truck. 10 The distributor shall be calibrated in the presence of the Engi neer before work is started and the Contractor shall supply equipment, tools, al'ld materials for the calibration.

19.10

Heating Equipment

The heating equipment shalt have sufficient capacity to heat the bituminous material by circul ating steam or hot oil through coils In the tank or by any other method approved by the Engineer. Tanks which have defective coils or which are without coils will be rejected unless some satisfactory auxiliary means can be provided by the Contractor to heat the material wit hout Introduction of moisture. Use of 1ny equi pment to agitate bituminous material while it i s being heated will be prohibit ed i f. in the opinion of the Engineer, It changes the characteristics of the material. Free steam o r hot oil shall not be introduced directly into the material.

19.11

Mixers for Concrete Pavements

Paving mixers shall be the batch type and shall have a rated capacity of not less than 0,75m3 of mixed concrete. Mlxars having multiple mixi ng drums may be used. The mixer shill be equipped with boom and bucket delivery and the bucket shall be so constructed that it w ill distribute concrete in a uni form and satisfactory manner, The mixer skip shall be equipped with a bulkhead suitably pi aced and capable of retaining a full batch of aggregates and cement without spillage. The mixer shall be equi pped with a batch meter for 2 counting batches and a t iming devic:e which automatically locks the discharge lever until t he end of the mixing period. The timing devi ce shall be equi pped with a bell adjusted to ring eillch time the lock is released. If the timing device becomes out of order the Contractor will be permitted to continue while It Is being repai red, provided each batch is mixed and me nually t imed for at least 1.5 minutes. If the timing device is not In good working order within 72 hours, further use of the mixer shall be prohibited until repairs are completed. 3 The mixer shall be equipped w ith a water measuring device wruch shall be capable of measuring and discharg·ng the specified amount of water to :1: 1o/o. The accuracy of measurement shall not be affected by variations In pressure in the water supply. Water

SultanBt1t Dl Oman. Sl•nd•rd Specifiatians for Rood & BndQe ConslructJon 2010


measuring equipment shall include an auxiliary tank from which the water measuring tank shall be filled. The volume of the auxlli ary tank shall be not less than the volume of measuring tank. Equipment shall be so arranged that water pressure in the measuring tank cannot exceed that due to the difference in elevation between the two tanks. The measuring tank shall be equipped with an outside tap to provide for checking the graduation on the indicator unless other means are provided for readily and accurately determining the amount of water discharged. Means shalf be provided to automatically stop the flow of water from the measuring tank when the desired quantity has been delivered. 4 The type of equipment shall be such that the quantity of water delivered shall not be affected by tilting the mixer. There shall be no leakage and if the water measuring equipment fails to deliver the proper quantity of water due to the mechanical condition of the equipment, the operation of the mixer shalf be suspended until repairs have been made. 5 Pick-up and throw-over blades In the drum of the mixer which are worn down 20mm or more in depth shall be replaced with new blades.

19.12

Portable Concrete Mixers

1 Portable concrete mixers for incidental construction shall be of the batch type. Mixers involving placing 25m3 or more in a single pour shall have a rated capacity of not less than 0. 25m3 per batch. Other portable mixers shall have a rated capacity of not less than 0.17m3 per batch. The mixer shall be equipped with a batch meter, timing device and water measuring device as specified in Clause 19.1 1. 2 Pick-up and threw-over blades in the drum of the mixer which are worn down more than 20mm shall be replaced with new blades.

19.13

Truck Mixers and Agitators

Truck mixers shall be of the type having a watertight revolving drum, suitably mounted and fitted with blades inside the drum. They shall be capable of combining aggregates, cement and water into a uniform mixture and of discharging the mixture without segregation. A truck mixer shall have attached to it a metal plate on which is stated its capacity In terms of volume of mixed concrete for the various uses for which the equipment Is suitable. 2 Except when used exclusively for agitating premixed concrete, trucks sha It be provided with a batch meter and locking device capable of preventing discharge of concrete before the required number of revolutions has been obtained or with a revolution counter suitably mounted to provide means of veril'ying the amount of mixing performed. Water shall not be added to concrete in transit from a pre-mix plant. 3 The water measuring device shall be capable of discharging the specified amount of water with an

accuracy of 1%. If water is added during transit, the measuring device may be mounted on the truck mixer and an outside tap or valve shall be provided for checking the graduations on the indicator, unless other means are provided for readily and accurately determining the amount of mixing water discharged. Provision shalt be made to automatically stop the flow of water when the desired amount has been delivered. If not mounted on the truck, the water measuring device shall be located at the site selected for adding water and shalt conform to the requirements of Sub-section 19.1 1. 4 Equipment for weighing and batching materials intended for truck mixing shall comply with the relevant clauses of these specifications 5 Truck agitators shall be of the type having a watertight revolving drum suitably mounted and fitted with internal blades attached to the drum. Truck agitators when fully loaded shalt be capable of maintaining the concrete in a thoroughly mixed and uniform mass and of discharging concrete without segregation. Agitators shall transport and discharge concrete without leakage of ingredients. A truck agitator shalt have attached to it a metal plate on which is stated its capacity in terms of volume of the pre-mixed concrete for the various uses of which the equipment is suitable. 6 Concrete from central or pre-mix plants shalt not ba in transit in truck mixers or agitators I anger than 30 minutes, measured between loading discharge and commencement of pouring. If mora than one batch Is required for charging a truck, the time of haul shall be reckoned from the start of mlxl ng ofthe first batch.

19.14

Concrete Batch Plants

19.14.1 General The plant shall be approved by the Engineer before production begins. Bins, weighing hoppers and scales shalt be arranged to the satisfaction of the Engineer so that the weigh beam, dial or dial scale is in full view of the operator controlling the gates. valves or belts that feed material into the weighing hopper. The plant shalt be equipped with a room as specified in Sub-section 19.7 2 Storage bins shalt have sufficient capacity for adequate supply of material to weighing hoppers. They shall be supported by a rigid framework on a solid foundation. Bins shalt have adequate separate compartments for each size of aggregate and for bulk cement when used. The top of the fine aggregate compartment shall be equipped with a tilted screen having a maximum mesh size of 2.5mm through which all fine aggregate must pass. Each compartment shalt be designed to discharge material efficiently and freely into the weighing hopper. Means of control shalt be provided so that when the quantity to be obtained is being approached the flow of material can be gradually retarded and completely shut off, without leakage, at the moment the desired amount has been discharged.

• 19· 7

~~

M matry of Tronaport & CommunJcatlon•. OGRlT

~~<.Plant and Equipment

3 Weighi ng hoppers shall be completely suspended from scale and shall hang free and except as further provided, shall have sufficient capacity to contain materials to be weighed for one batch of concrete without shoveling and without jiggling the hopper to keep bin gates and chute openings free of material. Cement shaD be weighed in a hopper and independent of the hoppers used for weighing aggregate. 4 Batching equipment insufficient in capacity to weigh materials required for a full batch will be permitted provided the capacity of the hoppers is sufficient to weigh 3 all materials for at least 1m of concrete for any mixer of rated capacity of 1m3 or larger. Disproportion between botching equipment and the mixer shall not be so great that more than 3 weighings of each material will be required for charging the mixer. 5 Aggregate hoppers shall have a port or other opening for removal of overload unless sufficient clearance exists between the bottom of the bin gate and the top of the hopper. The top of the cement hopper shall be closed to prevel'lt escape of cement while It is being weighed. Hoppers shall be designed to eliminate accumulation of unused material and leakage through discharge gates during weighing. They shall be capable of discharging materi al efficiently and completely into batch trucks or the mixer without the necessity of beating or jiggling. If a hopper In the opinion of the Engineer does not discharge material satisfactorily, it shall be provided with a vibrator of sufficient frequency and power to provide comp!ete discharge Weighing hoppers shall be enclosed or otherwise protected against wind. When bins are not available, mat erials shall be weighed in cont ainers. End loaders shall not be used for loading the weighing hopper. Scales may be of either the horizontal beam or 6 springless dial type designed as an integral unit of the batchlng plant and shall be of rugged construction. Beam type scares used for weighing one size or kind of aggregate shaH have one full capacity weigh beam. Multipl e beam scales used in weighing more than one size or kind of aggregate shall have as many beams as the number of sizes or ki nds of aggregate to be weighed. Individual beams shall have such capacities as will permit the required mass of each size or kind of material to be set off on a single beam. The scale shall be provided with suitable lockouts so that weigh beams may be engaged to weigh in the desired order. 7 Each weigh beam shall have some means placed in a position from which it can be viewed without parallax by the operator while charging the hopper, to indicate when the beam Is In the proper balance position. Poises shall be constructed so that they wiD be held firmly in position. Beam scales shall have a provision such as a tell-tale d'al for indicating to the operator that the required load in the hopper is being approached. Such a device shall indicate at least the last 1OOkg of load in the case of scales used for weighing aggtegate and at least the last 50kg of load in the case of scales used for weighing cement

1!).8

8 Springless dial scales shall be provided with suitable markers inside the glass cover and in front of the dial which may be set to show the position of the dial ind1c:ator for the required load or various cumulative loads when more than one size or kind of aggregate Is weighed in the same hopper. Markers shall be in distinctive colors for the various materials to be weighed. 9 The value of the minimum graduation interval of any scale shall be not more than 0.2% of the batch mass and not more than 0.1% of the capacity of the scale. The value of the minimum graduation interval of any scale used for weighing water shall be not less than 1kg. Scales shall be designed and built so that accuracy within the maximum tolerance of :1: 0.4% of the net load in the hopper will be maintai ned. 10 When a beam scale is used for weighing cement 11 tare shall be provided end the weigh beams shall be capable of being lifted out of the weighing position so that the tare weight of the hopper can be checked after each weighing operation to determine if ell the cement he's been discharged into the batch. 11 Scales sha P be housed or otherwise protected against the effect of wind in a manner meeting the approval of the Engineer. 12 Ten standard 10kg we!ghts shall be available on Site for use in calibrating and testing weighing equipment. Weights will not be required when scales are calibrated by t rained scale personnel with adequate scale testing equipment and the calibration is observed by the Engineer. 13 Means of access for inspection purposes shall be safe and shd meet the approval of the Engineer. In the case of permanently located batching plants, means of access shall be an inclined stairway with a handrail located so that its upward flight will end on t he scale operator's platform. It shall be firmly attached to the supporting members of the bin. The weigh platform shall have a floor of metal grid or 50mm thick timber planks.

19.14.2 Automatic Concrete Batchlng Plants Automatic equipment for weighing, measuring, batching and mixing materials for concrete shall conform to Sub-section 19.11 except es modified and extended by the following provisions. 2 Each batch shall be mixed for the fu tt period required after all the materials have entered t he mixer end recharging the m ixer shall not occur before the previous batch has been discharged; When batching plants are used for successive batches of the same size, the mixing time adjusting control shall be capable of being locked. 3 Cement and mixing water shall be weighed or otherwise measured within the tolerance of :1:1% of the required quantity. Each of the aggregates, whether weighed separately or cumulatively, shall be weighed within the tolerance of :1: 1.5% of the respective required masses. Interlocks shall be set so that the amounts of materials will be delivered within the tolerance stated.

Sultan"t" of Om•n. St•ndard Spedfotlt!Ofll for Ro.d & Hndg• Conctn.ctlon 2010


4 The arrangement shall be such that the scales of the system can be conveniently checked for accuracy. Scales shell be designed end built so that when dreg due to the weighing control device is included, accuracy within ±0.4% of the net load in the hopper will be maintained. 5 When mixing water is measured volumetrically provision shall be made for by-passing measured water into a container for checking the accuracy of delivery. If water is measured during the course of its flow into the batch, means shall be provided to show at any time during the flow, the amount that has entered. Devices for volumetric measurement of mtxtng water shall automatically reset at the initial position immediately after delivery of the measured amount and be ready for the next batch cycle. 6 The dispenser for an admixture shall provide a visual indication that the admixture is actually entering the batch. The tube through which it is conducted into the stream of the mixing water shall be transparent, or shall have a translucent section. 7 The plant shall be provided with gates, valves or other suitable devices, which, when activated by a single starting mechanism, shall set in motion the charging of weigh hoppers or other containers and which, in weighing or measuring any given material. shall end the charging when the desired amount has been attained. It shell be capable of having quantities preset on a central control panel that will result in the correct measurement of the material for each batch. Control adjustments shell be capable of being performed on the same panel. 8 An over and under indicating device shall be provided to show whether the amount of material weighed is within the allowable tolerance. An interlock shall be provided, firstly so that the charging device can open or start only when the scale indicates zero load end when the weigh hopper or container discharging gate or valve is closed, and secondly so that the discharge gate or valve can open only when the desired mass within the allowable tolerance is in the weigh hopper or container and when the charging device is closed or stopped. If different kinds or cia sses of aggregates are weighed cumulatively into the same hopper, control and interlock shall be provided with respect to each increment of mass, as required for material weighed into an individual hopper. Mixing water end admixture may be measured volumetrically. 9 Automatic batching equipment for weighing or measuring batch quantities in increments shell be provided with an automatic repeater having a counter that can be set for the number of increments required and allowing the required number of increments to be accurately delivered and discharged into each batch. 10 The belching system shall be activated by a single starting mechanism and be completely interlocked so that the discharge gates or valves can open only when the mixer is in the proper position for receiving material. 11 The Interlocking system shall allow the batch to enter the mixer so that some water is In advance of the

remainder of the batch. Water shall then enter uniformly while mixing is continued and ell water shall be in the drum by the end of the first 15 seconds of the mixing period. 12 Means shall be provided for easy adjustment from preset quantities of aggregates and mixing water. Suitable equipment indicating the amount of free water in fine aggregate as it is baing botched shall be provided and the quantities of tine aggregate and mixing water shall be adjusted concurrently as concrete is being produced. 13 The weighman shall not interfere with the operation of any part of the scale mechanism during the weighing process for the purpose of circumventing the interlock or causing malfunction of the equipment. The Engineer may require that equipment be provided with a positive means for preventing such interference. 14 Automatic and semi-automatic batching plant may be constructed so that it can be switched to manual control. However, when switching to manual control is necessary, batching operations shall continue only until repairs can be made, but not for a period exceeding 72 hours. If provision is made for switching to manuel operation, then the scale or a scala follower shall be placed within view of the operator, but not further then 6m from the location from which the manual batching is being performed. 15 Botching plant that does not fully comply with the requirements prescribed for automatic botching shall be considered as semi-automatic. The minimum requirement for semi-automatic batching shall be gates, valves or other suitable devices which open or start separately when actuated by individual starting mechanisms to permit material to be weighed or measured, and close or stop automatically when the desired amount has been attained.

19.15

Equipment for Concrete Pavement

19.15.1 General Flexible or curved forms of proper radius, made of either metal or wood, shall be supplied for use on curves of 30m radius or less. Straight side forms shall be of metal. They shall be of adequate cross section and supplied in sections not less than 3m in length. They shall have a height not less than the edge thickness of the pavement to be constructed, a base width equal to or greater than the height and not less than 6mm in thickness, except that a minimum thickness of 5mm will be permitted if the form is of trapezoidal cross section. They shall have flange braces extending outward on the base not less than 213 the height of the form and spaced not more than 1.5m apart. Sections shall have a steel pin at each end and at least one intermediate pin; provision shall be made to lock pins to a true grade. Locked joints sha II be provided between form

~~

Minlatry of Tra.n•port & Cornn1unk::ot;on•. OGRll

~~ylant and Equipment

sections which are free from play or movement end which provide support end connection. 2 Forms shall withstand impact and vibration of the compacting and finishing equipment without visible springing or settlement. They shall be straight edged and free from warp. Forms with an upper edge out more than 1mm l n 1.5m from a straight line will be rejected. The longitudinal axis of an upstandi ng leg shall not vary more than 2mm in 1m from a straight line. 3 When used, wood forms not of marine ply shall be made of well seasoned, surfaced plank not less than 50mm nominal thickness, and shall be the full depth ofthe concrete slab. Provision shall be made for rigid, smooth connections and suitable means for securely fastening in place to lines and profiles given. 4 The supply of forms shall be sufficient to permit their remaining In place not tess than 48 hours after concrete has been placed, or longer if deemed necessary by the Engineer.

5 Mechanical form graders, if used, shall be so designed that they may be adjusted and controlled to cut to a given profile and produce a subgrade for the pavement forms or for slip-form paver track as shown on the drawings.

19.15.2 Subgrade Preparation Equipment Subgrade planers shall be of steel and shall be mounted on rollers when forms are used, or wheels or tracks when slip-form paving is being employed. They shall be equipped w ith steel cutting edges or cutting rollers so designed that they may be accurately adjusted vertically. A subgrade planer shall be of sufficient mass so as not to rise under pressure from the material being planed. The subgrade planer shall be capable of producing cross sections i n accordance with the Drawings and shall develop a centre deflection of not more than 3mm. Subgrade finishing machines shall be of steel mounted on crawler tracks and shall be equipped with steel cuttl ng edges so designed that they may be accurately adjusted vertically anel held in place firmly. The subgrade machines shall weigh not less than 3175kg and have such strength and rigidity that changing the supports from wheels to centre will develop a deflection of not more than 3mm. 2

3 Heavy subgrade templates shall be made of steel and designed so that they can be moved backwards and forwards In a vertical position. They shall be mounted on rollers, wheels or tracks, adjustable vertically, end have a total mass not less than 225kg for widths of 5m or more. Test points shall be spaced not more than 150mm centre to centre and be adjustable so t hat they may be set to conform to the cross section of the subgrade.

4 Water supply equipment shall be of such capacity and design as to provide an ample supply and adequate pressure si multaneously for ell the requirements of machinery, mixing, curing. wetting subgrede and other features of the work.

19-10

19.15.3 Mechanical Concrete Spreaders and Finishers When pavement forms are used, mechanical spreaders shall operate on the forms and when formless paving is constructed they shall operate on wheels or tracks. Spreaders shell be self-propelled and capable of spreading the concrete mix to the desired cross sections. They shall be easily adjustable to spread different thicknesses of concrete. 2 Full width vibrators of the surface pan type, or internal type with multiple spuds, may be attached to the spreader finishing machine or may be mounted on a separate carriage but shall not come in contact with joints, load transfer devices, reinforcement, subgrade, subbase or side forms. Vibrating impulses shell be applied through apparatus designed for this purpose, and constructed to operate satisfactorily ahead of the finishing machine. Vibratory impulses shall be transmitted through the concrete with sufficient intensity to compact it throughout its entire depth and width. The pavement vibrator shall not be used to level or spread pavement concrete. 3 Surface pan vibrators shall be designed so that vibrating impulses are applied directly to the surface of t he concrete. They shall be equipped with at least two vibrating elements for each 3m width of pavement vibrated. The operating frequency $hall be not less than 50Hz.

4

Internal vibrators shall be of a suitable design with a minimum operating frequency of 100Hz. Vibrating elements shell be so spaced that the concrete will be compacted throughout its entire depth and width, w ith a maximum vibrator spacing of 600mm .

5

Finishing machines shall be power driven and equipped with at least 2 screeds fully end accurately adjustable to produce a crowned, sloping or flat surface as required. They shall be designed and operated to strike off, screed and compact. The machine shall have ample strength and sufficient power, and be geared to operate consistently end smoothly. 6 Concrete finisher floats shall be either self-propelled or attached to the finishing machine. They shall be fitted with independent wheels which ride on the forms and be of sufficient mass not to flex under the pressure of concrete. The floats shall be easily adjustable from crown to flat. They shall be at least 750mm long with at least 600mm in contact with the concrete. They shall be designed to prevent tearing of the concrete surface or ro II ing of the aggregate under the float. The float pan shall be suspended from the frame, and be capable of adjustment In both height and width. Once adjusted, it shell hydraulically or by other suitable means be raised from the operator's platform. When lowered it shall automatically return to its present position.

7 Longitudinal float machines shall be so constructed that travel of the floating mechanism can be adjusted to conform to the pavement cross section shown on the Drawings or formed by the finishing machine. 8 Formless pavers shall be self-propelled and fitted with suitable devices for distr"buting, finishing and spreading concrete to the full-width and thickness as shown on the Drawings. The tracks shall be of sufficient length and width to properly support the machine and its load without causing depressions. They shall be equipped with a strike-off screed and internal vibrators of sufficient quantity to provide complete compaction regardless of the depth of concrete placed.

19.15.4 Miscellaneous Minor Equipment for Concrete Pavements

quality bass or bassine fiber not more than 120mm in length. The handle shall be at least 300mm longer than half the width of the slab and be readily adjustable. 10

Edging tools shall have a radius of 6mm.

19.16


Plant and equipment used in the works will not be separately measured for payment, unless provided under a Oayworks arrangement, but will be considered subsidiary to the construction work items for which they are being used and which are contained in the Bill of Quantities.

Hand vibrators shall be of the internal type, adequately powered to operate under full load at a frequency of at least 75Hz and shall have an intensity and period of vibration sufficient to obtain thorough compaction of concrete. 2 Headers shall be shaped to conform to the cross section shown on the Drawings. They shal be of wood or metal and of sufficient thickness and rigidity to provide a vertical construction joint. Headers for continuous reinforced pavement shall be of wood or metal, split longitudinally to provide for the proper depth of continuous reinforcing steel in accordance with the Drawings, 3 Footbridges shall be durably constructed, readily movable and so designed that no part of the bridge will come in contact with the pavement at any time. 4 Hand operated longitudinal floats shall be not less than 3.5m in length and 150mm in width. Floats shall be properly stiffened to prevent flaKing and warping, and be provided with handles. 5 Long·handled floats shall have a blade at least 1m long and 150mm wide. The handle shall be long enough to permit operation of the float from the shoulder. 6 Vibrating screeds used to strike off and compact concrete by the hand method shall be durably constructed, and shaped to provide the cross section shown on the Drawings. They shall be 600mm longer than the width of the pavement, sufficiently strong and rigid to retain shape under all working conditions and be provided with handles. It of wood, they shall be at least 70mm thick and steel shod. 7 Standard 3m straightedges shall be made of suitable material and maintained in accurate alignment. They shall be fitted with a handle long enough to permit operetion of the straightedge from the shoulder. Belts shall be of canvas or canvas/rubber 8 composition, 2 to 4 ply, at least 150mm wide and 600mm longer than the width of pavement. 9 Brooms shall be of the push type at least 450mm wide. They shall contain no more than 3 rows of good

19-11

Ref.

Tftle

20.1

P.reamble

PagaNo. 20..1

20.1.1 20.1.2 20.1.3

Materials

2G-1

Quantities

20.1 2G-1

20.1.4

Symbols, Abbreviations

20.1.5

Deacriptlona and Oeflnhlons

20.2

Worlc of Special Types

20.3

S...ltenate ol Omen. Slmdard SPK~r.c.tions lor Rood & Bndgo ConsiN
- --

Standard Bill of Quantities

20.1

Preamble

20.1.1

Materials

al

b)

c)

dl

20.1.2

The rules contained in this Method of Measurement apply equally to both proposed and executed works. The Bills of Quantities are to be read and construed in association with the Drawings. the Specification and this Method of Measurement. Information which is given on the Drawings and/or in the Specification is identified by cross·references included in the descriptions of work in the Bills of Quantities. Where work cannot be fully described or where the quantity of work required cannot be accurately determined, it is given as a unit and priced as a Provisional Sum. (P.S.) Unless the term meter. used in this Method of Measurement, is preceded by the words square or cubic it is deemed to be linear.

Quantities

a)

Quantities set out in the Bills of Quantities are the estimated quantities end they shall not be taken as the actual and correct quantities for ordering or purchasing of materials.

b)

Works shall be measured net 11s fixed in position in eccord11nce with the rules contained in this Method of Measurement or except where otherwise stated In a measurement rule 11pplicable to the work.

c)

dl

el

20.1.3 a)

Dimensions used in calculating quantities ere taken to the nearest 1 mm. (i.e. 0.5 mm and over is regarded as 1 mm. Less than 0.5 mm is disregarded). Qu11ntities measured in tonnes are given to three (3) places of decimals. Other quantities are given to the nearest whole unit except that any quantity less than one unit is given as one unit. Unless otherwise stated, where minimum deductions for voids are dealt with in this Method of Measurement they refer only to openings which are within the boundaries of measured areas. Openings which are at the boundaries of measured areas are always deducted irrespective of size.

Descriptions Headings to groups of items in the Bill of Quantities are to be read as part of the descriptions of the items to which the headings

apply. General directions and descriptions of items of work given elsewhere In the Tender Documents are not genera fly repeated in the Bill of Quantities. Reference must be made to the Drawings, Specification and Conditions of Contract for this information b)

Dimensions are stated in descriptions generally in the sequence length, width, height. Where ambiguity could arise, the dimensions are identified.

cl

Dimensions given in descriptions are millimetres unless otherwise indicated.

dl

Unless otherwise specifically stated in the Bill of Quantities or herein, the costs of the following are deemed to be included in the rates for measured work:

in

i.

Labor and all costs In connection therewith, Including transport,

ii.

Materials, products, goods and all costs in connection therewith including transport,

iii.

Contractor's equipment and temporary works, including but not limited to construction plant, scaffolding, tools, vehicles and the like, and all costs in connection therewith, including maintaining, adapting, relocating, clearing away and making good,

iv.

assembling, fining and fixing materials, products and goods in position,

v.

any method of fixing, fixing to any nature of base or background including preparation and providing fixing materials,

vi.

breaking down for transport and installation and subsequent re-assembly of composite items manufactured off site,

vii.

waste of materials, and for consumable materials.

viii.

square, raking and curved cuning,

ix.

work at any location or height,

x.

work in small, isolated quantities,

xi.

protection of all work,

xii.

protection of all existing structures, utilities, site improvements, trees and vegetation, features, pavements and other facilities on and adjacent to the site, which are to remain upon completion of the work, all other enabling tasks, associated and subsidiary components and items of

~

~~

Minl•try of Tran•port & Communlcotlona

OORLT

~~~Standard B ill of Quantit ies

work, which are indicated or reasonably inferred from the Drawings and/or the Specification and necessary to perform and complete the work described, xiii. e)

establishment and overhead charges and profit.

Except where items are included in the Bill of Quantities and are priced separately by the Contractor therein, the costs of the following are deemed to be included in the rates for measured work: I.

xviil

setting out and survey work as required in the Contract.

xix.

samples of materials and testing or materials, including providing equipment for testing,

xx.

design drawings, working drawings, road cross sections, shop drawings, coordination, Installation and as-built record drawings, operation and maintenance manuals and the like,

xxi.

preparation and submittal of reports, records, certificates, notices, proposals, designs, details, calculations and other information and data required by the Specification,

xxii.

cost of work items for which there are no direct payments and which are considered In the Specification and other contract documents as subsidiary to other items in the Bill of Quantities,

xxUl

allowance In unit rates for all other requirements services, provisions, liabilities and obtigalions contained in the Ganeral Requirement$ and Conditions of Contract.

site administration and security,

ii. insurances, ill.

bonds and guarantees,

iv.

water for the works,

v. lighting and power for the works. vi.

temporary facilities and temporary accommodation for the use of the Contractor and the Engineer.

vii.

temporary telephones, faxes and photocopying equipment for the u se of the Contractor and the Engineer, and the cost of local calls,

viii.

temporary roads, crossings and the like,

hardstandings,

ix. temporary fencing, hoardings, screens, fans, f oot- ways, guardrails, gantries and the: tike, x.

giving notlees and making applicati ons to all Concerned Authorities and owners, inclUding the payment of fees, royalties, taxes and charges in connection therewith,

xi. safety, health and welfare of workpeople, )IQ.

compliance w ith traffic regulations.

xiii. maintenance of public and private roads, services and adjoini ng property, xiv.

a)

Symbols, Definitions

Abbreviations

and

The following symbols and abbreviations are used in this Method of Measurement and in the Bills of Quantities: lln.m . .::

1ine1r meter

sq.m :

square meter

cu.m "

cubic meter

em '"'

centimeter

mm •

millimeter

nr kg

=

number

"'

kilogramme

'"

percentage

,. %

tonne (metric)

removing rubbish, protective casings and coverings and cleaning the works on completlon,

LS.

=

lump sum

dn

=

nominal diametar

xvl.

drying the works,

Qty "'

quantity

xvii.

testing and commissioning of service i nstallations including providing fuel,

Drg :

drawing.

M J]I c

Mega Pascal

PS "

Provisional Sum

xv.

20-2 .

control of noisa and pollution, prevention of fire and compliance with all other statutory and ge1111ral obligations,

20.1 .4

Sult1>n<1to of Oml>n. Stonclatd Spec;lficnono for FI
Standard Bill of Quantities

bl

The following definitions apply to all work:

i. 'horizontal' means level or sloping work not exceeding 15 degrees from the horizontal,

20.1.5 a)

ii.

'sloping' means sloping work exceeding 15 degrees but not exceeding 80 degrees from the horizontal,

iii.

'vertical' means work exceeding degrees from the horizonta I.

iv.

'curved' means curved in any direction or in more than one direction and to any radius or radii, and includes curved work to domes, vaults and the like.

80

Work of Special Types Work of each of the following special types is separately identified: i.

work on or in existing buildings (i.e. buildings existing before the current project),

ii.

work to be carried out and subsequently removed (other than temporary works),

iii.

work outside the boundaries of the site,

iv.

work carried out in, or under, water (i.e. canal, river or sea waterl.

v.

work carried out In compressed air.

• 20-3

Standard Specification Of OMAN

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