SP-1102B

RESTRICTED April-2008

Document ID : SP-1102B Ver-6 Filing key : Business Control

Petroleum Development Oman L.L.C. Electrical Infrastructure

Specification for Design of 33kV Power Overhead Lines on Concrete Poles

User Note: The requirements of this document are mandatory. Non-compliance shall only be authorised by the Document Owner or his Delegate through STEP-OUT approval. A controlled copy of the current version of this document is on PDO's EDMS. Before making reference to this document, it is the user's responsibility to ensure that any hard copy, or electronic copy, is current. For assistance, contact the Document or the the Document Controller . Custodian or Users are enc Users encour ourage aged d to par partic ticipa ipate te in the ong ongoin oing g imp improv roveme ement nt of thi thiss doc docume ument nt by pro providi viding ng constructive feedback .

Please familiarise yourself with the Document Security Classification Definitions They also apply to this Document!

Petroleum Development Oman LLC

Version: 6.0 Effective: May-08

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SP-1102B: Specification Specification for Design of 33kV OHL on Concrete Poles

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The controlled version of this CMF Document resides online in Livelink®. Printed copies are UNCONTROLLED.



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I

Document Authorisation Authorised For Issue April 2008

Document Authority (CFDH)

Saif Al Sumry UIE, Infrastructure Power System department manager (Corporate Functional Discipline Head-Electrical) Date:

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Document Authorisation Document Custodian

Said Al Shuely, UIE/06 Date:

Document Controller

Date:


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ii


Revision History

The following is a brief summary of the 4 most recent revisions to this document. Details of all revisions prior to these are held on file by the issuing department. VersionNo.

Date

Author

Scope / Remarks

Version 2.0

Feb 00

Version 3.0

Oct 02

Ali Al Raisi, OIE/23 Said Al Shuely, OIE/23

Version 4.0

May 04

Said Al Shuely, TTE/22

Version 5.0

Dec 07

Said Al Shuley, UIE/06

Version 6.0

April 08

Said Al Shuely UIE/6

Converted to Specification as per PDO Policy Cascade. a) Fibre Optic cable included in design. b) Insulators revised to Silicon Rubber. c. Stout Poles provided for Single/Twin ELM OHL. d) Design Requirements revised. e) Shape factor of 1.0 is specified for ELM conductor. f) Cross arm fixing location modified/ g) OHL specified for road crossings. h) Issued for Harweel Cluster Infrastructure Development Project. i) Specified 900N/m² wind force j) Specified STOUT or higher class poles for ALL structures except guard pole structures. k) Silicon rubber insulators with required strength based on Specified Mechanical Load (SML). l) Factors of Safety revised. m) Defined Contractors responsibility for design of complete line. n) Provided information for the analysis of X-braced, H-structures o) Cross Bracing details revised. p) Revised structures. q) Defined minimum and maximum weight spans. r) Conductor pre-tensioning and Sag verification data added s) Revised Fibre Optic Cable location on pole and revised attachment methods. t) Added Stucture Calculations and revised Appendix A through F. Generally updated.The Standard becomes SP-1102A (SP-1102B is introduced for 33kV lines on Concrete Poles). u) SP-1102B Concrete Poles introduced for Single ELM/WILLOW OHL.

Contents Page 4

SP-1102B: Specification for Design of 33kV OHL on Concrete Poles

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1.


Introduction.........................................................................9 1.1. Purpose................................................................................9 1.2. Applicable Standards, Specifications and Codes.................9 1.2.1. PDO standards.............................................................................10 1.2.2. SIOP/SIEP standards...................................................................10 1.2.3. International standards.................................................................12

1.3. Compliance with standards..................................................13 1.4. Order of precedence.............................................................13 2.

Scope...................................................................................14 2.1. General Design Criteria........................................................14 2.1.1. Environmental and General Parameters........................... ..........15 2.1.2. Safety factors.................................... ........................ ..................16 2.1.3. Basic Span............................................ .......................... ............18 2.1.4. Wind Span........................................... ........................... .............18 2.1.5. Weight Span .....................................18 2.1.6. Line Routing.............................................. ....................... ...........19 2.1.7. Line Parameters................................................. .........................19 2.1.8. Spacing.......................................................................................21 2.1.9. Clearance from Airstrips & Helicopter Landing Pads.......... ........21 2.1.10. Clearance from Parallel Pipelines..............................................21 2.1.11. Clearance between the Line Conductor and the FO cable....... .. 24 2.1.12. Location of Pole Mounted Auto – Reclosers..............................24 2.1.13. Deliverables By Contractor.........................................................24

2.2. Design Basis......................................................................... 26 2.2.1. Assumed Normal Working Conditions....................................... ..26 2.2.1.1 Intermediate Pole Structures....................................26 2.2.1.2 Angle/Section Pole Structures..................................26 2.2.1.3 Terminal Pole Structures..........................................26 2.2.1.4 Road Crossing Structures........................................27 2.2.1.5 Pole Erection Loads.................................................27

2.3. Standard 33 kV Overhead Line Design................................28 2.3.1. Conductors..................................................................................28 2.3.1.1 Line Conductor Parameters.................................... ..28 2.3.1.2 Creep Prediction.......................................................29 2.3.1.3 Materials...................................................................29 2.3.1.4 Workmanship.............................................................................29 2.3.1.5 Test Requirements...................................................29 2.3.1.5.1 Conductor Tests.......................................29 2.3.1.5.2 Test Certificate..........................................30 2.3.1.5.3 Certificate of Conformity...........................30 Page 5


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2.3.1.6 System Loading Conditions......................................30 2.3.1.6.1 Line Conductor / Fibre Optic Cable Sag… ………….and Tension, Initial Condition................... 30 2.3.1.6.2 Line Conductor Sag and Tension, … ………….Final Condition.........................................31 2.3.1.6.3 Conductor Pre-Tensioning........................31 2.3.1.6.4 Conductor Sag Verification.......................31 2.3.1.6.5 Conductor Clashing..................................32 2.3.2. Fibre Optic Cable & Accessories........................................... ......32 2.3.2.1 Fibre Optic Cable .......................32 2.3.2.2 Fibre Optic Cable Attachment..................................34 2.3.3. Insulators....................................................................................34 2.3.3.1 General Insulator Parameters..................................37 2.3.4. Insulator Fittings, Conductor Fittings and Vibration Dampers....38 .............................................................................................2.3.4.1 General 36.......................................................................................................... 2.3.4.2 Suspension Clamps......................................... .........38 2.3.4.3 Tension Clamps.......................................................39 2.3.4.4 Joints and Clamps....................................................39 2.3.4.5 Vibration Dampers....................................................40 2.3.4.6 Corona and Radio Interference................................40 2.3.4.7 Aluminium – to – Copper Connectors..................... ..41 2.3.5. Supports......................................................................................41 2.3.5.1 General.....................................................................41 2.3.5.2 Concrete Pole Parameters.......................................42 2.3.5.3 Technical Requirements of Prestressed … ………..Spun Concrete Poles...............................................42 2.3.5.4 Abnormal Defects.....................................................44 2.3.5.5 Identifications...........................................................44 2.3.5.6 Pole Foundations.....................................................44 2.3.5.7 Aggregate for Concrete............................................44 2.3.5.8 Concrete for Foundations.........................................45 2.3.5.9 Foundation dimensional Tolerances..................... ....45 2.3.5.10 Line Identification...................................................45 2.3.6. Anti-Climbing Guards.............................................. ....................46 2.3.7. Cross Arms............................... .......................... ........................46 2.3.7.1 Intermediate Cross arm............................................46 2.3.7.2 Section, Road Crossing and Terminal Cross Arms. .46 2.3.8. Surge Arresters....................................... ....................... .............46 2.3.9. Construction of Support Steelwork....................................... .......46 2.3.10. Galvanizing...............................................................................47 2.3.11. Aircraft Warning............................................. ...........................48

APPENDICES Page 6


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Appendix A1: 33kV Single ELM Overhead Line Structure Calculation – Column Loading and Load Figures .................................49 Appendix B1: Calculation of Wind Span & Weight Span For Single Pole Structure................................................54 Appendix B2: Stringing Sag & Tension Table ........................................59 Appendix B3: Calculation of Cross Arm Type AC for Intermediate Single Concrete Pole Structure........................................68 - B3-1: Strength of Cross Arm......................................68 - B3-2: Applied bending moments .................................68 Appendix H: 33kV Overhead Line Standard Drawings ............................69 Appendix J: Glossary of definitions, terms & abbreviations......................75 Appendix C1: 33kV Overhead Line Calculation for Single ELM …………….. 76 without Fibre Optic Cable on Intermediate Single Pole Structure

Appendix C2: 33kV Overhead Line Calculation for Single ELM……………… 79 with Fibre Optic Cable on Intermediate Single Pole Structure

Appendix C3: Overhead Line Calculation for Single ELM…………………….. 82 without Fibre Optic Cable on Intermediate Single Pole Structure (100m)

Appendix C4: 33kV Overhead Line Calculation for Single ELM……………. 84 without Fibre Optic Cable on Angle/Section Single Pole Structure

Appendix C5: Overhead Line Calculation for Single ELM…………………….. 86 with Fibre Optic Cable on Angle/Section Single Pole Structure

Appendix C 6: 33kV Overhead Line Calculation for Single ELM…………….. 89 without Fibre Optic Cable on Terminal Single Pole Structure

Appendix C 7: 33kV Overhead Line Calculation for Single ELM……………. 92 with Fibre Optic Cable on Terminal Single Pole Structure

Appendix D:

Sag / Tension Calculations…………………………………… 95

Appendix E:

Phase Clearance of Conductors……………………………….. 96

Appendix F1: Cantilever Load on 33kV Composite ………………………….. 97 Post Insulator for Single ELM

Appendix G:

Aerodrome……………………………………………………… 98

Appendix K:

Installation guide………………………………………………… 99

SP User-Comment Form...................................................................110

Supporting Documents: Page 7


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Supporting Document Appendix B3-3: - B3-3: Calculation of Cross Arm Type BC for Angle and Section Single Concrete Pole Structure

Supporting Document Appendix B3-4: - B3-4: Calculation of Cross Arm Type TC for Terminal Single Concrete Pole Structure

1.

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INTRODUCTION


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PURPOSE The design of 33 kV overhead lines in PDO's System shall be generally governed by, but not limited to, the provisions specified herein, and shall be undertaken using the highest standards of professional engineering in a safe manner. This Specification (SP) outlines the minimum requirements for the design of 33 kV overhead lines with or without an aerial all dielectric short span (ADSS) fibre optic (FO) cable supported on precast, prestressed, spun concrete pole structures. These are manufactured in round-conical form with concrete quality that ensures an absolutely smooth and obviously non-porous surface, resulting from a centrifugal process. For installation of overhead lines and other associated electrical equipment, relevant SP's, ERD's and DP's are listed herein and shall be referred to. This Specification shall be utilised in conjunction with one or more of the referenced SP's, ERD's and DP's and International Standards to complete PDO's requirements for installation of overhead line facilities. Contractor shall note that the standard design, parameters, calculations etc., indicated herein, are for reference and general guidance only, and the same shall be treated as minimum requirement. However, it shall remain the responsibility of the Contractor to ensure that sound engineering practices are adopted in the design of an overhead line. Any deviations from this Standard shall be made only with the written prior agreement of the Company.

APPLICABLE STANDARDS, SPECIFICATIONS AND CODES The following standards, specifications and codes shall be consulted when applying the requirements of this Specification. All listed documents shall be latest issue except those documents stipulated by date. In case of any open points in this Specification for precast, prestressed, spun concrete poles, agreement shall be either made only with the written prior agreement of the Company, or the below-mentioned standards shall be taken into account.

PDO STANDARDS HSESM Page 9

Health Safety and Environmental Protection Standards Manual


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ERD-00-06 ERD-00-14 ERD-11-02 SP-1011 SP-1099 SP-1103 SP-1104 SP-1105 SP-1106 SP-1107 SP-1108 SP-1109 SP-1111 SP-1131 SP-1127 SP-1171 SP-1265 SP-1266


Preparation & Content of Engineering Drawings Project Drawing Procedures Engineering Guideline Site Selection and Soil Inverstigation Manual Specification for Installation of Overhead Transmission Lines Specification for Electrical Installation Practice Specification for Electrical Engineering Guidelines (Amendment / Supplement to DEP 33.64.10.10.) Electrical Safety Rules (ESR) Electrical Standard Drawings Specification for Coding & Identification of Overhead Lines Systems Electrical Protection Systems Electrical Safety Operational Procedures (ESOPs) Specification for Earthing & Bonding Specifications for Temporary Electrical Supplies for Construction Hand over and as-built Documentation Layout of Plant Equipment & Facilities Specification for Quality Assurance of Design, Construction and Engineering Works Specification for ADSS Fibre Optic Cables and key accessories Specification for Installation of ADSS Fibre Optic Cables

SIOP/ SIEP standards DEP 33.64.10.10-Gen DEP 34.11.00.11-Gen

Electrical engineering guidelines Site Preparation and Earthworks Field Commissioning & Maintenance of electrical installations and DEP 63.10.08.11-Gen equipment DEP 34.11.00.10-Gen Site Investigation

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IEC 60120 IEC 60433 IEC 60815 IEC 60826 IEC 61089 IEC 61109 IEC 60104

Dimension of Ball and Socket couplings of String Insulator Units Characteristics of String Insulator Units of the Long Rod Type Guide for selection of Insulators in respect of polluted conditions Version: 6.0 Petroleum Development Oman LLC Loading and Strength of Overhead Transmission linesEffective: May-08 Round wire concentric lay overhead electrical stranded conductors Composite Insulators for Overhead Lines Aluminium-magnesium-silicon alloy wire for OHTL Amdt.1 1997 Round wire concentric lay overhead electrical stranded IEC 61089: 1997 conductors BS-EN-ISO-1461 Specification for Hot Dip Galvanising of structural steel Specification for Hot Dip Galvanised Coatings on Iron and BS 729 SteelArticles BS 3436 Specification for ingot zinc Specification for Insulator and Conductor fittings for overhead BS 3288 1-4 power lines BS 4102 Barbed Wire Steel Wire & Wire Products. Non-ferrous Metallic on Steel Wire. BS EN 10244-2 Zinc or Zinc alloy coatings Conductors for overhead lines – Round wire concentric lay stranded BS EN 50182:2001 conductors. (see below) ANSI C2-2002 National Electrical Safety Code ANSI / ASCE 10-97 Design of Latticed Steel Transmission Structures ASCE No. 74 Guidelines for Electrical Transmission Line Structural Loading IEEE 524: 1992 Guide to Installation of Overhead Transmission Line Conductors IEEE Standard for the calculation of current temperature IEEE 738 relationship of bare overhead conductors IEEE 1048 IEEE Guide for protective grounding of power lines EN 50182:2001-12 Overhead lines of round concentric stranded conductors EN 62305:2006-10 Protection against flash light DIN EN ISO Steels for reinforcement and prestressing of concrete 15630:2002-04 EN 12843:2004-11 Precast concrete parts – Poles (CE European Conformity Mark) EN 13369:2004-09 General provisions for precast concrete units EN 50341-1 Overhead electrical lines exceeding AC 45 kV: General requirements – Common specifications DIN EN 50341-3-4: Overhead electrical lines exceeding AC 45 kV 2002-03 EN 50423:2005-05 Overhead electrical lines exceeding AC 1 kV up to and including AC 45 kV ISO 4017:2000-11 Hexagon screw ISO 4032 Hexagon nut and ISO 4035:2000-11 DIN EN ISO Washer 7089:2000-11 EN ISO 898-1: Mechanical properties of fastener 1999-11 EN 10056:1998-11 Structural steel equal and unequal leg angles EN 10025-2:2005-04 Hot rolled products of structural steel EN 10027:2005-11 Designation systems for steel EN ISO 898-1: Mechanical properties of fasteners 1999-11 BS EN 1992-1-1: Eurocode 2. Dimensioning and construction of reinforced concrete 2004-12 and prestressed concrete framing – General Dimensioning Page 11 SP-1102B: Specification for Design of 33kV OHL on Concrete Poles Printed 20-04-2008 provisions and rules governing construction The controlled version ofEurocode this CMF Document resides online Livelink®. Printed copies are UNCONTROLLED. DIN V ENV 1992-12. Planning ofinreinforced concrete and prestressed concrete framing – Part 1-2: General Provisions; Dimensioning of 2: 1997-05 framing in case of fire; German Version ENV 1992-1-1:1995 Framing made of concrete, reinforced concrete and prestressed DIN 1045-1: 2001-07 concrete Part 1: Dimensioning and Construction



INTERNATIONAL STANDARDS EN 206-1: 2001-07 EN 196 EN 197 EN 729-2: 1994-11 DIN EN ISO 9001:2000

CISPR 18-2: 1986: Part 2

ICAO

PANS-OPS doc.8168 CIGRE Electra No.75

1.3

Concrete, Part 1: Provision, characteristics, production and conformity; German Version EN 206-1: 2000 Methods of testing cement Cement Quality requirements concerning welding – Fusion welding of metallic materials – Comprehensive quality requirements German Version EN 729-2: 1994 Quality management system Radio interference characteristics of overhead power lines and highvoltage equipment. Methods of measurement and procedure for determining limits. International Standards and Recommended Practices; AERODROMES Annex 14 to the Convention of International Civil Aviation, Volume 1, Aerodrome Design and Operations, Chapter 6, Visual Aids for Denoting Obstacles.; Aerodrome design manual paragraph 14.7, Obstacle lighting hightension overhead wires Air Navigation Services-Aircraft Operation Permanent Elongation of Conductors - Predictor Equation and Evaluation Methods

COMPLIANCE WITH STANDARDS All requirements of this Standard shall apply except where equipment manufacturers’ standards are more stringent, in case of which the latter shall apply. For any planned deviation from this SP, the written agreement of the Company shall be obtained prior to commencing associated engineering or construction work. In all cases the Company shall determine the suitability of the design provided and of the works executed by the Contractor.

1.4

ORDER OF PRECEDENCE If the Contractor has any doubt concerning the applicable specification for a particular project, he shall bring the concern or question to the attention of the Company for clarification or resolution. The Company's decision shall be final and binding.

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In case of queries concerning the pole, the procedures required for its handling or its mounting and fittings, the manufacturer itself can be directly consulted by the Contractor.

2. SCOPE GENERAL DESIGN CRITERIA The purpose of these design specifications is to present the standard design criteria and calculations for 33-kV overhead transmission lines on PDO's Electrical System. These design specifications are for transmission lines of single, all-aluminium alloy (AAAC) ELM conductor or WILLOW conductor per phase on prestressed spun-concrete pole structures. All standard spun-concrete pole structures have been pre-designed and the standard drawings for these structures are a part of these specifications. This technical information mentioned herein is essential for transmission-line design engineers. However, the application and use of this specification applies to all who are responsible for planning, design, construction, inspection, operation and maintenance of transmission systems. The information provided herein shall cover the majority of the design problems encountered by the transmission-line design engineer. However, it is not possible to cover all contingencies. The design engineer must have the Page 13


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knowledge, professional ability, skills and initiative to recognise and deal with special applications and conditions. The Contractor shall by all means remain responsible for the overall design, construction and performance of the complete transmission line. This design standard and the standard structures are based on relatively flat terrain and generally long, straight-line sections. The Contractor must have the knowledge, technical ability and experience to propose design changes for varying conditions. The Contractor shall be responsible for proposing design modifications during line design for hilly terrain, line routes that are not straight, sand dunes and poor soil conditions or any other deviation from basic design conditions. In order to avoid cascade failure due to high wind, the line design shall observe the requirement to have a maximum section length of 2000m. Conductor drums shall be programmed for stringing ta king into consideration that midspan joints are not permitted. The expected service life of prestressed spun-concrete pole transmission lines is 50 years. This expected service life is the basis for the following: determining design wind loadings, specifying treatment for prestressed spunconcrete poles, specifying coatings for structural steel and selection of all other material for line construction. The Contractor shall call to the attention of PDO any errors, omissions and/or conflicts between drawings for resolution. The Contractor shall utilise an industry recognised and accepted Sag and Tension Calculation Program such as "SAG 10" or "PLS-CADD" or “Sag Tensions CADtenary”, or an approved equivalent. Contractor shall be required to provide completed Plan and Profile Drawings showing structure locations, conductor and fibre-optic-cable sag curves and ground clearance curves within the design parameters specified herein. Standard overhead line structures and associated foundation, together with all required accessories, are detailed in the Standard Drawings contained in SP1105, Group-2. Applicable Standard Drawings are listed under appendix-H of this standard.

ENVIRONMENTAL AND GENERAL PARAMETERS Table G1 Nominal system voltage System frequency Maximum system voltage Power frequency withstand voltage (1 Page 14

33 kV 50 Hz 36 kV 70 kV (rms)


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minute) Lightning impulse withstand voltage System fault level at rated voltage (3 phase symmetrical) Minimum creepage distance for insulators Wind pressure (velocity) under everyday conditions Max. wind pressure (velocity), q Maximum wind gust, v Minimum conductor temperature Everyday conductor temperature Maximum conductor temperature Maximum conductor temperature Force coefficient for prestressed spun concrete poles Force coefficient for insulators Force coefficient for ELM conductors Force coefficient for Willow conductors Force coefficient for fibre-optic cable Shape factor for ELM / Willow conductors Shape factor for ADSS fibre-optic cable Shape factor for cylindrical objects Note 1:


170 kV (Peak) 25kA / 3 Sec 1440mm 39 N/m2 (at 8 m/s) 900 N/m 2 (at 38.34m/s) 38.34 m/s 5° C 35°C 80° C (for continuous current rating) 90° C (for sag/tension calculations and short time current rating) 0.7 1.0 1.1 1.3 1.3 1.0 1.0 1.0

The maximum conductor temperature indicated shall be used to determine the final sag at maximum still-air temperature for FOC and the line conductor, and to calculate the short-time current rating of the line conductor. A temperature of 80°C shall be used as basis for determining the continuous current rating of the line conductor. Based on 50-year recurrence, a wind velocity inclusive of gusts of 138 km/h (38.34 m/s) shall be applied for the conductors, fibre-optic cables and all structural components for prestressed spun-concrete pole structures with the application as well of the appropriate safety factors.

2.1.2 SAFETY FACTORS The minimum safety factors to be applied to overhead-line design for the maximum simultaneous working conditions shall be as follows: Table S1 Page 15


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Page 16

1.

Phase and earth conductors on ultimate tensile strength with maximum wind and minimum ambient temperature

2.5

2.

Phase and earth conductors on ultimate tensile strength during normal everyday temperature conditions

6.0

3.

Fibre-optic cable at ultimate tensile strength and at maximum wind and minimum ambient temperature

1.6

4.

Fibre-optic cable under maximum working tension, at everyday temperature conditions and still air

8

5.

Partial safety factor for prestressed spun-concrete pole supports for characteristic compressive strength of concrete, with continuous quality supervision, concrete class C55/67 (f ck,cy l = 55 N/mm2, f ck,cube = 67 N/mm 2)

1.363

6.

Partial safety factor for prestressed spun-concrete pole supports for characteristic compressive strength of concrete, with continuous quality supervision, Concrete class C80/95 (f ck,cyl = 80 N/mm2, f ck,cube = 95N/mm2)

1.44

7.

Global safety of support foundations against overturning or uprooting under maximum wind and conductor tension

2.0

8.

Partial safety factor for steel cross arm for characteristic strength f yk

1.1

9.

Partial safety factor for Steel reinforcement of prestressed spun concrete pole supports on characteristic strength f yk

1.15

10.

Partial safety factor for steel reinforcement of prestressed spun-concrete pole supports for characteristic strength f p0,1k

1.15

11.

Insulator strings and post insulators - based on Specified Mechanical Load Per Section, Section 3.3.1 of ANSI C29.11 - 1989

2.5

12.

Partial safety factor of bolts and screws, grade 8.8 and A4-70 for cross arm, and 4.6 for all other applications for characteristic strength f y,b,k (1.21 = 1.1 * 1.1)

1.21

13.

Partial safety factor of bolts and screws, grade 8.8 and A4-70 for Cross Arm and 4.6 for all other applications for characteristic strength f u,b,k (1.375 = 1.1 * 1.25)

1.375


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14.

Safety factor for net allowable safe bearing capacity for support foundations (See note no. 1 below)

1.0

15.

Partial safety factor for wind load on pole supports

1.35

16.

Partial safety factor for wind forces from wind load on conductor and fibre-optic cable on pole supports

1.35

17.

Partial safety factor for conductor tension load on pole supports

1.35

18.

Partial safety factor for fibre-optic cable tension load on pole supports

1.35

19.

Partial safety factor for vertical loads on pole supports

1.35

Note: 1. Allowable safe bearing capacity of soil shall be as recommended in the soil investigation report. In the absence of any recommendations, a factor of 3.0 shall be applied to the maximum bearing capacities calculated in such reports. 2. The standard 33-kV foundation drawings indicate the values of safe bearing capacities for the most common types of soil encountered in PDO service territory. 3. The safety factors indicated are minimums that must be maintained but may be exceeded. They shall be rechecked with the actual manufacturer’s recommendation for the project, and increased when mutually agreed by PDO, the Consultant, and the Contractor.

2.1.3 BASIC SPAN The term “basic span length” shall mean the horizontal distance between centres of adjacent supports on level ground, from which the height of standard supports is derived with the specified clearances to ground in still air at final sag and at maximum temperature. 2.1.4 WIND SPAN The term “wind span” shall mean half the sum of adjacent horizontal span lengths supported on any one support. The maximum allowable wind span is normally determined by the capacity of the intermediate poles to resist the bending moments due to the wind at right angles to the line, acting on the line conductor, fibre-optic cable, poles, and insulators. In case of heavy angle of the OHL, the strength of the angle pole may limit the wind span. Please refer to Appendix A1 for load figures with admissible tension forces for angle/section and terminal poles.

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The pole strength is the determining factor in deciding the wind span; however, the cross arm shall be designed so as not to be the limiting factor on the maximum wind span and conductor spacing. Please refer to Appendix B for formulae for wind span calculations for single pole structures.

2.1.5 WEIGHT SPAN The term “weight span” shall mean the equivalent length and the corresponding conductor weights supported at any one support. This is the distance between the bottom-most conductor positions in adjacent spans. Weight span varies with ambient conditions. There are two types of weight spans: 1. MINIMUM WEIGHT SPAN: The weight span with the conductor at initial conditions and minimum temperature in still air.

2. MAXIMUM WEIGHT SPAN: The weight span with the conductor at final conditions and maximum temperature in still air. Weight span 1, the minimum weight span, and the corresponding sag are used to determine uplift conditions at each structure location. Weight span 2, the maximum weight span, and the corresponding sag are used to determine the total weight of conductor supported at each structure location. Pole column loading and cross-arm loading shall be checked using the maximum weight span. For a graphic presentation of weight spans, please consult Appendix B1.

2.1.6 LINE ROUTING The route of an overhead line shall be determined, and the lengths and sections shall be chosen to avoid/minimise the requirement for in-line joints. The maximum section length shall be 2000 metres. Section pole structures shall be installed at the ends of each section length and shall be suitable to withstand forces associated with broken conductor conditions on either side of the structure. Overhead lines, as far as possible, shall be constructed in a straight line between section structures. Intermediate structures shall be used for deviations up to 5 degrees in the line route for ELM Conductor without FO cable and up to 80m wind span or WILLOW Conductor and up to 100m wind span. Where Page 18


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deviations of more than 5 degrees in the line route are required, the proper angle structure shall be selected. Line angle is not allowed for intermediate poles with ELM Conductor and a wind span of more than 80m and for WILLOW Conductor with a wind span of more than 100m. Please consult Appendix A1 for load figures with admissible tension forces for Angle/Section and Terminal poles.

2.1.7 LINE PARAMETERS All single main circuits of 33-kV overhead lines from the 33-kV substations shall be installed with single ELM conductors. All branch lines / spur lines to well heads etc. from the main circuit may be constructed with Willow conductors (the current- carrying capacity of Willow conductors will generally be sufficient for branch line loads). Only 33-kV overhead lines with single ELM conductors shall be designed suitable for installation of fibre-optic cable. The type of line conductor (Single ELM / Willow) and the requirement for providing fibre-optic cable shall be established during front-end design (FED). Line parameters are shown in table E1. Table E1 PARAMETER

ELM

Basic span (max.) Intermediate structural Type

100 m Single Pole I(12) 100 m

Maximum allowable wind span for pole structures Section length 2 km (max.) Minimum ground clearance For conductor 6.3 m For FO cable NA Minimum ground clearance to finished road level for major road crossings For Conductor 14.85 m For FO Cable NA Page 19

ELM WITH FOC 80 m Single Pole I(12) 80 m

WILLOW

120 m Single Pole I(12) 120 m

2 km

2 km

6.3 m 5.0 m

6.3 m NA

14.85 m 13.85 m

14.85 m NA


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Minimum ground clearance to finished road level for minor road crossings For Conductor 12.85m For FO Cable NA Positive sequence 0.339 reactance per km Ω /km of the line conductor per phase Note 1:


12.85 m 12.85 m 11.85 m NA 0.339Ω /k 0.369 m Ω /km

- An allowance of 0.3 m for conductor creepage is already included in the clearances specified above. At road crossings, overhead road-crossing signs shall be provided. - Reference shall be made to HSESM, Chapter 11. - The Contractor shall submit line profile and route plans on which the 5oC and 90oC conductor and FO cable sag curves are plotted together with the required ground clearance curve. These shall be derived in accordance with Sections 2.3.1.5 and 2.3.1.6.

2.1.8 SPACING Please consult Clause 4.2 and Table 1 of SP 1127, Layout of Plant Equipment and Facilities, for spacing requirements between overhead lines, equipment, and facilities. 2.1.9 CLEARANCE FROM AIRSTRIPS AND HELICOPTER LANDING PADS Clearance from airstrips and helicopter landing pads shall meet the requirements of civil aviation authorities, and their permission shall be obtained prior to commencement of work. Any line designed to pass within a 4.6 km radius from the centre of airstrips or helicopter-landing pads shall meet the requirements of the relevant authorities. On the approach and take-off directions, the restriction extends up to 15 km from the centre of the runway. A topographical map showing the proposed line details and construction programme shall be submitted well in advance to the Head of PDO Air Operations to obtain permission from the Directorate of Civil Aviation. This may require a site visit by the authorities. The “obstacles” within this area are determined according to the height of the structure. The criteria for evaluating an “obstacle” are detailed in procedures set down in Air Navigation Services- Aircraft Operation (PANS-OPS doc. 8168)'. Page 20


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See also the sketch in Appendix G of this document for guidance. Further details can be found in the International Recommended Practice Aerodrome, Annex. 14.

Standards

and

No construction within the restricted area shall commence without clearance from the responsible authorities.

CLEARANCE FROM PARALLEL PIPELINES Metal pipelines used to convey fluids can be considered as conductors insulated from earth. They may for part of their length be exposed to several types of influences and especially to influences of near HV lines. The influences can result of three types of couplings: -

Capacitive

-

Inductive

-

Conductive

Under fault conditions in the most severe cases and if no protective measures taken voltages on influenced pipelines can reach magnitude between several hundred volts and a few kilovolts. In normal operation, influences are normally much lower, but nevertheless safety problems can be created.

Capacitive coupling Only aerial pipelines situated in the proximity of aerial high voltage lines are subjected to the capacitive influence of the conductors. Power frequency voltages can appear between the pipelines and earth when the pipeline is insulated from the earth, their magnitudes depend mainly on the voltage level of the line, on the distance between power line, pipeline and on the power line operating conditions (normal operations or faults). Metallic pipelines are most often buried and therefore protected from any capacitive coupling effects.

Inductive coupling Parallel routing of high-voltage overhead lines induces voltages in pipelines in steady- state and in fault conditions, which, if not restricted, can have the following effects: • • •

Dangers to personnel coming in contact with the pipelines (touch and step voltages) Damages to the pipeline coating The danger that cathodic protection may become inoperative. The voltages induced depend on the following factors: a) b)

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Separation distance Line current


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c) d) e)


Transmission voltage level Pipe coating resistance Soil resistivity

Under normal operating conditions, the maximum induced voltage on the pipeline shall be limited to 50 V to ensure personnel safety. Studies show that induced potential in pipelines in PDO systems is approximately 20 V, which is well within limits. Under fault conditions the induced voltage is much higher, and it varies with the line current contribution from both ends of the 33-kV line, as well as with the length of parallel run. To achieve a safe touch voltage of 542 V as stipulated in ANSI / IEEE, the separation which must be maintained depends on the length of parallel run and is given in the table below. Earth fault currents of 2000 A and fault clearance time of 0.3 sec have been considered in the study. Table P1 Parallel Run

Minimum separation between 33-kV line and pipe must be maintained

Up to 4.5 km

500 metres

4.5 km to 6.5 km

1 km

6.5 km to 10 km

1.75 km

For parallel routing more than 10 km and/or with higher fault currents, specific case studies must be conducted to determine the separation required. If the induced voltage / time limitations cannot be met, additional safe working practices and precautionary measures shall be applied to protect personnel when working on exposed conductive parts of the pipeline and associated components. Precautionary measures shall include, but shall not necessarily be limited to, low resistance pipe coating, earthing (grounding) mats near the pipelines, and suitable layers of crushed rock / limestone on the surface near the pipes for persons to stand and work. Further advice may be obtained from CFDH – Electrical. In case the above mentioned separation between the power line and pipeline cannot be achieved then the pipeline department shall make his own study and implement the required pipeline protection, the installation shall comply with safety regulations, i.e. the pipeline cathodic protection shall be designed for a higher current. Conductive coupling Page 22


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Fault current flowing through the earthing electrode of a tower produce a potential rise of the electrode and of the neighbouring soil with regard to remote earth. Pipelines will be influenced if they are connected to the ground electrode of the HV system or if they enter into the “zone of influence” of the electrical installation; the insulating coating is then subject to the potential difference that exists between the local earth and the pipe potential and can be damaged. If a pipeline is not influenced by capacitive or inductive coupling, its normal potential can be assumed to remain very close to the reference potential of remote earth. Therefore, any earth potential rise at the pipeline location due to a fault or lightning stroke on the tower is applied directly to the insulating coating of pipeline and puncturing of the pipeline coating can occur. Melting of the pipeline steel may even occur only when the pipeline is very close to a tower earth electrode. A fraction of earth potential rise is than applied to the metallic pipeline and can be transferred by the pipeline to a remote pipeline access point or cathodic protection system. It may create touch and step voltage, which may be applied, to workers touching the pipeline at access points or standing nearby such point. In the case of proximity between a pipeline and transmission line tower, mitigation of conductive coupling effects may be achieved by reducing the earth potential rise at pipeline location, increasing the pipeline coating dielectric withstand, etc. In any case for crossing the OHL with pipeline the following is recommended: -

minimum distance of 50 m have to be provided between line tower and pipeline

-

recommended crossing angle between HV line and pipeline have to be more than 45°.

2.1.11 CLEARANCE BETWEEN THE LINE CONDUCTOR AND THE FO CABLE A minimum clear separation of 1.0 m shall be maintained between the 33-kV line conductors and the FO cable along the entire span under all loading conditions, as stipulated by the recommendations of the National Electrical Safety Code C2 – 2002, published by The Institute of Electrical and Electronics Engineers, Inc. 2.1.12 LOCATION OF POLE-MOUNTED AUTO – RECLOSERS Pole-mounted auto reclosers for spur lines and tap branch lines shall typically be located on the first pole after the tap-off arrangement. 2.1.13 DELIVERABLES BY CONTRACTOR The following Engineering Documents shall be submitted f or Approval: 1. Numbering system of documentation Page 23


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2.

Drawing Schedule/Drawing List

3.

Line route drawings/maps of Overhead Transmission Line

4.

Longitudinal profile drawings of Overhead Transmission Line

5.

Spotting of pole structures on longitudinal profiles, structure lists and sag templates.

6.

Soil Investigation Report

7.

Access Road drawings

8.

Documentation concerning phase conductors and cables

9.

Detailed drawings of conductor fittings and accessories (including midspan joints, repair sleeves etc.)

10. Detailed drawings of each insulator set (including all fittings) 11. Documentation concerning Fiber Optic Cable (ADSS) 12. Detailed drawings of Fiber Optic Cable (ADSS) 13. Detailed drawings of joint boxes 14. Detailed drawings of Fiber Optic Cable (ADSS) suspension set and tension sets (including all fittings) 15. Detailed drawings and guaranteed schedules for electrical equipment 16. Detailed drawing of aircraft warning devices 17. Detailed drawing of conductor and Fibre Optic Cable (ADSS) drums 18. Performance test reports on conductors, Fibre Optic Cable (ADSS), insulators, insulator sets etc. 19. Sag tension calculation for phase conductors and Fibre Optic Cable (ADSS) 20. Installation criteria for vibration dampers, spacers, spacer dampers 21. Design calculation and detailed drawings for pole structures (if required by PDO) 22. Design calculation and detailed drawings for pole structures foundations (if required by PDO) 23. Detailed drawings for all structures and foundations with marked up modifications, if any. 24. Detailed drawings of earthing systems 25. Detailed drawings of identification plates, danger plates, number and phase plates 26. Detailed drawings of Anti-climbing Guards 27. Operation manuals and maintenance books. 28. All As Built documents. The Contractor shall submit all required stringing sag and tension data and the completed Plan and Profile Drawings for review by PDO as a part of the Page 24


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contract deliverables. The Contractor shall utilise the information provided in this Standard Design Criteria section and in Appendix A and B as the basis for sag and tension calculations and the preparation of Plan and Profile Drawings. Deliverables shall be submitted far enough in advance to allow time for checking and changes, if any, without causing delay to the project.

2.2

DESIGN BASIS

2.2.1 ASSUMED NORMAL WORKING LOADING CONDITIONS 2.2.1.1 INTERMEDIATE POLE STRUCTURES Vertical loading: the weights of insulators cross arms, and all other fittings and the actual dead weight of the line conductors, based on the maximum weight span specified. Transverse loading: maximum wind pressure at right angles to the lines on the whole projected areas of the conductors and insulators and on the whole projected area of the prestressed spun-concrete poles. Angle loading: intermediate structures may be used up to a 5° line angle for single ELM lines with wind span up to 80 m and without FO cable, and with wind span up to 66 m with FO cable. For intermediate poles with ELM Conductor and more than 80m wind span, a line angle is not allowed. Intermediate structures for single ELM are single-pole structures.

2.2.1.2.

ANGLE / SECTION POLE STRUCTURES Loading consists of the maximum vertical and transverse wind loading as described above, plus the transverse horizontal components of the maximum conductor tension, resolved for the maximum deviation angle concerned. In addition, angle structures are designed for uplift loading equivalent to a negative weight span equal to the basic span for each construction. The heavy angle and section structures are also designed for the following load case: torsionial moment from unbalanced longitudinal loading of 100 % of the maximum existing working tension at all conductor attachment points. For load figures refer appendix – A1 (A/S type Pole).

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2.2.1.3.


TERMINAL POLE STRUCTURES Loading for terminal structures shall be the maximum vertical and transverse wind loading as described for intermediate and suspension supports, plus the full maximum existing longitudinal conductor tensions, together with a plan angle of entry up to 45° on the line side.

In addition, 33-kV terminal pole structures are designed for droppers having a maximum tension of 600 kg for each conductor, acting at any plan angle of deviation from 0° to 30° to the incoming line and a vertical angle from 0o to 60o. For load figures refer appendix – A1 (T type Pole).

2.2.1.4 ROAD-CROSSING STRUCTURES The general arrangement of road crossing structures, guard poles, etc. shall be as shown on standard drawings. Road-crossing structures shall be positioned so that at least 15 m are maintained from the nearest pole to the road edge. These are straight- line structures and, in addition to the normal loading mentioned above, they shall be designed to withstand the loads imposed when road-crossing conductors are removed with a partial factor of safety of 1,35 for the existing conductor tension. Please consult Appendix A1 for load figures with admissible tension forces for angle / section and terminal poles. The road-crossing structure must resist longitudinal tensions imposed when road-crossing conductors are removed, and if the longitudinal loads imposed by a broken conductor (at any conductor position in the first span away from the road crossing). The crossing shall be protected on each side by crossing guards. A warning plate with height-to-crossing details in English and Arabic shall be fitted to the guards at mid-span. Crossing guard poles shall resist transverse and longitudinal forces from the guard wire which carries the horizontal guard pipe. Countdown markers shall also be provided to warn of the crossing and these shall be provided on each side of the crossing at 100 m intervals. The height of road-crossing structures shall be sufficient to give the minimum specified vertical clearance from conductors to road surface, under maximum conductor-temperature conditions. Structures shall utilize single-piece poles without separate extensions.

2.2.1.5 POLE ERECTION LOADS The Contractor shall propose the method to be used for pre-tensioning and stringing conductors, to prevent structures and cross arms from Page 26


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being stressed beyond their design loads. The proposed methods shall be provided to PDO sufficiently in advance so that approvals can be obtained from the Company before any stringing work commences.

2.3

STANDARD 33 KV OVERHEAD LINE DESIGN 2.3.1 CONDUCTORS Line conductors shall comply with IEC 61089 and EN50182. Only ELM and WILLOW AAAC conductors shall be used. If any other conductors are to be used prior written approval shall be obtained from the Company.

2.3.1.1 LINE CONDUCTOR PARAMETERS Line conductors shall be ELM All Aluminium Alloy Conductors (AAAC). All conductors shall comply with the requirements of IEC 61089. The main data characteristics are given in Table C1. The contractor shall submit certificates of analysis giving the percentage and nature of any impurities in the metal from which the wires are made. Joints in individual wires are permitted in any layer except the outermost, in addition to those made in the base rod or wire before final drawing, But such joints shall be less than 15 metres apart in the complete stranded conductor. Such joints shall be made by resistance butt-welding and shall be annealed after welding over a distance of at least 25-cm on each side of the joint. They are not required to fulfil the mechanical and electrical requirements for un-jointed wires. Factory certificates of conformity/compliance shall be furnished. The line conductors shall be supplied on impregnated drums of approved material constructed so as to enable the conductors to run smoothly and in lengths as long as can be conveniently handled and erected. The cut ends of conductors, together with the joints, clamps and fittings attached to the conductors themselves, shall be treated in an approved manner to prevent the ingress of moisture. Table C1 CONDUCTOR PARAMETERS

ELM

WILLOW

AAAC

AAAC

Diameter of conductor

18.8 mm

12.12 mm

Area of conductor

211 mm²

89.73 mm²

Nominal Aluminium Area

175 mm²

75 mm²

0.58 kg/m

0.246 kg/m

Material

Weight of conductor

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Ultimate Tensile Strength (UTS) Modulus of elasticity

59100 N

25180 N

55900 N/mm²

58850 N/mm²

-6

-6

Temperature coefficient of linear expansion

23 X 10 /°C

23 X 10 /°C

Continuous current rating (80°C)

400 A

230 A

Short-time current rating (90°C)

475 A

270 A

0.1568 Ohm/km

0.3665 Ohm/km

1900 kg

1300 kg

Max. DC resistance at 20°C Maximum Conductor Tension , Initial Conditions, 5 oC, with 900N/m 2 wind force used for single conductor

2.3.1.2. CREEP PREDICTION The Contractor shall submit to PDO sufficient information and calculations based on the results of an approved system of tests to reasonable predict the long-term creep characteristics of the conductors and the shieldwire. The Contractor shall also submit proposal for a creep compensation regime to be applied at the time of stringing. Reference shall be made to the recommendations contained in CIGRE Electra No. 75 for creep evaluation (equation 8, page 77 for All Aluminium Alloy Conductors). Such a regime will typically involve prestressing of the conductors prior to sagging, together with sagging of the conductors at initial tensions higher than final design tensions. The regime shall be designed to compensate for the predicted creep of the conductors over its initial 10 years of service life. 2.3.1.3. MATERIALS Aluminium alloy wire shall comply with the requirements of IEC 60104. The copper content shall not exceed 0.05%. 2.3.1.4. WORKMANSHIP Precautions shall be taken during the manufacturing, storage and delivery of conductors to prevent contamination by copper or other materials, which may adversely, affect the aluminium or aluminium alloy. Where permitted in IEC 61089 for aluminium or aluminium alloy wires the preferred method of jointing single wires is cold pressure welding.

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2.3.1.5. TEST REQUIREMENTS 2.3.1.5.1. CONDUCTOR TESTS Sample tests shall be undertaken on all conductors in accordance with the requirements of IEC 61089 as applicable and this Specification. The mechanical tests shall be taken on straightened samples of individual wires taken after conductor stranding. In the event of the sample from any length not passing the mechanical or resistivity tests, a second and third sample shall be taken from the same length, and if one of these also fails under test, the length of conductor (ie. drum) from which it has been taken shall be rejected. For the ductility tests, should any variation occur in the results between the torsion and elongation methods of testing the results of the torsion test shall prevail. In the event of any machinery being used for conductor manufacturing being used for materials other than aluminium, galvanised or aluminium clad steel, the manufacturers shall furnish to PDO with a certificate stating that the machinery has been thoroughly cleaned before use on aluminium, aluminium alloy, galvanised or aluminium clad steel wire and that the conductor is free from contamination. 2.3.1.5.2. TEST CERTIFICATE All metallic materials used in the manufacture of conductors shall be covered by test certificates stating their mechanical and chemical properties to prove compliance with this Specification and IEC as appropriate. These certificates shall be made available to PDO upon request. Test records covering Type and Sample tests shall be made available to PDO.

2.3.1.5.3. CERTIFICATE OF CONFORMITY When requested copies of the following certificate/records shall also be forwarded: (a) Metallic material test certificate; (b) Conductor stranding equipment non contamination certificate.

2.3.1.6 SYSTEM LOADING CONDITIONS

2.3.1.6.1 LINE CONDUCTOR / FIBRE OPTIC CABLE SAG AND TENSION, INITIAL CONDITION Line conductors / fibre-optic cable shall be tensioned to ensure that: • Tension at minimum ambient temperature and maximum wind speed does not exceed UTS / safety factor (2.5 specified for line conductor & 1.6 specified for FOC) Page 29


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• Tension at everyday temperature of 35 oC and a wind speed of 8 m/s does not exceed UTS / safety factor (6.0 specified for line conductor and 8 specified for FOC). This is known as “everyday tension”. • At a conductor temperature of 90°C, the minimum ground clearances shall be met with consideration of minimum clearance of 1.0 meters between the 33-kV line conductor and the FOC, at the maximum sag point. All the above three conditions shall be met. By maximising the sag, while meeting the clearance requirements, the stresses in the line will be reduced.

The formula for sag / tension calculations is given under Appendix D. The conductors / FOC on the overhead lines shall be tensioned to meet the sag requirements. Stringing Sag and Tension Tables for initial conditions are provided for various ruling spans in Appendix B2.

2.3.1.6.2 LINE CONDUCTOR SAG AND TENSION, FINAL CONDITION Due to creepage, the sag of the line conductors increases with time. This shall be taken into account when plotting the ground clearance profiles. Line conductors shall be pre-tensioned prior to permanently making off. This ensures that the conductors are properly bedded down and eliminates a portion of the creep (approximately 0.3 m). A creep allowance of 0.3 m for the remaining portion of the creep shall be added to the sag at maximum line conductor temperature of 90° C to produce sag and tension charts for a range of equivalent spans for the entire life of the overhead line. At the time of installation of the line, the total clearance shall be inclusive of this creep and the minimum clearance required.

2.3.1.6.3 CONDUCTOR PRE-TENSIONING Conductors shall be pre-tensioned in each line section between dead ends after the conductor has been brought up to initial stringing sag and tension and the sag has been verified by PDO and recorded. The conductor position at the dead ends at each end of the line section shall be marked. The conductor shall be tensioned to 125% of the initial stringing tension or 80% of the initial sag and held at this sag and tension for one (1) hour and 20 minutes. After one (1) hour and 20 minutes, the conductor shall be returned to the initial position marked at the dead ends and the sag rechecked and recorded. All recorded sags and the difference between the initial sag and the sag after pre-tensioning shall be provided to PDO.

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2.3.1.6.4 CONDUCTOR SAG VERIFICATION The Contractor shall provide suitable dynamometers, sighting boards, and sighting levels, and other approved apparatus necessary for checking conductor sag and tension. When required by PDO, dynamometers shall be tested and, where necessary, calibrated. Conductor sagging shall be measured and analysed with sighting boards and sighting levels. Sag shall be measured and adjusted at the low point of the conductor in the span. The actual sag of the installed conductors shall not depart by more than minus 4% from the stipulated sag, as shown in the stringing. For single conductor lines, the sag of one line conductor shall not depart more than 100 mm from the sag of the other line conductors in a single span. When required by the Company, the Contractor shall provide all assistance necessary to allow the Company to verify that sags and tensions are within the tolerances specified above. Such verification shall be carried out at selected points along the route of the line, as requested by the Company. Clearance between conductors and the ground, and between jumper conductors and the structure, shall be checked after conductor installation is complete and sag has been verified. The Contractor shall keep records of all sagging activities, including the mean actual sag of the line conductors, the date of stringing, and the ambient-air and conductor tension for each line section. Records shall be kept on Form No. 20 from SP-1100. These records shall be turned over to the Company at the conclusion of line installation. 2.3.1.6.5 CONDUCTOR CLASHING Three-phase conductors are spaced apart so that satisfactory electrical clearances are maintained under the most credible conditions of opposed conductor swinging. Formulae to assess the requisite spacing have been given in Appendix E.

2.3.2 FIBRE OPTIC CABLE & ACCESSORIES 2.3.2.1 FIBRE OPTIC CABLE Only aerial All Dielectric Short Span (ADSS) Fibre Optic (FO) cable shall be used. The parameters of the FO cable shall be as specified below (Table D1). Table D1

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Type

All Dielectric short span (ADSS)

Overall diameter

15.0 mm


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Area

177 mm²

Unit weight

180 kg/km

Modulus of Elasticity

23 x 10 9 Pa

Maximum Working Tension

20000 N

Temperature coefficient of linear expansion

1.1 x 10 -6 /K


FO cable shall be installed at the locations shown on the concrete pole above ground on the General Arrangement Drawing for each type of structure for single ELM conductor. In case the specification of FO cable to be procured is different from that shown above, allowable conductor wind/weight span, normal span a nd fixing height of the fibre optic cable may differ. The cable design may consist of several different functional cable components. A single physical component may represent two or more functional components. The design shall contain the following functional cable components: − Optical fibres All fibres shall be of single mode type and shall comply with the requirements of BS EN 188000 or ITU-T G.652, IEC 60793 and IEEE Std1138 and the requirements detailed below. The fibres shall be designated to operate at 1310 and 1550 nm wavelength and shall provide low dispersion values for the entire bandwidth above the cut off wavelengths of the cabled fibres. Fibres shall be laid loose and equally distributed into buffer tubes made of silicone resin and filled with jelly compound. The fibres shall be manufactured from high-grade silica and dropped as necessary to provide the required transmission performance. The chemical composition of the fibres shall be specifically designed to minimise the effect of hydrogen on the transmission properties. The fibre primary coating shall consist in an inert material which can be readily removed for jointing purposes without damage to the fibre and without necessitating the use of hazardous chemicals. The secondary coating may be applied directly over the primary coating or alternatively a loose-jacket may be provided. Where a tight fitting secondary coating is provided it should consist of an inert material. The secondary coating or loose tube shall be colour coded throughout the length of the cable. If not part of the material of the secondary coating, the colour coding shall be fast and capable of withstanding normal handling during termination. The fibre coating shall be translucent such that fibre splicing technique, using optical alignment of cores by means of injection and detection of Page 32


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light through the cladding shall be supported. In addition, the fibre coating shall be optically matched to the cladding to promote cladding mode stripping. − Optical cable core. Individual optical fibres or groups of fibres shall be contained in a loose tubes. These tubes shall form the fibres' secondary protection (the coating being the primary protection). The optical cable core design shall be based upon the helical stranded loose tube principles (no ribbon). This means that the cable design shall provide a strain and contraction margin. The strain and contraction margins shall protect the fibres adequately from mechanical stress during manufacturing, installation and the service life. Longitudinal water penetration of the optical cable core shall be prevented by a water blocking. The optical cable core shall protect the fibres from environmental and electrical stresses. Materials used within the core shall be compatible with one another, shall not degrade under the electrical stress and shall not evolve hydrogen sufficient to degrade the optical performance of the fibres. − Moisture barrier. To prevent dirt and moisture penetration which could adversely affect optical and mechanical properties, the fibres shall be provided with an effective water screen.

− Strength member. The strength member may be incorporated within or outside the optical cable core. The purpose of the strength member is to ensure that the cable meets the optical requirements under all specified installation and operating conditions for its design life. The strength member shall be able to withstand the entire mechanical loads specified in this specification. − Armouring jacket. The armouring jacket shall provide the crush, molest and impact resistance for the optical cable core. − Outer jacket. The outer jacket shall provide the necessary protection against UV and background radiation, as well as electrostatic fields. The cable shall be circular. The cable shall not contain any metallic part or (semi)conductive elements and particles.

2.3.2.2 FIBRE-OPTIC CABLE ATTACHMENT The details for installing FOC and the accessories that shall be used are indicated in Appendix H of this Specification.

2.3.3 INSULATORS General Page 33


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Post insulators shall be of silicon rubber material complying with the latest revision of IEC 61109 and/or ANSI C29.11 standards. They shall be used as intermediate support insulators at voltages up to and including 36 kV. Tension insulators shall be of silicon rubber material complying with the latest revision of IEC 61109 and/or ANSI C29.11 standards. Design The insulator shall be made from two insulating parts equipped with metal fittings. The internal insulating part namely "core" will be designed and manufactured from Glass Fibre Reinforced Polymer rod. The specified creepage distance is provided with an external insulating part, namely "housing" (sleeve with weathersheds), and will be manufactured from silicone rubber. The content of silicone shall be at least 30% of the rubber mass, after adding the fillers. The core shall be made of electrical grade epoxy and boron-free ECR glass fibres. The insulator core shall be mechanically sound, free from voids, foreign substances and manufacturing flaws. Also the design shall be such as to ensure that the core is totally encapsulated and fully sealed from the live to the earthed ends, by the insulating material from the environment, in order to avoid moisture ingress. Alternatively, E core material could be proposed if the design is proven by applicable type tests and if supported by an adequate track record of successful experience in service. The housing and weathersheds shall be made of Silicone Rubber material in order to maintain their hydrophobicity during long term service in critical environments. It shall be applied to a subassembly of the core and metalfittings using a process of high pressure, high-temperature injection mould up. The material for housing and weathersheds shall be of grey colour and bird repellent. A minimum thick sheath of 3.0mm of Silicone Rubber shall be moulded on the reinforced fiber glass rod. The polymer sleeve and weathershed insulating material shall have a chemical structure of 100 percent silicone rubber before fillers are added. The Silicone Rubber shall be firmly bonded to the rod, be seamless, smooth and free from imperfections. The interfaces joining the housing to the core, and those joining the housing to the metal fittings, shall be uniform and without voids. The strength of the Silicone Rubber to rod interface shall be greater than the tearing strength of the Silicon Rubber itself. An interface between the metal fittings and the housing that relies on a compression process is not acceptable. The alternating weathersheds shall be firmly bonded to the sheath, moulded as part of the sheath and be seamless smooth and free from imperfections. Weathersheds shall be at intervals to provide optimum electrical performance and the weathershed designs should provide a protected bottom surface that tends to keep dry in wet conditions. Individual sheds shall be of open profile without under ribs and to IEC 60815. Page 34


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The insulator shall be capable of high pressure live line washing. A high pressure wash test shall be preformed on polymer insulators to demonstrate that the units can be power washed. This test shall be a water spray at a shed seam approximately 3m from the insulators. The spray shall be a solid stream through a ¼ inch diameter nozzle at 550 psi for a period of ten minutes. For washing a whole insulator, or 10 seconds for one point insulator surface there shall be no signs of water entering through or under the outside weathershed into the core or between sleeve and weathersheds or at the polymer hardware interface into the core. The end fittings shall be made of ductile cast iron, or forged steel, or malleable cast iron all hot-dip galvanised. The minimum thickness of the coating of the steel or iron fittings will be 126 micron (900g/m²). The end fittings shall be attached to insure a uniform distribution of the mechanical load to the rod. Any member that is machined, bent or worked in manner after galvanising shall be regalvanised. The zinc coating shall adhere tightly to the surface of the base metal. The zinc-coated parts shall be free from uncoated spots. The coating shall be free from blisters, flux, black spots, dross, tear drop edges, flaking zinc, rough appearance and in general shall be smooth, clean and unscarred when received. Test Requirements Design Tests on silicone rubber insulator units should have been previously undertaken in full accordance with the requirements of IEC 61109 including the ageing tests under operating voltage and simulated weather conditions for duration of 5000h. These tests should have been certified by an independent quality assurance organisation, and the test certificates made available to PDO for approval. The Contractor shall give PDO the requisite period of notice prior to undertaking the test, and submit to PDO for approval a test programme and procedures. Routine tests Tests made on all production insulators and/or their individual components to demonstrate their integrity. In general they shall be performed according to IEC 61109, chapter 8. Sample tests Tests made on samples of completed insulators and/or their individual components to verify that product meet the design specifications. In general they shall be performed according to IEC 61109, chapter 7. Type tests Tests required to be made before supplying a type of insulator covered by this Specification in order to demonstrate satisfactory performance characteristics to meet the intended application and specified conditions. In general they shall Page 35


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be performed according to IEC 61109, chapter 6. Copies of Certificates of these tests shall be submitted with the Tender documents. Design tests Tests intended to verify the suitability of the design, materials and method of manufacture (technology). Identification and Marking All insulators shall be marked to ensure system traceability. Each unit shall be clearly and indelibly marked as follows: - identification of insulator rod (reference number/specified mechanical load); - marker’s identification; - date of manufacture. The insulator profile shall be selected to suit the site conditions; e.g., air foil profile in a desert environment. The creepage distance for all types of insulators shall be 40 mm/kV at the highest system voltage of 36 kV = 1440 mm.

2.3.3.1 GENERAL INSULATOR PARAMETERS Line post Insulators: Type

Single conductor

Overall diameter

120 mm

Diameter of core

73 mm

Maximum length

665 mm

Minimum nominal creepage distance

40 mm/kV of the highest system voltage

Cantilever strength

12.5 kN SCL*

Type of mounting

Stud type

Stud Diameter Stud length

M22 80-100 mm

Tension Insulators: Type

Maximum nominal diameter

93 mm

Minimum nominal creepage distance

40 mm/kV of the highest system voltage

Minimum electromechanical load Page 36

Single conductor

80 kN SML*


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Dimensions of overall diameter, core diameter and length of post insulator are indicative and may vary depending on the make of insulators. * SML = S pecified Mechanical Load as defined in Section 3.3.1 of ANSI C29.11-1989 * SCL = S pecified Cantilever Load as defined in Section 3.3.1 of ANSI C29.11-1989

2.3.4 Insulator Fittings, Conductor Fittings and Vibration Dampers 2.3.4.1 General Fittings shall comply with EN 50341-1 and BS 3288 and shall be suitable for live line working. Suspension and tension clamps shall be as light as possible and shall be of aluminium. All clamps shall be designed to avoid any possibility of deforming the stranded conductors and separating the individual strands. The design of fittings shall avoid welds. The fittings shall be designed for short circuit currents as per the system parameters without exceeding a temperature that would damage the conductor or the fitting. Arcing horns are required to protect the insulator from power arcs. The coupling between fittings shall be such that point and line contacts are avoided. The design shall avoid sharp corners and projections. Bolts and nuts shall be locked in an approved manner. Bolt threads shall be coated with approved grease immediately before tightening-down at erection. Split pins for securing attachment of fittings of insulator sets shall be of stainless steel and shall be backed by washers of approved size and gauge. All insulator strings shall be attached to cross arms by means of shackles. Hooks shall not be used. Conductor counterweights shall be provided for suspension insulator sets supporting jumpers, in order that satisfactory electrical clearances are maintained under all service conditions. All fittings shall be stored on suitable skids above the ground or at a suitable place to avoid mud embedment during rain. Dirty fittings shall be cleaned prior to installation. The minimum thickness of the coating of the steel or iron fittings will be 126 micron (900g/m²). The end fittings shall be attached to insure a uniform distribution of the mechanical load to the rod. Any member that is machined, bent or worked in manner after galvanising shall be regalvanized. The zinc coating shall adhere tightly to the surface of the base metal. The zinc-coated parts shall be free from uncoated spots. The coating shall be free from blisters, flux, black spots, dross, tear drop edges, flaking zinc, rough appearance and in general shall be smooth, clean and unscarred when received 2.3.4.2 Suspension Clamps Suspension clamps shall be designed to meet the following requirements: − to minimise the effect of vibration both on conductor or earthwire and on the clamp;

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− to avoid localised pressure or damage to the conductor or earthwire and have sufficient contact surface to avoid damage by fault current; − shall be free to pivot in the vertical plane of the conductor/shieldwire and shall have a minimum range of movement of plus or minus 30°; − shall have a slipping capacity between specified minimum and maximum slipping loads; − the mouth of the suspension clamp shall be rounded and slightly flared, with a minimum radius of curvature in the vertical plane of 150mm. 2.3.4.3 Tension Clamps The mechanical efficiency of tension clamps shall not be affected by methods of erection involving the use of "come-along" or similar clamps before, during and after assembly, not by erection of the tension clamp itself. Tension sets may be fixed or have sag adjusters as per the standard drawings. Tension sets at the substation ends of slack spans shall be provided with turnbuckle adjusters. The arc horns provided at the substation ends shall have adjustable arc gaps. Tension clamps shall be designed to eliminate sharp edges and projections. The Contractor shall dress compression type tension clamps after installation to eliminate protrusions and sharp edges. 2.3.4.4 Joints & Clamps Midspan joints shall not be permitted. Line conductor fittings shall be designed in accordance with EN 50341-1 and BS 3288, or such other equivalent standard as may be approved. The electrical conductivity and current-carrying capacity of each joint shall be not less than that of the equivalent length of conductor. The design of all compression fittings shall be such that only one pair of dies each is necessary for compression of all the aluminium sleeves provided for each type of conductor. The company Representative shall approve all jointing sleeves. Tension joints shall be of the compression type and shall be made so as not to permit slipping or cause damage to or failure of the complete conductor at a load less than 95% of the ultimate strength of the conductor. All aluminium compression type clamps and joints shall be of aluminium of a purity of not less than 99.5%. Non-ferrous alloys shall be such as to withstand atmospheric conditions without the requirement for painting or other protection.The contractor shall submit certificates of analysis for the various parts. The design of joints and clamps, and of any special tools to be used in their assembly, shall be such as to reduce to a minimum the possibility of faulty assembly. All external nuts shall be locked in an approved manner. There shall be no relative movement within the clamp between individual layers of the conductor itself. Where mating faces of jumper terminals are to Page 38


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be bolted together, they are to be protected at the manufacturer's works by strippable plastic or other approved means. 2.3.4.5 Vibration Dampers Vibration Dampers of Stockbridge pattern or approved equivalent shall be provided for the single ELM conductor overhead lines which will guarantee the 33 kV line over the full lifetime from vibration damage under the specified ambient conditions. Computer simulation and analysis, using established software for the purpose for the design conditions specified, shall prove suitability of the damper.The requirement for vibration dampers for spans above 100m shall be checked by the contractor. Dampers shall be attached to the conductor in a manner, which will prevent damage thereto. Clamping bolts shall be provided with domed self-locking nuts designed to prevent corrosion to the threads. The method of damper manufacture is to be such as to ensure freedom from subsequent droop of the "bells" in service. The Company may require acceptance fatigue tests to indicate proof of behaviour in service. All dampers shall be installed below the conductor and in line with the conductor, at all line conductor suspension and tension points. A minimum of two dampers per span shall be fitted on all spans. Vibration Dampers when installed according with the manufacturer's recommendations shall limit the aeolian vibration levels so that the conductor strain in the surface of the outer wires, determined in accordance with the CIGRE/IEEE recommendations, based on a software developed by an international reputed body to be approved, shall not exceed 150 micro-strains peak to peak at the vibration damper clamp and at the adjacent suspension clamp or dead end. This requirement shall be met for all frequencies up to f=1480/d Hz, where "d" is the conductor diameter in mm, the manufacturer shall provide either suitable test results, field test results or calculations to demonstrate to PDO satisfactory that this requirement is met. The messenger cable shall have 19 strands and shall be made from Stainless Steel Grade A4. Vibration Dampers shall be provided on Fibre Optic Cable in accordance with the recommendations of the fibre optic cable manufacturer. 2.3.4.6 Corona & Radio Interference The design of all line conductor fittings, vibration dampers, etc., shall avoid sharp corners or projections that would produce high electrical stress under normal operating conditions. The design of adjacent metal parts and mating surfaces shall be such as to prevent corrosion of the contact surfaces and to maintain good electrical contact under service conditions. Particular care shall be taken during manufacture of conductors and fittings and during subsequent handling to ensure smooth surfaces free from abrasion. 2.3.4.7 Aluminium to Copper Connectors Aluminium-to-copper connectors shall be designed to prevent electrolytic action between the dissimilar metals. The actual aluminium-copper section Page 39


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shall be pre-formed by friction welding at the manufacturer's works; or, electrolytic action may be prevented by the use of a proper inhibiting joint compound. In no case shall copper conductors be placed above aluminium components.

SUPPORTS 2.3.5.1 General The supports are prestressed spun concrete poles. However, where it is not possible to use concrete poles or at special location such as difficult to access mountains steel poles or lattice steel towers can be used. Contractor shall verify the use of steel line supports on an economic basis after satisfying the technical design parameters and obtain written approval from PDO for each instance. Design of steel line supports shall be proof tested at an approved full scale testing station. Concrete poles are produced according the European Standards EN 13369:2004 ( Common rules for precast concrete products) and EN 12843:2004 (Precast concrete products - Masts and Poles). The Contractor shall witness all routine tests, on concrete poles, in accordance with the above Standards prior to shipping. Steel poles and towers should comply with EN 50341-1, DIN EN 50341-3-4 and DIN 18800 respectively & manufacturers’ standards. Lattice steel towers shall be designed in accordance with EN 50341-1, DIN EN 50341-3-4 and DIN 18800 respectively. Supports shall be designed for the following conditions, taking into account the specified factors of safety: •

Intermediate straight line supports (including small deviations up to approximately 5° maximum, see 2.1.6 and 2.1.7),

•

deviations greater than 5° and up to and including 90 °

•

line terminals at the required approach angle

•

Special conditions, e.g. abnormally long spans or supports including switches, fuses, cable terminations, tees, etc.

•

Structures for switchrack

•

Structures for auto-recloser.

All poles shall be unstayed. H-frame structures shall only be used for special constructions (e.g. 18m terminal structures).

2.3.5.2 CONCRETE POLE PARAMETERS Standard Pole:

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Intermediate

Length

12 m total length

Strength

6 kN normal working load

Section / angle pole

Length

14 m total length

Strength


Terminal

Length

14 m total length

Strength


The detailed pole parameters are defined in the drawings STD 4-1601, STD 4-1602, STD 4-1603 Poles for Overhead road / Pipeline Crossing:

Length

21m for Major and 18m for Minor Crossing

Strength

15kN normal working load

2.3.5.3 TECHNICAL REQUIREMENTS OF PRESTRESSED SPUN CONCRETE POLES 1.1.

Longitudinal steel reinforcement: The longitudinal steel reinforcement is steel St500/550S

1.2.

Lateral (spiral) steel reinforcement The spiral steel reinforcement should be at least St500/550S. The diameter of the spiral steel reinforcement should be at least 4mm.

1.3.

Cement The technical accepted cement category is ≥ CE 42, 5

1.4.

Aggregates The aggregate material will have maximum grain of 12mm (1/2 inch).

1.5.

1.6.

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Additives Additives should be according the specification of Rules of Concrete Technology. The use of CaCl 2 or any other additive, which can cause corrosion to the reinforcement, is forbidden. Concrete The category of concrete must be ≥ C55/67. Minimum quantity of cement is ≥ 400kg/m3. SP-1102B: Specification for Design of 33kV OHL on Concrete Poles

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The resistance in compression for test specimen 28 days must meet the requirements for C55/67 and the tensile strength through bending should not be less than 3,0 N/mm2. 1.7.

Concrete cover: The nominal concrete cover to the reinforcement has to be 20mm from the outer and minimum 15mm from the inner side of the pole.

1.8.

Earthing For the earthing, two stainless steel nuts of size M12 will be connected to the longitude reinforcement. The nut shall be visible at the pole surface. Note: The earthing cable will be fixed with a bolt which is screwed in this nut. 1.9.

Top end of poles The top end of poles should be flat as per the drawing and covered with an aluminum cap.

1.10.

Pole Openings The poles will have openings of 22mm for fixation of crossarm and other equipment as per the drawings.

1.11.

Pole Age on delivery No pole will be moved from the site if the age of the pole is not at least15days.

1.12. •

Tolerance The tolerance of the total length of the pole shall be : -2cm up to +5cm

•

The tolerance of the outer diameter of the poles, as per given in table II paragraph 5.3.1 will be: -1% up to +2%

•

The tolerance between the openings will be : +/- 2mm

•

The tolerance of distance between the first opening from the top of the pole will be: +/- 2cm

•

The tolerance of the nut angle (earthing) towards the beginning of the opening will be: +/-15o

•

The tolerance of distance between the grounding bolt from the top of the pole will be: +/-1cm

•

The tolerance for temperatures during the accelerating curing will be: +/- 3oC

1.13. Pole Dimensioning The study of strength as well as the analytical structural drawings of poles will be producer’s responsibility. Categories, loads, lengths and diameters of poles

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The poles will be categorized according their working load in Intermediate (I), Angle/ Section (A/S) and Terminal (T) poles.

2.3.5.4 ABNORMAL DEFECTS Mechanical damages that are assessed to affect the structural strength of the pole are not permitted. 2.3.5.5 2.3. 5.5 IDENT IDENTIFICAT IFICATIONS IONS Each pole shall have a unique identification number and a name plate with info inform rmat atio ion n abou aboutt the the pole pole type type,, leng length th,, stre streng ngth th and and weig weight ht,, year year of production, producer and country of origin. Poles without a name plate will not be accepted. 2.3.5.6 2.3. 5.6 POLE FOUNDATIONS FOUNDATIONS Excavations for pole foundations shall be carried out by machine driven augers and the diameter shall adequate to permit thorough mechanical tamping of the backfill around the pole base. The depth of the foundation is specified in the designs and depends on the soil types. Concrete if necessary for foundations is to consist of concrete with a cement content of 370 kg per cubic metre and a compressive strength after 28 days of 15 N/mm2 for not reinforced concrete and 20.7 N/mm 2 for reinforced concrete in accorda accordance nce with with ERD 19-07. 19-07. When When pourin pouring g concret concrete, e, free free fall fall of the conc concre rete te shal shalll be limi limite ted d to 1 mete meterr to prev preven entt sepa separa rati tion on of the the mix mix components. The foundation designs indicated in 33 kV standard drawings (refer Appendix H) assumes the safe bearing capacities for various types of soil generally enco encoun unte tere red d in PDO PDO serv servic icee area area and and are are indi indica cati tive ve only only.. The The soil soil classification at each location shall be agreed upon with PDO before deciding the the type type of founda foundati tion on as per per stan standa dard rd draw drawin ings gs.. A detai detaile led d desi design gn of foundations shall be carried out based on the project specific soil investigation report to confirm the adequacy of foundation sizes specified in the standard drawings. In areas where previous soil investigations have not been carried out and and the the soil soil cann cannot ot be clas classi sifi fied ed with with reas reason onab able le conf confid iden ence ce,, a soil soil inve invest stig igati ation on shall shall be carri carried ed out out to asce ascerta rtain in the the soil soil type typess and and thei their r characteristics. For soil test details refer to ERD 11-02. 2.3.5.7 AGGREGATE FOR CONCRETE CONCRETE Unsatis Unsatisfact factory ory aggreg aggregates ates are a common common cause cause of concret concretee deterio deteriorati ration. on. Contractor is responsible for limiting the amount of chlorides and sulphates in the aggregates and water used for concrete in accordance with ERD-19-07. Contractor shall provide test data to show the chlorides and sulphates present in the the aggr aggreg egate ate and and wate waterr he is prop propos osin ing g to use. use. Cont Contra ract ctor or shal shalll also also indicate the type of cement he proposes to use.

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2.3.5.8 CONCRETE FOR FOUNDATIONS FOUNDATIONS Concrete in foundations shall consist of cement, sand and gravel or broken stone in proportion proportionss to produce produce dense concrete. concrete. Gravel, stone stone and sand shall shall be clean and free from dust, earth or organic matter, or salt. All gravel and broken stone are to be 20mm down graded (20mm-). All sand is to be coarse, sharp, clean and free from dust, salt, clay vegetable matter or other impurity and to be screened through a mesh not more than 5mm. It is to be a well-graded mixture mixture of coarse and and fine grains from from 5 mm gauge downwards. Water is to be clean and free from all earth and vegetable matter matter and alkaline alkaline substanc substances es either in soluti solution on or in suspens suspension ion.. The The maximum water to cement ratio shall be be 0.55. All cement shall be Portland or other other approv approved ed compos compositi ition on obtain obtained ed from from an approv approved ed maker. maker. Portla Portland nd cement is to conform in all respects to BS 12 for Ordinary Portland Cement and ASTM 150 for Sulphate resistant Portland Cement. All concrete is to be thoroughly compacted/vibrated during the operation of placing. The upper surface of the concrete for all types of foundations is to be finished smooth and sloped in an approved manner to prevent accumulation of water. An approved concrete additive may be used. Cubes are to be taken, taken, cured and tested tested to verify the the concrete strength. strength. The 2 characteristic cube strength shall not be less than 15 N/mm for not reinforced concrete and 20.7 N/mm2 for reinforced concrete in accordance with ERD 1907. The concrete is to be covered by hessian/burlap hessian/burlap sacking and is to be kept kept contin continuou uously sly moist moist using using approv approved ed mix water water during during the initia initiall period period of curing to avoid rapid drying. The Hessian/burlap covering shall not be allowed to dry out during the initial curing period because a dry covering will take moisture from the concrete and ruin the concrete. concrete. Alternativel Alternatively y to hessian/bu hessian/burlap rlap sacking sacking a curing curing compound compound can be used to avoid rapid drying. 2.3.5.9 FOUNDATION DIMENSIONAL TOLERANCES The centre peg of a structure foundation shall not depart from the longitudinal position shown on the approved profile by more than 300 mm. The centre peg shall not depart from the central axis of a section by more than 25mm. 2.3.5.10 LINE IDENTIFICATION Refer SP-1106 Specification for Coding & Identification of Overhead Line Systems. 2.3. 2. 3.6 6

ANTI AN TI-C -CLI LIMB MBIN ING G GU GUAR ARDS DS Anti-climbing guards for concrete poles shall be made from mild steel barbed wire with barbs at least 15 mm long and having a maximum spacing of 35 mm. In all other respect, respect, the barbed wire shall comply with BS 4102, Section 4. The barbed wire shall be wound around the pole for 12 whole turns over a distance of 500 mm, to form the anti-climbing guard.

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2.3. 2. 3.7 7 CRO ROS SS ARM ARMS S 2.3.7.1 INTERMEDIATE CROSS ARM The standa standard rd interm intermedi ediate ate cross cross arm is shown shown in the Electri Electrical cal Standa Standard rd Drawin Drawings gs (refer (refer Append Appendix ix H). This This is adequa adequate te for use on general generally ly flat flat terrain. However, for non-flat terrain conditions, selection of cross arms shall be made taking into account the following factors: •

Weight of conductors at cross arm extremities (weight span)

•

Weight of insulators at cross arm extremities

•

Weight of the cross arm itself

•

Horizontal force of wind on conductors, transmitted to the cross arm through support insulators (wind span)

•

Horizontal force of wind on insulators.

•

Conductor tension, should the line deviate from a straight line route.

2.3.7.2 SECTION, ROAD CROSSING AND TERMINAL CROSS ARMS Sectio Section, n, road road crossi crossing, ng, and termin terminal al struct structure ure cross cross arms arms must must withst withstand and maximum line tension at the conductor attachment point: therefore, they are subject subject to high bending bending moments at the point of cross-arm cross-arm attachment attachment to the concrete pole. The design shall be based upon the maximum tension of the conductors at minimum minimum temperature and maximum maximum wind force. The yield strength strength of the cross-arm steel shall be used to calculate the size of the cross-arm required. Refer Electrical Standard Drawings, Group 2, for details (see Appendix H).

2.3. 2. 3.8 8 SURG SURGE E AR ARRE REST STER ERS S Surge arresters of an approved type shall be installed at the locations where 33kV cables are connected to the overhead line for tapping the power supply to load centres, as shown in the Standard Drawings. For For the the sect sectio ion n of line line feed feedin ing g to sing single le beam beam pump pump inst instal alla lati tion on,, cable cable protection by providing rod- gaps (refer STD 4 1252 001) is acceptable. Reference shall be made to SP-1105, Group 2, Electrical Standard Drawings (STD 4) for 33kV overhead lines, for more details.

2.3.9 2.3 .9 CONSTR CONSTRUCT UCTION ION OF SUPP SUPPORT ORT STEEL STEELWOR WORK K Rolled steel sections, flats, plates, bolts, nuts and bars shall, unless otherwise approved, consist of structural steel in conformity with EN 50341-1, DIN 18800, and EN 10025, Grade S 355 or equivalent. High-tensile steel, where appr approv oved ed,, shal shalll sati satisf sfy y the the requ requir irem emen ents ts of ISO ISO R630 R630,, Grad Gradee Fe52 Fe52cc or equivalent.

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Steel shall be free from blisters, scale, or other defects. High-tensile steel stored prior to fabrication and galvanising shall be marked continuously throughout its length with a light blue water-paint line. In addition, the grade number of the steel shall be painted on the components and ringed with paint. The quality of finished steel shall be in accordance with BS EN 10163. Unless otherwise specified, the following grades of steel shall be applicable: a) For barbed wire: Mild Steel shall be of minimum grade S235JR b) Other parts: High Tensile Steel shall be of minimum grade S355JR for section less than 20mm thick and S355JO for section greater or equal to 20mm thick. Hot rolled steel plates shall be in accordance with the requirements of BS EN 10029. The ultimate design stress in tensile members shall not exceed the yield strength of the material. The ultimate stress in the compression members shall not exceed a figure obtained from an approved formula based on the yield strength. The cross-arm tips of 33kV tension cross arms shall be arranged such that two holes for the attachment of conductor erection and maintenance tackle are provided adjacent to each hole for tension-set shackles. The length of angle support cross arms must be such as to ensure that the distances between conductors at straight-line structures are maintained in a plane normal to the conductors. All steelwork shall be stored on suitable skids or battens above the ground or at a suitable place to avoid contamination with mud during rain. Dirty steelwork shall be cleaned prior to installation.

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2.3.10 Galvanizing Unless otherwise specified after completion of all fabrication processes (including all drilling, punching, stamping, cutting, bending and we lding) tower steelwork, including nuts, bolts and washers shall be hot-dip galvanized and tested in accordance with the requirements of BS 729 (heavy galvanizing shall be applied) and BS-EN-ISO-1461 respectively. Electro-galvanizing is not an acceptable alternative. The minimum average coating thickness shall be as specified in Table T5. Excessively thick or brittle coatings due to high levels of silicon or phosphorus in the steel, which may result in an increased risk of coating damage and/or other features that make the final product non-fit-for-purpose shall be cause for rejection. The ingot zinc used for galvanizing shall comply with the requirements of BS 3436. All materials prior to galvanizing shall be free from oil, grease or any substance, which may adversely affect the quality of finish. The preparation for galvanizing and the galvanizing itself shall not adversely affect the mechanical properties of the coated materials. SP-1102B: Specification for Design of 33kV OHL on Concrete Poles Printed 20-04-2008 The controlled version of this CMF Document resides online in Livelink®. Printed copies are UNCONTROLLED.



Unless otherwise specified, all materials shall be treated with Sodium Dichromate in order to prevent wet storage stains (white rust) during storage and transport. All bolts and screwed rods, including the threaded portions, shall be galvanised. The threads shall be cleaned of all surplus spelter by spinning or brushing. Dies shall not be used for cleaning threads other than on nuts. Nuts shall be galvanized and tapped 0.4 mm oversize and threads shall be oiled. Bolts shall be delivered with nuts run up the full extent of the thread. All galvanised materials shall be stored on packing, clear of the ground and away from all materials that might stain or corrode the galvanizing. Black steel packing or bins shall not be used. Table T5: (Values 1.-3. for galvanizing acc. to BS 729, Value 4. acc. to BS-EN-ISO-1461) 1Steel articles, 5mm thick and over [g/m²] (µ m) .

900 (126)

2Steel articles, under 5mm thick [g/m²] (µ m) .

675 (94)

3Grey and malleable cast iron [g/m²] (µ m) .

900 (126)

4Threaded works and other articles which are centrifuged [g/m²] ( µ m) .

395 (55)

2.3.11 AIRCRAFT WARNING Aircraft warning devices and warning lights shall be fitted on overhead lines in approaches to airstrips or in the normal flight paths of low-flying aircraft or where helicopter traffic is present. These devices shall conform to the requirements of the Civil Aviation Authorities of the Sultanate of Oman and the recommendations of ICAO, FAA, and CAA. Refer to Section 2.1.9 for more details. The warning devices shall be of fibreglass or other suitable material that will not deform or deteriorate under the climatic conditions in the Sultanate of Oman. These shall be 600 mm in diameter and coloured International Orange. The conductor clamps on the devices shall be such that they will not damage the conductor.

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APPENDIX-A1 – 33kV SINGLE ELM OVERHEAD LINE STRUCTURE CALCULATION - COLUMN LOADING AND LOAD FIGURES

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Petroleum Development Oman LLC Load figures for spun concrete pole type Angle / Section (A/S) Note: valid for single ELM, maximum windload 900N/m² at minimum temperature 5°C. The table shows admissible tension for each conductor type ELM in kN at 5°C in still air. The admissible working load of spun concrete pole type A/S is 15kN. Case

Load figure

1

3x ELM

Angle α [°]

35m + 75m span*

35m + 50m span*

35m span

50m span

60m span

80m span

100m span

180

5,0

5,0

5,0

5,0

5,0

5,0

5,0

170

5,0 / 5,0

5,0 / 5,0

5,0

5,0

5,0

5,0

5,0

160

5,0 / 5,0

5,0 / 5,0

5,0

5,0

5,0

5,0

3,7

150

1,9 / 3,1

1,9 / 4,0

5,0

4,1

3,4

2,8

2,3

140

1,9 / 2,6

1,9 / 3,3

3,6

2,7

2,3

2,0

1,7

130

1,5 / 2,3

1,5 / 2,7

2,6

2,1

1,9

1,7

-

120

1,5 / 2,0

1,5 / 2,4

2,1

1,9

1,7

-

-

110

-

1,5 / 2,2

1,9

1,65

1,55

-

-

100

-

1,5 / 2,0

1,65

1,5

-

-

-

90

-

1,5 / 1,8

1,5

1,4

-

-

-

90

-

-

1,8

1,65

1,6

1,5

-

160

-

-

2,0

2,0

1,9

1,75

1,65

140

-

-

2,2

2,2

2,2

2,2

2,0

-

-

-

1,9

1,7

1,7

1,6

-

-

-

-

2,25

2,25

2,25

2,25

2,25

3x ELM

α = 180° Also see cases 5 and 6.

2

symmetric span lengths span

3x ELM

span

α

3x ELM

asymmetric span lengths 3

longer span

smaller span

3x ELM 3x ELM

3x ELM 3x ELM α

4

3x ELM * Different values for tension in smaller span / longer span. Case 2 can be determining for 3x ELM smaller span (not case 5), also see cases 5 and 6. 3x ELM 3x ELM

5

α used assee small terminal Also cases 2, 5 and 6. 6

3x ELM For example: road crossing short term load 3x ELM

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Load figures for spun concrete pole type Terminal (T) Note: valid for single ELM, maximum windload 900N/m² at minimum temperature 5°C. The table shows admissible tension for each conductor type ELM in kN at 5°C in still air. The admissible working load of spun concrete pole type T is 30kN.

Case

Load figure

1

35m Angle + α [°] 75m span

35m + 50m span

35m span

50m 60m 80m span span span

100m span

180

5,0

5,0

5,0

5,0

5,0

5,0

5,0

170

5,0 / 5,0

5,0 / 5,0

5,0

5,0

5,0

5,0

5,0

160

5,0 / 5,0

5,0 / 5,0

5,0

5,0

5,0

5,0

5,0

150

5,0 / 5,0

5,0 / 5,0

5,0

5,0

5,0

5,0

5,0

140

5,0 / 5,0

5,0 / 5,0

5,0

5,0

5,0

5,0

5,0

130

5,0 / 5,0

5,0 / 5,0

5,0

5,0

5,0

5,0

4,7

120

5,0 / 5,0

5,0 / 5,0

5,0

5,0

5,0

4,7

4,0

110

4,5 / 4,5

4,5 / 4,5

4,5

4,5

4,5

4,0

3,5

100

4,0 / 4,0

4,0 / 4,0

4,0

4,0

4,0

3,5

3,0

90

3,5 / 3,5

3,5 / 3,5

3,5

3,5

3,5

3,1

2,8

90

-

-

3,5

3,5

3,5

3,5

3,5

160

-

-

3,9

3,9

3,9

3,9

3,9

140

-

-

4,4

4,4

4,4

4,4

4,4

-

-

-

5,0

5,0

5,0

4,1

3,6

-

-

-

5,0

5,0

5,0

5,0

5,0

3x ELM

3x ELM α = 180°

2

symmetric span lengths span

span smaller span 3x ELM

α

3x ELM

asymmetric span lengths 3

longer span 3x ELM 3x ELM

3x ELM α

4

3x ELM 3x ELM 3x ELM

5 α 3x ELM used as terminal

6

3x ELM

3x ELM For example: road crossing short term load

Page 52

3x ELM

For example: road crossing


Printed 20-04-2008




APPENDIX B1 - CALCULATION OF WIND SPAN & WEIGHT SPAN FOR SINGLE POLE STRUCTURE CALCULATION OF WIND SPAN

LEGEND q A H F Fequivalent Bm Force coefficient

= = = = = = =

Shape factor

=

qbasic

=

wind pressure (N/m²) exposed area (m²) height above ground level (m) force (N) Equivalent force at 0.15 m from the top of the pole Bending moment (Nm) 1.0 for poles and insulators, 1.0 for conductors 1.0 for Fibre Optic cable 1.0 for poles and insulators 1.1 for ELM conductor 1.3 for Willow (Beaver) conductor 1.3 for Fibre Optic Cable Basic wind pressure = 900 N/m²

B1-1 WIND LOAD ON POLES B1-1.1 WIND PRESSURE ON POLES qpole = qbasic qpole = 900 N/m²

B1-1.2 WIND FORCE ON POLES Cfp = Cf of pole shaft Cfp = 0,7 Fpole = qpole* Cfp *Apole, with Apole the exposed surface of the pole above ground level. B1-1.3 BENDING MOMENT AT GROUND LEVEL DUE TO WIND FORCE ON POLES Bmpole = Fpole*1/2*hpole (hpole is height of pole above ground level) B1-1.4 EQUIVALENT FORCE AT 0.15 M FROM TOP OF POLES Fpole equivalent = Bmpole / (hpole-0.15) B1-2 WIND LOAD ON INSULATORS B1-2.1 WIND PRESSURE ON INSULATORS Qinsulator = qbasic qinsulator = 900 N/m²

Page 53


Printed 20-04-2008




APPENDIX-B1 (Contd.)

B1-2.2 WIND FORCE ON INSULATORS Finsulator = qinsulator*Ainsulator, with Ainsulator the exposed surface of the insulator (Ainsulator =

Length * Average diameter)

Average height above ground: hinsulator = hcrossarm+1/2*insulator length. (h crossarm is the height of the crossarm above ground level) B1-2.3 BENDING MOMENT AT GROUND LEVEL DUE TO WIND PRESSURE ON 3 INSULATORS Bminsulator = hinsulator *3 * Finsulator B1-2.4 EQUIVALENT FORCE AT 0.15M FROM TOP OF POLES Finsulator equivalent = Bminsulator/(hpole-0.15) B1-3 WIND LOAD ON LINE CONDUCTORS B1-3.1 WIND PRESSURE ON CONDUCTORS q conductor = qbasic *shape factor The shape factor for conductors is dependent on diameter and wind velocity. practical values are 1.1 for Elm and 1.3 for Willow (Beaver), resulting in : qelm = 900*1.1 = 990 N/m² qwillow = 900*1.3 = 1170 N/m² B1-3.2 WIND FORCE ON CONDUCTORS Fconductor = q conductor * D conductor* L wind D conductor = diameter of the conductor (m) L wind = windspan (m) (to be calculated) The actual exposed surface of the conductor is slightly larger than Dconductor * Lwind, as a result of the sag, the difference will be neglected as it is well within the accuracy of above calculations. Height of support point h conductor = hcrossarm + insulator length B1-3.3 BENDING MOMENT AT GROUND LEVEL DUE TO WIND FORCE ON 3 CONDUCTORS Bmconductor = hconductor *3 * Fconductor Fconductor equivalent= Bmconductor/ (hpole-0.15) The wind load on the crossarm will be neglected as the exposed surface is small compared to the other elements

APPENDIX-B1 (Contd.) Page 54


Printed 20-04-2008




B1-4 WIND LOAD ON FIBRE OPTIC CABLE (FOC) B1-4.1 WIND PRESSURE ON FIBRE OPTIC CABLE q foc = qbasic *shape factor q foc = 900*1.3 = 1170 N/m² B1-4.2 WIND FORCE ON FIBRE OPTIC CABLE F foc = q foc * D foc* L wind D foc = diameter of the Fibre Optic Cable (m) L wind = windspan (m) (to be calculated) h foc = Ground line to FOC attach point

B1-4.3 BENDING MOMENT AT GROUND LEVEL DUE TO WIND FORCE ON FIBRE OPTIC CABLE Bm foc = h foc * 1 * F foc F foc equivalent = Bm foc / (hpole-0.15) B1-5

CALCULATION OF MAXIMUM ALLOWABLE WIND SPAN FOR SINGLE POLE STRUCTURE By transforming all forces to 0.15 m below the top (location of crossarm), the equivalent force can be calculated:

Fequivalentpole = Fequivalentinsulator Fequivalent conductor= Fequivalent foc = Fequivalent

Fpole* hinsulator/(hpole-0.15) = Finsulator*hinsulator/(hpole-0.15) Fconductor*hconductor/(hpole-0.15) Ffoc * hfoc / (hpole-0.15) = Feqpole+Feqinsulator+Fconductor+Ffoc

The wind span can be calculated from above formulae. NOTE : Factors other than pole strength may dictate the Basic Span Length. WEIGHT SPAN CALCULATIONS

The weight span applicable to a particular pole position can be calculated from the following: Weight Span = Where: L1, L2 = T = W = H1, H2= spans

0.5 x (L1 + L2) + T/W x (H1/L1 + H2/L2)

Length of adjacent spans (m) Conductor tension at minimum conductor temperature in still air (kgf) Conductor weight (kg) Difference in elevation of conductor attachment points in adjacent

NOTE: H1 & H2 are positive when the attachment point on the adjacent support is lower than the attachment point on the structure under consideration.

Page 55


Printed 20-04-2008



Page 56



Printed 20-04-2008



Page 57



Printed 20-04-2008



Petroleum Development Oman LLC APPENDIX B2

STRINGING SAG & TENSION TABLE B2-1

STRINGING SAG & TENSION TABLES FOR SINGLE ELM CONDUCTOR - 80m RULING SPAN

Temp.

Tension

(Deg C) 5 10 15 20 25 30 35 40 45 50 55 60 70 80 90

kN 5.00 4.53 4.14 3.82 3.56 3.33 3.14 2.98 2.83 2.71 2.60 2.50 2.32 2.18 2.06

Span 50m Sag (m) 0.36 0.39 0.43 0.47 0.50 0.53 0.57 0.60 0.63 0.66 0.69 0.71 0.77 0.82 0.86

Span 55m Sag (m) 0.43 0.48 0.52 0.56 0.61 0.65 0.69 0.72 0.76 0.80 0.83 0.86 0.93 0.99 1.05

Span 60m Sag (m) 0.51 0.57 0.62 0.67 0.72 0.77 0.82 0.86 0.91 0.95 0.99 1.03 1.11 1.18 1.25

Span 62m Sag (m) 0.55 0.60 0.66 0.72 0.77 0.82 0.87 0.92 0.97 1.01 1.05 1.10 1.18 1.26 1.33

Span 65m Sag (m) 0.60 0.66 0.73 0.79 0.85 0.90 0.96 1.01 1.06 1.11 1.16 1.20 1.30 1.38 1.46

STRINGING SAG & TENSION TABLES FOR SINGLE ELM CONDUCTOR – 80m RULING SPAN (CONTD). Page 58


Printed 20-04-2008




B2-2

Temp.

Tension

(Deg C)

kN

5 10 15 20 25 30 35 40 45 50 55 60 70 80 90

5.00 4.53 4.14 3.82 3.56 3.33 3.14 2.98 2.83 2.71 2.60 2.50 2.32 2.18 2.06

Span 70m Sag (m) 0.70 0.77 0.84 0.91 0.98 1.05 1.11 1.17 1.23 1.29 1.34 1.40 1.50 1.60 1.70

Span 72m Sag (m) 0.74 0.82 0.89 0.97 1.04 1.11 1.18 1.24 1.31 1.36 1.42 1.48 1.59 1.69 1.79

Span 75m Sag (m) 0.80 0.88 0.97 1.05 1.13 1.20 1.28 1.35 1.42 1.48 1.54 1.60 1.73 1.84 1.95

Span 78m Sag (m) 0.87 0.96 1.05 1.13 1.22 1.30 1.38 1.45 1.53 1.60 1.67 1.73 1.87 1.99 2.11

Span 80m Sag (m) 0.91 1.01 1.10 1.19 1.28 1.37 1.46 1.54 1.62 1.69 1.76 1.84 1.97 2.10 2.22

STRINGING SAG & TENSION TABLES FOR SINGLE ELM CONDUCTOR - 80m RULING SPAN, HERE: LOWER TENSION LEVEL Temp.

Page 59

Span 68m Sag (m) 0.66 0.73 0.80 0.86 0.93 0.99 1.05 1.11 1.16 1.22 1.27 1.32 1.42 1.51 1.60

Tension

Span

Span

Span

Span


Span Printed 20-04-2008




B2-3

(Deg C) 5 10 15 20 25 30 35 40 45 50 55 60 70 80 90

kN 4.10 3.80 3.52 3.31 3.12 2.95 2.83 2.70 2.57 2.49 2.40 2.32 2.17 2.06 1.96

Temp.

Tension

(Deg C)

kN

5 10 15 20 25 30 35 40 45 50 55 60 70 80 90

4.10 3.80 3.52 3.31 3.12 2.95 2.83 2.70 2.57 2.49 2.40 2.32 2.17 2.06 1.96

Span 68m Sag (m) 0.80 0.87 0.93 0.99 1.05 1.12 1.17 1.22 1.28 1.32 1.37 1.42 1.52 1.59 1.68

55m Sag (m) 0.53 0.57 0.61 0.65 0.69 0.73 0.76 0.80 0.84 0.87 0.90 0.93 0.99 1.04 1.10 Span 70m Sag (m) 0.85 0.92 0.99 1.05 1.12 1.18 1.23 1.29 1.36 1.40 1.45 1.50 1.61 1.69 1.78

60m Sag (m) 0.63 0.68 0.73 0.77 0.82 0.87 0.91 0.95 1.00 1.03 1.07 1.11 1.18 1.24 1.31 Span 72m Sag (m) 0.90 0.97 1.05 1.11 1.18 1.25 1.31 1.37 1.43 1.48 1.54 1.59 1.70 1.79 1.88

62m Sag (m) 0.67 0.72 0.78 0.83 0.88 0.93 0.97 1.01 1.06 1.10 1.14 1.18 1.26 1.32 1.40

Span 75m Sag (m) 0.98 1.05 1.14 1.21 1.28 1.36 1.42 1.48 1.56 1.61 1.67 1.73 1.84 1.94 2.04

65m Sag (m) 0.73 0.79 0.85 0.91 0.96 1.02 1.06 1.11 1.17 1.21 1.25 1.30 1.39 1.46 1.53

Span 78m Sag (m) 1.06 1.14 1.23 1.31 1.39 1.47 1.53 1.61 1.68 1.74 1.80 1.87 2.00 2.10 2.21

Span 80m Sag (m) 1.11 1.20 1.29 1.38 1.46 1.54 1.62 1.70 1.77 1.84 1.91 1.98 2.11 2.23 2.35


Temp. Page 60

50m Sag (m) 0.43 0.47 0.51 0.54 0.57 0.60 0.63 0.66 0.69 0.72 0.74 0.77 0.82 0.86 0.91

Tension

Span 45m

Span 48m

Span 50m

Span 52m


Span 55m Printed 20-04-2008




(Deg C) 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 90

kN 3.32 3.07 2.86 2.69 2.54 2.41 2.30 2.20 2.11 2.03 1.96 1.90 1.84 1.79 1.74 1.69 1.60

Sag (m) 0.44 0.48 0.51 0.55 0.58 0.61 0.64 0.67 0.70 0.72 0.75 0.78 0.80 0.82 0.85 0.87 0.91

Sag (m) 0.50 0.55 0.59 0.62 0.66 0.69 0.73 0.76 0.79 0.82 0.85 0.88 0.91 0.94 0.96 0.99 1.04

Sag (m) 0.55 0.59 0.63 0.68 0.72 0.75 0.79 0.83 0.86 0.89 0.93 0.96 0.99 1.02 1.05 1.07 1.11

STRINGING SAG & TENSION TABLES CONDUCTOR – 66m RULING SPAN (CONTD.)

Page 61

Temp.

Tension

(Deg C) 5

kN 3.32

Span 58m Sag (m) 0.74


FOR


Sag (m) 0.59 0.64 0.69 0.73 0.77 0.82 0.86 0.89 0.93 0.97 1.00 1.04 1.07 1.10 1.13 1.16 1.22

Sag (m) 0.66 0.72 0.77 0.82 0.87 0.91 0.96 1.00 1.04 1.08 1.12 1.16 1.20 1.23 1.27 1.30 1.36

SINGLE



ELM

Span 66m Sag (m) 0.95 Printed 20-04-2008




10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 90

B2-4

Page 62

3.07 2.86 2.69 2.54 2.41 2.30 2.20 2.11 2.03 1.96 1.90 1.84 1.79 1.74 1.69 1.60

0.80 0.85 0.91 0.96 1.01 1.06 1.11 1.16 1.20 1.25 1.29 1.33 1.37 1.41 1.45 1.53

0.85 0.91 0.97 1.03 1.09 1.14 1.19 1.24 1.29 1.33 1.38 1.42 1.47 1.51 1.55 1.63

0.91 0.98 1.04 1.10 1.16 1.22 1.27 1.32 1.37 1.42 1.47 1.52 1.57 1.61 1.65 1.73

0.97 1.04 1.11 1.17 1.24 1.30 1.35 1.41 1.46 1.52 1.57 1.62 1.67 1.72 1.76 1.84

1.03 1.11 1.18 1.25 1.31 1.38 1.44 1.50 1.56 1.61 1.67 1.72 1.77 1.82 1.87 1.96


Temp.

Tension

(Deg C) 5 10 15 20

kN 4.97 4.62 4.33 4.08

Span 80m Sag (m) 0.92 0.99 1.05 1.12

Span 85m Sag (m) 1.04 1.11 1.19 1.26

Span 90m Sag (m) 1.15 1.25 1.33 1.41

Span 95m Sag (m) 1.29 1.39 1.48 1.58


Span 100m Sag (m) 1.44 1.54 1.65 1.75 Printed 20-04-2008




25 30 35 40 45 50 55 60 70 80 90

B2-5

Page 63

3.86 3.66 3.50 3.35 3.21 3.09 2.99 2.89 2.72 2.57 2.45

1.18 1.25 1.30 1.36 1.42 1.48 1.53 1.58 1.68 1.77 1.86

1.33 1.41 1.47 1.54 1.60 1.67 1.72 1.78 1.89 2.00 2.10

1.50 1.58 1.65 1.72 1.80 1.87 1.93 2.00 2.12 2.25 2.36

1.67 1.76 1.84 1.92 2.00 2.08 2.15 2.22 2.36 2.50 2.63

1.85 1.95 2.05 2.14 2.23 2.31 2.40 2.48 2.64 2.79 2.94

STRINGING SAG & TENSION TABLES FOR SINGLE WILLOW CONDUCTOR 100m RULING SPAN

Temp.

Tension

(Deg C) 5 10 15 20 25 30

kN 5.13 4.63 4.17 3.74 3.35 3.02

Span 50m Sag (m) 0.15 0.16 0.18 0.20 0.22 0.25

Span 55m Sag (m) 0.18 0.20 0.22 0.24 0.27 0.30

Span 60m Sag (m) 0.21 0.23 0.26 0.29 0.32 0.36

Span 65m Sag (m) 0.25 0.28 0.31 0.34 0.38 0.42


Span 70m Sag (m) 0.29 0.32 0.35 0.40 0.44 0.49 Printed 20-04-2008




35 40 45 50 55 60 65 70 75 80 90

2.73 2.48 2.27 2.10 1.95 1.82 1.71 1.62 1.54 1.47 1.35

0.28 0.30 0.33 0.36 0.39 0.41 0.44 0.47 0.49 0.51 0.56

0.33 0.37 0.40 0.44 0.47 0.50 0.53 0.56 0.59 0.62 0.68

0.40 0.44 0.48 0.52 0.56 0.60 0.63 0.67 0.70 0.74 0.80

0.47 0.51 0.56 0.61 0.65 0.70 0.74 0.79 0.83 0.87 0.94

0.54 0.60 0.65 0.71 0.76 0.81 0.86 0.91 0.96 1.01 1.10

STRINGING SAG & TENSION TABLES FOR SINGLE WILLOW CONDUCTOR – 100m RULING SPAN (CONTD.)

Page 64

Temp.

Tension

(Deg C)

kN

5 10 15 20 25 30

5.13 4.63 4.17 3.74 3.35 3.02

Span 72m Sag (m) 0.30 0.34 0.38 0.42 0.47 0.52

Span 75m Sag (m) 0.33 0.37 0.41 0.45 0.51 0.56

Span 78m Sag (m) 0.36 0.40 0.44 0.49 0.55 0.61

Span 80m Sag (m) 0.38 0.42 0.46 0.52 0.58 0.64

Span 82m Sag (m) 0.40 0.44 0.49 0.54 0.60 0.67


Span 85m Sag (m) 0.42 0.47 0.52 0.58 0.65 0.72

Printed 20-04-2008




35 40 45 50 55 60 65 70 75 80 90

2.73 2.48 2.27 2.10 1.95 1.82 1.71 1.62 1.54 1.47 1.35

0.57 0.63 0.69 0.75 0.80 0.86 0.91 0.96 1.02 1.06 1.16

0.62 0.68 0.75 0.81 0.87 0.93 0.99 1.05 1.10 1.16 1.26

0.67 0.74 0.81 0.88 0.94 1.01 1.07 1.13 1.19 1.25 1.36

0.71 0.78 0.85 0.92 0.99 1.06 1.13 1.19 1.25 1.31 1.43

0.74 0.82 0.89 0.97 1.04 1.11 1.18 1.25 1.32 1.38 1.50

0.80 0.88 0.96 1.04 1.12 1.20 1.27 1.34 1.42 1.48 1.62

STRINGING SAG & TENSION TABLES FOR SINGLE WILLOW CONDUCTOR - 100m RULING SPAN (CONTD.)

Page 65

Temp.

Tension

(Deg C)

kN

5 10 15 20 25 30 35

5.13 4.63 4.17 3.74 3.35 3.02 2.73

Span 88m Sag (m) 0.46 0.50 0.56 0.62 0.70 0.77 0.86

Span 90m Sag (m) 0.48 0.53 0.59 0.65 0.73 0.81 0.90

Span 92m Sag (m) 0.50 0.55 0.61 0.68 0.76 0.85 0.94

Span 95m Sag (m) 0.53 0.59 0.65 0.73 0.81 0.90 1.00

Span 98m Sag (m) 0.56 0.63 0.70 0.77 0.86 0.96 1.06


Span 100m Sag (m) 0.59 0.65 0.72 0.81 0.90 1.00 1.11

Printed 20-04-2008




40 45 50 55 60 65 70 75 80 90

2.48 2.27 2.10 1.95 1.82 1.71 1.62 1.54 1.47 1.35

0.94 1.03 1.11 1.20 1.28 1.36 1.44 1.52 1.59 1.73

0.99 1.08 1.17 1.25 1.34 1.43 1.51 1.59 1.66 1.81

1.03 1.12 1.22 1.31 1.40 1.49 1.57 1.66 1.74 1.89

1.10 1.20 1.30 1.40 1.49 1.59 1.68 1.77 1.85 2.02

1.17 1.28 1.38 1.49 1.59 1.69 1.79 1.88 1.97 2.15

1.22 1.33 1.44 1.55 1.66 1.76 1.86 1.96 2.05 2.24

APPENDIX B3 CALCULATION OF CROSS ARM TYPE AC FOR INTERMEDIATE SINGLE CONCRETE POLE STRUCTURE B3-1

STRENGTH OF CROSS ARM

Max. Permissible Bending Stress (Bs) in N/mm Bs*Section modulus of angle in cm

³

Max. Permissible Bending Moment (Bm) Bs*Section modulus of angle in cm Max. Permissible Bending Moment (Bm) Angle) ³

B3-2

= = =

Yield Strength of steel / 1, 1 355 / 1, 1 = 322, 7 N/mm 2 322, 7 x 24.8cm3 (100x100x10mm Angle) = 8003 Nm (100x100x10mm Angle) = 322, 7 x 29.4cm3(100x100x12mm Angle) = 9487 Nm (100x100x12mm

APPLIED BENDING MOMENTS

Bending moment due to wind

Page 66

²

=

(Wind pressure on conductor x insulator length + wind pressure on insulator x


Printed 20-04-2008




Bending moment due to weight

=

Bending moment due to conductor tension

=

insulator length / 2) x cos (angle of deviation / 2) Conductor weight x cross arm length / 2 insulator weight x cross arm length / 2+cross arm weight x cross arm length /4 Conductor tension x 2 x insulator length X sin (angle of deviation/2)

Bending moment due to wind + Bending Moment due to weight + Bending Moment due to Conductor Tension Bending Moment due to Wind

=≤

=

= Bending Moment due to Weight

Bending Moment due to conductor tension Total Bending Moment

=

= = = =

Bm (permissible Bending moment) Nm

1, 35*[(900N/m 2 x 80m x 0.0188m x 1.1 x 0.665) + (900N/m2 x ((0.120+0.073)/2) x 0.665) x (0.665/2) x cos (5 o/2)] 1, 35*(990Nm + 19Nm) = 1362Nm 1, 35*[(120 x 0.58 x 9.81 x 2.7/2) + (9kg x 9.81 x 2.7 /2) + (15kg x 9.81 x 2.7/4)] 1, 35*(922 + 119 + 99) 1539 Nm 1, 35*[1900 x 2 x 9.81 x 0.665m x sin (5 o/2)] 1461 Nm

= 1362 + 1539 +1461 = 4362 Nm

Usage Factor of channel 100x100x10

= 4362 Nm < 8003 Nm = 4362 Nm /8003 Nm = 0,545<1,0

APPENDIX H : 33kV OVERHEAD LINE STANDARD DRAWINGS PDO Standard Drawing STD-4-1601-001 STD-4-1601-002 STD-4-1601-003 STD-4-1601-004 STD-4-1601-005 STD-4-1601-006

Page 67

description of PDO drg

Comment

SINGLE ELM 33kV, INTERMEDIATE I (11) SINGLE ELM 33kV, INTERMEDIATE I (12) SINGLE ELM 33kV, INTERMEDIATE I (13) SINGLE ELM 33kV, INTERMEDIATE I (14) SINGLE ELM 33kV, INTERMEDIATE I (15) SINGLE ELM 33kV, INTERMEDIATE I (16)


Printed 20-04-2008


Petroleum Development Oman LLC STD-4-1601-007 STD-4-1601-008 STD-4-1601-009 STD-4-1602-001

OVERHEAD TRANSM. LINE ANGLE / SECTION A/S (14) SINGLE ELM 33kV, PDO OMAN

STD-4-1602-003


STD-4-1602-004


STD-4-1602-005


STD-4-1602-006


STD-4-1602-007


STD-4-1602-008


STD-4-1602-009

33kV SINGLE ELM GUARD POLE GP (18) 33kV SINGLE ELM OVERVIEW ANGELE SECTION A/S SINGLE ELM 33kV TERMINAL T (12) SINGLE ELM 33kV TERMINAL T (13) SINGLE ELM 33kV TERMINAL T (14) SINGLE ELM 33kV TERMINAL T (16) SINGLE ELM 33kV TERMINAL T (14) 33kV SINGLE ELM OVERVIEW TERMINAL T SINGLE ELM 33kV WITH 3x1 CORE CABLE EXIT + FOC, ASSEMBLY OF TYPE E2A TERMINAL T (14)

STD-4-1603-001 STD-4-1603-002 STD-4-1603-003 STD-4-1603-004 STD-4-1603-005 STD-4-1603-006 STD-4-1604-001

Page 68

SINGLE ELM 33kV, INTERMEDIATE I (17) SINGLE ELM 33kV, INTERMEDIATE I (12) 33kV SINGLE ELM OVERVIEW INTERMEDIATE I OVERHEAD TRANSM. LINE ANGLE / SECTION A/S (12) SINGLE ELM 33kV, PDO OMAN

STD-4-1602-002

STD-4-1602-010



Printed 20-04-2008


Petroleum Development Oman LLC STD-4-1605-001

SINGLE ELM 33kV WITH 1x3 CORE CABLE EXIT, ASSEMBLY OF TYPE E1A TERMINAL T (14)

STD-4-1606-001

SINGLE ELM 33kV WITH 1x3 CORE CABLE EXIT + FOC, ASSEMBLY OF TYPE E1A TERMINAL T (14)

STD-4-1607-001

SINGLE ELM 33kV WITH 3x1 CORE CABLE EXIT + SURGE DIV. + FOC, ASSEMBLY OF TYPE E2 TERMINAL T (14)

STD-4-1608-001

SINGLE ELM 33kV WITH 3x1 CORE CABLE EXIT + SURGE DIV., ASSEMBLY OF TYPE E2 TERMINAL T (14)

STD-4-1609-001

SINGLE ELM 33kV WITH 1x3 CORE CABLE EXIT + SURGE DIV. + FOC, ASSEMBLY OF TYPE E1 TERMINAL T (14)

STD-4-1610-001

SINGLE ELM 33kV WITH 1x3 CORE CABLE EXIT AND SURGE DIV., ASSEMBLY OF TYPE E1 TERMINAL T (14)

STD-4-1611-001

SINGLE ELM 33kV WITHOUT SURGE DIV. FOR OHL WITH FOC, ASSEMBLY OF TYPE D2A TERMINAL T (14)

STD-4-1612-001

SINGLE ELM 33kV WITH COMB. DISC.&D.O.FUSE WITHOUT S.DIV., ASSEMBLY OF TYPE D2 TERMINAL T (14)

STD-4-1613-001

SINGLE ELM 33kV WITH COMB. DISC. & DROP OUT FUSE, ASSEMBLY OF TYPE D2 TERMINAL T (14)

STD-4-1614-001

FIELD ISOLATOR STRUCTURE, ASSEMBLY FOR TYPE F - A/S (14) SINGLE ELM 33kV, ASSEMBLY - ANGLE A/S (14) SINGLE ELM 33kV FIELD ISO. STRUC. FOR OHL WITH FOC ASSEMBLY OF TYPE F TERMINAL T (14)

STD-4-1615-001 STD-4-1616-001

STD-4-1617-001 STD-4-1618-001 STD-4-1619-001

Page 69


SINGLE ELM 33kV ASSEMBLY - SECTION A/S (14) SINGLE ELM 33kV INTERMEDIATE I (12) SINGLE ELM 33kV WITH 3x1 CORE CABLE EXIT ASSEMBLY OF TYPE E2A TERMINAL T (14)


Printed 20-04-2008



SINGLE ELM 33kV WITH COMB. DISCONNECTOR & DROP OUT FUSE ASSEMBLY OF TYPE D5 THROUGH POLE STRUCTURE

STD-4-1621-001

SINGLE ELM 33kV WITH COMB.DISC.&D.O.FUSE WITHOUT S.DIV. ASSEMBLY OF TYPE D5 THROUGH POLE STRUCTURE

STD-4-1622-001

SINGLE ELM 33kV WITH COMB.DISC. WITH S.DIV. FOR OHL + FOC ASSEMBLY OF TYPE D5 THROUGH POLE STRUCTURE

STD-4-1623-001

SINGLE ELM 33kV WITH COMB.DISC. W.O. S.DIV. FOR OHL + FOC ASSEMBLY OF TYPE D5 - THROUGH POLE STRUCTURE

STD-4-1624-001

SINGLE ELM 33kV WITH FOC, 1x3 CORE CAB. AND SURGE DIV. ASSEMBLY OF TYPE FE1 TERMINAL T (14)

STD-4-1625-001

SINGLE ELM 33kV WITH FOC, 1x3 CORE CAB. WITHOUT SUR. DIV. ASSEMBLY OF TYPE FE1 TERMINAL T (14)

STD-4-1626-001

SINGLE ELM 33kV WITH 3x1 CORE CAB. EXIT + SURGE DIV. + FOC ASSEMBLY OF TYPE FE1 TERMINAL T (14)

STD-4-1627-001

SINGLE ELM 33kV WITH 3x1 CORE CAB. EXIT + FOC ASSEMBLY OF TYPE FE2 TERMINAL T (14)

STD-4-1628-001

SINGLE ELM 33kV AUTORECLOSER TYPE NU-LEC ASSEMBLY STRUCTURE

STD-4-1628-002

SINGLE ELM 33kV AUTORECLOSER TYPE ENTEC ASSEMBLY STRUCTURE

STD-4-1629-001

SINGLE ELM 33kV TERMINAL FOR ROAD CROSSER ASSEMBLY STRUCTURE

STD-4-1630-001

EARTHING SET FOR OHL 33kV DETAIL OF THE FOOT OF THE POLE WITH EARTHING SYSTEM

STD-4-1630-002

STD-4-1630-003

Page 70


33 kV O/H LINE POLES EARTHING SYSTEM


Printed 20-04-2008



STD-4-1631-002 STD-4-1631-003 STD-4-1631-004

STD-4-1631-005

CROSS ARM FOR SURGE DIVERTER ASSEMBLY FOR TERMINAL (T) POLES

STD-4-1631-007

CROSS ARM FOR AUTORECLOSER TYPE NU-LEC CROSS ARM FOR AUTORECLOSER TYPE ENTEC CROSS ARM FOR THROUGH POLE 33kV SINGLE ELM 3.2m CROSS ARM FOR FIELD ISOLATOR 33kV SINGLE ELM 3.2m FOR POLETYPE "T"

STD-4-1631-009 STD-4-1631-010

STD-4-1632-001 STD-4-1632-002 STD-4-1632-003 STD-4-1632-004 STD-4-1632-005 STD-4-1633-001

Page 71

CROSS ARM TYPE - AC 33kV SINGLE ELM L=2.8m, FOR SPAN LENGTH 100m CROSS ARM TYPE - BC 33kV SINGLE ELM 3.2m CROSS ARM TYPE - TC FOR TERMINAL 33kV SINGLE ELM 3.2m CROSS ARM FOR FIELD ISOLATOR 33kV SINGLE ELM 3.2m CROSS ARM FOR MORRIS EQUIPMENT ASSEMBLY FOR TERMINAL (T) POLES

STD-4-1631-006

STD-4-1631-008


COVER PLATE FOR POLE TOP TOP ø220 COVER PLATE FOR POLE TOP TOP ø460 COVER PLATE FOR POLE TOP TOP ø370 COVER PLATE FOR POLE TOP TOP ø340 COVER PLATE FOR POLE TOP TOP ø310, GUARD POLE CABLE STAND-OFF BRACKET ASSEMBLY FOR TERMINAL (T) POLES

STD-4-1634-001

CLAMP FOR FOC ASSEMBLY FOR ANGLE (A/S) POLES

STD-4-1634-002

CLAMP FOR FOC ASSEMBLY FOR TERMINAL (T) POLES

STD-4-1634-003

CLAMP FOR PIPE SUPPORT ASSEMBLY FOR TERMINAL (T) POLES

STD-4-1634-004

CLAMP FOR SINGLE CABLE 33kV SINGLE ELM


Printed 20-04-2008




SADDLE FOR PVC PIPES & CABLES, FLAT SURFACE MOUNTING 33kV SINGLE ELM

STD-4-1635-002

SADDLE FOR CABLES FLAT SURFACE MOUNTING 33kV SINGLE ELM

STD-4-1636-001

ASSEMBLY OF MOUNTING FOR GUARD PIPE GUARD PIPE FIBRE OPTIC CABLE ASSEMBLY FOR SECTION (A/S) POLES FIBRE OPTIC CABLE DIELECTRIC SUPPORT ASSEMBLY FOR INTERMEDIATE POLE

STD-4-1637-001 STD-4-1638-001 STD-4-1638-002

STD-4-1638-003 STD-4-1638-004 STD-4-1638-005 STD-4-1638-006 STD-4-1638-007

STD-4-1639-001 STD-4-1640-001 STD-4-1641-001

Page 72

Wall thickness 4mm defined

FIBRE OPTIC CABLE ASSEMBLY FOR ANGLE (A/S) POLES FIBRE OPTIC CABLE ASSEMBLY FOR TERMINAL (T) POLES FIBRE OPTIC CABLE ASSEMBLY FOR TERMINAL (T) POLES FIBRE OPTIC CABLE MOUNTING SUPPORT DETAILS FIBRE OPTIC CABLE TERMINATION ASSEMBLY FOR CABLE JOINTING & BRANCHING POLE FOUNDATION DETAILS 33kV SINGLE ELM PROTECTION OF POLES IN WADIS 33kV SINGLE ELM FIBRE OPTIC CABLE SEPARATION ON POLE 33kV OHL SINGLE ELM CONDUCTOR

STD-4-1642-001

MIINOR AND SERVICE ROAD CROSSING OVERHAD LINE PROFILE AND CLEARANCES 33kV SINGLE ELM

STD-4-1642-002

MAIN AND GRADED ROAD CROSSING OVERHAD LINE PROFILE AND CLEARANCES 33kV SINGLE ELM

STD-4-1643-001

MIINOR AND SERVICE ROAD CROSSING LINE ARRANGEMENT AND DETAIL OF GUARD POLE 33kV SINGLE ELM

STD-4-1643-002

MAIN AND GRADED ROAD CROSSING LINE ARRANGEMENT AN DDETAIL OF GUARD POLE 33kV SINGLE ELM


Printed 20-04-2008




OHL LINE ARRANGEMENT AND DETAIL OF CROSSING GUARD 132kV LINE ARRANGEMENT AND DETAIL OF CROSSING GUARD 33kV SINGLE ELM OHL POLE IDENTIFICATION CODE PLATE

STD-4-1644-002 STD-4-1645-001

STD-4-1645-002

O/H LINE POLE IDENTIFICATION CODE PLATE DANGER PLATE OVERHEAD LINE CONCRETE POLES

STD-4-1645-003

STD-4-1645-004 STD-4-1645-005

PHASE PLATE O/H LINE POLE IDENTIFICATION CODE PLATE

APPENDIX J – GLOSSARY OF DEFINITIONS, TERMS AND ABBREVIATIONS

For the purpose of this document, the following definitions shall apply. General Terminology

Page 73

Company

-

Consultant

-

Contractor

-

Manufacturer

-

Petroleum Development Oman LLC of Muscat, Sultanate of Oman A party to a Contract with the Company or Contractor who is responsible for providing design, engineering, and other related consultancy services under a Contract A party to a Contract with the Company who is responsible for the construction, commissioning and other related works specified in the Contract. On occasion, a Contractor may be responsible for the duties of both Consultant and Contractor A party responsible for the manufacture of material or equipment to perform the duties specified by the Consultant,


Printed 20-04-2008



May

-

Shall Should

-

User

-

Vendor/supplier -


Contractor or the Company The word 'may' is to be understood as indicating a possible course of action The word 'shall' is to be understood as mandatory The word 'should' is to be understood as strongly recommended A qualified engineer, Consultant or Contractor who applies these standards in the execution of a PDO project or Contract The party responsible for the manufacture of materials, equipment or product related services in accordance with the purchase order issued by the Consultant, Contractor or its nominated purchasing office

Technical Terminology Basic Span - The Span length assumed as an equivalent span for a complete overhead line consisting of many sections. Equivalent Span - The span length adopted for sag / tension calculations for a particular line section. Sag - The vertical distance, under any system of conductor loading, between the conductor and a straight line joining adjacent supporting joints. Section - The portion of an overhead line between two fully supported tension points. Span Length - The horizontal distance between adjacent supports. Weight Span - The horizontal distance between the lowest points of the conductor on two adjacent spans. Wind Span - Half of the sum of the spans adjacent to a particular support.

APPENDIX C1 : 33kV OVERHEAD LINE CALCULATION FOR SINGLE ELM WITHOUT FIBRE OPTIC CABLE ON INTERMEDIATE SINGLE POLE STRUCTURE

Page 74


Printed 20-04-2008



ELM conductor details Number of phases Number of conductors per phase Diameter of conductor Wind force coefficient of conductor Page 75

ncp n dc Cfc



3 1 18,8 mm 1,1 Printed 20-04-2008



Petroleum Development Oman LLC Weight of conductor per metre Basic span Wind span (normal working conditions) wind span (broken wire conditions) Weight span (normal working conditions) Weight span (broken wire conditions) Σ weight of conductors

wc lb

5,69 N/m 80 m

lwn

80 m

lwb

60 m

lwt

120 m

lwtb Wcd = wc*lwt*ncp*n

90 m 2,05 kN

Insulator details Number of post insulators

np

Outer dia. of post insulator

dpout

120 mm

Inner dia. of post insulator

dpin

73 mm

Average dia. of post insulator

dpavg = (dpin + dpout ) / 2

97 mm

Length of post insulator Cf of post insulator Weight of post insulator Σ weight of insulators Wind pressure ...on pole ...on conductors & insulators Pole details

hp Cfi wp Wi = wp*np

Type Total height Planting depth Diameter of top Diameter of base Dia. at ground level Cf of pole shaft Wind surface above ground level Wall thickness at top Wall thickness at base Area of pole at top Area of pole at bottom Weight of pole Crossarm details Length of crossarm Number of crossarms Length of struts Number of struts Weight of crossarm per metre Weight of struts per metre Σ weight of crossarm type A Distance to top of pole Wind forces & bending Page 76

3

665 mm 1 88 N 0,26 kN 900 N/m2 900 N/m2

fwp fw

hp pd Dpt Dpb = Dpt + 15*hp dpg = Dpb -15*pd Cfp

spun concrete Intermediate I(12) 12 1,8 220 400 373 0,7

Apole thpt thpb At = π / 4 * (Dpt2 - (Dpt 2*thpt) 2) Ab = π / 4 * (Dpb2 - (Dpb 2*thpb) 2) Wp = (At+Ab)/2*hp*25*1,02 Lc Nc Lcs Ncs Wm Wms Wc = 1,2*(Lc*Nc*Wm+Lcs*Ncs*Wms) dist


m m mm mm mm

2,12 m2 56 mm 68 mm 0,0289 m2 0,0709 m2 15,27 kN 2,60 1 0,71 2 0,150 0,0963

m m kN/m kN/m

0,63 kN 0,1 m

Printed 20-04-2008



Petroleum Development Oman LLC moments Wind force on conductor

Fc = ncp*n*dc*Cfc*lwn*fw

4,4669 kN

Wind force on post insulator Wind force on pole Height above ground level...

Fpi = np*Cfi*fw*(dpavg*hp) Fpole = Apole*fwp

0,1733 kN 1,9053 kN

...of wind force on conductor

hFc = hp-pd-dist+hp

10,765 m

...of wind force on post insulator hFpi = hp-pd-dist+hp/2 hApole = (Dpt*2+dpg)/ ...of wind force on pole (Dpt+dpg)*(hp-pd)/3 Bending moment at ground level...

10,433 m

...due to wind on conductors

Bmconductor = Fc*h Fc

48,086 kNm

...due to wind on post insulators

Bmpi = Fpi*hFpi

1,81 kNm

...due to wind on pole

Bmpole = Fpole*hApole

8,88 kNm

4,66 m

F = Fc+Fpi+Fpole Σ wind force at grond level Σ bending moment at grond level Mb Simplified verification of a pile foundation Characteristic bending moment at ground level Characteristic shear force at ground level Bending moment at fulcrum point Bending moment at fulcrum point = 58,8kNm + 1,80m * 2/3 * 6,5kN = 66,6kNm Soil type (ls, md, ds, r) Bearing capacity of soil Depth of foundation Diameter of foundation Outer resistance moment of the foundation Mg Outer resistance moment = 350kN/m² * 0,80m * (1,80m)³ / 12 = 136,1kNm Existing global outer safety of the f oundation (stability) Existing outer global safety = 136,1kNm / 66,6kNm = 2,04 Loose soil 200 Medium dense soil 350 Dense soil 500 Hard rock 2100 Verification of bearing load (soil pressure) below pole base Total structure & conductor weight WT = Wc+Wi+Wp+Wcd Existing bearing load (soil pressure) BLPB = WT / Ab

6,55 kN 58,77 kNm 58,77 kNm 6,55 kN 66,62 kNm

md 350 1,80 0,80 136,1

kN/m² m m kNm

2,04

kN/m² kN/m² kN/m² kN/m²

Allow. bearing load

ls md ds r

18,21 kN 257 kN/m2 400 kN/m2

APPENDIX C2 33kV OVERHEAD LINE CALCULATION FOR SINGLE ELM WITH FIBRE OPTIC CABLE ON INTERMEDIATE SINGLE POLE STRUCTURE

Page 77


Printed 20-04-2008



ELM conductor details Number of phases Number of conductors per phase Diameter of conductor Wind force coefficient of conductor Weight of conductor per metre Page 78

ncp n dc Cfc wc



3 1 18,8 mm 1,1 5,69 N/m Printed 20-04-2008



Petroleum Development Oman LLC Basic span Wind span (normal working conditions) Wind span (broken wire conditions) Weight span (normal working conditions) Weight span (broken wire conditions) Σ weight of conductors Fibre optic cable (FOC) details Number of fibre optic cable Diameter of optic cable Wind force coefficient of optic cable Weight of optic cable per metre Tension in optic cable Height of optic cable above ground Σ weight of fibre optic cable Insulator details Number of post insulators

lb

66 m

lwn lwb

66 m 50 m

lwt lwtb Wcd = wc*lwt*ncp*n

100 m 75 m 1,71 kN

nfo df Cfo wf Tf hf Wfoc = wf*lwt*nfo

1 15,0 mm 1,3 1,77 N/m 6,13 kN m 0,18 kN

np

3


dpout

120 mm


dpin

73 mm



97 mm

Length of post insulator Cf of post insulator Weight of post insulator Σ weight of insulators Wind pressure ...on pole


665 mm 1 88 N 0,26 kN

fwp

900 N/m2

...on conductors & insulators

fw

900 N/m2

...on FO cable Pole details

ffoc

900 N/m2

Type Total height Planting depth Diameter of top Diameter of base Diameter at ground level Cf pole shaft Wind surface above ground level Wall thickness at top Wall thickness at base Area of pole at top Area of pole at bottom Weight of pole Crossarm details Length of crossarm Number of crossarms Length of struts Number of struts Weight of crossarm per metre Weight of struts per metre Page 79

hp pd Dpt Dpb = Dpt + 15*hp dpg = Dpb -15*pd Cfp Apole thpt thpb At = π / 4 * (Dpt2 - (Dpt - 2*thpt)2) Ab = π / 4 * (Dpb2 - (Dpb 2*thpb) 2) Wp = (At+Ab)/2*hp*25*1,02

spun concrete Intermediate I(12) 12 1,8 220 400 373 0,7 2,12 56 68 0,0289

Lc Nc Lcs Ncs Wm Wms


m m mm mm mm m2 mm mm m2

0,0709 m2 15,27 kN 2,60 1 0,71 2 0,150 0,0963

m m kN/m kN/m

Printed 20-04-2008



Petroleum Development Oman LLC Wc=1,2*(Lc*Nc*Wm+Lcs*Ncs*Wms ) dist

Σ weight of crossarm type A Distance to top of pole Wind forces & bending moments Wind force on conductor

0,63 kN 0,1 m


3,6852 kN

Wind force on post insulator

Fpi = np*Cfi*fw*(dpavg*hp)

0,1733 kN

Wind force on fibre optic cable Wind force on pole Height above ground level...

Ffoc = f foc*nfo*df*Cfo*lwn Fpole = Apole*fwp

1,1583 kN 1,9053 kN


hFc = hp-pd-dist+hp

10,765 m

...of wind force on post insulator ...of wind force on FO cable

hFpi = hp-pd-dist+hp/2 hf hApole = (Dpt*2+dpg)/(Dpt+dpg)*(hppd)/3

10,433 m 7,7 m


Bmconductor = Fc*hFc

39,671 kNm


Bmpi = Fpi*hFpi

1,81 kNm

...due to wind on FO cable

Bmfoc = Ffoc*hf

8,92 kNm



8,88 kNm

...of wind force on pole Bending moment at ground level...

F = Fc+Fpi+Fpole Σ wind force at grond level Mb Σ bending moment at grond level Simplified verification of a pile foundation Characteristic bending moment at ground level Characteristic shear force at ground level Bending moment at fulcrum point Bending moment at fulcrum point = 59,1kNm + 1,80m * 2/3 * 6,9kN = 67,4kNm Soil type (ls, md, ds, r) Bearing capacity of soil Depth of foundation Diameter of foundation Outer resistance moment of the foundation Mg Outer resistance moment = 350kN/m² * 0,80m * (1,80m)³ / 12 = 136,1kNm Existing global outer safety of the foundation (stability) Existing outer global safety = 136,1kNm / 67,4kNm = 2,02 Loose soil 200 Medium dense soil 350 Dense soil 500 Hard rock 2100 Verification of bearing load (soil pressure) below pole base Total structure & conductor weight

WT = Wc+Wi+Wp+Wcd+Wfoc

Existing bearing load (soil pressure) Allow. bearing load

BLPB = WT / Ab

4,66 m

6,92 kN 59,11 kNm 59,11 kNm 6,92 kN 67,58 kNm

md 350 1,80 0,80 136,1

kN/m² m m kNm

2,01 kN/m² kN/m² kN/m² kN/m²

ls md ds r 18,05 kN 254 kN/m2 400 kN/m2

APPENDIX C3 33kV OVERHEAD LINE CALCULATION FOR SINGLE ELM WITHOUT FIBRE OPTIC CABLE ON INTERMEDIATE SINGLE POLE STRUCTURE

ELM conductor details Number of phases Page 80

ncp


3 Printed 20-04-2008



Petroleum Development Oman LLC Number of conductors per phase Diameter of conductor Wind force coefficient of conductor Weight of conductor per metre Basic span Wind span (normal working conditions) Wind span (broken wire conditions) Weight span (normal working conditions) Weight span (broken wire conditions) Σ weight of conductors Insulator details Number of post insulators

n dc

1 18,8 mm

Cfc wc lb

1,1 5,69 N/m 100 m

lwn

100 m

lwb

75 m

lwt

120 m

lwtb Wcd = wc*lwt*ncp*n

90 m 2,05 kN

np

3


dpout


dpin

73 mm



97 mm

Length of post insulator Cf of post insulator Weight of post insulator Σ weight of insulators Wind pressure ...on pole


665 mm 1 88 N 0,26 kN

fwp

900 N/m2

...on conductors & insulators Pole details

fw

900 N/m2

Type Total height Planting depth Diameter top Diameter base Dia. at ground level Cf pole shaft Wind surface above ground level Wall thickness at top Wall thickness at base Area of pole at top Area of pole at bottom Weight of pole Crossarm details Length of crossarm Number of crossarms Length of struts Number of struts Weight of crossarm per metre Weight of struts per metre Σ weight of crossarm type A Page 81


120 mm

spun concrete Intermediate I(12) 12 1,9 220 400 371,5 0,7

Apole thpt thpb At = π / 4 * (Dpt2 - (Dpt - 2*thpt)2) Ab = π / 4 * (Dpb2 - (Dpb 2*thpb) 2) Wp = (At+Ab)/2*hp*25*1,02

2,09 56 68 0,0289

Lc Nc Lcs Ncs Wm Wms Wc=1,2*(Lc*Nc*Wm+Lcs*Ncs*Wms

2,60 1 0,71 2 0,150 0,0963 0,63


m m mm mm mm

m2 mm mm m2

0,0709 m2 15,27 kN m m kN/m kN/m kN

Printed 20-04-2008




Distance to top of pole Wind forces & bending moments Wind force on conductor

) dist

0,1 m


5,5836 kN

Wind force on post insulator Wind force on pole Height above ground level...

Fpi = np*Cfi*fw*(dpavg*hp) Fpole = Apole*fwp

0,1733 kN 1,8819 kN


hFc = hp-pd-dist+hp

10,665 m

...of wind force on post insulator hFpi = hp-pd-dist+hp/2 hApole = (Dpt*2+dpg)/(Dpt+dpg)*(hp...of wind force on pole pd)/3 Bending moment at ground level...

10,333 m



59,549 kNm


Bmpi = Fpi*hFpi

1,79 kNm



8,69 kNm

F = Fc+Fpi+Fpole Σ wind force at grond level Σ bending moment at ground lvl. Mb Simplified verification of a pile foundation Characteristic bending moment at ground level Characteristic shear force at ground level Bending moment at fulcrum point Bending moment at fulcrum point = 70,0kNm + 1,90m * 2/3 * 7,6kN = 79,7kNm Soil type (ls, md, ds, r) Bearing capacity of soil Depth of foundation Diameter of foundation Outer resistance moment of the foundation Mg Outer resistance moment = 350kN/m² * 0,80m * (1,90m)³ / 12 = 160,0kNm Existing global outer safety of the foundation (stability) Existing outer global safety = 160,0kNm / 79,7kNm = 2,01 Loose soil 200 Medium dense soil 350 Dense soil 500 Hard rock 2100 Verification of bearing load (soil pressure) below pole base Total structure & conductor weight WT = Wc+Wi+Wp+Wcd Existing bearing load (soil pressure) BLPB = WT / Ab

4,62 m

7,64 kN 70,03 kNm 70,03 kNm 7,64 kN 79,70 kNm

md 350 1,90 0,80 160,0

kN/m² m m kNm

2,01 kN/m² kN/m² kN/m² kN/m²

Allow. bearing load

ls md ds r

18,21 kN 257 kN/m2 400 kN/m2

APPENDIX C4 33kV OVERHEAD LINE CALCULATION FOR SINGLE ELM WITHOUT FIBRE OPTIC CABLE ON ANGLE / SECTION SINGLE POLE STRUCTURE ELM conductor details Number of phases Page 82

ncp


3 Printed 20-04-2008



Petroleum Development Oman LLC Number of conductors per phase Diameter of conductor Wind force coefficient of conductor Weight of conductor per metre Basic span Wind span (normal working conditions) Wind span (broken wire conditions) Weight span (normal working conditions) Weight span (broken wire conditions) Σ weight of conductors Insulator details Number of post insulators Number of tension insulators

n dc Cfc wc lb lwn lwb

1 18,8 1,1 5,69 80 80 60

lwt lwtb Wcd = wc*lwt*ncp*n

120 m 90 m 2,05 kN


dpout

120 mm


dpin

73 mm



97 mm

Length of post insulator Weight of post insulator Outer dia. of tension insulator Inner dia. of tension insulator

hp wp dout dinn

665 88 93 78

mm N mm mm

Average dia. of tension insulator Length of tension insulator Weight of tension insulator Cf of insulator Σ weight of insulators Wind pressure ...on pole ...on conductors & insulators Pole details

di = (dinn + dout ) / 2 hit wi Cfi Wi = wp*np + wi*nit

86 550 206 1 1,50

mm mm N

fwp fw

900 N/m2 900 N/m2

Type Total height Planting depth Diameter of top Diameter of base Dia. at ground level Cf pole shaft Wind surface above ground level Wall thickness at top Wall thickness at base Area of pole at top Area of pole at bottom Weight of pole Crossarm details Length of crossarm Number of crossarms Length of struts Number of struts Weight of crossarm per metre Weight of struts per metre Page 83

np nit


mm N/m m m m

3 6

spun concrete Angle/Section A/S(14) 14 2,8 340 550 508 0,7 3,32 56 70 0,05


0,1056 m2 27,76 kN

Lc Nc Lcs Ncs Wm Wms


kN

3,20 2 0,71 6 0,150 0,0963

m m kN/m kN/m

Printed 20-04-2008



Σ weight of crossarm type B Distance to top of pole Wind forces & bending moments Resultant pull of conductors


Wc=1,2*(Lc*Nc*Wm+Lcs*Ncs*Wms ) dist

1,64 kN 0,15 m

Fc from sag & tension analysis

14,8 kN

Wind force on post insulator


0,1733 kN

Wind force on tension insulator Wind force on pole Height above ground level...

FTi = nit*Cfi*fw*(di*hit) Fpole = Apole*fwp

0,2539 kN 2,9917 kN

...of resultant pull of conductors

hFc = hp-pd-dist

11,05 m

...of wind force on post insulator

hFpi = hp-pd-dist+hp/2

11,38 m

…of wind force on tension insulator

hFTi = hp-pd-dist hApole = (Dpt*2+dpg)/(Dpt+dpg)*(hppd)/3

11,05 m

...of wind force on pole Bending moment at ground level...

5,23 m

...due to res. pull of conductors


163,54 kNm


Bmpi = Fpi*hFpi

1,97 kNm

...due to wind on tension insulators

BmTi = FTi*hFpi

2,81 kNm


Bmpole = Fpole*h Apole

15,65 kNm

F = Fc+Fpi+Fpole Σ wind force at grond level Mb Σ bending moment at grond level Simplified verification of a pile foundation Characteristic bending moment at ground level Characteristic shear force at ground level Bending moment at fulcrum point Bending moment at fulcrum point = 184,0kNm + 2,80m * 2/3 * 18,2kN = 217,9kNm Soil type (ls, md, ds, r) Bearing capacity of soil Depth of foundation Diameter of foundation Outer resistance moment of the foundation Mg Outer resistance moment = 350kN/m² * 1,00m * (2,80m)³ / 12 = 640,3kNm Existing global outer safety of the f oundation (stability) Existing outer global safety = 640,3kNm / 217,9kNm = 2,94 Loose soil 200 kN/m² Medium dense soil 350 kN/m² Dense soil 500 kN/m² Hard rock 2100 kN/m² Verification of bearing load (soil pressure) below pole base Total structure & conductor weight

WT = Wc+Wi+Wp+Wcd

Existing bearing load (soil pressure) Allow. bearing load

BLPB = WT / Ab

18,22 kN 183,97 kNm 183,97 kNm 18,22 kN 217,94 kNm md 350 2,80 1,00 640,3

kN/m² m m kNm

2,94 ls md ds r 32,95 kN 312 kN/m2 400 kN/m2

APPENDIX C5 33kV OVERHEAD LINE CALCULATION FOR SINGLE ELM WITH FIBRE OPTIC CABLE ON ANGLE / SECTION SINGLE POLE STRUCTURE

Page 84


Printed 20-04-2008


ELM conductor details Number of phases ncp Number of conductors per phase n Oman LLC Diameter of conductor Petroleum Development dc Wind force coefficient of conductor Cfc Weight of conductor per metre wc Basic span lb Wind span (normal working conditions) lwn Wind span (broken wire conditions) lwb Weight span (normal working conditions) lwt Weight span (broken wire conditions) lwtb Wcd = wc*lwt*ncp*n Σ weight of conductors Fibre optic cable (FOC) details Number of fibre optic cable nfo Diameter of optic cable df Wind force coefficient of optic cable Cfo Weight of optic cable per metre wf Tension in optic cable Tf Height of optic cable above ground hf Wfoc = wf*lwt*nfo Σ weight of fibre optic cable Insulator details Number of post insulators np Number of tension insulators nit

3 1 Version: 6.0 18,8 mm Effective: May-08 1,1 5,69 N/m 66 m 66 m 50 m 100 m 75 m 1,71 kN 1 15,0 1,3 1,77 6,13 8,7 0,18

mm N/m kN m kN

3 6


dpout


dpin

73 mm



97 mm


hp wp dout dinn

665 88 93 78

mm N mm mm

Average dia. of tension insulator Length of tension insulator Weight of tension insulator Cf of insulator Σ weight of insulators Wind pressure ...on pole ...on conductors & insulators


86 550 206 1 1,50

mm mm N

fwp fw

900 N/m2 900 N/m2


f foc

900 N/m2

Type Total height Planting depth Diameter of top Diameter of base Dia. at ground level Cf pole shaft Wind surface above ground level Wall thickness at top Wall thickness at base Area of pole at top

hp pd Dpt Dpb = Dpt + 15*hp dpg = Dpb -15*pd Cfp Apole thpt thpb At = π / 4 * (Dpt2 - (Dpt 2*thpt)2) Ab = π / 4 * (Dpb2 - (Dpb 2*thpb) 2) Wp = (At+Ab)/2*hp*25*1,02

120 mm

spun concrete Angle/Section A/S(14) 14 2,8 340 550 508 0,7 3,32 56 70

kN

m m mm mm mm m2 mm mm

0,05 m2

Area of pole at bottom 0,1056 m2 Weight 27,76 kN Page 85of pole SP-1102B: Specification for Design of 33kV OHL on Concrete Poles Printed 20-04-2008 Crossarm details The controlled version of this CMFLc Document resides online in Livelink®. Printed copies are UNCONTROLLED. 3,20 m Length of crossarm Number of crossarms Nc 2 Length of struts Lcs 0,71 m Number of struts Ncs 6 Weight of crossarm per metre Wm 0,150 kN/m Weight of struts per metre W 0 0963 kN/



APPENDIX C6 33-KV OVERHEAD LINE CALCULATION FOR SINGLE ELM WITHOUT FIBRE OPTIC CABLE ON TERMINAL SINGLE POLE STRUCTURE

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ELM conductor details Number of phases ncp Number of conductors per phase n Petroleumdc Development Oman LLC Diameter of conductor Wind force coefficient of conductor Cfc Weight of conductor per metre wc Basic span lb Wind span (normal working conditions) lwn Wind span (broken wire conditions) lwb Weight span (normal working conditions) lwt Weight span (broken wire conditions) lwtb Wcd = wc*lwt*ncp*n Σ weight of conductors

3 1 Version: 6.0 18,8 mm Effective: May-08 1,1 5,69 N/m 80 m 80 m 60 m 120 m 90 m 2,05 kN

Insulator details Number of post insulators Number of tension insulators

np nit


dpout

120 mm


dpin

73 mm



97 mm


hp wp dout dinn

Average dia. of tension insulator Length of tension insulator Weight of tension insulator Cf of insulator Σ weight of insulators


Wind pressure ...on pole ...on conductors & insulators

fwp fw

3 6

665 88 93 78

mm N mm mm

86 550 206 1 1,50

mm mm N kN

900 N/m2 900 N/m2

Pole details Type Total height Planting depth Diameter top Diameter base Dia. at ground level Cf pole shaft


Wind surface above ground level Wall thickness at top Wall thickness at base Area of pole at top

Apole thpt thpb At = π

/ 4 * (Dpt2 - (Dpt - 2*thpt)2)

spun concrete Terminal T(14) 14 3,1 460 670 624 0,7 4,13 65 79 0,0807


Area of pole at bottom Ab = π / 4 * (Dpb2 - (Dpb - 2*thpb)2) 0,1467 m2 Weight of pole Wp = (At+Ab)/2*hp*25*1,02 40,58 kN Crossarm details Length of crossarm Lc 3,20 m Number of crossarms Nc 2 Length of struts Lcs 0,71 m Number of struts Ncs 6 Weight of crossarm per metre Wm 0,182 kN/m Weight of struts per metre Wms 0,0963 kN/m Page 87 of crossarm typeSpecification B Wcfor = 1,2*(Lc*Nc*Wm+Lcs*Ncs*Wms) 1,89 kN Σ weight SP-1102B: Design of 33kV OHL on Concrete Poles Printed 20-04-2008 Distance to top of pole dist 0,15 m The controlled version of this CMF Document resides online in Livelink®. Printed copies are UNCONTROLLED. Wind forces & bending moments Resultant pull of conductors Fc from sag & tension analysis 29,8 kN Wind force on post insulator


0,1733 kN

Wind force on tension insulator Wind force on pole

FTi = nit*Cfi*fw*(di*hit) Fpole = Apole*fwp

0,2539 kN 3 7202 kN



APPENDIX C7 33-KV OVERHEAD LINE CALCULATION FOR SINGLE ELM WITH FIBRE OPTIC CABLE ON TERMINAL SINGLE POLE STRUCTURE Page 88


Printed 20-04-2008


ELM conductor details Number of phases ncp Number of conductors per phase n Petroleum Development Oman LLC Diameter of conductor dc Wind force coefficient of conductor Cfc Weight of conductor per metre wc Basic span lb Wind span (normal working conditions) lwn Wind span (broken wire conditions) lwb Weight span (normal working conditions) lwt Weight span (broken wire conditions) lwtb Wcd = wc*lwt*ncp*n Σ weight of conductors Fibre optic cable (FOC) details Number of fibre optic cable nfo Diameter of optic cable df Wind force coefficient of optic cable Cfo Weight of optic cable per metre wf Tension in optic cable Tf Height of optic cable above ground hf Wfoc = wf*lwt*nfo Σ weight of fibre optic cable Insulator details Number of post insulators np Number of tension insulators nit

3 1 Version: 6.0 18,8 mm Effective: May-08 1,1 5,69 N/m 66 m 66 m 50 m 100 m 75 m 1,71 kN 1 15,0 1,3 1,77 6,13 8,4 0,18

mm N/m kN m kN

3 6


dpout

120 mm


dpin

73 mm



97 mm


hp wp dout dinn

665 88 93 78

mm N mm mm

Average dia. of tension insulator Length of tension insulator Weight of tension insulator Cf of insulator Σ weight of insulators Wind pressure


86 550 206 1 1,50

mm mm N

...on pole ...on conductors & insulators

fwp fw

900 N/m2 900 N/m2


f foc

900 N/m2

Type Total height Planting depth Diameter top Diameter base Dia. at ground level Cf pole shaft Wind surface above ground level Wall thickness at top Wall thickness at base Area of pole at top


spun concrete Terminal T(14) 14 3,1 460 670 624 0,7 4,13 65 79 0,0807

kN


Area of pole at bottom 0,1467 m2 Weight of pole 40,58 kN Crossarm details Length of crossarm Lc 3,20 m Page 89 Printed 20-04-2008 SP-1102B: Specification for Design of 33kV OHL on Concrete Poles Number of crossarms Nc 2 Length of strutsThe controlled version of this CMF Document Lcs resides online in Livelink®. Printed copies are UNCONTROLLED. 0,71 m Number of struts Ncs 6 Weight of crossarm per metre Wm 0,182 kN/m Weight of struts per metre Wms 0,0963 kN/m Wc = 1,2*(Lc*Nc*Wm+Lcs*Ncs*Wms) 1,89 kN Σ weight of crossarm type A



APPENDIX -D SAG / TENSION CALCULATIONS

Refer sections 2.1.1, 2.1.2, 2.1.4, 2.1.7, 2.3.1.1 and 2.3.1.2 for relevant parameters Effective Weight of Conductor = (Cond. Wt2 + Wind force2)0.5 kg/m D-1

Page 90

SAG / TENSION CALCULATIONS


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Knowing the tension of the line conductor or FO cable at any particular set of conditions of effective weight and temperature it is possible to calculate the tension at any other set of conditions by solving the following equation: T1/W1* sinh (S* W1/T1/2) * (1 + alpha) * (t2 -t1) + (T2 - T1)/A/E) = T2/W2* sinh(S * W2/T2/2) Where : T1 & T2 = Horizontal Tension (kgf) W1 & W2 = Unit Weight (kg/m) t1 & t2 = Temperature (° C) S = Span Length (m) 2 A = Cross Sectional Area (mm ) alpha = Temperature Co-efficient of Expansion (/° C) E = Modulus of Elasticity (Young’s Modulus) in kgf/sq.mm The sag of the conductor or FO cable for a particular span having a tension calculated as above = T/W * (cosh (W * S/T/2) - 1) As a starting point, calculating the maximum sag (and minimum tension) at 90°C and still air, in the equivalent span will result in the lowest stresses in the system D-2

EQUIVALENT SPAN The equivalent span for a range of differing spans subject to the same horizontal tension between Section structures is calculated from the following. Equivalent Span = [(S13 + S23 + S33 ......... ) / (S1 + S2 + S3.........) ] 0.5

APPENDIX-E PHASE CLEARANCE OF CONDUCTORS

Formulae to assess the adequacy of phase clearance is given below: E-1VDE Formula acc. to DIN EN 50341-3-4

Conductor spacing where: f = Lk = Page 91

=

k (f+ Lk) 1/2 + 0,75 * D PP

Sag of conductors at 40°C Length of suspension chain (not applicable for pin-type insulator)


Printed 20-04-2008



k

=

DPP = 50341-1, table 5.5

Page 92


factor acc. to DIN EN 50341-3-4, table 5.4.3, applicable value 0, 6 (all conductors on 1 cross arm, no wind) 0, 45 for 33kV rated line voltage, value acc. to. EN


Printed 20-04-2008




APPENDIX -F1 CANTILEVER LOAD ON 33kV COMPOSITE POST INSULATOR FOR SINGLE ELM LEGEND Qbasic A F FOS Shape Factor

Dia.cond. Lwind Conductor Tension

F-1

DESCRIPTION 900N/m2 exposed area (m2) force (N) 2.5 (Cantilever Strength of Insulators Per NESC) 1.0 for Insulators 1.1 for ELM Conductor 0.0188m 100m 2400kg

WIND LOAD ON INSULATORS Fins = Qbasic*Ainsulator Fins = 900N/m 2 x ((0.12m+0.073m)/2) x 0.665m = 57.8N / 1000 = 0.058kN Ftop of insulator = 0.058kN / 2 = 0.029kN

F-2

WIND LOAD ON CONDUCTORS Fcond = Qbasic x Dcond. x Shape Factor cond x Lwind Fcond = 900N/m 2 x 0.0188m x 1.1 x 100m = 1870N / 1000= 1.87kN

F-3

ANGLE LOAD ON INSULATORS Fangle = 2 x Tension x Sin (5 o/2) x 9.81 Fangle = 2 x 2400kg x Sin 2.5 x 9.81= 2.05kN

F-4

TOTAL CANTILEVER LOAD ON INSULATOR Ftotal = Ftop insulator + Fcond + Fangle Ftotal = 0.029kN + 1.87kN + 2.05kN = 3.95kN

F-5

CANTILEVER STRENGTH REQUIRED Freq = Ftotal x FOS Freq = 3.95kN x 2.5 = 9.87kN NOTE: Based on the above calculations, a Silicon Rubber Insulator with a S pecified Cantilever Load of 12.5kN shall be required for Single ELM conductor Overhead Lines with a wind span of 100 meters and a maximum conductor tension of 23.5kN. S pecified Cantilever Load = SCL as defined in Section 3.3.1 of ANSI Standard C29.11-1989

APPENDIX-G Page 93


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AERODROME

The above sketch is prepared for easy reference by PDO Air Operations, taking into account the requ requir irem emen entt as laid laid down down in "INT "INTER ERNA NATI TION ONAL AL STAN STANDA DARD RDS S AND AND RECO RECOMME MMEND NDED ED PRACTICES AERODROMES ANNEX-14“

APPENDIX-K INSTALLATION GUIDE Page 94


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K1 - 1 PURPOSE The following description forms the basis for the correct execution of the activities required for the assembly and assembly of single- and multiplesection spun concrete poles. Sub-contractors or individual assembly teams performing assembly work for PDO PDO for for the the firs firstt time time must must recei receive ve prac practi tical cal train trainin ing g and and on-t on-the he-s -spo pott instruction over and beyond the present assembly instructions to familiarise themselves with the assembly procedures for spun concrete poles. The documents also assist in the training and instruction of the personnel deployed. Note: A copy of these assembly instructions must be deposited in every assembly team bus.

K1 - 2 SCOPE OF VALIDITY These instructions apply to the assembly of single- and multiple-section spun concrete utility poles.

K1 - 3 TERMS • Nominal weight: • Pole top: • Pole base

Planned weight Top end of pole Bottom end of pole

K1 – 4 RESPONSIBILITIES Amendment service for the process instructions:

The person person respon responsib sible le for the respec respectiv tivee organi organisat sation ion and/or and/or proces processs is responsible for amending and updating the present process instructions. Document control

The distribution of the process instructions to those responsible (customers, transport and assembly firms) is the duty of the respective project manager. Responsibility for occupational safety and quality assurance:

Loading at the factory and transport to building site:

Load oading ing mas master/ ter/lo lorr rry y company

driv driver er

of

Unloading and intermediate storage:

Assembly manager of assembly firm

Pole assembly:

Assembly manager of assembly firm

haula aulage ge

Qual Qualit ity y assu assura ranc ncee and and occu occupa pati tion onal al safe safety ty at the the Site manager of assembly firm building site Acceptance:

Page 95

site manager (if necessary authorised site managers from assembly firms).


Printed 20-04-2008




Verification of effectiveness effectiveness

The effectiveness of the actions described here is established by means of internal and external audits.

K2 – 1 DESCRIPTION General notes The to grade concrete and steel components must be conveyed and stored during storage and assembly in such manner that damage is avoided and all risk to the assembly workers or third parties is excluded. The measures measures to be taken taken to this this end are descri described bed below. below. The The acciden accidentt prevention regulations, safety regulations and requirements for spun concrete poles in compliance with the specifications of the client (especially PDO) must be heeded. The responsibility for safety with regard to assembly work and the personnel lies with the assembly firm. Amon Among g othe otherr thin things gs,, caref careful ul work work prep prepar arat atio ion n is a prere prerequ quis isit itee for for the the straightforward, successful handling of any type of building work. You must take into account: ⇒ The necessary assembly specialists ⇒ Equipment ⇒ Tools and materials ⇒ Lumber and tarpaulins to protect the components and materials ⇒ Crane dimensions selected to suit the on-site conditions ⇒ Coordination of schedule for deliveries and provision of crane ⇒ Provide normal personal protection equipment for assembly workers (safety shoes, helmet, sunprotection, clothing etc.) on building site. ⇒ Additional equipment for protection against falling It must be borne in mind that the weights of spun concrete pole sections may deviate from the nominal weight owing to the manufacturing process. When When selecti selecting ng transp transport ort vehicl vehicles, es, hoisti hoisting ng equipm equipment ent,, load load bearin bearing g and lashing tackle, a 10% additional safety margin on top of the planned weights should be taken into account. If during production weight deviations > 10% are ascertained, Production will imme immedi diat ately ely info inform rm the the site site mana manage gerr in writ writin ing, g, who who then then pass passes es the the information on to the engineering company. If attachments are to be fitted to the shaft of the pole prior to assembly they must be taken into account when the crane is selected. The correct way for the work to be carried out when erecting a concrete pole is described in the following. It is essential to observe these rules to ensure damage-free assembly. The assembly firm is liable for damage caused due to non-compliance with these instructions.

Storage on the stock yard: Poles have to be separated with lumber pieces and secured with lumber key to avoid rolling. Maximum 4 layers of concrete poles are allowed. Page 96


Printed 20-04-2008




Fig 2: Storage of concrete poles

Lumber

Unloading transport vehicles and storage on the building site Inspections at takeover The delivery (pole sections, steel parts, crates with accessories, pallets etc.) must be inspected on the lorry or wagon at the time of receipt on the basis of the delivery note to verify that it is complete (quantities, e.g. 2 crates of accessories) as well as for transport damage. If deviations or faults are found, a note must be made on the delivery note. Stock must be taken immediately of the damage together with the haulage company. Accessory parts packed in crates or steel components delivered in bundles or loose must be checked for completeness and transport damage on the basis of the attached accessory note when building begins. Complaints about the parts supplied must be reported to the site manager immediately by phone. A copy of the delivery note must be attached to the written fault or damage inventory to be submitted subsequently. Unloading the transport vehicles

The conical and cylindrical pole sections are unloaded by crane using two suitable textile belts and/or with steel ropes with protective covering in compliance with DIN EN 134141. To avoid transverse cracks in the concrete the suspension points must be located on either side of the centre of gravity (in accordance with the marks on the pole); they must be pushed apart by at least ¼ of the length of the pole (Fig. 1). To prevent damage and accidents the pole must be secured immediately after it is set down to prevent distortion. In the case of pole joints with flange plates, attention must be paid that sufficiently thick supporting lumber is used between the pole and the ground to prevent the pole bottom from coming into contact with the ground.

Page 97


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Petroleum Development Oman LLC Fig 1: Conical pole suspended from lifting gear

Lifting gear of crane

Spreader or Crossbeam

Optional rope for securing Centre of point of pole Textile belts

Storage on the building site To prevent them from becoming dirtied or damaged, concrete parts and steel components must be stored on square timber on the building site until they are installed. The contracting company must provide the lumber in sufficient quantity. Cement mortar and accessory parts must be covered appropriately on all sides to prevent them from becoming damp and dirty and, where necessary, care must be taken to protect them from damage by frost. The max. permissible period of storage for the aforementioned materials must be heeded. All materials, and especially small parts, must be protected against theft. Storage of concrete parts A plane, horizontal, secure base must be provided the height of the supporting structure must be selected so that the circular blanks and joint plates do not come into contact with the ground when the pole section (pole assembly) is lifted.

Storage of galvanised steel parts Correct storage for the specific part and its specific use is on dry, nonimpregnated square lumber (with approx. 150mm ground clearance) and with lumber between the layers. Store the parts at a slight inclination if possible.

To prevent the formation of white rust, avoid contact with wet grass, prevent water from collecting in the supports and profiles (trough formation) and ensure that the parts are not covered directly with plastic sheeting or tarpaulins. Ensure sufficient ventilation.

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K2 – 2 ASSEMBLY OF POLE SECTIONS Preparatory work for assembly Before work begins the assembly manager must satisfy him (or her) self that all aids required for erection (e. g. assembly cage, assembly ladder, stepladders etc.) are available and that it is possible to assemble all components with them. When using an assembly ladder, the relevant manufacturer’s instructions for use must be heeded. Before the pole sections are erected, all parts to be mounted on them should have been fastened to the pole, provided they do not constitute an obstruction during erection. If possible, the steel platforms that have been preassembled according to plan, will be shifted over the pole sections lying on the ground on trestles, aligned in the prescribed position and secured with wedges.

If possible, all other accessories (retaining ring, ladder etc.) are mounted prior to erection. Other additional parts, cable fastening rails, antenna fixtures etc. must be assembled according to the relevant detailed diagrams and drawings. For poles with drop-in joints the ground must checked again to ensure that the cone fits exactly. Before work begins the assembly manager must check that the lifting equipment is in full working order. Fig 4: Pole erection with textile belt

Crane hoisting gear If textile belt to short - extension with chain (connection with shackle) Crossarm

Textile belt

Pole cap

lumber

If textile belts are used, the crossarm can be used simply to stop the components from slipping. To protect the textile belt it must be used as a slip on both sides. Under all circumstances the belt manufacturer’s directions for use must be heeded.

Page 99


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Erection of pole

Poles in drop-in foundation The following actions must be carried out prior to assembly ⇒ Clean floor of drop-in socket and check that it is even ⇒ Any rainwater present must be pumped out ⇒ Check that foundation surface gradient towards the outside is ≥ 2 %. ⇒ Install fastenings for the pole base on the floor of the socket (e. g. 4 steel wedges) ⇒ Any drainpipes protruding more than 5 cm from the lower edge of the foundation must be removed ♦ If there are any non-compliances, the site manager must be informed. The lower section of the pole is placed in the drop-in foundation with the aid of lifting gear and centred on the floor of the socket by means of the fastenings (e.g. steel wedges). Before the hoisting ropes are removed, the pole section must be fastened in place by means of steel construction-type fastenings, winches or hardwood wedges. Guy ropes can also be used (Fig. 7). When releasing the hoisting ropes the fitter remains on the ladder or secured as for mounting the flange, or he is located in an approved personnel conveyance facility. The perpendicular position of the lower pole section is checked and, if necessary, realigned, see K2 - 3 P “Perpendicular alignment and tolerances”. The lower pole section may not be cast until it is exactly perpendicular and has been rechecked by the assembly manager (or until the entire pole is in an exactly perpendicular position). Fig. 7: Assembly in drop-in foundation Page 100


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Suspension ropes 4 hardwood wedges Chamfer upper edge by approx. 2 %

4 Steel locators – winches or hydraulic system

Ground anchor

Steel wedge Cast concrete

Pole wall Shorten if required

4 steel wedges

Foundation concrete Please see Chapters 2.3.4.2. – 2.3.4.4. for further information.

Posttreatment Please see Chapter 2.3.4.4. for further information. Remaining work The pole guys and/or fastenings that do not remain in the grouting concrete may not be removed until the grouting has become sufficiently hardened and can no longer be scratched (with fresh concrete, approx. 8 hours after setting). If hardwood wedges are used for the purpose of fixation, they can be completely removed when the concrete has hardened sufficiently and the resulting hollow space must be filled with grouting concrete. If they remained in the grouting they would cause damage due to swelling. The surface of the grouting between the pole and the foundation is tapered with a 2% gradient and smoothed flush with the surface of the foundation. Execution must meet the specifications arising from the corresponding foundation plan.

K2 - 3 PERPENDICULAR ALIGNMENT AND TOLERANCES The perpendicular position of the pole is achieved by means of theodolites from two directions offset by approx.90°. The assembly manager must check the theodolites prior to erection. The tolerance for the overall (resulting) slant of the pole is: Page 101


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• For intermediate poles up to 35 m in height, f ≤ 2.5 mm/m

Page 102


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K2 – 4 MOUNTING OF THE ATTACHMENT AND REMAINING WORK The apertures to accommodate the mounting shaft on poles without top flanges, must be sealed with the rubber plugs provided. Any minor chips in the concrete edges must be sealed with permanently elastic material. If necessary the antenna tubes and holes in steel sections must be sealed with the plastic caps and plugs provided Mounting the steel components General notes

All the steel components mentioned in the accessories list and/or the execution drawing must be mounted according to the attached diagrams and their bolted joints using the lock washers stated therein. The required torque for bolted joints on steel parts is to be found in the accompanying drawings/diagrams and must be applied a ccordingly. Page 103


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K2 - 5 APPROVAL Before the building is handed over to the client all components must be inspected by the assembly manager to ensure that they are in proper order and are fully functional. In particular the following items must be checked: ⇒ Visible parts of the foundation with the grouted joint to the pole ⇒ The pole shaft for damage and dirt (damage to the concrete surfaces must be eliminated using PCC mortar system). ⇒ Plastic plugs are to be fitted into threaded bushes that remain empty ⇒ All the remaining attachments for a tight fit and their stipulated state ⇒ All galvanised steel parts for damage or faults in the galvanisation ⇒ Safety equipment ⇒ Mechanical parts for operability The building site must be tidied and cleaned and, if necessary, given appropriate protection until it is approved. Until the customer has approved the building the assembly firm is responsible for the building site.

K3 – 1 DOCUMENTATION Archiving In the course of rendering the accounts of the building project all documents are to be collected in a site management file. This has to be transferred to the costumer. K3 – 2 FURTHER APPLICABLE DOCUMENTS − assembly documents of the pole producer − Accident prevention regulations of the employers’ liability insurance association − Mounting instructions of the supplying manufacturers.

APPENDIX-J GLOSSARY OF DEFINITIONS, TERMS AND ABBREVIATIONS For the purpose of this document, the following definitions shall apply.

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General Terminology Company

-

Consultant

-

Contractor

-

Manufacturer

-

Petroleum Development Oman LLC of Muscat, Sultanate of Oman A party to a Contract with the Company or Contractor who is responsible for providing design, engineering, and other related consultancy services under a Contract A party to a Contract with the Company who is responsible for the construction, commissioning and other related works specified in the Contract. On occasion, a Contractor may be responsible for the duties of both Consultant and Contractor

A party responsible for the manufacture of material or equipment to perform the duties specified by the Consultant, Contractor or the Company May - The word 'may' is to be understood as indicating a possible course of action Shall - The word 'shall' is to be understood as mandatory Should - The word 'should' is to be understood as strongly recommended User - A qualified engineer, Consultant or Contractor who applies these standards in the execution of a PDO project or Contract Vendor/supplier - The party responsible for the manufacture of materials, equipment or product related services in accordance with the purchase order issued by the Consultant, Contractor or its nominated purchasing office Technical Terminology Basic Span - The Span length assumed as an equivalent span for a complete overhead line consisting of many sections. Equivalent Span - The span length adopted for sag / tension calculations for a particular line section. Sag - The vertical distance, under any system of conductor loading, between the conductor and a straight line joining adjacent supporting joints. Section - The portion of an overhead line between two fully supported tension points. Span Length - The horizontal distance between adjacent supports. Weight Span - The horizontal distance between the lowest points of the conductor on two adjacent spans. Wind Span - Half of the sum of the spans adjacent to a particular support.

SP USER-COMMENT FORM

Page 105


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SP-1102B

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