Shoring Manual for Shallow Excavations Groundforce

Contents Introduction Selection Selection Flowcharts • • •

Flowchart 1 – Two Frame, Nominal toe-in Flowchart 2 – Propped Cantilever Flowchart 3 – Vertishore

Soil Descript Description ion Chart Design Design Check Certif Certificate icate Standard Designs (Two (Two Frames, Nominal t oe-in) • • • • • •

2.0m Deep Cohesive 2.0m Deep Granular 2.5m Deep Cohesive 2.5m Deep Granular 3.0m Deep Cohesive 3.0m Deep Granular

Standard Designs (One (One Frame, Prop Propped ped Cantilever) Cantil ever) • • • • •

1.5m Deep Cohesive 1.5m Deep Granular 2.0m Deep Cohesive 2.0m Deep Granular 2.5m Deep Cohesive

Equipment Drawings Manhole Brace Frames Walers

• •

Standard Design Documentation • • • •

Design Request Form General Method Statement Risk Assessment Checklist Box Design Statement

Technical Literature Operator User Guides

Contents Introduction Selection Selection Flowcharts • • •

Flowchart 1 – Two Frame, Nominal toe-in Flowchart 2 – Propped Cantilever Flowchart 3 – Vertishore

Soil Descript Description ion Chart Design Design Check Certif Certificate icate Standard Designs (Two (Two Frames, Nominal t oe-in) • • • • • •

2.0m Deep Cohesive 2.0m Deep Granular 2.5m Deep Cohesive 2.5m Deep Granular 3.0m Deep Cohesive 3.0m Deep Granular

Standard Designs (One (One Frame, Prop Propped ped Cantilever) Cantil ever) • • • • •

1.5m Deep Cohesive 1.5m Deep Granular 2.0m Deep Cohesive 2.0m Deep Granular 2.5m Deep Cohesive

Equipment Drawings Manhole Brace Frames Walers

• •

Standard Design Documentation • • • •

Design Request Form General Method Statement Risk Assessment Checklist Box Design Statement

Technical Literature Operator User Guides

Shoring Manual for Shallow Excavations Introduction This manual is intended to enable a “competent” person to specify the shoring requirements for relatively small, shallow, trenches or manhole type excavations up to 3m maximum depth in reasonable ground conditions without producing a scheme specific design. The flowchart shown on the next page is a guide to enable the contractor to assess whether the generic designs enclosed in this document are sufficient or if a scheme specific design will be required. Calculations The designs contained in this document have been carried out using Groundforce Shorco’s specialist temporary works design software, GFsafe. The designs have been based on a set of basic assumptions which the contractor or user must assess have been met. If any parameter exceeds the assumptions stated below then the contractor should obtain an excavation specific design. The calculations have been carried out in accordance with the following authoritative documents: Piling Handbook. CIRIA Special Publication 95: The Design & Construction of Sheet-Piled Cofferdams. CIRIA Report 97: Trenching Practice. Design Assumptions The designs have been based on the following basic assumptions. If any or these are not met, the contractor should seek a scheme specific design. These standard designs are only valid when used in conjunction with Groundforce Shorco equipment. The excavation is less than 3m deep If the ground is mainly Cohesive it should be a reasonably firm, (see page 4 for guidance). If the ground is mainly Granular it should be reasonably compacted, (see page 4 for guidance). The excavation is not located within the vicinity of sloping ground e.g. an embankment i.e. the ground must be reasonably flat. No abnormal surcharges exist or are likely to exist within close proximity to the excavation. No ground water is present. Excavations are short term i.e. less than four week duration.

Notes 1. The use of this manual does not remove the responsibility from the contractor in providing a safe excavation and place of work under the CDM 2007 regulations. 2. A site site specifi specificc risk risk assess assessment ment must must be be carr carried ied out prior prior to to comm commenc encing ing work. work. 3. The correct use and application of this document is entirely the responsibility of the user. 4. If in doubt contact Groundforce Shorco on 0800 000345

Temporary Works Design – Appendix B Internal Checking Certificate: INTERNAL CHECK: Category 1 (see design procedure for explanation) This design has been prepared by the Groundforce Shorco (GFS) technical department in accordance with their documented design procedure (a copy of which is available on request). Great professional skill and care has been taken to provide a safe and workable solution in accordance with the principles set out in BS 5975:2008 section 9. and the Construction (Design and Management) Regulations 2007 as far as is reasonably possible. The shoring temporary works schemes is described by the documents referenced below

o

Shoring Manual for Shallow Excavations covering the following designs:

o

CO-EX-2, GR-EX-2, CO-EX-2.5, GR-EX-2.5, CO-EX-3, GR-EX-3, CO-EX-1.5-PC, GR-EX-1.5-PC, CO-EX-2-PC, GR-EX-2-PC, CO-EX-2.5-PC

I certify that reasonable professional skill and care has been used in the design of the Temporary Works schemes identified and described by the above referenced drawings and other documents:

Signed:

Name: Duncan Pearson Date: January 2011

Title/Position:

Design Manager

I certify that reasonable professional skill and care has been used in the checking to Category 1 of the Temporary Works schemes identified and described by the above referenced drawings and other documents and that the design is fit for purpose. In addition I certify that the Engineer who completed the above designs is competent to carry out their duties and that they have exercised reasonable professional skill, care and diligence under CDM 2007.

Signed:

Name: Tony Gould Date: January 2011

Title/Position:

Technical Director

Depth of Dig

Key:Nett Pressure (Max) 10.0kN/m² Bending Moment (Max) -2.8kNm/m

20 kN/m² 0 m

COHESIVE GROUND (Minimum Soft to Firm)

Design Model Bsc Piling No Earth Support - Rigid Calculated on no earth support Design at Construction Stage

0.4m -1.7kN/m-GROUNDFORCE GROUNDFORCE Frame/Waler

1 m

1.2m 11.7kN/m-GROUNDFORCE GROUNDFORCE Frame/Waler

Depth 2.00m 2 m


Issued for Construction.

Sheet Pile Definition 8.5kNm/m > 2.8kNm/m(Bending Capacity is Adequate) Sheet Type: Allowable Moment = Moment of Inertia = Youngs Modulus (E) = Allowable Stress = Section Modulus =

Support Information Frame 1 Type: GROUNDFORCE Frame/Waler Level:0.40 m W LL: Varies Load: -1.7 kN/m Frame 2 Type: GROUNDFORCE Frame/Waler Level:1.20 m W LL: Varies Load: 11.7 kN/m

Pressure Model: Load Model: Support Type:

Groundforce

Title

:2.0m Cohesive

Software Licensed to:

Contract :Various Contractor:-

Designer :Groundforce Reference:CO-EX-2 Date:23/07/2010 Construction Stage Rev: -

Groundforce Std. SD33 8.5 kNm/m 81.4 cm /m 210.0 kN/mm² 186.0 kN/mm² 48.4 cm³/m BSC Piling Rigid sheet about lower fra me No Earth Support GFsafe Version 1.3.6 Copyright VP plc 2003

SUMMARY

INPUT

2.0 m 20.0 kN/m² 10.0 m 10.0 m 9.81 kN/m³ 5.0 kN/m³

Excavation Depth Surcharge Act ive iv e Water Dept h Passive Water Depth Water Densit Densit y Min Fluid Density SOIL PROFILE Depth (m) Soil Name 0.0 COHESIVE GROUND (Minimum Soft to Firm)

y(kN/m³)

y'(kN/m³)

C(kN/m²) Ø(°)

Ka

Kp

Kac

Kpc

delta

18.60

8.80

30.00

1.00

1.00

2.00

2.00

0.00

0.00

SOLUTION DESIGN SOLUTION Support Type Pressure Model Passive Softening Water Balancing

No Earth Support BSC Piling method N/A N/A

SHEET Sheet Type Groundforce Std. SD33

Z cm³/m 48.40

I cm /m 81.40

DESIGN FORCES Soil Pressure Current Bending Moment Maximum Bending Moment Shear Force

Maximum 10.0 kN/m² -2.77 kNm/m 2.77 kNm/m 6.4 kN

Depth 2.0 m 1.2 m 1.2 m 1.2 m

Current Support Details Depth m 0.4 1.2

Load kN/m -1.7 11.7

GROUNDFORCE Equipment GROUNDFORCE Frame/Waler GROUNDFORCE Frame/Waler

Maximum Maximum Support Loads Depth (m) 0.4 1.2

Load (kN/m) 0.0 11.7


Groundforce

Title

:2.0m Cohesive



Allowable Stress N/mm² 186.00


Allowable Moment kNm/m 8.50

GFsafe Version 1.3.6 Copyright VP plc 2003

2.0m Deep Excavation – Cohesive Ground Summary: Maximum Sheet Bending Moment = 2.8kNm/m Maximum Frame Load = 11.7kN/m

Suitable Sheets: Groundforce Std SD33 Trench Sheets (330mm wide, 3.4mm thick) Capacity = 8.5kNm/m Length = 2.0m + required up-stand (up-stand assessed by contractor) Suitable Frames: a) 2.0m² to 3.0m² Four sided excavation, use:  Groundforce Double Acting Manhole Brace Leg A (WLL = 65.0kN/m)

[GF-DA-A]

b) 3.0m Long Trench (two sided support), use:  Groundforce 3.0m Aluminium Waler (WLL = 18.7kN/m)

[GF-AL-3]

c) 4.0m Long Trench (two sided support), use:  Groundforce 3.9m HD Steel Waler (WLL = 40.4kN/m)

[GF-HD-4]

d) 5.0m Long Trench (two sided support), use either:  Groundforce 5.0m Aluminium Waler (WLL = 28.5kN/m)  Groundforce 5.0m Standard Steel Waler (WLL = 18.0kN/m)  Groundforce 5.0m HD Steel Waler (WLL = 28.0kN/m)  Groundforce 5.0m Super HD Steel Waler (WLL = 53.6kN/m)

[GF-AL-5] [GF-STD-5] [GF-HD-5] [GF-SHD-5]

Depth of Dig

Key:-

Nett Pressure (Max) 17.5kN/m² Bending Moment (Max) -6.7kNm/m

20 kN/m² 0 m

MADE GROUND - Granular (Well compacted)



1 m


Depth 2.00m 2 m


Toe 0.5m



Support Information Frame 1 Type: GROUNDFORCE Frame/Waler Level:0.40 m WLL: Varies Load: -0.8 kN/m Frame 2 Type: GROUNDFORCE Frame/Waler Level:1.20 m WLL: Varies Load: 26.6 kN/m


Groundforce

Title

:2.0m Granular



Designer :Groundforce Reference:GR-EX-2 Date:23/07/2010 Construction Stage Rev: -

Groundf orce Std. SD33 8.5 kNm/m 81.4 cm /m 210.0 kN/mm² 186.0 kN/mm² 48.4 cm³/m BSC Piling Rigid sheet about lower fra me No Earth Support GFsafe Version 1.3.6 Copyright VP plc 2003

SUMMARY

INPUT

2.0 m 20.0 kN/m² 10.0 m 10.0 m 9.81 kN/m³ 5.0 kN/m³

Excavation Depth Surcharge Act ive Water Dept h Passive Water Depth Water Densit y Min Fluid Density SOIL PROFILE Depth (m) Soil Name 0.0 MADE GROUND Granular (Well compacted)

y(kN/m³)

y'(kN/m³)

C(kN/m²) Ø(°)

Ka

Kp

Kac

Kpc

delta

18.30

10.30

0.00

0.31

3.25

0.00

0.00

0.00

32.00


No Earth Support BSC Piling method Applied Not Applied

Toe = 0.5 m


Z cm³/m 48.40

I cm /m 81.40




Depth 2.0 m 1.2 m 1.2 m 1.2 m


Load kN/m -0.8 26.6


Maximum Support Loads Depth (m) 0.4 1.2

Load (kN/m) 0.0 26.6


Groundforce

Title



.

:2.0m Granular




2.0m Deep Excavation – Granular Ground Summary: Maximum Sheet Bending Moment = 6.7kNm/m Maximum Frame Load = 26.6kN/m


[GF-DA-A]

b) 3.0m Long Trench (two sided support)  No walers suitable c) 4.0m Long Trench (two sided support), use:  Groundforce 3.9m HD Steel Waler (WLL = 40.4kN/m)

[GF-HD-4]

d) 5.0m Long Trench (two sided support), use either:  Groundforce 5.0m Aluminium Waler (WLL = 28.5kN/m)  Groundforce 5.0m HD Steel Waler (WLL = 28.0kN/m)  Groundforce 5.0m Super HD Steel Waler (WLL = 53.6kN/m)

[GF-AL-5] [GF-HD-5] [GF-SHD-5]

Depth of Dig

Key:-


20 kN/m² 0 m




1 m


2 m

Depth 2.50m COHESIVE GROUND (Minimum Soft to Firm)



Support Information Frame 1 Type: GROUNDFORCE Frame/Waler Level:0.60 m WLL: Varies Load: -1.0 kN/m Frame 2 Type: GROUNDFORCE Frame/Waler Level:1.60 m WLL: Varies Load: 16.7 kN/m


Groundforce

Title

:2.5m Cohesive



Designer :Groundforce Reference:CO-EX-2.5 Date:23/07/2010 Construction Stage Rev: -


SUMMARY

INPUT

2.5 m 20.0 kN/m² 10.0 m 10.0 m 9.81 kN/m³ 5.0 kN/m³

Excavation Depth Surcharge Act ive Water Dept h Passive Water Depth Water Densit y Min Fluid Density SOIL PROFILE Depth (m) Soil Name 0.0 COHESIVE GROUND (Minimum Soft to Firm)

y(kN/m³)

y'(kN/m³)

C(kN/m²) Ø(°)

Ka

Kp

Kac

Kpc

delta

18.60

8.80

30.00

1.00

1.00

2.00

2.00

0.00

0.00




Z cm³/m 48.40

I cm /m 81.40



Depth 2.5 m 1.6 m 1.6 m 1.6 m


Load kN/m -1.0 16.7



Load (kN/m) 0.0 16.7


Groundforce

Title



.

:2.5m Cohesive


Designer :Groundforce Reference:CO-EX-2.5 Date:23/07/2010 Construction Stage Rev: -





[GF-DA-A]


[GF-AL-3]


[GF-HD-4]



Depth of Dig

Key:-


20 kN/m² 0 m




1 m


2 m

Depth 2.50m MADE GROUND - Granular (Well compacted)

3 m

Toe 0.8m



Support Information Frame 1 Type: GROUNDFORCE Frame/Waler Level:0.60 m WLL: Varies Load: 7.7 kN/m Frame 2 Type: GROUNDFORCE Frame/Waler Level:1.60 m WLL: Varies Load: 24.6 kN/m


Groundforce

Title

:2.5m Granular



Designer :Groundforce Reference:GR-EX-2.5 Date:23/07/2010 Construction Stage Rev: -


SUMMARY

INPUT

2.5 m 20.0 kN/m² 10.0 m 10.0 m 9.81 kN/m³ 5.0 kN/m³


y(kN/m³)

y'(kN/m³)

C(kN/m²) Ø(°)

Ka

Kp

Kac

Kpc

delta

18.30

10.30

0.00

0.31

3.25

0.00

0.00

0.00

32.00



Toe = 0.8 m


Z cm³/m 48.40

I cm /m 81.40




Depth 2.5 m 1.6 m 1.6 m 1.6 m


Load kN/m 7.7 24.6



Load (kN/m) 7.7 24.6


Groundforce

Title



.

:2.5m Granular

Designer :Groundforce Reference:GR-EX-2.5 Date:23/07/2010 Construction Stage Rev: -





[GF-DA-A]


[GF-HD-4]



Depth of Dig

Key:-


20 kN/m² 0 m



0.8m 0.0kN/m-GROUNDFORCE GROUNDFORCE Frame/Waler 1 m

2 m


Depth 3.00m 3 m






Groundforce

Title

:3.0m Cohesive





SUMMARY

INPUT

3.0 m 20.0 kN/m² 10.0 m 10.0 m 9.81 kN/m³ 5.0 kN/m³


y(kN/m³)

y'(kN/m³)

C(kN/m²) Ø(°)

Ka

Kp

Kac

Kpc

delta

18.60

8.80

30.00

1.00

1.00

2.00

2.00

0.00

0.00




Z cm³/m 48.40

I cm /m 81.40



Depth 3.0 m 2.0 m 2.0 m 2.0 m


Load kN/m 0.0 22.5



Load (kN/m) 0.0 22.5


Groundforce

Title



.

:3.0m Cohesive







[GF-DA-A]


[GF-HD-4]



Depth of Dig

Key:-

Nett Pressure (Max) 23.2kN/m² Bending Moment (Max) 6.7kNm/m

20 kN/m² 0 m




2 m


Depth 3.00m 3 m


Toe 1.0m

4 m





Groundforce

Title

:3.0m Granular





SUMMARY

INPUT

3.0 m 20.0 kN/m² 10.0 m 10.0 m 9.81 kN/m³ 5.0 kN/m³


y(kN/m³)

y'(kN/m³)

C(kN/m²) Ø(°)

Ka

Kp

Kac

Kpc

delta

18.30

10.30

0.00

0.31

3.25

0.00

0.00

0.00

32.00



Toe = 1.0 m


Z cm³/m 48.40

I cm /m 81.40



Maximum 23.22 kN/m² 6.68 kNm/m 6.68 kNm/m 16.73 kN

Depth 3.0 m 2.84 m 2.84 m 2.0 m


Load kN/m 16.1 24.4



Load (kN/m) 16.1 24.4


Groundforce

Title



.

:3.0m Granular






[GF-DA-A]


[GF-HD-4]



Depth of Dig

Key:-


20 kN/m² 0 m


Design Model Bsc Piling Free Earth Condition Calculated Toe length based on FOS Toe:0.6 Free earth FOS:3.37 Design at Construction Stage 0.3m 3.0kN/m-GROUNDFORCE GROUNDFORCE Frame/Waler

1 m


2 m Toe 0.6m



Support Information Frame 1 Type: GROUNDFORCE Frame/Waler Level:0.30 m WLL: Varies Load: 3.0 kN/m


Groundforce

Title

:1.5m Cohesive



Designer :Groundforce Reference:CO-EX-1.5-PC Date:28/07/2010 Construction Stage Rev: -

Groundf orce Std. SD33 8.5 kNm/m 81.4 cm /m 210.0 kN/mm² 186.0 kN/mm² 48.4 cm³/m BSC Piling Rigid sheet about lower fra me Free Earth Toe-In GFsafe Version 1.3.6 Copyright VP plc 2003

SUMMARY

INPUT

1.5 m 20.0 kN/m² 10.0 m 10.0 m 9.81 kN/m³ 5.0 kN/m³


y(kN/m³)

y'(kN/m³)

C(kN/m²) Ø(°)

Ka

Kp

Kac

Kpc

delta

18.60

8.80

30.00

1.00

1.00

2.00

2.00

0.00

0.00


Free Earth Support BSC Piling method Applied Not Applied

Toe = 0.6 m


Z cm³/m 48.40

I cm /m 81.40



Maximum 7.5 kN/m² 1.33 kNm/m 1.33 kNm/m -2.96 kN

Depth 1.5 m 1.11 m 1.11 m 1.6 m

Current Support Details Depth m 0.3

Load kN/m 3.0

GROUNDFORCE Equipment GROUNDFORCE Frame/Waler

Maximum Support Loads Depth (m) 0.3

Load (kN/m) 3.0


Groundforce

Title



.

:1.5m Cohesive




1.5m Deep Excavation – Cohesive Ground Propped Cantilever Summary: Maximum Sheet Bending Moment = 1.3kNm/m Maximum Frame Load = 3.0kN/m


[GF-DA-A]


[GF-AL-3]


[GF-HD-4]



Depth of Dig

Key:-


20 kN/m² 0 m


Design Model Bsc Piling Free Earth Condition Calculated Toe length based on FOS Toe:1.0 Free earth FOS:2.69 Design at Construction Stage 0.4m 12.0kN/m-GROUNDFORCE GROUNDFORCE Frame/Waler

1 m

Depth 1.50m MADE GROUND - Granular (Well compacted)

2 m

Toe 1.0m





Groundforce

Title

:1.5m Granular



Designer :Groundforce Reference:GR-EX-1.5-PC Date:28/07/2010 Construction Stage Rev: -


SUMMARY

INPUT

1.5 m 20.0 kN/m² 10.0 m 10.0 m 9.81 kN/m³ 5.0 kN/m³


y(kN/m³)

y'(kN/m³)

C(kN/m²) Ø(°)

Ka

Kp

Kac

Kpc

delta

18.30

10.30

0.00

0.31

3.25

0.00

0.00

0.00

32.00



Toe = 1.0 m


Z cm³/m 48.40

I cm /m 81.40




Depth 1.5 m 1.25 m 1.25 m 0.4 m


Load kN/m 12.0



Load (kN/m) 12.0


Groundforce

Title



.

:1.5m Granular

Designer :Groundforce Reference:GR-EX-1.5-PC Date:28/07/2010 Construction Stage Rev: -



1.5m Deep Excavation – Granular Ground Propped Cantilever Summary: Maximum Sheet Bending Moment = 3.6kNm/m Maximum Frame Load = 12.0kN/m


[GF-DA-A]


[GF-AL-3]


[GF-HD-4]



Depth of Dig

Key:-


20 kN/m² 0 m


Design Model Bsc Piling Free Earth Condition Calculated Toe length based on FOS Toe:0.7 Free earth FOS:2.66 Design at Construction Stage


1 m

Depth 2.00m 2 m


Toe 0.7m





Groundforce

Title

:2.0m Cohesive



Designer :Groundforce Reference:CO-EX-2-PC Date:28/07/2010 Construction Stage Rev: -


SUMMARY

INPUT

2.0 m 20.0 kN/m² 10.0 m 10.0 m 9.81 kN/m³ 5.0 kN/m³


y(kN/m³)

y'(kN/m³)

C(kN/m²) Ø(°)

Ka

Kp

Kac

Kpc

delta

18.60

8.80

30.00

1.00

1.00

2.00

2.00

0.00

0.00



Toe = 0.7 m


Z cm³/m 48.40

I cm /m 81.40




Depth 2.0 m 1.54 m 1.54 m 0.6 m


Load kN/m 6.0



Load (kN/m) 6.0


Groundforce

Title



.

:2.0m Cohesive

Designer :Groundforce Reference:CO-EX-2-PC Date:28/07/2010 Construction Stage Rev: -





[GF-DA-A]


[GF-AL-3]


[GF-HD-4]



Depth of Dig

Key:-


20 kN/m² 0 m




1 m

Depth 2.00m 2 m


3 m Toe 1.1m





Groundforce

Title

:2.0m Granular



Designer :Groundforce Reference:GR-EX-2-PC Date:28/07/2010 Construction Stage Rev: -


SUMMARY

INPUT

2.0 m 20.0 kN/m² 10.0 m 10.0 m 9.81 kN/m³ 5.0 kN/m³


y(kN/m³)

y'(kN/m³)

C(kN/m²) Ø(°)

Ka

Kp

Kac

Kpc

delta

18.30

10.30

0.00

0.31

3.25

0.00

0.00

0.00

32.00



Toe = 1.1 m


Z cm³/m 48.40

I cm /m 81.40




Depth 2.0 m 1.71 m 1.71 m 0.7 m


Load kN/m 19.0



Load (kN/m) 19.0


Groundforce

Title



.

:2.0m Granular

Designer :Groundforce Reference:GR-EX-2-PC Date:28/07/2010 Construction Stage Rev: -



2.0m Deep Excavation – Granular Ground Propped Cantilever Summary: Maximum Sheet Bending Moment = 5.5kNm/m Maximum Frame Load = 19.0kN/m


[GF-DA-A]


[GF-HD-4]



Depth of Dig

Key:-


20 kN/m² 0 m




2 m


3 m

Toe 0.85m





Groundforce

Title

:2.5m Cohesive





SUMMARY

INPUT

2.5 m 20.0 kN/m² 10.0 m 10.0 m 9.81 kN/m³ 5.0 kN/m³


y(kN/m³)

y'(kN/m³)

C(kN/m²) Ø(°)

Ka

Kp

Kac

Kpc

delta

18.60

8.80

30.00

1.00

1.00

2.00

2.00

0.00

0.00



Toe = 0.85 m


Z cm³/m 48.40

I cm /m 81.40




Depth 2.5 m 1.94 m 1.94 m 0.8 m


Load kN/m 9.6



Load (kN/m) 9.6


Groundforce

Title



.

:2.5m Cohesive






[GF-DA-A]


[GF-AL-3]


[GF-HD-4]



DESIGN REQUEST FORM

(V 2.0 08/09)

Technical Department, Bruntcliffe Lane, Morley, Leeds, LS27 0LZ Tel. +44(0) 845 602 9963 Fax. +44(0) 113 252 6538 Email. [email protected]

CHECKER:

WEIGHTING:

DESIGN REF: **GROUNDFORCE USE ONLY**

CREATOR:

AREA:

HANDLER:

1. GENERAL INFORMATION CLIENT:

DATE DESIGN IS REQUIRED:

1a. Please ensure that all the contact and site details are completed.

SITE:

APPROXIMATE START DATE:

1b. We will generally need a minimum notice period of 48 hrs for design turnaround. NOTE: More complex designs will probably take longer to complete.

Tender

MAIN CONTRACTOR: SCHEME STATUS

NEAREST CITY / POSTCODE:

Live Scheme

SITE CONTACT DETAILS: (NAME + FAX + TEL)

CONTACT EMAIL:

CDM CO-ORDINATOR: Name and Email 1c. This information is mandatory for us to comply with CDM 2007 requirements. Note that a CDM co-ordinator has to be appointed by the client for all notifiable projects.

T/WKS CO-ORDINATOR Name and Email:

2. EXCAVATION INFORMATION PURPOSE of EXCAVATION:

SUPPORT SYSTEM TYPE:

CLIENT SPECIFIED FRAME LOAD(S):

MULTIPLE FRAMES:

PROPPED CANTILEVER:

CANTILEVER:

LENGTH:

WIDTH:

DEPTH:

OTHER:

(m)

(m)

(m)

(See Note 2b.)

(Other please specify in section 7) (Specify in Section 7)

EXCAVATION DIMENSIONS: CLEAR OPENING INSIDE FRAMING

SHEET TO SHEET

APPROX EXCAVATION DURATION:

2a. Please only select one of the excavation type options. Also note that all cantilever schemes or excavations > 6m deep will not be undertaken on a verbal soil description i.e. a relevant borehole to an appropriate depth is required. 2b. Please ensure that for all non- square or rectangular excavations a detailed sketch or AutoCAD drawing is supplied. Please provide a sketch in section 7. 2c. If clear opening dimensions are specified, we will make an additional allowance for deflection when specifying the overall excavation size.

< 12 WEEKS:

> 12 WEEKS:

MOST ECONOMICAL:

LIGHTEST:

2d. For durations > 12 weeks more onerous design parameters may apply. Refer to Technical Services for clarification.

3. SHEET & FRAME DETAILS EQUIPMENT TYPE: (Specify preference below subject to stock location and holdings)

STRUTS ALLOWED:

SHEET TYPE: LAPPED

(Specify below)

INTERLOCKING

NO

YES

LOWER FRAME(S) ONLY

CLEARANCE BELOW LOWEST FRAME: (m)

N/A

MAX SHEET LENGTH: (m)

N/A

MAX SHEET TOE IN: (m)

SHEET UPSTAND*: (m)

N/A

NO TOE SOUTION:

CORNER PILES REQUIRED**:

NO KNEE BRACES

3a. The options specified are to assist with ensuring we provide the most cost effective design proposal, however it must be stressed that the solution will be subject to design approval.

OTHER: (Specify in section 7)

N/A

3b. This information is only required if limitations apply.

* Specify any additional handrail requirements if applicable.


Page ___ of ___

** Interlocking sheet piles only

DESIGN REQUEST FORM

(V 2.0 08/09)


4. PREFERRED METHOD OF SHEET INSTALLATION (PRE-DRIVEN WILL BE THE DEFAULT METHOD) PRE DRIVEN:

DIG & PUSH:

SLIT TRENCH:

4. The 2 stage option is when the lower frame(s) is removed once a blinding slab has been cast and cured.

2 STAGE: (See note 4)

5. GROUND INFORMATION BH OR TP REF TO BE USED FOR THIS DESIGN:

INFO PROVIDED:

GROUND REDUCTION / REDUCED LEVEL: (Specify or indicate below)

BH OR TP: (Must be attached to this design request) VERBAL: (Specify below)


5a. Please ensure that ONLY the relevant ground information is supplied. It is the contractors responsibility to provide representative ground information on which the design will be based.

GROUND DATUM LEVEL: (m AOD)

REDUCED DATUM LEVEL:

WATER LEVEL: (m BGL)

SOIL LAYER ID:

(m AOD)

DE-WATERING METHOD:

Note – the dewatering method should relate to the sheet type spe cified.

DEPTH:

VERBAL SOIL LAYER DESCRIPTION:

(m)

5b. For guidance on soil properties and descriptions please a soil identification help sheet can be provided on request. 5c. Note that no design work can be carried out on verbal soil descriptions unless a valid signature is present.

LAYER 1:

5d. The contractor MUST provide confirmation of the ground conditions prior to a full temporary works design being completed.

LAYER 2:

LAYER 3:

LAYER 4:

LAYER 5:

NOTE: THE SIGNED DECLARATION IN SECTION 10 IS TAKEN AS CONFIRMATION OF VERBAL SOIL INFORMATION

6. SURCHARGE / SITE INFORMATION PLANT SURCHARGE:

SPECIFIC SURCHARGE:

≤ 30

TONNE

(10kN/m²)

≤ 45

TONNE

(15kN/m²)

≤ 60

TONNE

DISTANCE

SURCHARGE DETAILS

FROM EXCAVATION (m)

(Please provide a sketch in section 7 if required)

(20kN/m²)

6a. The excavator size / type should be specified.

6b. Please ensure that if a surcharge is present this section is completed to the fullest extent to ensure economic design.

RAILWAY:

ROAD:

6c. Provide specific details of building loads e.g. foundation details.

BUILDING:

6d. The cranes outrigger specifications MUST be provided to ensure an accurate surcharge is allowed for.

CRANE:


Page ___ of ___

DESIGN REQUEST FORM

(V 2.0 08/09)


7. SCHEME SPECIFIC SKETCH / ADDITIONAL INFORMATION 7. For all additional information and specific requirements not allowed for on the request form please complete in this section.

8. ANCILLARY REQUIREMENTS (FOR QUOTATION PURPOSES) INSTALLATION KIT:

LIFTING CHAIN:

QRS:

DRIVING CAP:

EXTRACTOR:

OTHER: (Specify in Section 7)

9. DESIGN CHECK CERTIFICATES REQUIRED (NOTE ALL ARE CHARGEABLE) INTERNAL:

FORM C:

(See note 9)

(CAT 2 or 3)

8. If this section is not completed it will be assumed that no ancillaries are required and therefore not included on the quotation.

EXTERNAL:

9. This refers to a detailed check with written certification; the check being completed by another member of the dept. Note: A basic check will always be carried out as part of the design procedure.

10. CUSTOMER DECLARATION (SEE NOTE 10) IMPORTANT NOTE: A FULL DESIGN WILL NOT BE PREPARED UNLESS A VALID CUSTOMER SIGNATURE IS PROVIDED BELOW

CUSTOMER SIGNATURE: (print name underneath)

POSITION:

DATE:

10. This signature authorises Groundforce to prepare a temporary works design scheme and that the information contained in the brief is a true representation of site conditions. Note: charges may apply for subsequent revisions requiring lengthy re-design work.

Page ___ of ___

) 9 0 / 8 0 0 . 2 V (

M R O F m o c . E l c p L p v I @ l F i a c n O h c e R t . l i Z a P L 0 m E L 7 2 S I L , 8 s 3 O d 5 e 6 e 2 S L , 5 2 L l y e 3 r 1 o 1 A M ) , 0 ( B e n 4 a 4 R L + N . O e I E f f x a T i F l V t c A n M u r 3 R R B 6 , 9 9 O E t n 2 F e 0 N m 6 I M t r 5 L a 4 A O p e 8 ) R T D 0 E a ( N S l c 4 i 4 n + E U h . G c l . e e C T T 1

: H T ) m P ( E D

: N O I T P I R C S E D R E Y A L L I O S L A B R E V

)

: Y N A P M O C

T L C : E T A S + T L N I X A O A F C T + E E E D T M I A S N (

: L I A M E T C A T N O C

: E T I S

: F N O O E I S T O A P V R A U C P X E

E L I F O R P L I O S L A B R E V . 2

: D I R E Y A L L I O S

: 1 R E Y A L

: 2 R E Y A L

: 3 R E Y A L

: 4 R E Y A L

: 5 R E Y A L

N O I T A M R O F N I L I O S L A B R E V F O N O I T A M R I F N O C S A D E R I U Q E R S I 3 N O I G T N : C I E D R S E O N T H I A T E N W O E M I T D A R A L C E D D E N G I S E H : T L : E E V ) E L T L G O N B R m E ( T A W

: E T A D

: N O I T I S O P

N O I T A : ) h R E t a A R e L U n C T A r e E N d D G I n u R S e E R m M E M a n O O t T T i S S U n r p U C ( C . 3

Temporary Works Design General Method Statement: To be read in conjunction with any relevant notes relating to the specific scheme within the full design submission and the contractor’s own site specific safety method statement. 1

General Statement

1.1

Identify the works area, safety zones & access requirements prior to commencing work on the excavation. Survey the works area for overhead / buried services prior to commencing work on the excavation & take appropriate action as deemed necessary. Enclose the total works area using suitable barriers & provide appropriate pedestrian / vehicle barriers where necessary. Identify a suitably qualified & competent person to inspect the works at regular intervals and to ensure that the design parameters as stated in the design brief are not exceeded Set out the extent of the excavations. Ensure adequate lifting facilities are available for all stages of the support operation. Carry out additional Risk Assessments as appropriate. Groundforce are able to supply a generic hazard identification document on request. All equipment is to be installed in conjunction with the specific equipment installation instructions as supplied with the delivery documentation.

1.2 1.3 1.4

1.5 1.6 1.7 1.8

2

Support Sequence – Pre-Drive Method of Installation

2.1

Pitch, plumb & align each trench sheet / pile and drive to full depth using the appropriate piling hammer ensuring that the minimum specified toe in has been achieved below formation level. 2.2 Excavate down inside the sheets and create a level working platform at the first frame level. 2.3 Install and fully pressurise the first frame as shown on the relevant drawings supplied by Groundforce design and technical services department. 2.4 Secure each component of the first frame at the approximate positions indicated by hanging from the top of the trench sheets / piles using the primary hanging chains provided. 2.5 Excavate down through the frame(s) and create a level working platform at the next frame level. 2.6 Install and fully pressurise the next frame as shown on the relevant drawings supplied by Groundforce design and technical services department. 2.7 Hang each component of the frame at the approximate positions indicated from the frame directly above using the secondary hanging chains provided. 2.8 Repeat steps 2.5 to 2.7 until all levels of shoring are installed as detailed on the relevant drawings supplied by Groundforce technical services department. 2.9 Excavate down through the shoring frame(s) to formation level, complete the excavation by manual trimming to avoid over digging & undermining the trench sheet / pile toe in. 2.10 At the first opportunity cast a blinding layer across the full base of the excavation (preferably within the same shift) to protect the base from passive softening caused by surface / groundwater ingress. Base / Blinding Strut. (Only Relevant If Temporary Frames Are Incorporated In Design) Title: Site: Design Reference:

Revision:

Designer:

Temporary Works Design General Method Statement: 2.11 Cast the base / blinding strut out to the sheets to the required thickness. 2.12 Allow the base / blinding strut to achieve the required cube strength. (Usually 10N/mm2). 2.13 Once the base / blinding strut has gained adequate strength, starting with the lowest frame remove the temporary frames in sequence. 2.14 Construct the permanent works as per manufacturers / engineers instruction. 2.15 Backfill the excavation to the underside of each shoring frame in sequence depressurising and removing each frame in turn. If the backfill material is concrete ensure a suitable de-bonding agent is applied to the trench sheets / piles. 2.16 Backfill to existing ground level. 2.17 Extract the trench sheets / piles. 3

Support Sequence – Slit Trench Method of Installation

3.1 3.2

In small sections (say 3.000m) excavate a narrow trench to formation level. Pitch the trench sheets / piles against the back face of the trench and backfill the trench with the previously excavated material. Repeat steps 3.1 & 3.2 until all the trench sheets / piles are in position around the perimeter of the excavation. Using the excavator & driving cap provided push / drive the trench sheets / piles down to achieve the minimum specified toe-in. Note:- If the specified sheet toe-in cannot be achieved using the excavator bucket then use either a air driven impact hammer or machine mounted vibratory hammer to achieve the specified toe-in. Excavate down inside the sheet and create a level working platform at the first frame level. Install and fully pressurise the first frame as shown on the relevant drawings supplied by Groundforce technical services department. Hang each component of the first frame at the approximate positions indicated from the top of the trench sheets / piles using the primary hanging chains provided. Excavate down through the frame(s) and create a level working platform at the next fame level. Install and fully pressurise the next frame as shown on the relevant drawings supplied by Groundforce technical services department. Hang each component of the frame at the approximate positions indicated from the frame directly above using the secondary hanging chains provided. Repeat steps 3.8 to 3.10 until all levels of shoring are installed as detailed on the relevant drawings supplied by Groundforce technical services department. Excavate down through the shoring frame(s) to formation level, complete the excavation by manual trimming to avoid over digging & undermining the trench sheet / pile toe-in. At the first opportunity cast a blinding layer across the full base of the excavation (preferably within the same shift) to protect the base from passive softening caused by surface / groundwater ingress.

3.3 3.4

3.5 3.6 3.7 3.8 3.9 3.10 3.11 3.12

3.13

Base / Blinding Strut. (Only Relevant If Temporary Frames Are Incorporated In Design) 3.14 Cast the base / blinding strut out to the sheets to the required thickness. 3.15 Allow the base / blinding strut to achieve the required cube strength. (Usually 10N/mm2).

Title: Site: Design Reference:

Revision:

Designer:

Temporary Works Design General Method Statement: 3.16 Once the base / blinding strut has gained adequate strength, starting with the lowest frame remove the temporary frames in sequence. 3.17 Construct the permanent works as per manufacturers / engineers instruction. 3.18 Backfill the excavation to the underside of each shoring frame in sequence depressurising and removing each frame in turn. If the backfill material is concrete ensure a suitable de- bonding agent is applied to the trench sheets / piles. 3.19 Backfill to existing ground level. 3.20 Extract the trench sheets / piles. 4

Support Sequence – Dig & Push / Drive Method of Installation

4.1

From existing ground level excavate down approximately 0.500m around the perimeter of the excavation. Place the first level of shoring in the excavation and extend out to the approximate size of the excavation. Pitch the trench sheets / piles between the frame and the face of the excavation and push / drive down to refusal using the excavator & driving cap provided. (Note:- on deeper excavations it may prove more practical to start excavation with shorter sheets / piles to ease machine bucket access). Pressurise the frame such that the trench sheets / piles can just be pushed down behind the frame, alternatively place wedges between the frame and the trench sheets / piles at the corners of the frame to allow the remaining central trench sheets / piles to be pushed down. Hang the frame from the corner trench sheets using the primary hanging chains provided. Carefully excavate down inside the frame until it is possible to install the next frame ensuring that the central trench sheets / piles are pushed down as the excavation proceeds achieving a minimum 0.5m toe-in. Once the next frame level has been reached pressurise the frame as detailed in step 4.4. Hang the frame from the frame directly above using the secondary hanging chains provided. Repeat steps 4.6 to 4.8 until all levels of shoring are installed as detailed on the relevant drawings supplied by Groundforce technical services department. Excavate down through the shoring frame(s) to formation level, complete the excavation by manual trimming to avoid over digging & undermining the trench sheet / pile toe-in. Ensure that the trench sheets / piles have been pushed / driven down below formation level to achieve the specified toe-in. Now secure the first frame from the top of the central trench sheets / piles using the additional primary hanging chains provided. Remove hanging chains and any wedges from the corner sheets and remove the remaining earth from the corners of the excavation whilst at the same time pushing down the corner trench sheets / piles. Ensure that the corner trench sheets / piles have been pushed / driven down below formation level to achieve the specified toe-in. Pressurise all of the shoring frames fully. At the first opportunity cast a blinding layer across the full base of the excavation (preferably within the same shift) to protect the base from passive softening caused by surface / groundwater ingress.

4.2 4.3

4.4

4.5 4.6

4.7 4.8 4.9 4.10

4.11 4.12 4.13

4.14 4.15 4.16

Base / Blinding Strut (Only Relevant If Temporary Frames Are Incorporated In Design) Title: Site: Design Reference:

Revision:

Designer:

Temporary Works Design General Method Statement: 4.17 Cast the base / blinding strut out to the sheets to the required thickness. 4.18 Allow the base / blinding strut to achieve the required cube strength. (Usually 10N/mm2). 4.19 Once the base / blinding strut has gained adequate strength, starting with the lowest frame remove the temporary frames in sequence. 4.20 Construct the permanent works as per manufacturers / engineers instruction. 4.21 Backfill the excavation to the underside of each shoring frame in sequence depressurising and removing each frame in turn. If the backfill material is concrete ensure a suitable de-bonding agent is applied to the trench sheets / piles. 4.22 Backfill to existing ground level. 4.23 Extract the trench sheets / piles.


Revision:

Designer:

Temporary Works Design – Appendix C Generic Risk Assessment: ACTIVITY:

TEMPORARY WORKS DESIGN FOR EXCAVATION:

Risk Associated with Activity:

Precautions to be taken to reduce the risk:

Comments:

1. General stability or failure of the shoring system due to incorrect installation and/or lack of supervision and co-ordination on site.

Read and understand ALL the accompanying documentation, including installation instructions, design drawings, design notes, method statements, risk assessments and all other information supplied by Groundforce.

Ensure full and correct receipt of all supporting information. Additional copies of any documents can be supplied upon request.

Appoint a Temporary Works Coordinator (or responsible person), to supervise the whole of the works, ensuring that the final ‘end-user’ (if not the co-ordinator) is fully briefed and conversant with the equipment, the method of installation and scheme layout.

2a. Contaminated ground.

2b. Failure of shoring system due to effect of contamination.

3. Position of excavation relocated.


Note: Ancillary equipment such as Restraining Chains are provided to safeguard against accidental system failure. These must be used at ALL times and in accordance with the design and installation instructions. - Check with planning supervisor if contaminated ground is to be expected in location of excavation. - Continually monitor by sight, smell and use of gas detection equipment of excavated profile and excavated material for possible contamination. - If excavation is known to be in contaminated land check with shoring supplier that structural integrity of shoring equipment will not be compromised through contact. - Check if appropriate borehole log has been used. - Check if surcharge details have changed. - Check if depth has changed - REFER BACK TO TEMPORARY WORKS DESIGNER TO RE-WORK DESIGN.

Revision:

Responsibilities should include: - Checking the temporary works design and its appropriateness to actual site conditions. - Compliance to the temporary works design and ALL other scheme documentation. - Site monitoring of the works and continual assessment of risk. - Efficient flow of information between the site and Groundforce representatives. - Method of work to be specified to accommodate contamination. - If suspected contaminated ground is encountered cease work immediately and inform safety co-ordinator.

Designer:





Comments:

4. Soil profile encountered different to that used in temporary works design.

- Continually monitor soil profile. temporary works co-ordinator to check 'actual' profile against 'design' profile.

-

-

5. Groundwater characteristics.

6. Change in depth of excavation. 7. Change in plan dimensions (trench width) of excavation. 8a. Change in surcharge.

8b. Introduction of new surcharge.

9. Unknown structures/ services encountered. 10. Ground reduction details.


- Continually monitor and record groundwater characteristics, ie. rate of flow, strike levels. - Temporary Works Co-ordinator to check 'actual' groundwater parameter with 'design' characteristics.

-

- If depth is to be varied immediately inform Temporary Works Designer to re-work design based on altered depth. - If dimensions are to be varied immediately inform Temporary Works Designer to re-work design based on altered depth. - Ensure that surcharge assumptions are correct eg.: i. weight of excavator. ii. position of spoil. iii. Position of adjacent roads and batters. - Monitor if new surcharges are introduced eg.: i. new haul road adjacent. ii. large plant positioned near dig. iii. spoil dumped near dig excavation. - Note position and nature of structure and services and inform Temporary Works Designer to assess impact on design. - Ensure all ground reduction details (batters, etc) as specified in temporary works design are complied with. If not, inform Temporary Works Designer to re-work design.

-

Revision:

-

-

-

Designer:

If 'actual' varies from design immediately inform temporary works designer to check design stability. If variance in profile is deemed to be significant ceases work until design has been re-checked. If 'actual' varies from design immediately inform temporary works designer to check design stability. If variance in characteristics is deemed to be significant ceases work until design has been re-checked. Do not exceed design depth without design being re-worked. Do not exceed dimensions without design being re-worked. Immediately inform Temporary Works Designer of change so design can be re-worked.





11. Groundwater control.

- Ensure the proposed method of groundwater control is as per that used in the 'basis of design', ie. do not sump pump when well point de-watering has been specified. - See activity number 5 - Groundwater Characteristics. - Ensure system has been installed as per the Temporary works design. - Continually monitor equipment for signs of overloading eg. deflection, deformation. - Continually monitor adjacent structures/batters for movement. - If excavation in or around embankments/batters carry out stability analysis, eg. slip circle checks. - Work to an approved method of work to ensure stability of excavation during extraction of equipment. - Identify where 'short term stability' is being assumed when considering the stability of the excavation during extraction. - Prior to commencing work ensure all relevant external organisation are issued with temporary works design for checking purposes. - If method statements incorporating temporary works designs are amended, ensure the original design assumptions are not compromised.

12. Stability of shoring system during use.

13. Stability of adjacent structure/batter.

14. Instability of excavation during extraction of shoring system.

15. Temporary Works Design checked by external organisation. 16. Change of Method Statement.


Revision:

Comments:

-

IF IN DOUBT REFER BACK TO TEMPORARY WORKS DESIGNER.

-

IF IN DOUBT REFER BACK TO TEMPORARY WORKS DESIGNER.

Designer:

Technical Note No.6 Trench Lining Systems - Design Statement Trench Boxes Groundforce Shorco supplied trench boxes have been designed (in accordance with BS EN 133311: 2002) to support the worst ground conditions that can reasonably be expected to be encountered within the dimensional capabilities of the panels, including the upper panels. It is therefore not normally necessary to carry out site-specific soil pressure calculations. Exceptions to this however are in high surcharge applications, the proximity of sensitive structures, deep (greater than 4m) excavations in very poor ground e.g. very soft clays and wide (greater than 3m) trenches. In addition, all trench box systems supplied by Groundforce Shorco have been verified and approved by the German regulatory body TBG to accommodate their block (uniform) pressure diagram shown below. The pressure values tabulated include large safety allowances and can therefore be used for most trench lining applications without further calculation.

TBG Allowable Soil Pressure Diagram

The following table indicates the maximum depths t hat Groundforce supplied boxes can be used up to without further calculation (subject to the conditions stated earlier). Box Type Backhoe (trench and manhole types) Mini Mini Multi-box Standard Standard Multi-box Premier / Magnum Manhole box

2

Maximum Depth (m) 4**

Allowable Uniform Panel Pressure (kN/m )

4** 4** 5.2** 5.2** 6.6** 6.0** 5.5**

35.4 31.8 44.2 34.1 38.1 34.1 51.6 for 2.5m & 3m long panels, 44.2 for 3.5m panels, 38.7 for 4m panels), 40 for 4.7m panels # 34.1

#

4 Rolling Strut **Based on a lower and two upper p anels

20

# Base box only, with strut in the highest position Rev E – 06/04/10

Note that the allowable pressures at the maximum stated depths comfortably exceed the TBG pressure requirements. As a further guide for the selection of the best system, the tractive forces required to extract boxes can be considerable. The following table can be used as a guide for excavator sizing.

Trench Box Extraction Forces Where the end wall of a trench requires support it is essential that no lateral load is applied to the box struts. Purpose made end closure panels are available for closing off the ends of boxes if required. Any contractor designed end support members must thrust off the ends of the box panels. The structural adequacy and integrity of non-standard end support members is the responsibility of the contractor. Note: Groundforce does not recommend the practice of “flying” trench boxes above the base of the excavation as this can potentially overload the lower struts.

Drag Boxes Drag boxes as their name suggests are intended to be pulled or dragged through the excavation as the work proceeds. They are therefore designed to be used in pre-dominantly stable ground conditions in battered excavations.

They therefore act as shields to protect the workforce rather that provide positive ground support as in the case of a trench box. Drag box plates do have a working load capacity commensurate with their height and would evidently provide support in the case of ground movement. However it is not industry policy to provide site-specific designs with this equipment type. Any assessment for the use of drag boxes shoul d be carried out at site level where first hand knowledge of ground conditions and hence short-term ground stability is available.

Rev E – 06/04/10

Chain attachment points on boxes All boxes are equipped with two types of chain attachment points. Handling points as the name suggests are provided at various locations around the box panels to enable them t o be slung for assembly purposes in both horizontal and vertical planes. Lifting points are much heavier duty constructions designed to take the full weight of the box including extraction forces when pulling them out of the ground. These points are located in the top of the box panels and are denoted by red paint. Notes: 1. Lifting points can be used for handling purposes but handling points must not be used for lifting assembled boxes. 2. Chain attachment points have been designed in accordance with BS EN 13331-1: 2002. clause 7.4. 3. No separate certification is required for these points under LOLER

MAP system boxes The modular aluminium panel box system is a lightweight yet high strength box system that can be assembled by hand and lifted and handled by backhoe type excavators. Using just three main components - panels, struts, and corner posts, the system provides great versatility by allowing 2, 3, and 4 sided support as the job demands. Note that MAP boxes do not fall within the scope of BS EN 13331-1:2002 MAP Panel Length 990mm 1600mm

Maximum Depth (m) 4.8* 4.8*

Allowable Uniform Panel 2 Pressure (kN/m )# 100.0 60.0

* Panels are 600mm high, posts are either 1200mm or 1800 mm high. # assuming two struts per individual po st

Installation Installation and on-going inspection must be under the supervision of a competent person. User guides are available for all equipment referred to in this document. Note: A toolbox talk DVD is available for box installations. Ring 0800 000 345 for details.

Rev E – 06/04/10

OPERATOR’S USER GUIDE

Double Acting Manhole Brace Individual legs are assembled to produce is a 4-sided telescopic hydraulic bracing frame which is used in conjunction with trench sheeting to support square or rectangular excavations from 1.5m up to 8.3m long. Legs are constructed from high yield steel sections and in corporate a double acting hydraulic ram. This means the legs can be both expanded and retracted hydraulically thus greatly simplifying installation and removal procedures. In addition some legs have a pinned rough adjustment facility which increases the operating range of the legs.

EQUIPMENT IDENTIFICATION Leg Type

Operating Range (external) Min

max

Leg Weight (kg)

Beam Width (mm)

(mm)

Groundforce D/A Leg A—E

Leg A Leg B

2000 3000

3000 4000

260 305

180 180

Leg C

4000

5000

390

180

Leg D

5000

6000

445

180

Leg E

6000

7000

627

180

290

1500

2250

145

200

490

2200

3100

250

200

690*

2900

4600

440

220

900M*

4500

6500

650

240

900S*

6300

8300

650

200

TD0

1310

1860

80

140

TD1

1740

2740

106

140

TD2

2660

3660

191

180

TD3

3460

4460

247

180

TD4

4260

5260

326

190

Manhole Brace TD0—TD4

Groundforce D/A Mechshore 490 leg (290 & 690 legs are similar)

Groundforce D/A Mechshore 900M leg (900S leg is similar)

Legs marked thus* include a rough adjustment facility Leg A

Leg B

Leg C

Leg D

Leg E

290

490

690

900M

900S

TD0

TD1

TD2

TD3

Leg A Leg B Leg C Leg D Leg E 290

490 690 900M 900S TD0 TD1 TD2 TD3 TD4

Leg Compatibility Chart

DA Manhole Brace rev A

Handling of Equipment Restraining chains are hooked over the top of the trench sheets using the sheet hook then connected to the frame lifting lugs by ‘D’ shackles. A minimum of eight chains will be required per brace or as indicated on any drawings supplied. Some adjustment in overall length of the chain will be necessary to ensure all sup port points are level and to remove any slack. Shortening chains to the required length is achieved by inserting the ‘D’ shackle in the appropriate chain link.

Lifting

Restraining chains are also used to connect lower level frames to the frame above, and should be positioned directly beneath the upper chains or as indicated on any drawings supplied. Any required adjustment in length can be achieved by the same method as for the hanging chains.

Manhole brace frames must be lifted using certified 4-leg chains of adequate capacity. Groundforce are able to hire out suitable chains. The contractor should carry out a detailed risk assessment before any lifting takes place.

WARNING: Restraining chains act purely as a back up support in the unlikely event of a hydraulic failure. It is essential that certified lifting chains are used to take the weight of equipment before depressurising the hydraulic rams. RESTRAINING CHAINS MUST NOT BE USED FOR LIFTING OPERATIONS UNDER ANY CIRCUMSTANCES

Equipment Identification HYDRAULIC RAM SECTION Double Acting Manhole Braces incorporate a double acting hydraulic ram which allows fine adjustment of the overall length in both directions. 1m of hydraulic adjustment is available on all legs except the TD0 Manhole Brace leg which has 500mm of adjustment and the 690 Leg which offers 900mm of hydraulic adjustment. Double acting hydraulic rams enable the legs to be both expanded and retracted by a hand or motorised hydraulic pump.

** Hydraulic

Ram layout may differ depending on the type of Manhole Brace.

ROUGH ADJUSTMENT UNIT The 690, 900M & 900S Manhole Braces include a sliding section with 3 No. adjustment positions at either 375mm or 490mm intervals. The rough adjuster offers up to 980mm of adjustment dependant on the position of the shear pin. Working ranges at each pin position are given below; Leg / Operating Range

Pin 1

Pin 2

Pin 3

690

2.9m—3.8m

3.3m—4.2m

3.7m—4.6m

900M 900S

4.47m—5.47m 4.97m—5.97m 5.47m—6.47m 6.3m—7.3m

6.8m—7.8m

7.3m—8.3m DA Manhole Brace rev A

TYPICAL METHOD INSTALLATION OF INSTALLATION Note: The method of shoring installation will vary depending on the ground conditions encountered and the plant used. Groundforce recommend pre-driving of sheets where possible. Please contact the technical department for further advice. The contractor should undertake a detailed site safety risk assessment prior to undertaking any shoring work. 1.

The excavation should ideally have a timber frame or other suitable support set on the surface. The excavation is carefully dug to about 1m deep which is normally about the level of the top frame. Trench sheets are placed in each corner of excavation and toed in to refusal.

2.

The frame can either be installed leg by leg or as a frame depending on the weight of the legs and the capacity of the lifting device.

3.

Before lowering the frame into the excavation, it is recommended to pump out each leg in turn to approximately 150mm smaller that the excavated dimensions, allowing for the width of the trench sheets.

4.

Using a certified 4-leg sling, lower the frame into the excavation and set level using wooden blocks,

5.

On each leg in turn, connect both valves to the pump using hoses provided, open the lock-off valve and pump out the legs until the pin-holes line up with each other (refer to the instructions shown on the next page). If not already done, connect the legs together using the corner pins provided and continue to pressurise the frame to the required PSI.

6.

Attach restraining chains to each corner of the frame and secure to the top of the corner trench sheets. There must be adequate support to all frames at all times. A minimum of two chains per leg is recommended

7.

On each leg in turn, close the lock-off valve, depressurise the hoses and disconnect the hoses from the frame.

8.

The remaining trench sheets may now be placed and driven down behind the frame along each side of the excavation.

9.

Ensure that the sheets are driven ahead of the excavation at all times whilst digging to approximately 200mm below the level of the 2nd frame.

10.

Repeat steps 3 to 7 for the second frame and subsequent frames, lowering the frame down inside the upper frame(s).

11.

Restraining chains are used to secure the lower frame(s) to the frame above. Again a minimum of two chains per leg is recommended

12.

Once the final frame is installed correctly, continue to dig to formation level, driving sheets as necessary.

13.

Blind the base with at least 50mm of concrete


HYDRAULIC CONNECTION DETAILS The drawings and photographs below are indicative of the hydraulic connections to be made to facilitate either extension or retraction of the hydraulic rams.

NOTE: ON DOUBLE ACTING LEGS IT IS ESSENTIAL THAT BOTH PUMP HOSES ARE CONNECTED TO THE RAM COUPLINGS OTHERWISE THE HYDRAULIC RAM WILL NOT OPERATE.

Manhole Brace Leg A—D

Manhole Brace Leg 290,490 & 690

Manhole Brace Leg TD0—TD1

Manhole Brace Leg 900M—900S


HYDRAULIC RAM OPERATION There are two pumping stages required for installing any frame in an excavation:1. Prior to installing the frame, pumping out the legs individually to the approximate excavation dimensions. 2. Once the frame has been lowered into the ground, expanding the frame to bear against the trench sheets and finally pressurising each leg of the assembled frame to the required installation pressure (1500 psi). All Manhole Brace systems will be supplied with either a hand pump or a motorised pump, depending on customer preference. The following procedures outline the extension and retraction stages to be followed if you are installing the equipment leg by leg:NOTE: ON DOUBLE ACTING LEGS IT IS ESSENTIAL THAT BOTH PUMP HOSES ARE CONNECTED TO THE RAM COUPLINGS OTHERWISE THE HYDRAULIC RAM WILL NOT OPERATE.

RAM EXTENSION 1.

Ensure there is sufficient shoring fluid in the pump reservoir. The Groundforce shoring fluid mix properties are 3 parts clean water to 1 part shoring fluid concentrate. No additional antifreeze is required 2. Ensure the hoses and couplings are clean and then connect both of the hydraulic hoses from the pump to the ram. 3. Open the lock off valve on the ram by at least 2 anticlockwise turns but no more than 4 turns). [If using a motorised pump – ensure the control level is set to neutral when opening the lock off valve].

Set the control valve on the pump to “expand” and operate the pump to expand the leg out to the required dimension. Carry out this operation for each leg in turn. 5. Reconnect the hoses to the first ram. The ram should then be pressurised to 1500 PSI (indicated on the pump pressure gauge) Do no exceed 1500 PSI. 6. Close the ram lock off valve by turning fully clockwise Do not to over tighten. 7. Disconnect the hydraulic hoses from the ram, and re peat the same procedure for all frame legs. Ensure that all hose quick release fittings are clean prior to each reconnection. 4.

RAM RETRACTION 1.

2. 3.

Ensure the frame is fully supported by packing the under- 4. side of the frame and checking that the hanging chains are in position. 5. Connect the hydraulic hoses from the pump to the ram, as per the procedure outlined above. 6. Open the lock-off valve on the ram (2-turns anticlockwise). [If using the motorised pump – ensure the control lever is set to neutral when opening the lock off valve].

Set the pump control to “retract” and operate the pump to retract the ram until the corner pin can be released. Release the pin and pump in the ram so the leg is clear to lift out. Repeat the same procedure for each leg.

DO’S AND DON’TS DO:  

       

DON`T:Read and understand the scheme drawing (if sup plied) before starting work Inspect all components at start of every shift Prepare a lifting plan, assess weights correctly and use appropriately certified lifting equipment during installation and removal. Ensure all pins, clips and b olts are correctly fitted Install the frame level, the right way up and in accordance with he scheme drawing Use only lifting points for chain attachment Provide edge protection or handrail panels Attach a minimum of four hanging chains, one in each corner or as indicated on the scheme drawing Keep personnel clear of excavator slewing zone Always use a banksman Locate underground services before excavating

      

  

Exceed 1500 psi. installation pressure Over tighten lock off valves Use pins and bolts other than those supplied by Groundforce Install cross struts in positions other than specified on the scheme drawing Allow excessive amounts of spoil to collect on top of the frame members Use excessive force during installation / removal De-pressurise frame components without adequate sup port (other than provided by the hanging chains) being in place Drag the frame out of the ground without releasing the pressure Strike the frame during excavation Use shoring fluid other that that supplied by Groundforce


OPERATOR’S USER GUIDE HYDRAULIC WALER FRAMES

Important Notes All excavation work must be thoroughly planned before work commences on site to identify hazards and assess risk. These instructions form guidance for waler equipment. Non-standard applications should be approved by a suitably qualified engineer. Ensure all personnel engaged in installation operations are properly briefed and adequately supervised by a competent person. All hires for this equipment will usually be accompanied by a general arrangement or scheme specific drawing. This must be read in conjunction wit these instructions

IF IN ANY DOUBT SEEK FURTHER ADVICE ON FREEPHONE - 0800 000 345

1

Walers - issue 2 - 12/10/2010

GENERAL DESCRIPTION Waler frames provide 2-way support to trenches and are used in conjunction with trench sheeting. Various specification of waler frames are available varying from lightweight alloy to super heavy duty steel rails. Each unit comprises 2 No. aluminium or steel rails strutted apart by either two or three hydraulic cylinders. The latter are available in a range of different sizes depending on the trench width . The cylinders fit directly on to the rails and are pressured by a manually operated hydraulic hand pump, giving an uninterrupted column of strength between the trench walls. All units are designed for quick and easy installation and removal by one or two people from outside the trench. Some units are fitted with mechanical lock-off valves for additional security and to further simplify the installation and removal process.

EQUIPMENT SECIFICATION

Aluminium Walers (Aluminium Grade – 6082T6 Cross Sectional Area – 38.9cm 2 Section Modulus – 105cm 3)

Standard Steel Walers (Section Size 200 x 100 x 10mm RHS)

Heavy Duty Steel Walers (Section Size 152 x 152 x 37 kg/m U.C.)

Hydraulic Cylinder Type Technical Specification

A

B

C

C1

C2

C3

2.0m Aluminum Walers

60

63

66

70

71

72

90

94

98

104

106

108

114

118

122

128

130

132

147

153

159

168

171

174

Weight of Complete Frame (kg) 3.0m Aluminum Walers Weight of Complete Frame (kg) 4.0m Aluminum Walers Weight of Complete Frame (kg) 5.0m Aluminum Walers c/w 3 Hydraulic Cylinders Weight of Complete Frame (kg) 5.0m Aluminum Walers c/w 2 Hydraulic Cylinders Weight of Complete Frame (kg)

122

128

136

172

188

204

Min Sheet to Sheet

550

775

1300

1900

2500

3100

Max Sheet to Sheet

850

1275

2200

2800

3400

4000

2.5 Steel Waler

227

229

231

234

235

236

318

320

325

328

329

330

Weight of Complete Frame (kg) 3.5 Steel Waler Weight of Complete Frame (kg) Min Sheet to Sheet

550

775

1300

1900

2500

3100

Max Sheet to Sheet

850

1275

2200

2800

3400

4000

5.0m Steel Walers Weight of Complete Frame (kg)

454

458

462

468

470

472

Min Sheet to Sheet

750

975

1500

2100

2700

3300

Max Sheet to Sheet

1050

1475

2400

3000

3600

4200

307

311

315

321

323

325

338

392

369

402

404

406

3.9m Heavy Duty Steel Walers Weight of Complete Frame (kg) 5.0m Heavy Duty Steel Walers Weight of Complete Frame (kg) 5.0m Super Heavy Duty Walers Weight of Complete Frame (kg)

558

562

566

572

574

576

Min Sheet to Sheet

850

1075

1600

2200

2800

3400

Max Sheet to Sheet

1150

1575

2500

3100

3700

4300

2

Walers - issue 2 - 12/10/2010

Handling of Equipment Restraining chains are hooked over the top of the trench sheets using the sheet hook then connected to the waler lifting lugs by ‘D’ shackles. A minimum of four chains will be required per waler. Some adjustment in overall length of the chain will be necessary to ensure all support points are level and to remove any slack. Shortening chains to the required length is achieved by inserting the ‘D’ shackle in the appropriate chain link. Lifting

Restraining chains are also used to connect lower level frames to the frame above, and should be positioned directly beneath the upper chains or as indicated on any drawings supplied. Any required adjustment in length can be achieved by the same method as for the hanging chains.

Waler must be lifted using certified 2-leg chains of adequate capacity. Groundforce are able to hire out suitable chains. The contractor should carry out a detailed risk assessment before any lifting takes place.

WARNING: Hanging and interlink chains act purely as a back up support in the unlikely event of a hydraulic failure. It is essential that certified lifting chains are used to take the weight of equipment before depressurising the hydraulic rams. HANGING OR RESTRAINING CHAINS MUST NOT BE USED FOR ANY LIFTING OPERATIONS.

DO’S & DON’TS DO

DO NOT



Inspect all components at start of every shift.



Over tighten lock off valves (if fitted).



Prepare a lifting plan, assess weights correctly and



Allow excessive amounts of spoil to collect on top of

use appropriately certified lifting equipment during



the waler members.

installation and removal.



Use excessive force during installation / removal.

Use only designated lifting points for chain attach-



De-pressurise walers components without adequate

ment.

support (other than provided by the hanging chains)



Provide edge protection or handrail panels.

being in place.



Attach a minimum of four restraining chains per



frame, one in each corner.

Drag the waler out of the ground without releasing the pressure.



Keep personnel clear of excavator slewing zone.



Strike the Waler components during excavation



Locate underground services before excavating.



Use shoring fluid other that that supplied by



Provide a safe means of access and egress



Have a “Toolbox Talk” prior to using the equipment

Groundforce.

3

Walers - issue 2 - 12/10/2010

TYPICAL METHOD OF INSTALLATION

1.

Place the waler next to the trench and connect hoses to valves on the near side rail ensuring pump valve is open. 2. Connect lifting slings to eyebolts. 3. Place four sheets in trench, one for each corner of waler frame. 4. Position waler in trench with the cylinders aligned between corner trench sheets. 5. Close the pump valve, pump out to ap proximately 1000 psi and check pressure does not drop. 6. Attach restraining chains to 4 eyebolts and secure to top of each trench sheet. 7. Place release tool with end behind collar, flick handle towards you and coupling will spring free. Note some models may be fitted with a lock-off valve adjacent to the hydraulic coupling. If this is the case, using the tool provided, close the valve (by turning clockwise) and depressurise the delivery hose at the pump before removing the hose b hand. 8. Disconnect lifting sling and position further trench sheets behind waler rails as required. 9. Once the pipe is laid, backfill the trench to the underside of the bottom waler. 10. Attach lifting sling and disconnect connecting chains from the frame. 11. Place release tool over lip of rail and push handle away to release pressure on each cylinder valve. Ensure cylinders retract sufficiently to allow frame to clear sides of excavation. 12. Waler frame and trench sheets can now be removed as backfilling proceeds.

4

Walers - issue 2 - 12/10/2010

OPERATOR’S USER GUIDE VERTISHORE EQUIPMENT

Important Note All excavation work must be thoroughly planned before work commences on site to identify hazards and assess risk. These instructions form guidance for Vertishore usage. Ensure potential users are fully trained in the operation of this equipment and safety procedures are in place and adhered to.

IF IN ANY DOUBT SEEK FURTHER ADVICE FREEPHONE - 0800 000 345 GF Vertishore - issue 2 - 07/10 1

CONTENTS Equipment Specification Lifting Operating Instructions General Installation Removal (Strut Retraction) Do’s & Don'ts

2 2 3 3 4 4

EQUIPMENT SPECIFICATION The Vertishore is a lightweight compact shoring unit designed for short-term trench support in stable ground conditions which do not require close sheeting. The unit is easily installed from ground by one man in a matter of seconds and provides safe effective shoring without operatives having to enter an unshored excavation. Each unit comprises two aluminium rails, expanded against the trench wall by a pair of interconnected hydraulic cylinders, which are available in a range of different sizes. The cylinders fit directly into a recess in the rails and are pressured by a manually operated hydraulic hand pump, giving an uninterrupted column of strength between the trench walls. All units are designed for quick and easy installation and removal by one or two people from outside the trench.

Specification

0.6m (single ram)

1.5m

2.1m

600 (sale only)

1500

2100

Minimum excavation width (mm)

450

450

450

Maximum excavation width (mm)

1600

1600

1600

Clearance below cylinder (mm)

260

570

570

Typical unit weight (kg)

23

33

40

Vertical rail length (mm)

LIFTING Vertishore are relativelu lightweight and are designed for manual installation. However if required to be lifted by machine the slings must be attached to the handles in the top of the rails. All slings, shackles & any other lifting equipment must have current test certificates & working load limit values marked on them.

   

Check correct capacity of lifting equipment Know the weight of the load Ensure loads are balanced correctly Check stability of lift angle

   

Use clear and precise hand signals Be aware of personnel in the vicinity Use tag lines to control load Ensure lifting equipment has valid certification GF Vertishore - issue 2 - 07/10

2

OPERATING INSTRUCTIONS GENERAL Frequency and conditions of use together with the quality of cleaning and storage will determine the safe and effective working life of equipment. Such equipment will continue to afford safety protection until routine inspection determines that it shall be withdrawn from service and returned to Groundforce Shorco. It is essential that risk assessments are undertaken. If in doubt concerning the integrity of any part of the equipment, DO NOT USE IT.

INSTALLATION STEP 1. Connect the hose to the inlet valve on the lower rail ensuring pump valve is open. Insert release tool through handle and place unit on trench side. STEP 2. Keep Folded and lower until in correct position, release and allow to unfold ensuring cylinders are horizontal.

STEP 3. Still holding release tool, close pump valve and pump to approx 500psi as shown on the pump gauge, ensuring pressure is maintained. STEP 4. Re-position release tool behind the collar of the hose coupling, pull handle towards you and the coupling will spring free.

GF Vertishore - issue 2 - 07/10 3

REMOVAL STEP 1. Insert release tool through the handle and locate on valve. Insert the hook tool onto opposite rail handle, push release tool against valve releasing enough shoring fluid for easy re moval. STEP 2. Close the Vertishore by pulling the opposite rail up and towards you, and remove unit from the trench.

DO’S AND DON’TS DO      



DO NOT

Only use in stable ground Only use in short-term situations Ensure all personnel are appropriately trained. Perform a risk assessment prior to digging Inspect regularly Take care to protect the Vertishore unit from accidental strikes, concrete accumulation, etc Use the correct release tools as supplied by Groundforce

Use in unstable or water bearing ground  Over pressurise the ram units  Use shoring fluid other than supplied by Groundforce to remove the Vertishore without de Attempt pressurising first  Suspend or store materials on the Vertishore units 

GF Vertishore - issue 2 - 07/10 4

Safety Guidance

The Use of Chains to Support Shoring Equipment It is current practice throughout the UK shoring industry to use chain assemblies to support shoring frames when installed within an excavation. There is often considerable confusion as to whether these "hanging" or "restraining" chains should be regarded as lifting equipment and therefore come within the provisions of the Lifting Operations and Lifting Equipment Regulations 1998, (LOLER). LOLER defines lifting equipment as "work equipment for lifting or lowering loads and includes its attachments used for anchoring, fixing and supporting it". Hanging or restraining chains are not (and must not be) used for lifting or lowering a load and therefore fall outside the scope of LOLER. Inspection of hanging chains Hanging or restraining chains do not require the statutory six monthly thorough examinations as stipulated in Regulation 9(3)(a)(i) of LOLER, since they are not regarded as lifting equipment. However, the Provision and Use of Work Equipment Regulations (PUWER) 1998 require that all work equipment is maintained (Regulation 5) and inspected (Regulation 6) at suitable intervals and it is standard practice to inspect each hanging chain assembly before it is sent out on hire. This inspection forms part of the supplier’s recorded equipment maintenance procedures. Design of hanging chains The design of restraining or hanging chains is related to the weight of the equipment type to which it is attached. The design of these chains will be covered in a new European Standard which will be published in the near future "Manually Operated Hydraulic Shoring Systems for groundwork support - Part 1: Product specifications". Reference No: STIG 0202 Date: 25.04.02

Published by: Shoring Technology Interest Group (STIG) Construction Plant-Hire Association 52 Rochester Row London SW1P 1JU Telephone: 020 7630 6868 E-mail: [email protected]

SAFETY DATA SHEET HOUGHTO-SAFE SF25B

Page 1 Issued: 29/09/2004 Revision No: 1

1. IDENTIFICATION OF THE SUBSTANCE / PREPARATION AND OF THE COMPANY / UNDERTAKING Product name: HOUGHTO-SAFE SF25B Product code: 40800 Use / description of product: Supplied as a water glycol fire resistant hydraulic fluid for use in suitable industrial hydraulic systems only. The product should be used as supplied. Company name:

Houghton Plc Beacon Road Trafford Park Manchester M17 1AF Tel: 0161 874 5000 Fax: 0161 874 5001

2. COMPOSITION / INFORMATION ON INGREDIENTS Hazardous ingredients:

DIGLYCOLAMINE 1-10% EINECS: 213-195-4 CAS: 929-06-6 [C] R34



DIBASIC ACID MIXTURE 1-10% [Xi] R36/38

•

2,2'-OXYBISETHANOL DIETHYLENE GLYCOL 50-70%

3. HAZARDS IDENTIFICATION Main hazards: Harmful if swallowed.

4. FIRST AID MEASURES (SYMPTOMS) Skin contact: Eye contact: Ingestion:

There may be mild irritation at the site of contact. There may be irritation and redness. There may be soreness and redness of the mouth and throat. There may be difficulty swallowing. Nausea and stomach pain may occur. There may be vomiting.

Inhalation:

Absorption through the lungs can occur causing symptoms similar to those of ingestion.

4. FIRST AID MEASURES (ACTION) Skin contact:

Wash immediately with plenty of soap and water.

Eye contact:

Bathe the eye with running water for 15 minutes.

Ingestion:

Wash out mouth with water. Do not induce vomiting. If conscious, give half a litre of water to drink immediately. Transfer to hospital as soon as possible.

Inhalation:

Remove casualty from exposure ensuring one's own safety whilst doing so. Consult a doctor.

5. FIRE-FIGHTING MEASURES Extinguishing media: Suitable extinguishing media for the surrounding fire should be used. Use water spray to cool containers. [cont...]

Issued: 29/09/2004


Page 2

Exposure hazards: In combustion emits toxic fumes. Protection of fire-fighters: Wear self-contained breathing apparatus. Wear protective clothing to prevent contact with skin and eyes.

6. ACCIDENTAL RELEASE MEASURES Personal precautions: Refer to section 8 of SDS for personal protection details. Mark out the contaminated area with signs and prevent access to unauthorised personnel. Turn leaking containers leak-side up to prevent the escape of liquid. Environmental precautions: Do not discharge into drains or rivers. Contain the spillage using bunding. Clean-up procedures: Absorb into dr y earth or sand. Transfer to a cl osable, labelled salvage cont ainer for disposal by an appropriate method.

7. HANDLING AND STORAGE Handling requirements: Provide suitable mechanical equipment for the safe handling of drums. Handle and open container with care. Avoid direct contact with the substance. Avoid the formation or spread of mists in the air. Storage conditions: Store inside in cool ventilated area. Keep container tightly closed. Suitable packaging: Must only be kept in original packaging.

8. EXPOSURE CONTROLS / PERSONAL PROTECTION Respiratory protection: Respiratory protection not required. Hand protection: Protective gloves. Eye protection: Safety glasses. Ensure eye bath is to hand. Skin protection: Protective clothing.

9. PHYSICAL AND CHEMICAL PROPERTIES State: Colour:

Liquid Blue

Evaporation rate: Slow Solubility in water: Soluble Viscosity value: 6cSt@40C Relative density: [email protected] pH: 9.3-9.9-Conc

10. STABILITY AND REACTIVITY Stability:

Stable under normal conditions.

Conditions to avoid: Heat. Materials to avoid: Strong oxidising agents. Strong acids. Haz. decomp. products: In combustion emits toxic fumes.

[cont...]

Issued: 29/09/2004


Page 3

11. TOXICOLOGICAL INFORMATION Hazardous ingredients: DIGLYCOLAMINE ORL RAT LD50 2560 mg/kg • 2,2'-OXYBISETHANOL DIETHYLENE GLYCOL IVN RAT LD50 6565 mg/kg ORL MUS LD50 23700 mg/kg ORL RAT LD50 12565 mg/kg Routes of exposure: Refer to section 4 of SDS for routes of exposure and corresponding symptoms.

12. ECOLOGICAL INFORMATION Hazardous ingredients: DIGLYCOLAMINE ALGAE 96H LC50 160 mg/ l DAPHNIA 48H EC50 190 mg/l FISH 96H LC50 460 mg/l Mobility: Readily absorbed into soil. ersistence and degradability: Biodegradable. Bioaccumulative potential: No bioaccumulation potential. Other adverse effects: Negligible ecotoxicity.

13. DISPOSAL CONSIDERATIONS Disposal operations: Unused material: The product can be burnt under controlled conditions or removed by approved waste contractors. Used material: The product can be burnt under controlled conditions, recycled by competent companies or removed by approved waste contractors. Disposal of packaging: IBC's have a refundable deposit paid on them and should be returned. 205 litre unlined steel drums also carry a deposit but can be returned for recycling. All other packaging should be disposed of in a manner acceptable to the authorities. NB:

The user's attention is drawn to the possible existence of regional or national regulations regarding disposal.

14. TRANSPORT INFORMATION ADR / RID UN no:

-

Shipping name: "NOT SUBJECT TO ADR"

IMDG / IMO UN no:

-

[cont...]

Shoring Manual for Shallow Excavations Groundforce

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