spec 813 11 june 2010.u_2788229r_1n_d10^23132330

MAIN ROADS Western Australia Specification 813 Cased Piles of 23Contract xxx/xx Document 04/10122 Issue 11/06/10

SPECIFICATION 813

CASED PILES Copyright MAIN ROADS Western Australia


SPECIFICATION 813

CASED PILES

REVISION REGISTER

Date Clause Number

Description of Revision Authorised By

11 June 10 Clause 813.02

AS 2203.1 superseded by AS/NZS ISO 17632, AS/NZS ISO 17634, AS/NZS ISO 18276

A/SDSE

11 June 10 Clause 813.02

AS 1553.1 superseded by AS/NZS 4855

A/SDSE

1 Aug 06 Whole document

New specification, first issue MCP


CONTENTS

Clause Page No

GENERAL ........................................................................................................................... 4 813.01 SCOPE ........................................................................................................................... 4 813.02 REFERENCES ............................................................................................................... 4 813.03 – 813.05 NOT USED ......................................................................................................... 5

PRODUCTS AND MATERIALS ......................................................................................... 5 813.06 STEEL PILE CASINGS .................................................................................................. 5 813.07 CORROSION PROTECTION ......................................................................................... 6 813.08 CONCRETE ................................................................................................................... 6 813.09 REINFORCEMENT ........................................................................................................ 6 813.10 – 813.25 NOT USED ......................................................................................................... 6

OPERATIONS .................................................................................................................... 6 813.26 TRANSPORTATION, HANDLING AND STORAGE ....................................................... 6 813.27 WELDED SPLICES ........................................................................................................ 7 813.28 METHODS OF INSTALLATION OF PILE CASINGS ..................................................... 7 813.29 PILE CASINGS DRIVEN FROM THE TOP .................................................................... 8 813.30 PILE CASINGS DRIVEN FROM THE BOTTOM ............................................................ 9 813.31 PILE CASINGS INSTALLED BY OSCILLATION ............................................................ 9 813.32 PILE DRIVING EQUIPMENT ......................................................................................... 9 813.33 PITCHING AND DRIVING ............................................................................................ 10 813.34 INSTALLATION REQUIREMENTS .............................................................................. 11 813.35 TOLERANCES ON PILE CASINGS ............................................................................. 12 813.36 ACCEPTANCE OF PILES ............................................................................................ 12 813.37 INTEGRITY TESTING .................................................................................................. 13 813.38 PILE LOAD TESTING ................................................................................................... 13 813.39 – 813.80 NOT USED ....................................................................................................... 13

AS BUILT AND HANDOVER REQUIREMENTS ............................................................. 13 813.81 – 813.90 NOT USED ....................................................................................................... 13

CONTRACT SPECIFIC REQUIREMENTS ....................................................................... 13 813.91 – 813.99 NOT USED ....................................................................................................... 13

ANNEXURE 813A ............................................................................................................ 13 PILE DRIVING DESIGN ASSUMPTIONS .................................................................................... 13

ANNEXURE 813B ............................................................................................................ 15 PILE CASING DRIVING TEST SAMPLE...................................................................................... 15

ANNEXURE 813C ............................................................................................................ 16 ACCEPTANCE OF DRIVEN PILES CASING ............................................................................... 16

ANNEXURE 813D ............................................................................................................ 17 PILE DRIVING DATA ................................................................................................................... 17

ANNEXURE 813D ............................................................................................................ 18

ANNEXURE 813E ............................................................................................................. 19 PILE INSTALLATION RECORD ................................................................................................... 19


SPECIFICATION 813

CASED PILES

GENERAL

813.01 SCOPE

1. The work under this specification consists of the supply and installation of steel pile casings and construction of a reinforced concrete pile within the casing. The steel casing may be fully filled with concrete or partly filled at the top, as shown on the Drawings. The scope also includes forming concrete rock sockets below the toe of the casing, by constructing down the casing, as shown on the Drawings.

2. A summary of the scope is as follows: Summary a) Design and supply of sacrificial/non sacrificial steel pile

casing;

b) Installation of steel pile casing including excavation during installation as required;

c) Construction of reinforced concrete infill for pile (and rock socket);

d) Excavation, cleaning and creating a seal at the rock interface;

e) Drilling for rock sockets into fresh bedrock.

813.02 REFERENCES

1. Australian Standards, MAIN ROADS Western Australia Standards and MAIN ROADS Western Australia Test Methods are referred to in abbreviated form (e.g. AS 1234, MRS 67-08-43 or WA 123). For convenience, the full titles are given below:

Australian Standards

AS 1579 Arc-welded Steel Pipes and Fittings for Water and Waste-water

AS 2159 Piling Design and Installation AS 2177 Non-destructive Testing – Radiography of Welded Butt

Joints in Metal

AS 2207 Non- destructive Testing – Ultrasonic Testing of Fusion

Welded Joints in Carbon and Low Alloy Steel

AS 5100 Bridge Design

Australian/New Zealand Standards AS/NZS 1554.1 Structural Steel Welding - Welding of Steel

Structures

AS/NZS 3678 Structural Steel - Hot-rolled Plates, Floor Plates and Slabs


AS/NZS 3679.1 Structural Steel - Hot-rolled Bars and Sections AS/NZS 3679.2 Structural Steel - Welded I Sections AS/NZS 4680 Hot-dip galvanised (zinc) coatings on fabricated

ferrous articles AS/NZS 4855 Welding consumables – Covered electrodes

manual metal arc welding of non-alloy and fine grain steels – Classification

AS/NZS ISO 17632 Welding consumables – Tubular cored electrodes for gas shielded and non-gas shielded metal arc welding non-alloy and fine grain steels – Classification (ISO 17632:2004, MOD)

AS/NZS ISO 17634 Welding consumables – Tubular cored electrodes for gas shielded metal arc welding of creep-resisting steels – Classification (ISO 17634:2004, MOD)

AS/NZS ISO 18276 Welding consumables – Tubular cored electrodes for gas shielded and non-gas shielded metal arc welding of high-strength steels – Classification (ISO 18276:2005, MOD)

MAIN ROADS Specifications

Specification 204 ENVIRONMENT Specification 801 EXCAVATION AND BACKFILL FOR

STRUCTURES

Specification 820 CONCRETE FOR STRUCTURES Specification 821 FORMWORK Specification 822 STEEL REINFORCEMENT Specification 830 STRUCTURAL STEELWORK Specification 835 PROTECTIVE TREATMENT OF STEELWORK

813.03 – 813.05 NOT USED

PRODUCTS AND MATERIALS

813.06 STEEL PILE CASINGS

1. Steel pile casings shall be designed, supplied and fabricated by the Contractor. The design shall include for any edge stiffening required to suit the method of installation of the pile casings.

2. The pile casing thickness shall be determined by the Contractor based on the proposed installation method but in no circumstances shall it be less than 12mm. Pile casings driven from the top shall have a minimum casing thickness as designed by the Contractor, but not less than 16mm.

Minimum Casing Thickness

3. All pile casings shall be fabricated in accordance with AS 1579 from Grade 300 steel conforming to AS/NZS 3678. The diameter of the casing shall be as specified on the Drawings and fabricated to tolerances so as to result in the finished concrete work complying with the requirements of the “Tolerances For Concrete Construction” Clause of Specification 821 FORMWORK.

Tolerances


4. Pile casings fabricated from steel plate shall have all longitudinal and transverse joints welded with full penetration butt welds, tested by radiographic and/or ultrasonic examination carried out in accordance with AS 2177 and/or AS 2207. All longitudinal joints between segments shall be staggered by not less than 90 degrees.

5. Spiral welded pile casings shall be welded by the submerged arc process from both sides of the plate.

6. The pile casings shall be fabricated in lengths that allow them to be extended should ground conditions dictate.

813.07 CORROSION PROTECTION 1. Where specified on the Drawings, steel pile casings shall be corrosion protected using a galvanised coating.

2. Galvanised coatings shall be carried out in accordance with AS/NZS 4680 subject to the adoption of surface preparation or other procedures where necessary to avoid:

a) brittle, uneven and/or loosely adhering coatings on flame cut edges;

b) pin-holes in galvanised coatings along welds; and c) white rust, ferrous rust and other surface contamination

or stains which the Superintendent deems diminish the appearance or function of the galvanised coating.

3. At least 7 days prior to the application of the galvanised coating, the Contractor shall submit details of procedures which eliminate the above coating deficiencies to the Superintendent for approval.

HOLD POINT

4. All hot-dip galvanising shall conform with the requirements of AS/NZS 4680 and shall be clean and smooth and continuous and free from acid spots and cracks and laminations and runs and drips. The coating shall have a minimum thickness of 85 microns.

813.08 CONCRETE

1. Concrete for cased piles shall be in accordance with Specification 820 CONCRETE FOR STRUCTURES and the Class as nominated on the Drawings.

Concrete

813.09 REINFORCEMENT

1. Reinforcement for cased piles shall be in accordance with Specification 822 STEEL REINFORCEMENT.

Reinforcement

813.10 – 813.25 NOT USED

OPERATIONS

813.26 TRANSPORTATION, HANDLING AND STORAGE

1. The methods of transport, handling and storage shall be such as to prevent damage to the steel casings.


2. Any steel casings damaged or distorted in excess of the specified tolerances prior to or during pile driving shall be replaced at no cost to the Principal.

813.27 WELDED SPLICES

1. End preparation for welded butt pile splices in the steel casings shall be in accordance with the details shown on the Drawings. The Contractor shall cut off the top 200mm of the casing already driven to facilitate welding of the new length.

2. Welding of splices shall comply with Specification 830 STRUCTURAL STEELWORK.

3. When welding steel casings the longitudinal seams in adjoining sections shall be offset a minimum of 90 degrees.

4. Welded casing splices shall be tested by radiographic and/or ultrasonic examination carried out in accordance with AS 2177 and/or AS 2207.

5. All welds shall be examined by radiography except that if it can be shown to the satisfaction of the Superintendent that ultrasonic testing is satisfactory, then 35% of welds shall be examined by both test methods and the remainder by ultrasonic testing only. The selection for the different tests shall be made by the Superintendent.

6. The Contractor shall allow for any preparatory work including cleaning the casings by wire brushing for 200mm above and below each splice to remove all mill scale and for all delays resulting from examination and approval by the Superintendent of the welds.

7. All weld testing shall be carried out by a NATA registered company.

8. All damage to protective coatings where used, caused by site welding shall be repaired by the Contractor in accordance with the requirements of Specification 835 PROTECTIVE TREATMENT OF STEELWORK at no cost to the Principal.

Damage to Protective Coatings

813.28 METHODS OF INSTALLATION OF PILE CASINGS

1. At least 2 weeks prior to commencing installation of pile casings the Contractor shall supply to the Superintendent full details of the proposed installation methodology and equipment including 4 copies of all drawings, specifications and procedures, and certification that the proposal has been independently checked by an engineer experienced in this form of construction confirming that the pile casings will meet their intended purpose and comply with this Specification.

HOLD POINT

2. The Contractor’s attention is drawn to the bore logs and the depth to which the soffits of pile caps may be below ground level and, where piers and abutments foundations may be below the water level. Pile casings must remain extended above the ground level until excavation in accordance with Specification 801 EXCAVATION AND BACKFILL FOR STRUCTURES and dewatering in accordance with Specification 204 ENVIRONMENT for the pile caps are completed.


3. Piling operations that may cause dynamic vibrations within a pier or abutment foundation shall not be permitted within 7 days of concrete being placed in adjacent pile casings.

4. Rock sockets, where specified on the Drawings, shall be formed using "down the hole" percussion drilling techniques to achieve required production rates in rock. Use of conventional rotary drilling to form the rock socket alone shall not be accepted.

Rock Sockets

5. Pile casings not water tight after installation shall be sealed with a concrete or grout plug before construction of the rock sockets.

Concrete or Grout Plug

813.29 PILE CASINGS DRIVEN FROM THE TOP 1. Pile casings may be driven from the top using an impact pile driving hammer. The hammer shall be capable of achieving penetration of the pile casings to the toe levels detailed on the Drawings or such level as approved by the Superintendent without damaging the pile casings. Pile driving equipment shall comply with Clause 813.32 and Annexure 813A of this Specification.

2. The pile casing wall thickness and edge stiffening shall be designed to accommodate the driving energy required to achieve the specified toe levels but shall not be less than 16mm.

Minimum Top Driven Casing Thickness

3. Pitching and driving shall comply with Clause 813.33 and Annexures 813A, 813C and 813D of this Specification.

4. The Contractor shall take temporary compressions on a minimum of 2 piles at each pile cap during pile driving. Temporary compressions will normally be taken when the pile is close to final set. The Contractor shall allow for any delays incurred in taking temporary compressions. Alternatively, the Contractor may use other means of testing approved by the Superintendent in lieu of temporary compressions.

Temporary Compressions

5. Minimum toe RLs for the piles are shown on the Drawings. The actual driven length may vary based on the driving performance of the piles in each particular foundation. The main criteria in the acceptance of the piles are that the minimum penetration (pile toe RL) and the minimum set as shown in Annexure 813C shall both be attained.

Acceptance Criteria for Driving

6. As an audit the Superintendent will select piles as described in Annexure 813B for dynamic pile testing when the piles are close to the minimum specified set. The Contractor shall cease driving when directed by the Superintendent and provide all necessary assistance for attaching the dynamic test recording equipment to the pile. The pile shall then be re-driven.

Dynamic Testing

a) The Contractor shall allow in the rates for pile installation all necessary assistance required to carry out the dynamic pile tests and for a delay of up to five days for the tests to be carried out and the results analysed before further piles are driven.

b) All dynamic testing shall be undertaken by the Superintendent and all costs met by the Principal.


c) The Contractor shall give the Superintendent 4 weeks notice of when driving the pile casing test sample as described in Annexure 813B is scheduled to commence.

HOLD POINT

813.30 PILE CASINGS DRIVEN FROM THE BOTTOM 1. Pile casings shall be installed by means of "down the hole" hammer percussion drilling techniques using an under reaming drill bit with a driving collar. The bottom of each pile casing shall be fitted with a casing shoe incorporating a driving shoulder to match the collar on the under reaming drill bit being used such that it will permit the drilling of a rock socket to the required dimensions, where shown on the Drawings.

Pile Casing and Rock Socket

2. Pile casings shall be held in fixed leads mounted on a crane base of adequate capacity to support the drill rotator.

3. When the pile casings have been under reamed and driven to the required toe levels, the under reaming drill bit shall be withdrawn and the pile casing re-driven from the top to seat the pile casing in the short advanced under reamed section ahead of the pile casing. The pile casing shall be fitted with a suitable helmet and packer before being re-driven from the top with the down the hole hammer.

813.31 PILE CASINGS INSTALLED BY OSCILLATION

1. Pile casings may be installed within temporary liners driven using appropriate oscillation equipment where the piles are end bearing only, as shown on the Drawings. The diameter of the temporary liners used shall be such that the annulus between the permanent pile casings and the temporary liners is kept to a minimum.

2. The oscillating equipment shall be capable of simultaneously oscillating the temporary liners in a horizontal plane and applying vertical loads to drive the temporary liners down through the overburden material and into the underlying bedrock to form a seal.

3. The temporary liners shall be taken down to the same toe levels as specified for the pile casings.

4. The base of the temporary liners shall be kept far enough ahead of the excavation to prevent foundation materials from entering the temporary liners.

5. The temporary liner may be withdrawn before the formation of a rock socket, where specified on the Drawings, but only after the permanent pile casing has been embedded in a concrete plug.

Forming a Rock Socket

813.32 PILE DRIVING EQUIPMENT

1. Piles shall be held in fixed leads such that the hammer and a braced follower follow the pile and provide support throughout the entire driving period. The use of swinging leads shall not be permitted.

Equipment


2. In general the choice of the hammer shall be in accordance with the recommendations of Clause 4.1.3 of AS 2159 and shall develop a rated energy of not less than that specified in Annexure 813B.

3. A helmet and packing to suit the approved hammer and pile shall be used at all times during driving. The specification for the driving dolly and packing is given in Clause 813.33.

4. At least 7 days prior to driving of piles, the Contractor shall submit details of the proposed Hammer to be used, including:

HOLD POINT

a) Energy rating of hammer

b) Details of helmet and dolly

c) Mass of ram and total mass of hammer

d) Method of determining the efficiency of the hammer during pile installation.

813.33 PITCHING AND DRIVING

1. Piles shall be pitched accurately in position prior to the commencement of driving.

2. Prior to driving any piles, the Contractor shall supply to the Superintendent certification that the piles comply in all respects with the requirements of the Specification.

HOLD POINT

3. Prior to driving any piles, the Contractor shall certify to the Superintendent that the plan position and batter of the piles comply with the requirements of the Specification and the Drawings.

HOLD POINT

4. Prior to driving any spliced piles, the Contractor shall supply to the Superintendent certification that the splice complies with the requirements of the Specification.

HOLD POINT

5. The driving has been designed assuming the details shown in Annexure 813B. The Contractor should note that the packing requirement is for a minimum thickness at the conclusion of driving. To ensure compliance excess will need to be inserted at the commencement of driving and it may be necessary to replenish the packing during driving. In any event the packing shall be replaced after driving each pile or more frequently if necessary.

6. To avoid the possibility of premature ‘setting-up’ pile driving shall be continuous in the latter stages without deliberate stops except as directed by the Superintendent. Delays of as little as 15 minutes may lead to significant ‘set-up’ in piles. Where premature ‘set-up’ has occurred the Contractor shall be required to overcome this by continued driving where resistance to penetration may be significantly greater than normal.

7. The Superintendent may direct that certain selected piles be subject to a ‘set-up’ test. These piles shall be driven as specified and subsequently re-driven 24 hours after completion of initial driving. A Provisional Sum is allowed for this operation.

8. The Contractor shall record the number of blows for each 250mm of pile penetration. Details of each pile driven shall be kept on pile driving record forms as shown in Annexure 813E.


813.34 INSTALLATION REQUIREMENTS

1. The level of the natural surface at each pile location shall be determined prior to the Contractor commencing works necessary for the installation of each pile casing.

2. The Contractor’s attention is drawn to the requirements for installing the pile casings - in particular, the nature of the material as shown on the bore logs and the potential to intersect ground water during the installation procedure. Depending on the installation method used, it may be that there will be a need to excavate within and ahead of the casing during driving to breakout and remove difficult material in order to attain the pile casing toe level specified on the Drawings or such level as approved by the Superintendent.

3. Where pile casings are driven to rock the pile casing is required to be driven into the underlying bedrock to create a seal. Rock sockets, where shown on the Drawings, shall be constructed in the dry.

Casings to Rock

4. Where rock sockets are shown, the Contractor is required to drill into the bedrock to construct the rock socket as detailed on the Drawings.

Rock Sockets

5. Prior to driving or placing any pile casing, the Contractor shall supply to the Superintendent certification that the plan position and alignment of the casings comply with the requirements of the Specification.

HOLD POINT

6. Where rock sockets are required, the indicative toe level of the rock sockets shall be shown on the Drawings. The Superintendent shall specify the final level to which the rock socket is to be drilled. This level shall be a minimum distance into solid bedrock and a minimum distance below the bottom of the pile casing whichever is the deeper as detailed on the Drawings. The Superintendent will take into consideration any irregularities and/or inclination of the surface of the bedrock when determining the final level.

7. The Contractor shall ensure that the drill head remains on line when it commences to construct the rock socket in the underlying bedrock. The pile shaft shall be cleaned of all loose material and pumped free of water in readiness for inspection and construction of the piles.

8. When the toe level of the rock socket has been reached, the pile shaft shall be inspected by the Superintendent in the dry for acceptance before preparation for construction.

9. All piles shall be constructed in the dry. Concrete for piles constructed in the dry shall be compacted using immersion vibrators in accordance with the “Compaction” Clause of Specification 820 CONCRETE FOR STRUCTURES.

10. In the event that a the pile casing or pile casing including rock socket takes in water after being installed/drilled notwithstanding that the Contractor has done all reasonable things to avoid such water, then the concrete shall be placed by use of a tremie or other under water concrete placement techniques approved by the Superintendent.


11. The tremie or other Superintendent approved means of discharge shall be operated in a manner to ensure a continuous and uniform discharge flow of concrete below the surface of the fresh concrete for the whole of the pour in each pile casing. The concrete level shall be taken to 500mm above the finished level of concrete in each pile to displace the top section of concrete that is likely to be contaminated.

12. No agitation or vibration of the under water concrete during placement shall be permitted.

13. The top section of concrete and pile casing above the level of the soffit of the pile cap shall be cut back to the levels shown on the Drawings. All contaminated concrete shall be removed in the preparation of the pile head construction joint.

14. Flame cutting of the pile casings to final level shall not be permitted.

15. The reinforced concrete piles shall be constructed in accordance with Specification 820 CONCRETE FOR STRUCTURES and Specification 822 STEEL REINFORCEMENT.

16. The Contractor shall prepare pile heads for bonding into the structure in accordance with the “Construction Joints” Clause of Specification 820 CONCRETE FOR STRUCTURES.

17. The Contractor shall complete a pile installation record for each pile in accordance with Annexure 813D or 813E.

813.35 TOLERANCES ON PILE CASINGS

1. The installed pile casings shall comply with the following tolerances:

Tolerances

a) Variation from specified position in plan ± 50mm b) Variation from vertical in a 3m template ± 15mm c) Variation from specified batter

(other than vertical) in a 3m template ± 30mm

c) Variation in specified cut-off level ± 10mm

813.36 ACCEPTANCE OF PILES

1. Minimum toe RLs for the piles are shown on the Drawings. For driven steel casings the actual driven length may vary based on the driving performance of the steel casings in each particular foundation. The main criteria in the acceptance of driven casings are that the minimum penetration (pile casing toe RL) and the minimum set as shown in Annexure 813C shall both be attained. For pile casings installed by oscillation acceptance shall be based on the minimum specified toe RLs and the level of the refusal layer.

2. Prior to the completion of the installation of each pile, the Superintendent shall determine the acceptance of the toe level of each pile.


813.37 INTEGRITY TESTING

1. The Contractor shall carry out integrity testing on 50% of all piles and at least one pile at each support pier and abutment, in accordance with AS 2159. Piles giving anomalous results shall be subject to Superintendent approved alternative testing by the Contractor and may be rejected by the Superintendent if they do not comply with the Standard.

Integrity Testing

2. Alternative testing is at the discretion of the Superintendent but shall include static load testing in accordance with AS 2159 to ensure the pile serviceability and ultimate geotechnical strength. All alternative testing shall be at no cost to the Principal.

3. Prior to substructure works commencing, the Contractor shall submit satisfactory written pile test results to the Superintendent for acceptance.

HOLD POINT

813.38 PILE LOAD TESTING

1. The Contractor shall carry out pile load testing on two cased concrete filled piles per bridge, selected by the Superintendent, in accordance with AS 2159.

Load Testing

813.39 – 813.80 NOT USED

AS BUILT AND HANDOVER REQUIREMENTS

813.81 – 813.90 NOT USED

CONTRACT SPECIFIC REQUIREMENTS

813.91 – 813.99 NOT USED

ANNEXURE 813A

PILE DRIVING DESIGN ASSUMPTIONS

Driving has been designed assuming the following:

- Hammer Rated Energy <<insert value>> kJ per blow

- Final Set <<insert value>> blows per 250mm

- Driving Dolly <<insert value>> mm micarta

- Packing <<insert value>> mm pine plywood (minimum)


ANNEXURE 813B

PILE CASING DRIVING TEST SAMPLE

The Contractor shall make provision for the Superintendent to carry out dynamic testing on the following piles in accordance with Clause 813.29.6:

Pier No. <<insert value>>

Number of Piles <<insert value>>


ANNEXURE 813C

ACCEPTANCE OF DRIVEN PILES CASING

MAIN CRITERIA for Bridge No. <<insert number>> over <<insert river/creek>>

Abutment No. – <<insert value>> over <<insert value>>

Penetration - Minimum penetration RL <<insert value>>

Minimum Set - <<insert value>> blows per 250mm of pile penetration.

Pier No. – <<insert value>>:

Penetration - Underside of steel section shall be at a minimum of RL <<insert value>>

Minimum Set - <<insert value>> blows per 250mm of pile penetration.

The final sets given above are based on continuous driving using a hammer of rated energy of <<insert value>> kilojoules per blow operating at 80% efficiency with other data as given in Annexure 813A. The assumed Temporary Compression was <<insert value>> mm.


ANNEXURE 813D

PILE DRIVING DATA

STRUCTURE ........................................................... DATE ......................................................

POSITION IN STRUCTURE .................................... CONTRACT NO .....................................

PILE NO ................................................................... CONTRACTOR ......................................

GROUND R L ...........................................................

CUT OFF R L ...........................................................

TYPE AND MASS OF HAMMER .............................

MAX KINETIC ENERGY PER BLOW ...................... DRIVING LOG

Depth (m)

Blows/250 mm Penetration

Depth(m)


Depth (m)


0.250 5.250 10.250 0.500 5.500 10.500 0.750 5.750 10.750 1.000 6.000 11.000 1.250 6.250 11.250 1.500 6.500 11.500 1.750 6.750 11.750 2.000 7.000 12.000 2.250 7.250 12.250 2.500 7.500 12.500 2.750 7.750 12.750 3.000 8.000 13.000 3.250 8.250 13.250 3.500 8.500 13.500 3.750 8.750 13.750 4.000 9.000 14.000 4.250 9.250 14.250 4.500 9.500 14.500 4.750 9.750 14.750 5.000 10.000 15.000

FINAL SET ........................................................ mm/Blow

TOE R L ............................................................

DETAILS FOR PAYMENT

....................................................................... LENGTH DRIVEN IN GROUND

....................................................... LENGTH BETWEEN TOE AND CUT OFF

............................................................... NUMBER OF BUTT WELD SPLICES ............................................................. SIGNED BY CONTRACTOR

MAIN ROADS WESTERN AUSTRALIA

............................................................. SIGNED BY MAIN ROADS

FILE NO DRAWING NUMBER

Sheet 1 of 2


ANNEXURE 813D

PILE DRIVING DATA

STRUCTURE ............................................................ DATE ......................................................

POSITION IN STRUCTURE ..................................... CONTRACT NO .....................................

PILE NO .................................................................... CONTRACTOR ......................................

GROUND R L ...........................................................

CUT OFF R L ............................................................

TYPE AND MASS OF HAMMER .............................

MAX KINETIC ENERGY PER BLOW ...................... DRIVING LOG

Depth (m)


Depth (m)


Depth (m)


15.250 20.250 25.250 15.500 20.500 25.500 15.750 20.750 22.750 16.000 21.000 26.000 16.250 21.250 26.250 16.500 21.500 26.500 16.750 21.750 26.750 17.000 22.000 27.000 17.250 22.250 27.250 17.500 22.500 27.500 17.750 22.750 27.750 18.000 23.000 28.000 18.250 23.250 28.250 18.500 23.500 28.500 18.750 23.750 28.750 19.000 24.000 29.000 19.250 24.250 29.250 19.500 24.500 29.500 19.750 24.750 29.750 20.000 25.000 30.000

FINAL SET ........................................................ mm/Blow

TOE R L ............................................................

DETAILS FOR PAYMENT

....................................................................... LENGTH DRIVEN IN GROUND

....................................................... LENGTH BETWEEN TOE AND CUT OFF

.............................................................. NUMBER OF BUTT WELD SPLICES ............................................................. SIGNED BY CONTRACTOR


............................................................. SIGNED BY MAIN ROADS


Sheet 2 of 2


ANNEXURE 813E

PILE INSTALLATION RECORD

STRUCTURE ........................................................... DATE ......................................................

POSITION IN STRUCTURE .................................... CONTRACT NO .....................................

PILE NO ................................................................... CONTRACTOR ......................................

GROUND R L ...........................................................

EQUIPMENT USED

EXCAVATION LOG

Depth (m)

Material Description

Depth(m)


Depth (m)


0.250 5.250 10.250 0.500 5.500 10.500 0.750 5.750 10.750 1.000 6.000 11.000 1.250 6.250 11.250 1.500 6.500 11.500 1.750 6.750 11.750 2.000 7.000 12.000 2.250 7.250 12.250 2.500 7.500 12.500 2.750 7.750 12.750 3.000 8.000 13.000 3.250 8.250 13.250 3.500 8.500 13.500 3.750 8.750 13.750 4.000 9.00 14.000 4.250 9.250 14.250 4.500 9.500 14.500 4.750 9.750 14.750 5.000 10.000 15.000

CASING DETAIL TOP R L ................................ BOTTOM R L ........................

PILE TOE R L ....................................................

DETAILS FOR PAYMENT

....................................................................................... LENGTH OF CASING

......................... LENGTH BETWEEN TOE AND EXISTING GROUND LEVEL ............................................................. SIGNED BY CONTRACTOR


............................................................. SIGNED BY SUPERINTENDENT



SPECIFICATION 813 GUIDANCE NOTES

DELETE THESE GUIDANCE NOTES FROM FINAL DOCUMENT AFTER USING FOR REFERENCE

All edits to downloaded TDP documents shall be tracked (most word processing software allows this to be done automatically). Deletions shall be struck through e.g. example. Insertions shall be in italics e.g. example. If all information relating to a clause is deleted then the clause number should be retained and the words "NOT USED" should be inserted.

The proposed documents with tracked changes shall be submitted to the Project Manager for review, prior to printing the final batch of documents. When this final printing is carried out, the tracked changes option is to be turned off.

The Custodian of this specification is the Senior Design Engineer.

SCOPE (Clause 813.01)

Amend the Scope to suit the Project – e.g. delete reference to pile sockets if not used; delete "sacrificial" or "non - sacrificial" steel pile casing as appropriate.

2. CORROSION PROTECTION (Clause 813.07)

As a general rule, steel casings would not be specified with a protective coating. The galvanised coating would only be specified for non - sacrificial piles in aggressive environments. Amend the clause accordingly, or for most instances delete the clause text and insert "NOT USED".

3. DEWATERING (Clause 813.28.2)

Dewatering requirements are located in Specification 204 ENVIRONMENT under the Specification Guidance Notes’ section ready for inclusion within that specification when required i.e. they do not automatically appear in the standard text of Specification 204. Ensure that the dewatering clause within the Specification Guidance Notes section of Specification 204 is transferred to within the CONTRACT SPECIFIC REQUIREMENTS section of that specification.

4. PILE CASINGS DRIVEN FROM THE BOTTOM (Clause 813.30)

Delete reference to rock sockets where not applicable.


5. PILE CASINGS INSTALLED BY OSCILLATION (Clause 813.31)

Delete reference to rock sockets where not applicable.

6. PILE DRIVING EQUIPMENT (Clause 813.32) & PITCHING AND DRIVING (Clause 813.33)

These two clauses are similar to clauses with the same title within Specification 810 DRIVEN STEEL PILES (currently clause numbers 810.27 & 810.28) and should be checked for currency against those clauses, as any change to the clauses in Specification 810 may affect the wording in the clauses in this Specification too.

7. INSTALLATION REQUIREMENTS (Clause 813.34)

Delete all reference to rock and rock sockets where not applicable. At Paragraph 17, specify only the Annexure reference applying to the method of installation of the casings and include only this Annexure in the Specification.


CONTRACT SPECIFIC REQUIREMENTS TO ADD OR DELETE

The following clauses are to be placed under the CONTRACT SPECIFIC REQUIREMENTS as required.

NONE AT THIS TIME.


SPECIFICATION AMENDMENT CHECKLIST

Specification Name: No: 813 Revision No: _____ Title: CASED PILES Project Manager: Name: _______________Signature: _____________Date:______ Checked By: Name: _______________Signature: _______________Date:______ Contract No: _______Contract Description: _______________________________

ITEM DESCRIPTION SIGN OFF

Note: All changes/amendments must be shown in Tracked Change mode until approved.

1. Project Manager has reviewed Specification and identified Additions and Amendments.

2. CONTRACT SPECIFIC REQUIREMENTS addressed? – Contract specific materials/products/clauses added? (Refer Specification Guidance Notes for guidance).

3. Any unlisted Materials/Products proposed and approved by the Project Manager? – if “Yes” provide details at 15.

4. Standard Clauses amended? – MUST SEEK approval from MCP.

5. Clause deletions shown as ‘NOT USED’. 6. Appropriate INSPECTION & TESTING parameters included in

Spec 201 (Test Methods, Minimum Testing Frequencies verified).

7. ANNEXURES completed (Refer Specification Guidance Notes). 8. HANDOVER and AS BUILT requirements addressed. 9. Main Roads QS has approved changes to SMM. 10. Project Manager certifies completed Specification reflects intent

of the design.

11. Completed Specification – independent verification arranged by Project Manager

12. Project Manager’s review completed. 13. SPECIFICATION GUIDANCE NOTES deleted. 14. TABLE OF CONTENTS updated. 15 Supporting information prepared and submitted to Project

Manager.

Further action necessary:

Signed: (Project Manager) Date:_______________

spec 813 11 june 2010.u_2788229r_1n_d10^23132330

Documents

cased piles page

document new specification

steel pile casings

asnzs iso

contract xxxxx document

contents clause page

pile driving equipment

methods of installation