pip sts02360 (driven piles specification)

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COMPLETE REVISIONJune 2001

Process Industry Practices

Structural

PIP STS02360

Driven Piles Specification



PURPOSE AND USE OF PROCESS INDUSTRY PRACTICES

In an effort to minimize the cost of process industry facilities, this Practice has

been prepared from the technical requirements in the existing standards of major

industrial users, contractors, or standards organizations. By harmonizing these

technical requirements into a single set of Practices, administrative, application, and

engineering costs to both the purchaser and the manufacturer should be reduced. While

this Practice is expected to incorporate the majority of requirements of most users,

individual applications may involve requirements that will be appended to and take

precedence over this Practice. Determinations concerning fitness for purpose and

particular matters or application of the Practice to particular project or engineering

situations should not be made solely on information contained in these materials. Theuse of trade names from time to time should not be viewed as an expression of

preference but rather recognized as normal usage in the trade. Other brands having the

same specifications are equally correct and may be substituted for those named. All

Practices or guidelines are intended to be consistent with applicable laws and

regulations including OSHA requirements. To the extent these Practices or guidelines

should conflict with OSHA or other applicable laws or regulations, such laws or

regulations must be followed. Consult an appropriate professional before applying or

acting on any material contained in or suggested by the Practice.

This Practice is subject to revision at any time by the responsible Function Team

and will be reviewed every 5 years. This Practice will be revised, reaffirmed, or

withdrawn. Information on whether this Practice has been revised may be found at

http://www.pip.org.

© Process Industry Practices (PIP), Construction Industry Institute, The

University of Texas at Austin, 3208 Red River Street, Suite 300, Austin,

Texas 78705. PIP member companies and subscribers may copy this Practice

for their internal use. Changes, overlays, addenda, or modifications of any

kind are not permitted within any PIP Practice without the express written

authorization of PIP.

PRINTING HISTORY

April 1995 Issued

June 2001 Issued

Not printed with State funds



COMPLETE REVISIONJune 2001

Process Industry Practices Page 1 of 19

Process Industry Practices

Structural

PIP STS02360

Driven Piles Specification

Table of Contents

1. Introduction..................................21.1 Purpose ............................................. 21.2 Scope.................................................2

2. References ...................................22.1 Process Industry Practices ................ 22.2 Industry Codes and Standards .......... 2

2.3 Government Regulations................... 3

3. Definitions ....................................3

4. General .........................................44.1 Quality Control ...................................44.2 Submittals .......................................... 5

5. Products .......................................85.1 General .............................................. 85.2 Pipe Piles........................................... 85.3 Concrete-Filled Thin Shell Piles.........95.4 Steel “H” Piles....................................9

5.5 Step Taper Piles ..............................105.6 Prestressed/Precast Concrete Piles 105.7 Timber Piles..................................... 11

6. Execution ................................... 126.1 General ............................................126.2 Handling and Storage ...................... 126.3 Equipment........................................ 126.4 Installation........................................ 136.5 Pile Capacity Testing.......................16

Attachment 1 – Pile and DrivingEquipment Form



PIP STS02360 COMPLETE REVISIONDriven Piles Specification June 2001

Page 2 of 19 Process Industry Practices

1. Introduction

1.1 Purpose

This Practice provides the Contractor with a driven pile specification.

1.2 Scope

1.2.1 This Practice describes the requirements for furnishing, transporting,

handling, and installing driven load-bearing piles, conforming to the load

capacities specified in the Contract Documents. Pile load tests and dynamic

monitoring tests are included if within the contract scope of work.

1.2.2 Pile types covered in this Practice are as follows:

– Steel pipe piles

– Concrete-filled thin shell piles

– Steel “H” piles

– Step taper piles

– Prestressed concrete piles

– Timber piles

1.2.3 Any conflicts or inconsistencies between this Practice, the design drawings,

or other Contract Documents shall be brought to the attention of the Buyer

for resolution.

2. References

When adopted in this Practice or in the Contract Documents, the latest edition of the

following codes, standards, specifications, and references in effect on the date of contract

award shall be used, except as otherwise noted. Short titles will be used herein when

appropriate.

2.1 Process Industry Practices (PIP)

– PIP STS03001 - Plain and Reinforced Concrete

2.2 Industry Codes and Standards

• American Institute of Steel Construction (AISC)

– Manual of Steel Construction: Allowable Stress Design

• American Society For Testing and Materials (ASTM)

– ASTM A36 - Standard Specification for Carbon Structural Steel

– ASTM A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped,

Zinc Coated, Welded and Seamless



COMPLETE REVISION PIP STS02360 June 2001 Driven Piles Specification


– ASTM A82 - Standard Specification for Steel Wire, Plain, for Reinforced

Concrete

– ASTM A252 - Standard Specification for Welded and Seamless Steel Pipe

Piles

– ASTM A416 - Standard Specification for Steel Strand, Uncoated Seven-Wire for Prestressed Concrete

– ASTM A615 - Standard Specification for Deformed and Plain Billet Steel

Bars for Concrete Reinforcement

– ASTM D25 - Standard Specification For Round Timber Piles, 1999

– ASTM D1143 - Standard Method of Testing Piles under Static Axial

Compressive Load

– ASTM D1760 - Standard Specification for Pressure Treatment of Timber

Products

– ASTM D2899 - Standard Practice for Establishing Design Stresses for Round

Timber Piles – ASTM D3689 - Standard Test Method for Individual Piles under Static Axial

Tensile Load

– ASTM D3966 - Standard Test Method for Piles under Lateral Loads

• American Welding Society (AWS)

– AWS D1.1 - Structural Welding Code - Steel

• American Wood-Preservers’ Association (AWPA)

– AWPA C3 - Piles - Preservative Treatment by Pressure Process

– AWPA M4 - Standard for the Care of Preservative-Treated Wood Products

• Precast/Prestressed Concrete Institute (PCI)

– PCI JR-382 - Recommended Practice for Design, Manufacture and Installation

of Prestressed Concrete Piling

– PCI MNL-116 - Manual for Quality Control for Plants and Production of

Precast and Prestressed Concrete Products

– PCI STD 112 - Standard Prestressed Concrete Piles, Square, Octagonal, and

Cylinder

2.3 Government Regulations

Federal Standards and Instructions of the Occupational Safety and Health

Administration (OSHA), including any additional requirements by state or localagencies that have jurisdiction where piles are to be manufactured, handled, or

installed, shall apply.

3. Definitions

Buyer : The party who awards the contract to the Contractor. The Buyer may be the Owner or

the Owner’s authorized agent.





Contractor : The party responsible for furnishing and/or installing driven piles and complying

with the requirements of this Practice

Contract Documents: Any and all documents, including design drawings, that the Buyer has

transmitted or otherwise communicated, either by incorporation or by reference, and made

part of the legal contract agreement or purchase order agreement between the Buyer and the

Contractor

4. General

4.1 Quality Control

4.1.1 The Contractor shall review all data from subsurface investigation(s)

furnished by the Buyer. Such data shall not be construed to represent

subsurface conditions at locations other than the specific boring/sounding

location indicated. Contractor may at its own discretion and expense, and

with the Buyer’s approval, perform additional investigations, as Contractor deems necessary.

4.1.2 Buyer will provide the intended exposure requirements for the piles, e.g.,

marine, non-marine, freeze-thaw, chemical attack, soil corrosiveness, etc.

The Buyer will determine the need for a protective coating on the pile, and if

required, the coating system will be specified in the Contract Documents.

4.1.3 Contractor shall immediately notify Buyer in writing of any situations

detrimental to the proper and timely completion of the work.

4.1.4 Unless otherwise noted in the Contract Documents, Contractor shall retain

an independent testing agency for inspection of all piles and all pile-driving

operations.

Inspector shall

a. Be experienced in pile-driving inspection and shall be on site full time

during installation of all piles

b. Document driving as outlined in Section 4.2.6, Pile-Driving Record ,

and shall certify that piles and installation are in accordance with this

Practice and the Contract Documents

c. Be responsible for pile concrete testing and sampling

d. Notify Buyer immediately of any observed deviations from this

Practice and the Contract Documents

Buyer reserves the right to make inspections and tests at any time.

4.1.5 Buyer shall be notified three business days before installation or testing of

piles.

4.1.6 Contractor shall provide readily visible marks on all piles at 1-foot intervals

and shall number marks every 5 feet starting at the tip.





4.1.7 Buyer may reject piles that do not meet all the requirements of this Practice,

including piles that are damaged, misplaced, driven improperly, or out of

alignment.

4.1.8 Contractor shall take action to correct rejected piles as directed by Buyer.

This may include extracting the rejected pile and driving a new pile or additional piles. All corrective work shall be performed at no additional cost

to Buyer.

4.2 Submittals

4.2.1 Handling and Installation

The Contractor shall submit to Buyer for review, at least 14 days before

commencement of mobilization, the following:

a. Procedure for protection, handling, and storage of piles before

installation

b. Identification and description of equipment for handling and installing piles

c. Manufacturer’s hammer specification data and recommended operating

procedures, including details of any hammer modifications, per

Attachment 1, Hammer Data Sheet

d. Pile installation procedures, including any predrilling and/or jetting

equipment and procedures

e. Calibration certificates of pressure gauges, current within 6 months,

and manufacturer’s calibration of bounce-chamber gauges

f. Pile and pile accessory material certifications

g. Plan of proposed sequence of driving

4.2.2 Prestressed/Precast Concrete Pile

4.2.2.1 Contractor shall submit the following information to Buyer for

review before commencing fabrication:

a. All design calculations and/or fabrication drawings for piles,

including, uplift connections and splices. A qualified, licensed

professional engineer registered in the state where the piles are

to be installed shall seal calculations and drawings. When

required by the Contract Documents, analysis of dynamic

stresses during pile driving shall also be included to

demonstrate that pile will not undergo excessive tension or compressive stresses during low-resistance and final high-

resistance driving.

b. Concrete mix design and basis for mix

c. Method of curing

d. Sampling and testing procedures





e. Certified test reports showing compliance with this Practice for

all materials to be used in the manufacture of piles, including

strands, wire, cement, aggregates, admixtures, and curing

f. Procedures for tensioning and detensioning, including

equipment descriptions and calibration records

g. Shop drawings

4.2.2.2 Within 7 days after tensioning, submit to Buyer the prestress loss

calculations and the tensioning records in accordance with

PCI MNL-116 .

4.2.2.3 Submit to Buyer, upon completion of pile fabrication, the concrete

cylinder strength test results for each lot of piles, including strengths

at time of prestress transfer, when removed from casting bed, and

28 days after pour.

4.2.3 Concrete-Filled Piles

4.2.3.1 Submit the following to Buyer for review, 14 days before

mobilization:

a. Concrete mix design and basis for mix

b. Sampling and testing procedures

4.2.3.2 Submit to Buyer the concrete cylinder strength test results for each

lot of piles, including strengths at 7 and 28 days after pour.

4.2.4 Timber Pile

Submit to buyer, before installation, the following:

a. The certificate of treatment for each lot of treated timber piles, showingtreatment method and type of preservative and minimum net retention

of preservative

b. If required by the Buyer, an independent report by an independent

inspection agency, attesting that piles have been given the preservation

treatment required by this Practice

4.2.5 Pile Load Test

If load tests are required by the Contract Documents, submit shop drawings

of the loading apparatus and arrangement of the test and all design

calculations, sealed by a qualified, licensed professional engineer registered

in the state in which the piles will be installed. Provide submittals to Buyer

for review not later than 14 days before commencing the test unless requiredotherwise in the Contract Documents. In addition, include current

calibrations of load-cell and jack/jack manometer.

4.2.6 Pile-Driving Record

Submit to Buyer within 3 days of installation, one copy of completed pile-

driving record form of each pile, including but not limited to the following

information:





1. Project name, number, and location

2. Drawing number and structure identification

3. Name of Contractor(s)

4. Date of pile installation

5. Pile location, number, and design capacity; location of pile in pile

group and location or designation of pile group

6. Pile type, size, and length

7. Design and actual pile cut-off and tip elevations

8. Hammer make, model, stroke, weight, normal operat ing speed, and

rated energy

9. Type, dimension, and condition of cushion or capblock

10. Operating pressure for steam/air hammer and bounce chamber pressure

for double-acting diesel hammer

11. Actual operating rate or speed (blows/minute) during final driving

12. Other installation equipment including details on use of pile cushion,

follower, mandrels, pre-drilling, and water jet

13. Time for start and finish of driving pile

14. Sequence of pile driving for piles in group

15. Penetration under own weight and penetration under own weight plus

weight of hammer

16. Driving data in number of blows per foot from initial to final driving

and number of blows per inch for the last 12 inches

17. Splice types and locations

18. Upon termination of the driving of open-end pipe piles, record depth

from ground surface outside pile to soil surface inside pipe. Record

depth of any clean out if used. Note any water in the pipe.

19. Records of re-striking

20. Interruptions (reason, time, duration, tip elevation)

21. Volume of cast-in-place concrete placed

22. Degree of out-of-axial alignment

23. Deviations from specification

24. Weather conditions and temperature

25. Notation of any unusual occurrences during installation or of any

observed pile damage

26. Signature and title of inspector recording pile-driving data





4.2.7 Inspector Qualifications

Submit to Buyer for review and approval, at least 14 days before

mobilization, resumé of inspector to be provided by independent testing

agency required by Section 4.1.4.

5. Products

5.1 General

5.1.1 All Contractor-supplied materials and proprietary items, including splice

devices, tip protectors, driving shoes, tension or uplift connectors, etc., shall

be subject to Buyer’s approval and shall be installed in accordance with

manufacturer’s instructions.

5.1.2 All concrete shall conform to requirements of PIP STS03001, with a

maximum aggregate size of 1-1/2 inch. However, for prestressed concrete

piles, pile manufacturer’s mix design is acceptable, subject to Buyer’sapproval.

5.1.3 Welding

5.1.3.1 Welding shall be performed in accordance with AWS D1.1.

5.1.3.2 Welding filler metal shall be AWS D1.1-98, Section 3.3 (including

Table 3.1) with an electrode strength of 58 ksi minimum yield

strength and 70 ksi minimum tensile strength. (For example, use

E70XX for SMAW, F7XX-EXXX for SAW, ER70S-X for GMAW,

and E7XT-X for FCAW.) However, E60XX electrodes may be used

for tack welding.

5.1.3.3 Welding procedures and individual welders shall be qualified inaccordance with AWS D1.1. If requested, qualification records shall

be made available to Buyer.

5.1.4 Splicing

5.1.4.1 Splices shall provide true alignment of total pile.

5.1.4.2 Splices shall be capable of transmitting all driving forces as well as

all intended service loads.

5.1.4.3 Piles receiving concrete fill shall be watertight after driving.

5.2 Pipe Piles

5.2.1 Pipe Material

Welded or seamless steel pipe conforming to ASTM A53, Grade B, Type E

or Type S, or ASTM A252, Grade 2.

5.2.2 Concrete Fill

Concrete fill shall be a minimum of 3000 psi 28-day strength unless

specified otherwise in the Contract Documents.





5.2.3 Tip Closures

Tip closures shall be either of the following:

a. ASTM A36 steel plate, diameter not to exceed pipe outside diameter,

welded to beveled pipe end, making a watertight enclosure; or

b. Proprietary weldless drive points with tapered swage, diameter not to

exceed pipe outside diameter, making a watertight joint to pipe

5.2.4 Drive Shoes

Drive shoes shall be hardened steel, inside cutting type, within outside

diameter of pipe.

5.2.5 Splices

Splices shall be full-penetration butt welds or proprietary watertight

mechanical splicers.

5.3 Concrete-Filled Thin Shell Piles

5.3.1 Shell Material

Shell material shall be either of the following:

a. Welded or seamless steel pipe conforming to ASTM A252, Grade 1; or

b. Proprietary thin steel pile shells, e.g., fluted and tapered or uniform

corrugated shells

5.3.2 Reinforced Concrete Core

a. Minimum 4000 psi 28-day compressive strength concrete

b. ASTM A615, Grade 60 reinforcing

5.3.2 Tip Closures

Reinforced concrete core shall be either of the following:

a. For steel pipe, tip closures as specified above; or

b. For proprietary thin shell, watertight manufactured type compatible

with supplier’s shell system

5.3.3 Splices

Splices shall be either of the following:

a. For steel pipe, splices as specified above; or

b. For proprietary thin shell, watertight manufactured device compatible

with supplier’s shell system

5.4 Steel “H” Piles

5.4.1 Pile Material

Pipe material shall be ASTM A36 , AISC HP shapes.





5.4.2 Splices

Splices shall be either of the following:

a. Full-penetration butt welds utilizing backup plates or back gouging; or

b. H-pile splicer sleeves, fillet welded to pile web, as shown on designdrawings, and full-penetration butt-welded to pile flanges. Bevel each

flange of upper pile section, leaving 1/8 inch of metal for weld backing.

5.5 Step Taper Piles

5.5.1 Shell Material

Shell material shall be step-tapered helically corrugated mild steel, not less

than 14-gauge material (0.075-inch) and shall be 4-, 8-, or 12-foot-long

sections. Step taper increase in diameter at each step shall not exceed 1 inch.

Average rate of diameter increase shall not be less than 1 inch per 16 feet.

Joints between shell sections shall be screw connected, using rubber seals

(“O” rings). Shells and joints must be watertight after driving.

5.5.2 Reinforced Concrete Core

Reinforced concrete core shall be a minimum 4000 psi 28-day-strength

concrete, ASTM A615 Grade 60, reinforcing.

5.5.3 Tip Closures

Tip closures shall conform to mandrel tip, be watertight after pile is driven,

and be either of the following:

a. ASTM A36 steel plate, diameter not to exceed shell outside diameter by

more than 1/4 inch, seal welded to shell end; or

b. Shop-formed hemispherical steel, boot welded to shell tip

5.6 Prestressed/Precast Concrete Piles

5.6.1 Design and Manufacture

Design and manufacture of concrete piles shall conform to PCI JR-382 and

PCI STD-112.

5.6.2 Pile Materials

Pile materials shall be as follows:

a. Concrete: minimum 5000 psi 28-day strength unless specified

otherwise in the Contract Documents

b. Pretensioning strand: minimum 1/2-inch diameter, seven-wire strand,

ASTM A416 , Grade 270

c. Reinforcing bars: deformed, ASTM A615, Grade 60

d. Spiral steel: smooth, ASTM A82





5.6.3 Transportation, Handling, and Storage

Transportation, handling, and storage shall be in accordance with

PCI JR-382. Plainly mark lift points, and, if applicable, mark direction.

5.7 Timber Piles

5.7.1 Timber Materials and Species

Timber materials shall conform to ASTM D25 for “clean-peeled” round

timber piles, having a minimum allowable design strength of 1200 psi per

ASTM D2899. Depending on the application specified in the Contract

Documents, timber piles shall be of the following species:

a. Piles subject to land or freshwater service: southern pine, ponderosa

pine, or Douglas fir

b. Piles subject to marine (brackish or seawater) service: southern pine or

Pacific Coast Douglas fir

5.7.2 Minimum Diameters

Minimum diameters depending on pile type specified in the Contract

Documents:

a. Friction piles shall have a butt circumference not less than 41 inches

(approximately 13-inch diameter) and a tip circumference not less than

that shown in Tables X1.2 and X1.3, ASTM D25; or

b. End-bearing piles shall have a tip circumference not less than 25 inches

(approximately 8-inch diameter) and a butt circumference not less than

that shown in Table X1.4 and X1.5, ASTM D25

5.7.3 Pressure Treatment, Care, and Field Repair

5.7.3.1 Treatment shall conform to requirements of ASTM D1760 or

AWPA C3.

5.7.3.2 All treated piles shall be permanently brand to identify treating

company and year of treatment.

5.7.3.3 Care and handling of piles shall be in accordance with AWPA M4.

Treatment of field cuts caused by handling, cut-offs, installation of

uplift connections, and any other daps or holes shall be in

accordance with AWPA M4.

5.7.4 Strapping

Strapping shall be of high-tensile steel straps, a minimum of 1-1/4 inch wide,having 5100-pounds minimum tensile strength, and secured with crimped

seals that develop 80% of strap strength. Apply two straps (after pressure

treatment for treated piles), one at about 18 inches and the other at about 24

inches from butt.





6. Execution

6.1 General

6.1.1 Furnish all piling materials, labor, tools, supervision, equipment, and

supplies necessary for transporting and installing driven piles in accordance

with the Contract Documents and this Practice.

6.1.2 Comply with Federal Standards and Instructions of the Occupational Safety

and Health Administration (OSHA), including any additional requirements

by state or local agencies that have jurisdiction where piles are to be

manufactured, handled, or installed.

6.2 Handling and Storage

6.2.1 Deliver all piling materials to the job site in good condition.

6.2.2 Handle and store piling materials in such a manner to avoid damage to or

excessive stresses on these materials.6.2.3 Place stored pile materials on skids to prevent contact with the ground.

Provide sufficient skids to keep deflection of stored piles within tolerable

limits.

6.3 Equipment

6.3.1 Hammers

6.3.1.1 Drive all piles with power impact hammers capable of installing all

piles to the specified capacity, resistance, and minimum depth.

Vibrating hammers or drop hammers shall not be used unless

approved in writing by Buyer. Piles driven with faulty equipment

shall be subject to rejection by the Buyer. Cost of removal or installation of additional piles shall be borne by the Contractor.

6.3.1.2 For air/steam hammer, provide a calibrated pressure gauge. For

double-acting diesel hammer, provide a calibrated bounce-chamber

gauge. Position the gauges on the hammer side of all valves so that

gauges can be easily observed by inspecting personnel, with no more

than 100 feet of hose away from the hammer intake. Open-ended

(single-acting) diesel hammers shall be equipped with a device to

permit inspecting personnel to visually determine hammer stroke at

all times during pile driving.

6.3.1.3 Hammers shall not be operated at less than the speed and stroke

length specified by the manufacturer.

6.3.2 Leads

Provide fixed leads. Leads shall be held firmly in position by stiff braces.

Axis of the leads, hammer, and pile shall coincide. Use swinging or spud

type leads only with Buyer’s approval.





6.3.3 Cushioning

6.3.3.1 Provide hammer cushions or capblocks of aluminum and micarta

discs stacked alternately in a steel housing and with a steel plate at

the top and bottom of the stack.

6.3.3.2 Alternatively, a one-piece hardwood capblock, with grain parallel to

the pile axis and enclosed in a close-fitting steel housing, may be

used. Satisfactory driving criteria shall be established with such a

capblock, and a new capblock shall not be used during the final

driving of any pile.

6.3.3.3 Capblocks made from other materials are subject to approval by the

Buyer. Wood chips, small wood blocks, wood shavings, wire rope,

or other materials with high-elastic properties shall not be used for

capblocks.

6.3.3.4 For prestressed piles, provide pile cushion appropriate for pile and

hammer and acceptable to Buyer.6.3.4 Mandrel

A compatible expanding, internal mandrel shall be used for driving all thin

shell and step taper piles. The mandrel shall maintain a positive grip on the

pile.

6.3.5 Follower

Use a follower only with approval of Buyer.

6.4 Installation

6.4.1 General

6.4.1.1 Drive piles to the indicated lines, grades, and capacities required by

the Contract Documents.

6.4.1.2 Use driving cap or helmet to prevent damage to pile heads during

driving. Do not use loose inserts in cap.

6.4.1.3 Hold pile securely in proper position and alignment while driving.

6.4.1.4 Deliver hammer impacts concentrically and in direct alignment with

pile. Avoid forcing pile laterally or bending pile.

6.4.1.5 Drive piles no closer than 20 feet from concrete that has been in

place less than 3 days, unless otherwise authorized by Buyer.

6.4.1.6 Drive piles continuously, without interruption, to the final tipelevation. A discontinuous driving operation shall be referred to

Buyer for resolution. Sudden resistance to pile driving by

underground obstructions shall be brought to the Buyer’s attention.

6.4.1.7 Install uplift connectors as required by Contract Documents.

6.4.1.8 If a pile is damaged at the top during driving, the damaged portion

shall be cut off. A damaged pile shall be brought to the attention of





the Buyer for resolution. If necessary, a new length shall be spliced

to the undamaged pile before resumption of driving.

6.4.1.9 Piles in large groups shall be driven from the inside toward the

outside, unless otherwise approved by the Buyer.

6.4.1.10 Care shall be exercised not to drive the pile beyond the depth of

penetration required.

6.4.1.11 Piles shall not be driven until the earthwork within the area has been

completed to specified grade, unless otherwise required by the

Contract Documents or approved by the Buyer in writing.

6.4.1.12 If measured driving stresses in piles are deemed excessive by Buyer,

Contractor shall reduce the driving energy transmitted to the pile by

reducing the energy output of the hammer or by using additional

cushions.

6.4.2 Tolerances

6.4.2.1 Pile heads, at cut-off elevation, shall be within 3 inches in any

horizontal direction of the position shown in the Contract

Documents.

6.4.2.2 Pilings shall be cut off square, true, and level. Cut-off tolerance shall

be within 1 inch of the required elevations shown in the Contract

Documents unless directed otherwise by Buyer.

6.4.2.3 Vertical piles shall be plumb within 2% of the pile length. The

maximum deviation from the required axial alignment of battered

piles shall be within 4% of the pile length.

6.4.3 Predrilling

6.4.3.1 Predrill pilot holes only when required by the Contract Documents

or when authorized by Buyer in writing. Pilot holes are subject to

modification by the Buyer, on the basis of the results of initial

driving operations and analysis of driving data.

6.4.3.2 Drill pilot hole no larger than the least dimension of pile minus

2 inches, unless otherwise specified by Buyer. Terminate predrilling

at least 5 feet above pile tip elevation, unless directed otherwise by

Buyer or Contract Documents.

6.4.3.3 Promptly remove and dispose of spoil produced by predrilling.

Disposal shall be off the property unless otherwise specified by

Buyer.6.4.4 Jetting

6.4.4.1 Use jetting only when required by the Contract Documents or when

authorized in writing by Buyer.

6.4.4.2 Where jetting is allowed, jetting procedures shall be approved by

Buyer.





6.4.4.3 When jetting is permitted, Contractor shall control, treat if

necessary, and dispose of all jet water in a manner acceptable to the

Buyer.

6.4.5 Pile Heave

6.4.5.1 Heave and displacement of each pile shall be recorded after all piles

in a group have been driven.

6.4.5.2 Piles that heave more than 1/4 inch shall be re-driven to their

original elevation.

6.4.6 Cutoff

Provide sufficient pile length above cut-off elevations so that any portion of

pile damaged during driving may be cut off. Cut off piling neatly and

squarely at the required elevation within tolerances specified in

Section 6.4.2.2. Remove and dispose of cut-off lengths. Disposal shall be off

the property unless otherwise specified by Buyer.

6.4.7 Driving Criteria and Capacity Evaluation

6.4.7.1 Pile-driving criteria, specifying the minimum blows per foot and/or

refusal criteria, will be as specified in the Contract Documents.

Driving criteria are subject to modification by Buyer, on the basis of

analysis of initial and ongoing driving results. Any modification of

driving criteria shall be made at no cost to Buyer.

6.4.7.2 Drive piles to the minimum tip elevation shown in Contract

Documents. Continue driving beyond the minimum tip elevation

until the pile-driving criteria are met or until the maximum pile

penetration depth (if shown in the Contract Documents) is reached.

6.4.7.3 Penetration short of the specified minimum tip elevation will be permitted only when, in the opinion of the Buyer, additional pile

driving will damage the pile.

6.4.7.4 If the pile-driving criteria are not met, or if penetration to minimum

tip elevation is not reached, the Buyer will determine any

remediation required.

6.4.8 Unsatisfactory Piles

6.4.8.1 Reject piles that do not meet all the requirements of this Practice,

including those piles that are damaged, broken, misplaced, driven

improperly, or out of alignment.

6.4.8.2 Contractor shall take action to correct rejected piles as directed byBuyer. This may include extracting the rejected piles and driving

new piles or driving additional piles. All corrective work shall be

performed at no additional cost to Buyer.

6.4.9 Pipe Piles

6.4.9.1 Piles shall be covered during the interval between driving and

placement of concrete.





6.4.9.2 Concrete shall not be placed until the effect of ground heave and

displacements can no longer be measured.

6.4.9.3 Concrete shall not be placed in a pile that is within 10 feet of another

pile that is being driven.

6.4.9.4 Concrete shall not be placed until after the piles have been inspected

and approved.

6.4.9.5 Concrete shall not be placed until the pile is free of all foreign

matter and contains not more than 2 inches of water.

6.4.9.6 Concrete shall be placed with a funnel hopper centered directly over

the pile. The bottom opening of the hopper shall not be larger than

one-half the diameter of the reinforcing steel cage or one-half the

pile diameter if there is no cage.

6.4.9.7 Concrete shall not be allowed to hit the reinforcing steel or the side

of the pile during placement.

6.4.9.8 A tremie pipe shall be substituted for the hopper if required to

prevent the concrete from hitting the reinforcement or the pile side.

6.4.9.9 If a tremie pipe is used, the pipe opening shall be kept submerged

under the rising top surface of the deposited concrete.

6.4.9.10 The concrete shall be placed continuously until the pile is full.

6.4.9.11 Piles with a buckle or other deformation that reduces the inside

diameter by 10% or more shall be rejected.

6.4.10 Timber Piles

Additional pile length required for installation shall be determined by the

Contractor and provided at its own expense.

6.4.11 Precast and Prestressed Concrete Piles

Where anchor/dowel holes have been provided for uplift connection, they

shall be protected to prevent dirt or other substances from contaminating the

hole before grouting.

6.5 Pile Capacity Testing

6.5.1 Pile-Driving Analyzer

6.5.1.1 Dynamic monitoring of pile driving employing the pile-driving

analyzer will be used if specified in Contract Documents or

otherwise determined necessary by the Buyer. Buyer will retain and pay for an agency to perform pile-driving analyzer monitoring.

6.5.1.2 Contractor shall provide access and assistance to enable the testing

agency to expeditiously perform the required instrumentation and

monitoring. Contractor shall provide appropriate power sources for

the monitoring as required.





6.5.1.3 Contractor shall ensure that the transducers, cables, or equipment

associated with the dynamic monitoring are not damaged.

6.5.1.4 Contractor shall assist testing agency by providing personnel to help

attach transducers to the pile head and manage cables during pile

lifting and installation. The testing agency will instruct theContractor in the details of this work.

6.5.1.5 Selected piles shall be re-instrumented and re-tapped for dynamic

monitoring after 24 hours or longer, as determined by Buyer. A cold

hammer shall not be used for re-tapping. The hammer shall be

warmed before re-tapping by applying at least 20 blows to another

pile. Re-tapping of a pile may involve up to 50 hammer blows or pile

penetration of as much as 6 inches.

6.5.1.6 Contractor shall allow for dynamic monitoring, including attaching

and detaching instrumentation and actual testing at no additional

cost to the Buyer.

6.5.2 Static Pile Load Test

6.5.2.1 Load tests are required only when specified in the Contract

Documents.

6.5.2.2 Unless otherwise required in the Contract Documents, Buyer will

retain a geotechnical engineer to approve, direct, and document the

load test(s). The Contractor shall neither install or test reaction piles

nor commence load testing without the approval and presence of the

Buyer’s geotechnical engineer.

6.5.2.3 The Contractor shall be responsible for locating, furnishing, and

installing the test and reaction piles.

6.5.2.4 Contractor shall not install or test piles without the presence of the

Buyer.

6.5.2.5 Requirements for driving test and reaction piles shall be the same as

those for production piles.

6.5.2.6 Test and reaction piles shall be driven with the same equipment that

will be used to drive production piles.

6.5.2.7 Test and reaction piles that are correctly located and installed and

tested without damage and that meet all requirements of this Practice

may be used as production piles if approved by Buyer.

6.5.2.8 Contractor shall design and install reaction frames and reaction piles, unless required otherwise in the Contract Documents.

6.5.2.9 Contractor shall perform loading test on pile(s) selected by Buyer in

accordance with ASTM D1143 (compression test), ASTM D3689

(tension test), or ASTM D 3966 (lateral test).





6.5.2.10 Contractor shall supply load-cell and/or jack/manometer system

designed for use in field conditions. Jack and manometer must be

calibrated together as a system.

6.5.2.11 The manometer measuring the jack pressure shall have a range of at

least 135% to 300% of the specified allowable pile capacity.

6.5.2.12 Contractor shall use a single jack to apply the required load unless

authorized by Buyer to use a pair of jacks.

6.5.2.13 Contractor shall supply operator experienced in pile load testing and

a laborer to operate equipment throughout duration of test.

6.5.2.14 Contractor shall provide suitable enclosure of test arrangement to

ensure complete weather protection for reference beams and for

personnel conducting the test. Contractor shall provide necessary

power source, lights, and heating.

6.5.2.15 Contractor shall commence compression test between 5 and 30 days

after initial driving of pile or as permitted by the Buyer.

6.5.2.16 Contractor shall commence tension test between 10 and 30 days

after initial driving of pile or as permitted by the Buyer.

6.5.2.17 Contractor shall not subject pile to any loading before starting the

test.

6.5.2.18 Contractor shall perform tests in accordance with the “Quick Load

Test Method” specified in ASTM D1143 or ASTM D3689 unless

specified otherwise in the Contract Documents or unless not allowed

per applicable code. Loading and unloading shall be as follows

unless otherwise directed by the Buyer.

a. Load pile in no less than 20 equal increments applied every10 minutes to a maximum load of 300% of specified pile

capacity. Accurately maintain each load level. If the loading

increment becomes too large, the load must not be released; the

load level shall be recorded, the reading shall be taken at this

load level, and the next loading increment shall be made

correspondingly smaller.

b. Within each load level, take simultaneous readings of

movements and load at 3, 6, and 10 minutes after start of

loading.

c. After the maximum test load has been maintained for

10 minutes, unload pile in five approximately equal decrementsof load every 5 minutes, recording movements and load for

each load level at the end of each 5-minute period.

d. Continue recording movement gauges at 10-minute intervals for

at least 30 minutes after completely unloading pile.





6.5.2.19 If requested by Buyer, perform a quick reloading of pile immediately

after the first test is completed. The reloading test will require fewer

load increments and will be completed in approximately 2 hours.

6.5.2.20 Evaluation of tests will be sole responsibility of Buyer.



June 2001 PIP STS02360 Driven Piles Specification

ATTACHMENT 1 – Pile and Driving Equipment Data Form

Contract No.: Structure Name and/or No.:

Project:

Pile-Driving Contractor or Subcontractor:

Location:

(Piles driven by)

Manufacturer: Model No.:

Hammer Type: Serial No.:

Manufacturer’s Maximum Rated Energy: (ft-lbs)

Stroke at Maximum Rated Energy: (ft)

Range in Operating Energy: to (ft-lbs)

Range in Operating Stroke: to (ft)

Ram Weight: (lbs)

Modifications:

Striker Plate:

Weight: (lbs) Diameter: (in.)

Thickness: (in.)

Hammer Cushion:

Material #1 Material #2 (for Composite Cushion)

Name: Name:

Area: (in.2) Area: (in.

2)

Thickness/Plate: (in.) Thickness/Plate: (in.)

No. of Plates: No. of Plates:

Total Thickness of Hammer Cushion (in.)

Helmet Weight: (lbs)

Pile Cushion Material:

Area: (in.2) Thickness/Sheet: (in.)

No. of Sheets:

Total Thickness of Pile Cushion: (in.)

Pile Type:

Diameter of Cross Sectional Width: (in.)

Cross Sectional Area: (in.2) Weight/Ft: (lbs/ft)

Wall Thickness: (in.) Taper:

Ordered Length: (ft)

Design Load: (tons)

Ultimate Pile Capacity: (tons)

Description of Splice:

Driving Shoe/Closure Plate Description:

Submitted by: Date:

Telephone No.: Fax No.:

(Adapted from FHWA Publication No. FHWA-HI-97-013)