PIP STS02360 (Driven Piles Specification)

COMPLETE REVISION June 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. The use 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 This Practice will be revised, reaffirmed, or withdrawn.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 REVISION June 2001

Process Industry Practices Structural

PIP STS02360 Driven Piles Specification Table of Contents 1. Introduction .................................. 2 1.1 Purpose ............................................. 2 1.2 Scope................................................. 2

2. References ................................... 2 2.1 Process Industry Practices ................ 2 2.2 Industry Codes and Standards .......... 2 2.3 Government Regulations ................... 3

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

6. Execution ................................... 12 6.1 6.2 6.3 6.4 6.5

General ............................................ 12 Handling and Storage ...................... 12 Equipment........................................ 12 Installation........................................ 13 Pile Capacity Testing ....................... 16

Attachment 1 – Pile and Driving Equipment Form

4. General ......................................... 4 4.1 Quality Control ................................... 4 4.2 Submittals .......................................... 5

5. Products ....................................... 8 5.1 5.2 5.3 5.4 5.5 5.6 5.7

General .............................................. 8 Pipe Piles ........................................... 8 Concrete-Filled Thin Shell Piles......... 9 Steel “H” Piles .................................... 9 Step Taper Piles .............................. 10 Prestressed/Precast Concrete Piles 10 Timber Piles..................................... 11

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1.

June 2001

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

2.

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.

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

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PIP STS02360 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 local agencies 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.

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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.

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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.

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4.2

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.

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 highresistance driving. b. Concrete mix design and basis for mix c. Method of curing d. Sampling and testing procedures

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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, showing treatment 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 required otherwise 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 piledriving record form of each pile, including but not limited to the following information:

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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 operating 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

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4.2.7

June 2001

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’s approval.

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 in accordance 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.

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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.

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5.4.2

June 2001

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 design drawings, 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

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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.

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6.

June 2001

Execution 6.1

6.2

6.3

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.

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.

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.

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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 tip elevation. 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

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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.

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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 by Buyer. 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.

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PIP STS02360 Driven Piles Specification

June 2001

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.

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PIP STS02360 Driven Piles Specification

June 2001

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 the Contractor 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).

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PIP STS02360 Driven Piles Specification

COMPLETE REVISION June 2001

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 every 10 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 decrements of 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.

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COMPLETE REVISION June 2001

PIP STS02360 Driven Piles Specification

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.

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June 2001

PIP STS02360 Driven Piles Specification

ATTACHMENT 1 – Pile and Driving Equipment Data Form Contract No.: Project:

Structure Name and/or No.:

Pile-Driving Contractor or Subcontractor: Location: (Piles driven by) Manufacturer: Hammer Type:

Model No.: Serial No.:

Manufacturer’s Maximum Rated Energy: Stroke at Maximum Rated Energy: Range in Operating Energy: Range in Operating Stroke: Ram Weight: Modifications:

Striker Plate: Weight: Thickness:

(lbs) (in.)

Hammer Cushion: Material #1 Name:

(ft-lbs) (ft) (ft-lbs) (ft) (lbs)

to to

Diameter:

(in.)

Material #2 (for Composite Cushion) Name: 2

Area: (in. ) Area: Thickness/Plate: (in.) Thickness/Plate: No. of Plates: No. of Plates: Total Thickness of Hammer Cushion Helmet Weight:

(in.)

(lbs)

Pile Cushion Material: 2 Area: (in. ) Thickness/Sheet: No. of Sheets: Total Thickness of Pile Cushion: Pile Type: Diameter of Cross Sectional Width: Cross Sectional Area: Wall Thickness: Ordered Length: Design Load: Ultimate Pile Capacity:

2

(in. ) (in.)

(in.) (in.)

2

(in. ) Weight/Ft: (in.) Taper: (ft) (tons) (tons)

(in.) (lbs/ft)

Description of Splice: Driving Shoe/Closure Plate Description: Submitted by: Telephone No.:

Date: Fax No.:

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

Process Industry Practices

Attachment 1