31 62 16.19.pdf

A180090 A180090PPI

SECTION 31 62 16.19

STEEL PIPE PILES

02/11

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this section to the extent referenced. The publications are referred to in the text by the basic designation only.

AMERICAN PETROLEUM INSTITUTE (API)

API 5L (2013; Errata 1 2015) Specification for Line Pipe

ASTM International (ASTM)

ASTM A53 (2020) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A252 (2018) Standard Specification for Welded and Seamless Steel Pipe Piles

ASTM A572 (2015) High-Strength Low-Alloy Columbium-Vanadium Structural Steel

ASTM D4945 (2012) High-Strain Dynamic Testing of Piles

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2015; Errata 1 2015; Errata 2 2016) Structural Welding Code - Steel

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for Contractor Quality Control approval. The following shall be submitted in accordance with Section

01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Pile driving inspector ; G;

SD-02 Shop Drawings

Splices ; G;

Pile driving equipment ; G;

Pile shear ring installation procedure ; G;

Pile driving plan ; G;

SD-05 Design Data

SECTION 31 62 16.19 Page 1 rygel Architect rygel Cloud+ PPIs 4, 5, 46

WEAP analyses ; G;

Preliminary Pile Driving Criteria ; G;

SD-06 Test Reports

Pile driving analyses ; G;

CAPWAP analysis ; G;

Pile driving records ; G;

As-driven pile locations ; G;

Non-destructive testing of pile splice welds ; G;

Visual inspection of pile connection welds ;

Pipe weld NDT records ;

Non-destruction testing of pile connection welds ; G;

SD-07, Certificates

Mill certificates for pipe pile materials ; G;

SD-11 Closeout Submittals

Final inspection Report ; G;

1.3 BASIS FOR BIDS

Base bids on the number, size, and length of piles from tip to cutoff as indicated, including batter, plus 5 feet of additional pile length at each pile. Also, add additional pile length as determined by the Contractor to account for cutoff of the driving ends and damage to the driving ends.

Should the total number of piles vary from that specified as the basis for bidding, the number of piles of each length vary from that specified as the basis for bidding, or the number of pile restrike locations varies from that specified as the basis for bidding, the contract price will be adjusted in accordance with Contract Clause entitled "Changes."

Adjustment in contract price will not be made for cutting off piles, for any portion of a pile remaining above the cutoff elevation, for over-driving piles, for damaged piles, or for rejected piles.

1.4 HANDLING, DELIVERY, AND STORAGE

a. Protection: Protect the materials of this section before, during and after installation and to protect the installed work and materials of other trades.

b. Replacements: In the event of damage, immediately make repairs and replacements necessary to the approval of the Contracting Officer and at no additional cost to the Government.

1.5 PILE DRIVING INSPECTOR

The inspection work shall be performed by a pile driving inspector with at least five years of experience in inspection of driving piles in a marine environment. Submit the individual's resume to the Contracting Officer for approval prior to the start of pile driving. If additional pile driving inspector(s) are required for the project then each inspector shall meet the requirements of this paragraph.

1.6 DYNAMIC PILE DRIVING ANALYSIS

Perform in accordance with ASTM D4945.

SECTION 31 62 16.19 Page 2

PART 2 PRODUCTS

2.1 PIPE PILING MATERIAL

2.1.1 Pipe

a. Comply with the requirements of ASTM A252, Grade 3, seamless or welded pipe, with yield strengths as follows.

(1) Provide pipe with a minimum yield strength of 50 ksi typical.

(2) Provide pipe with a minimum yield strength of 60 ksi where indicated.

b. Pipe shall be new and shall comply with the additional requirements of Paragraph 2.1.2 through 2.1.8.

c. Provide mill certificates for pipe pile materials .

2.1.2 Circumference of Pipe Ends

Do not vary the circumference by more than 0.375 inch from the circumference calculated with the corresponding diameter shown on the drawings.

2.1.3 Variation in Wall Thickness

Limit wall thickness to not less than 95 percent of the wall thickness shown on the drawings and not more than 110 percent of the wall thickness shown on the drawings.

2.1.4 Variation in Edge Alignment for Adjacent Pipe Ends Welded Together

Limit the maximum edge alignment variation for adjacent pipe ends to a maximum of 0.1875 times the wall thickness, but not more than 0.063 inch .

2.1.5 Straightness

Comply with the requirements of API 5L , Section 7.6, "Straightness."

2.1.6 Weld Processes at Pipe Manufacturing Facility

Perform by either an automatic fusion weld process or an electric resistance weld process. Provide complete joint penetration welds only.

2.1.7 Testing Requirements

One hundred percent of each longitudinal, circumferential, and spiral weld made at a permanent manufacturing facility shall receive non-destructive testing (NDT) by either radiographic, radioscopic, real time imaging systems or ultrasonic methods that are in conformance with the requirements of AWS D1.1/D1.1M , API 5L or ASTM A53. Submit pipe weld NDT records to the Contracting Officer.

2.1.8 Repair Requirements

Perform weld repairs in accordance with AWS D1.1/D1.1M , Section 6, for cyclically loaded non-tubular connections subject to tensile stress. Also

SECTION 31 62 16.19 Page 3 rygel Architect rygel Cloud+ PPIs 4, 5, 46 perform additional NDT both sides of the repair for a length equal to 10 percent of the length of the pipe outside circumference. After the additional NDT is performed, and if more repairs are required that have a cumulative length equal to or more than 100 percent of the length of the pipe outside circumference, then perform NDT on the entire splice weld.

2.2 MISCELLANEOUS PLATE MATERIALS

a. Comply with the requirements of ASTM A572 for backing rings, connections, and other plates as follows.

1. Provide Grade 50 plate at pipe with a minimum yield strength of 50 ksi .

2. Provide Grade 60 plate at pipe with a minimum yield strength of 60 ksi .

2.3 PIPE PILING FABRICATION

2.3.1 General

Fabricate pipe piling from pipe specified in the Paragraph "PIPE PILING MATERIAL", providing the wall thicknesses, diameters, and details as indicated on the drawings.

2.3.2 Welding

Perform pile welding in accordance with AWS D1.1/D1.1M , except as modified in this section, using certified welders, welding operators, and tackers and qualified joint welding procedures.

a. Note that ASTM A252 Grade 3 is not a prequalified base material under AWS D1.1/D1.1M , weld procedures shall be prequalified by the Contractor.

b. Comply with AWS D1.1/D1.1M , Paragraph 5.22.31 for girth weld alignment.

c. For pipe with a minimum yield strength of 50 ksi , comply with AWS D1.1/D1.1M Table 3.1 for weld filler material for ASTM A572 Grade 50 base material.

d. For pipe with a minimum yield strength of 60 ksi , comply with AWS D1.1/D1.1M Table 3.1 for weld filler material for ASTM A572 Grade 60 base material.

e. For pipe with a minimum yield strength of 50 ksi , comply with AWS D1.1/D1.1M Table 3.2 for ASTM A572 grade 50 base metal for minimum preheat and interpass temperatures.

f. For pipe with a minimum yield strength of 60 ksi , comply with AWS D1.1/D1.1M Table 3.2 for ASTM A572 Grade 60 base metal for minimum preheat and interpass temperatures.

g. Backing rings: use 1/4 by 2-1/2 ASTM A572 plate for field splices unless otherwise indicated on the drawings.

2.3.3 Splices

Provide splices of the complete joint penetration butt weld type. Use no

SECTION 31 62 16.19 Page 4 more than three splices per length of pile with a 10-foot minimum length of each piece of pipe, unless otherwise approved by the Contracting Officer. Construct splices to maintain the true alignment and position of the pile sections. Develop the full combined strength of the pile in bearing, tension, and bending at a splice. Non-destructive testing of pile splice welds shall be in accordance with AWS D1.1/D1.1M . Perform 100 percent inspection of pile splice welds, shop welds and field welds.

2.3.4 Pile Connections

Fabricate pile connection details with ASTM A572 materials and as shown on the drawings and as specified in Section 05 50 13 MISCELLANEOUS METAL FABRICATIONS. Provide 100 percent visual inspection of pile connection welds and 100 percent non-destruction testing of pile connection welds .

For reinforcing steel, see Section 03 31 29 MARINE CONCRETE WITH SERVICE

LINE MODELING.

2.4 COATING OF PIPE PILING

Coat piles in accordance with Section 09 97 13.26 COATING OF STEEL WATERFRONT STRUCTURES, ZERO VOC, SPLASH ZONE COATING (SZC). Coat enough length of pile such that, after installation, the coated length of each pile shall extend from the pile cutoff elevation to an elevation at least 20 feet below mud line at the pile location unless otherwise indicated on the drawings. Extend coated length 5 feet longer than would be required at specified tip elevation.

PART 3 EXECUTION

3.1 GENERAL

3.1.1 Pile Driving Plan

Submit a pile driving plan for review by the Contracting Officer at least two weeks prior to pile driving. As a minimum, include performance requirements and a complete description of driving equipment mentioned below, temporary bracing layout for piles, alignment of pile driving equipment for each configuration of pile installation, and templates or other means for pile driving. Also include a description of methods to identify and prevent pile interferences with other piles and building framing prior to driving. Include figures locating building framing and the deck and showing the positions of pile driving equipment during installation. Do not commence work until the plan has been approved by the Contracting Officer.

3.1.2 Pile Shear Ring Installation Procedure

Submit a procedure for review by the Contracting Officer detailing the methods of cutting off the pile, securing the shear rings to the pile for welding, and the method of surveying the final position and grade of the shear ring.

3.1.3 Pile Driving Analyses

Retain the services of a currently licensed civil, geotechnical, or structural engineer in the U.S. or its territories to perform WEAP (Wave Equation Analysis for Piles) analyses to determine that each selected hammer will not overstress or otherwise damage the piles. Provide a written report prepared by this engineer that provides a comparison of the

SECTION 31 62 16.19 Page 5

WEAP analyses for each hammer to the proposed equipment and procedures.

Develop Preliminary Pile Driving Criteria and submit to the Contracting Officer for review.

3.1.4 Inadequate Pile Driving Equipment

If at any time during driving a hammer assembly or associated equipment is considered to be inadequate by the Contracting Officer, then supply an acceptable hammer(s) assembly or associated equipment at its own expense.

A hammer assembly or associated equipment will be considered inadequate when any one of the following conditions occur:

a. If hammer supplied is not in excellent working order and capable of supplying at least 90 percent of the maximum rated energy specified by the manufacturer during installation work.

b. If in the Government's opinion, excessive downtime (repair and/or maintenance) occurs that affects the schedule.

c. If, in the Government's opinion, a hammer assembly or associated equipment results in the need to exceed the maximum blow counts allowed per day as described in the local, state, and federal permit requirements for protection of the environment.

3.1.5 Proximity to Concrete Work

Do not drive piles within 150 feet (in plan) of concrete that has cured three days or less.

3.1.6 Environmental Restrictions

Plan and perform pile driving operations in accordance with permit requirements, including noise attenuation, wildlife monitoring, limits on impact hammer blows per day, and total number of pile blows allowed by an impact hammer for the project. See Section 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS and Section 01 57 19.01 20 SUPPLEMENTAL TEMPORARY

ENVIRONMENTAL CONTROLS.

3.2 HANDLING

Move piling by the use of "bridles," "strong backs," or other appropriate rigging which shall prevent permanent deformations and damage to pile coatings. Store piling on level ground on timber blocking so that the axis of each pile is maintained in a straight line and in a manner in which pile coatings are not damaged by any means. Inspect piles when delivered and repair damage to coating systems prior to raising piles into the leads in accordance with Section 09 97 13.26 COATING OF STEEL

WATERFRONT STRUCTURES, ZERO VOC, SPLASH ZONE COATING (SZC).

3.3 DRIVING EQUIPMENT

3.3.1 Impact Hammer

Use a diesel or hydraulic powered pile hammer(s), each with a capacity at least equal to the hammer manufacturer's recommendation for the total weight of pile and character of subsurface material to be encountered.

Provide hammer(s) capable of delivering variable energy up to a minimum rated energy level of at least 248,000 foot-pounds . Select hammer(s) that obtain driving energy by use of a heavy ram and a short stroke with low

SECTION 31 62 16.19 Page 6 impact velocity, rather than a light ram and a long stroke with high impact velocity. Select hammer(s) in excellent working order and capable of supplying at least 90 percent of the maximum rated energy specified by the manufacturer. Provide published characteristics for hammer(s) from which driving data may be obtained. Maintain variable energy setting adjustments for hammer(s) operable throughout the course of driving.

3.3.2 Hammer Cushion or Cap Block

Use a hammer cushion or cap block placed between the ram and the pile cap or drive cap. The hammer cushion or cap block shall have consistent elastic properties, shall minimize energy absorption, and shall transmit hammer energy uniformly and consistently during the entire driving period. Do not use a pile cushion block.

3.3.3 Helmet

Use a "helmet," "driving head," or "driving cap" fabricated of forged or cast steel, or approved alternate material, shaped to fit the particular pile being driven and designed for the particular hammer being used.

Position the helmet between the pile and the hammer.

3.3.4 Leads

Use fixed lead pile drivers when driving with an impact hammer. Do not use hanging or swinging leads unless they are so constructed that they can be held in a fixed position during the driving operations. Provide leads of sufficient length so that the use of a follower shall not be necessary and that are adjustable for driving batter piling. Provide a suitable liner on leads to prevent piles from coating damage during pile installation.

3.3.5 Vibratory Hammer

Maintain a rigid connection between the hammer and pile during driving.

Be capable of providing a hammer with an eccentric moment of at least 17,200 inch-pounds , variable frequency, and a drive force of at least 445 tons (short tons, 2,000 pounds per ton). Operate hammer at the rate(s) recommended by the manufacturer throughout the entire driving period. Use a driving template for the installation of each pile. In lieu of a template for plumb piles except where indicated, fixed leads equipped to support the pile and hammer for the initial driving may be used, provided the equipment can maintain pile location equal to that provided by a driving template, remain within the driving tolerances specified, and not damage the pile or pile coating. For guide piles at the mooring camels, only a driving template shall be used.

3.4 DRIVING

3.4.1 General

a. Drive each pile in true line and position. Use a vibratory hammer for initial pile driving of each pile.

b. Advance fender piles, and guide piles to final tip elevations using a vibratory hammer only.

c. Advance pier and trestle structural piles to vibratory refusal, but no further than 5'-0" above required tip elevations using a vibratory

SECTION 31 62 16.19 Page 7 hammer. Vibratory refusal is defined as the point at which advancement of the pile by vibratory hammer slows to less than 1 foot in 1 minute with the vibratory hammer running at 90% of its rated capacity or greater. Following vibratory refusal, continue to advance the pile with an impact hammer to required tip elevation. All piles that do not meet vibratory refusal shall be advanced to required tip elevations by driving the piles with an impact hammer from 5'-0" above required tip elevations to required tip elevations. Drive with an impact hammer within 24-hours of driving the pile with a vibratory hammer. Any additional measures needed to advance piles to required tip elevations if the 24-hour limit is exceeded shall be performed at no additional cost to the Government. Final advancement of piles with an impact hammer is in addition to impact driving of piles analyzed with a pile driving analyzer (PDA), as described in this section, and piles subjected to restrikes only, as described in this section. Advance a pile to be analyzed with PDA, proofed, or only requiring restrikes to the penetrations stated in the paragraph "Minimum Tip Elevations and Restrikes".

d. Operate the vibratory hammer at the manufacturer's rated energy, and drive the pile without interruption to the required elevation except if a pile cannot be advanced to the required elevation using the vibratory hammer then continue driving using an impact hammer, in which case an interruption in driving is acceptable.

e. Calculate impact hammer efficiency and stresses at 9 pile locations where the pile shall be initially driven with a vibratory followed by driving with an impact hammer with analysis by PDA as required in this section. Perform PDA work at locations indicated to be selected by the Contracting Officer. Perform a CAPWAP (Case Pile Wave Analysis Program) analysis on each pile analyzed with PDA and include restrikes at each pile analyzed with PDA after a minimum of 48 hours of set time unless otherwise directed by the Contracting Officer. Submit the CAPWAP analysis results to the Contracting Officer within 48 hours of the completion of each pile installation.

f. Repair or replace an impact hammer not performing to the minimum required efficiency within two working days, and redrive piles driven with the hammer when it was not performing to the minimum required efficiency.

3.4.2 Minimum Tip Elevations and Restrikes

a. Drive piles to the minimum tip elevations indicated on the drawings.

Based on the results of the PDA and CAPWAP analysis, the Government will develop and provide driving criteria based on the proposed equipment and methods to be used for pile driving.

b. Restrike up to 25 piles at locations determined by the Government after a minimum of 48 hours of set time unless a longer time is requested by the Contracting Officer. Restrikes at these piles are in addition to restrikes at the piles analyzed with PDA. Perform restrikes at additional piles at the request of the Contracting Officer. Advance piles to be restruck using an impact hammer to the penetration stated below.

c. Minimum penetrations shall be as follows, unless modified by the Contracting Officer.

SECTION 31 62 16.19 Page 8

(1) Piles to be analyzed with PDA: 5'-0" minimum final penetration by impact driving followed by up to 6 inches of penetration by impact driving for restrikes.

(2) Piles to be restruck: 6 inches of final penetration by impact driving.

d. Conduct PDA, proofing, and restrikes in such a manner that full and consistent energy from the hammer is imparted to each pile. For each analyzed (by PDA), proofed, or restruck pile, mark the pile in one inch increments. Accomplish pile penetration using level survey techniques from stable ground or an otherwise fixed position such that the number of blows of the hammer can be recorded accurately for each inch of penetration of the pile. Continue PDA analysis, proofing, or restrikes for the minimum penetration required.

e. If, in driving, it is found that the pile is not of sufficient length to provide the required capacity, notify the Contracting Officer immediately. If a driven pile fails to reach the indicated tip elevation, or if a pile reaches the indicated tip elevation without attaining the established pile acceptance criteria, notify the Contracting Officer immediately and perform corrective measures as required.

f. In the event that any pile does not achieve the required final set (blow count required to achieve the specified capacity), cease driving immediately so that restrikes may be completed on that pile after the specified waiting period. Stop pile above the pile tip elevation that could be reached using the additional pile length required in the paragraph titled BASIS FOR BIDS by an adequate length to allow for a restrike.

3.4.3 Delays

Delays and/or interruptions in driving a pile to the required tip elevation shall be minimized as much as possible to prevent potential setup and/or refusal.

3.4.4 Tolerances

At cutoff elevation, each pile butt shall be within 3 inches of the plan location shown on the drawings except at the mooring camels, where each guide pile shall be within 2 inches of the plan location shown on the drawings. Manipulation to move a pile into position may be permitted within the specified tolerance to return a pile to the design location, however, no pile shall be manipulated more than 1.0 percent of the exposed pile length above the mudline. Plumb piles shall not vary from vertical by more than 1/8-inch per foot of pile length except at the mooring camels, where each guide pile shall not vary from vertical by more than 1/16-inch per foot of pile length. Batter piles shall not vary from the indicated batter angle in elevation by more than 1/2-inch per foot of pile length and shall not vary in orientation in plan by more than 0.5 degree (one-half of one degree).

3.4.5 Templates

When used, erect templates or guide frames to support pile driving activities and to meet required tolerances on pile position and inclination. For plumb piles, alternate methods of positioning piles may

SECTION 31 62 16.19 Page 9 be accepted by the Contracting Officer except for the camel guide piles.

However, alternate methods shall include means of fixing the pile and vibratory and/or impact hammers during driving that will provide an accuracy equal to that of a fixed template system, as determined by the Contracting Officer.

3.4.6 Replacement of Driven Piles

Remove and replace with new piles those piles that are damaged, incorrectly located in plan, or driven out of alignment, as directed by the Contracting Officer. Provide additional piles where directed by the Contracting Officer. Removal and/or replacement work shall be at no additional cost to the Government.

3.5 PILE CUTOFFS

Cut off piling within 1/4 inch of the elevations indicated on the drawings. Use templates or other devices after the piling has been located in its final alignment to ensure that the cutoff will be true and level.

3.6 FIELD WELDING

See the paragraph "Welding" above.

3.7 FIELD SPLICES

One field splice per pile is allowed unless otherwise approved by the Contracting Officer. Splice a minimum 10-foot length onto the pile unless otherwise directed by the Contracting Officer. Materials, fabrication geometry, and weld testing requirements in Part 2 of this section apply to field splicing. Perform coating repairs at field splices in accordance with Section 09 97 13.26 , COATING OF STEEL WATERFRONT STRUCTURES, ZERO

VOC, SPLASH ZONE COATING (SZC).

3.8 SHEAR RINGS

Install shear rings as indicated. Install rings within +/- 1/2 inch of true grade position.

3.9 JETTING OF PILES

Do not use water jets.

3.10 PREDRILLING FOR PILES

Do not predrill.

3.11 PILE INSPECTION

3.11.1 General Inspection Requirements

Install piles in a satisfactory and undamaged manner. Visually inspect each pile from the mudline to the top of pile after installation.

Verbally report pile inspection results to the Contracting Officer within 24 hours after completion of an inspection day and provide a written report within 5 days following completion of an inspection day.

Immediately report pile damage or pile coating damage to the Contracting Officer. Perform pile inspections no later than 2 weeks after pile

SECTION 31 62 16.19 Page 10 installation and before signs of marine growth are present. Include video documentation of each pile. Pile cleaning required to inspect piles due to delays in performing pile inspections shall be performed at no cost to the Government. Pile cleaning shall not damage pile coating.

3.11.2 Government Inspection

The Government, at its discretion, may inspect any or all of the production piling. Any discrepancy between inspection reports from the Contractor and the Government shall be resolved by a joint inspection or as otherwise determined by the Government. Inspection by the Government shall be performed at no cost to the Contractor, except if there is evidence the Contractor is not taking precautions to install piling undamaged (including coatings) then inspections by the Government will be at the Contractor's expense.

3.11.3 Pile Driving Records

a. Keep a complete and accurately written pile driving record of each pile driven. Indicate the pile location; elevation; slope of upper split rings where applicable; deviations from design location and plumbness if a plumb pile; deviations from design location, orientation in plan, and batter angle if a batter pile; cross section shape and dimensions; original length; ground elevation; tip elevation; cutoff elevation; penetration in blows per foot for the entire length of impact driving; hammer data including rate of operation, (stroke and hammer blows per minute) and fuel setting(s);

and unusual pile behavior or circumstances experienced during driving such as redriving, weaving, obstructions, or unanticipated interruptions. The form to be used for recording pile driving data is available from the Contracting Officer. Use this form and provide separate pile driving record for each pile driven.

b. Include a continuous record of advancement per minute during vibratory driving and blows per foot and blows per minute during impact driving, such that the rate of advancement and delivered energy to the pile can be accurately determined. Include on/off times for the vibratory hammer and elapsed time per foot of penetration.

c. Submit each pile driving record to the Contracting Officer within 24 hours of driving the pile.

3.11.4 Written Final Inspection Report

Prepare and submit a written inspection report to the Contracting Officer for review. State the scope and results of the inspection work and include written driving records and as-driven pile locations with respect to locations shown on the plans. Furnish to the Contracting Officer prior to erection of formwork for the concrete portions of the pile caps and no later than two weeks after the completion of pile driving.

3.12 AS-DRIVEN PILE LOCATIONS

Survey plan locations of piling as driven and provide a written as-driven location plan of each pile in draft form immediately upon completion of driving each pile. Include batters and orientation in plan for batter piles. Formalize and submit to the Government within 72 hours of completion of driving each pile.

SECTION 31 62 16.19 Page 11

3.13 PILE INSTALLATION ACCEPTANCE CRITERIA

3.13.1 Basis for Rejection of Piles

Reject piles if any one of the following conditions exist:

a. Pile damaged in handling or driving, indicated by buckling or similar distress. A damaged pile shall be defined as any pile with damage visible to the naked eye.

b. Batter of a pile deviating by more than the specified tolerance limit.

c. Driven location of a pile deviating by more than the specified tolerance limits.

d. Driven orientation of a batter pile in plan deviating by more than the specified tolerance limits.

e. Pile not meeting required axial capacity (compression or tension) or minimum embedment for fixity.

3.13.2 Removal and Rejection of Piles

Remove and replace a rejected pile with a new pile furnished and driven in its place or furnish and drive a new pile adjacent to a rejected pile, all as determined by the Contracting Officer and at no additional cost to the Government. Any rejected pile that remains in place shall be cut off at the mudline, unless complete removal is required by the Contracting Officer. Remove and dispose of the rejected pile, at no additional cost to the Government.

3.13.3 Damage to Pile Coating System

Repair damage to the pile coating system in accordance with the coating manufacturer's recommendations and Section 09 97 13.26 , COATING OF STEEL WATERFRONT STRUCTURES, ZERO VOC, SPLASH ZONE COATING (SZC). Repair coating damage regardless of size or type of the damage. Perform repairs to the coating system on an ongoing basis during pile installation so that marine growth does not obscure, restrict or otherwise adversely affect repairs to the coating system."

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SECTION 31 62 16.19 Page 12

2.4 COATING OF PIPE PILING