Amendment 0006_Spec Change 31 41 16_MAY2025.pdf

RAYMARK - Lockwood OU6 - Bulkhead Installation

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 41 16

STEEL SHEET PILING

PART 1 GENERAL

1.1 DESCRIPTION

1.2 REFERENCES

1.3 SUBMITTALS

1.4 DELIVERY, STORAGE, AND HANDLING

1.4.1 Delivery and Storage

1.4.2 Handling

1.4.3 Damaged Piles

1.5 MATERIAL CERTIFICATES

1.6 INTERLOCKED JOINT TENSION TEST

1.7 Contractor's Geotechnical Consultant

PART 2 PRODUCTS

2.1 METAL SHEET PILING

2.1.1 Interlocks

2.1.2 General Requirements

2.2 APPURTENANT METAL MATERIALS

2.3 TESTS, INSPECTIONS, AND VERIFICATIONS

2.3.1 Materials Tests

2.4 PILE DRIVING EQUIPMENT

2.4.1 Driving Hammers

PART 3 EXECUTION

3.1 PRELIMINARY WORK

3.1.1 Pile Length Markings

3.2 INSTALLATION

3.2.1 Placing and Driving

3.2.1.1 Placing

3.2.1.2 Driving

3.2.2 Cutting-Off and Splicing

3.2.3 Inspection of Driven Piling

3.2.4 Pulling and Redriving

3.2.5 Testing Agency Qualifications

3.2.6 Survey Data

3.3 DRAINAGE

3.4 INSTALLATION RECORDS

3.5 PRECONSTRUCTION CONDITION SURVEY

3.6 VIBRATION CONTROL

3.7 NOISE CONTROL

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SECTION 31 41 16 Page 1

SECTION 31 41 16

STEEL SHEET PILING

PART 1 GENERAL

1.1 DESCRIPTION

Design, furnish, install and test metal sheet piles at the locations indicated on the drawings and specified herein. Assume test piles will be directed to be placed in locations that can be incorporated into the work.

1.2 REFERENCES

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

AMERICAN WELDING SOCIETY (AWS)

AWS D1.5M/D1.5 (2020; Errata 1 2022) Bridge Welding Code

ASTM INTERNATIONAL (ASTM)

ASTM A6/A6M (2024) Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling

ASTM A572/A572M (2021; E 2021) Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel

ASTM D4945 (2017) Standard Test Method for High-Strain Dynamic Testing of Deep Foundations

ASTM E329 (2023) Standard Specification for Agencies Engaged in Construction Inspection, Testing, or Special Inspection

1.3 SUBMITTALS

Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are for information only. When used, a code following the "G" classification identifies the office that will review the submittal for the Government.

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Installation Procedures ; G, DO

Contractor's Geotechnical Consultant Documentation; G, DO

Testing Agency Qualifications ; G, DO

SECTION 31 41 16 Page 2

Vibration Monitoring Program ; G, DO

SD-02 Shop Drawings

Metal Sheet Piling ; G, DO

Pile Placement ; G, DO

As-Driven Survey ; G, DO

SD-03 Product Data

Driving

Pile Driving Equipment ; G, DO

Delivery, Storage, and Handling ; G, DO

Pulling and Redriving ; G, DO

SD-06 Test Reports

Materials Tests

SD-07 Certificates

Steel Plant Certificate ; G, DO

SD-11 Closeout Submittals

Pile Driving Record ; G, DO

1.4 DELIVERY, STORAGE, AND HANDLING

Conform all delivery, storage, and handling of materials to the requirements specified herein. Develop and submit plans for the delivery, storage, and handling of piles. Submit delivery, storage, and handling plans for piles at least 30 days prior to delivery of piles to the job site.

1.4.1 Delivery and Storage

Materials delivered to the site must be new and undamaged and must be accompanied by certified test reports. Provide the manufacturer's logo and mill identification mark on the sheet piling as required by the referenced specifications. Store and handle sheet piling in the manner recommended by the manufacturer to prevent permanent deflection, distortion or damage to the interlocks; as a minimum, support on level blocks or racks spaced not more than 10 feet apart and not more than 2 feet from the ends. Storage of sheet piling should also facilitate required inspection activities and prevent damage to coatings and corrosion protection prior to installation.

1.4.2 Handling

Lift piles to ensure that the maximum permissible curvature is not exceeded. Holes may be burned above the cutoff length for lifting piles into the leads. If there is evidence of pile damage during driving due to

SECTION 31 41 16 Page 3 the holes, Contracting Officer may forbid the burning of holes. Do not damage piles when dragging piles across the ground or barge deck.

Inspect piles for excessive curvature and for damage before transporting them from the storage area to the driving area and immediately prior to placement in the driving leads. Curvature in the pile must be measured with the pile laying on a flat surface and is the distance between the pile at the mid-length of the pile and the flat surface. Straightness of the sections of piles must conform to AWS D1.5M/D1.5 , Section 3.5.1.1.

Piles having excessive curvature will be rejected.

1.4.3 Damaged Piles

Inspect each pile for straightness and structural damage before transporting them to the project site and immediately prior to placement in the driving leads. Bring any damage to the attention of the Contracting Officer. Piles which are damaged during delivery, storage, or handling to the extent they are rendered unsuitable for the work, in the opinion of the Contracting Officer, will be rejected and removed from the project site, or may be repaired, if approved, at no cost to the Government.

Any pile damaged by reason of internal defects or by improper driving must be corrected by the following method.

a) The pile is withdrawn, if practicable, and replaced by new if necessary. Soil below 4 feet is considered contaminated. Removed sheet piles shall be decontaminated per specification section 02 13 00 SITE DECONTAMINATION and 01 35 29 HEALTH, SAFETY AND EMERGENCY RESPONSE PROCEDURES FOR CONTAMINATED SITES. If the removed sheet pile is undamaged the contractor can reuse the pile, but follow the decontamination method referenced above.

b) A Pile Dynamic Analysis and/or low integrity testing must be performed by the Contractor's Geotechnical Consultant to assess the structural integrity of the driven pile(s) at no cost to the Government.

A pile driven below the specified tip elevation must be corrected by the following method:

a) The Contractor shall raise the sheet pile to meet the tip elevation.

A pile driven out of its proper location or out of plumb must be corrected by one of the following methods:

a) One or more replacement piles are driven next to the pile in question.

b) As directed by the Contracting Officer.

1.5 MATERIAL CERTIFICATES

For each shipment, submit certificates identified with specific lots prior to installing piling. Include in the identification data piling type, dimensions, chemical composition, mechanical properties, section properties, heat number, and mill identification mark.

SECTION 31 41 16 Page 4

1.6 INTERLOCKED JOINT TENSION TEST

Submit, for approval, the procedure for testing the tension strength of piling interlocks prior to testing sheet piling.

1.7 Contractor's Geotechnical Consultant

Contractor must utilize a geotechnical consultant to assist with wave equation analysis. Geotechnical Engineer performing the analysis must show that they have been engaged in successful analysis and installation of sheet piling for at least 5 years and performed similar projects in similar scope utilizing the methods being performed for the subject project.

PART 2 PRODUCTS

2.1 METAL SHEET PILING

Submit detail drawings for sheet piling, including fabricated sections, showing complete piling dimensions and details, driving sequence and location of installed piling.

a. Include in the drawings details of top protection, special reinforcing tips, tip protection, lagging, splices, fabricated additions to plain piles, cut-off method, corrosion protection, and dimensions of templates and other temporary guide structures for installing piling.

Provide details of the method for handling piling to prevent permanent deflection, distortion or damage to piling interlocks.

b. Metal sheet piling must be hot-rolled steel sections conforming to

ASTM A572/A572M .

c. For protection of sheet piling, coat it in accordance with Section

09 97 02 PAINTING.

2.1.1 Interlocks

The interlocks of sheet piling must be free-sliding, provide a swing angle suitable for the intended installation but not less than 5 degrees when interlocked, and maintain continuous interlocking when installed.

2.1.2 General Requirements

Provide sheet piles PZ-27 with a minimum section modulus 30.2 in 3 per foot of wall, moment of inertia 184.2 in 4 per foot of wall, as specified in the drawings. Sheet piling, must be full-length sections of the dimensions shown. Provide sheet piling with standard lifting holes. Metalwork fabrication for sheet piling must be as specified and in Section 05 12 00 STRUCTURAL STEEL. The minimum thickness of the sheet piles shall be 0.375 inches. Wall depth range shall be 12-15 inches.

2.2 APPURTENANT METAL MATERIALS

Provide metal plates, shapes, bolts, nuts, and other appurtenant fabrication and installation materials conforming to manufacturer's standards and to the requirements specified in the respective sheet piling standards and in Section 05 12 00 STRUCTURAL STEEL.

SECTION 31 41 16 Page 5

2.3 TESTS, INSPECTIONS, AND VERIFICATIONS

Requirements for material tests, workmanship and other measures for quality assurance must be as specified and in Section 05 12 00 STRUCTURAL STEEL. Provide manufacturer's steel plant certificate for Government review and approval.

2.3.1 Materials Tests

Submit certified materials tests reports showing that sheet piling and appurtenant metal materials meet the specified requirements, for each shipment and identified with specific lots prior to installing materials.

Material test reports must meet the requirements of ASTM A6/A6M. Perform materials tests conforming to the following requirements. Sheet piling and appurtenant materials must be tested and certified by the manufacturer to meet the specified chemical, mechanical and section property requirements prior to delivery to the site. Testing of sheet piling for mechanical properties must be performed after the completion of all rolling and forming operations. Testing of sheet piling must meet the requirements of ASTM A6/A6M.

2.4 PILE DRIVING EQUIPMENT

Submit complete descriptions of sheet piling driving equipment including hammers, extractors, protection caps and other installation appurtenances, prior to commencement of work. Descriptive information includes manufacturer's name, model numbers, capacity, rated energy, hammer details, cushion material, helmet, and templates. Provide pile driving equipment conforming to the following requirements. Submit descriptions of pile driving equipment, including hammers, power packs, driving helmets, hammer cushions, pile cushions, leads, extractors, jetting equipment, and preboring equipment at least 30 days prior to commencement of work.

2.4.1 Driving Hammers

Hammers must be steam, air, or diesel drop, single-acting, double-acting, differential-acting, or vibratory or press-in type. Repair damage to piling caused by use of a pile hammer with excess delivered force or energy.

PART 3 EXECUTION

3.1 PRELIMINARY WORK

3.1.1 Pile Length Markings

Mark each pile prior to driving with horizontal lines at one foot intervals. Mark the interval number on pile every 5 feet from pile tip.

3.2 INSTALLATION

3.2.1 Placing and Driving

3.2.1.1 Placing

Submit a written description of the site specific pile installation procedures for Government review and approval. Pile placement installation drawings and details must also be provided.

SECTION 31 41 16 Page 6

Any excavation required within the area where sheet pilings are to be installed must be completed prior to placing sheet pilings. Pilings properly placed and driven must be interlocked throughout their length with adjacent pilings to form a continuous diaphragm throughout the length or run of piling wall.

a. Pilings must be carefully located as indicated Pilings must be placed plumb with out-of-plumbness not exceeding 1/4 inch per foot of length and true to line. Place the pile so the face will not be more than 6 inches from vertical alignment at any point. Top of pile at elevation of cut-off must be within 1/2 inch horizontally and 2 inches vertically of the location indicated. Manipulation of piles to force them into position will not be permitted. Check all piles for heave.

Re-drive all heaved piles to the required tip elevation.

b. Provide temporary wales, templates, or guide structures to ensure that the pilings are placed and driven to the correct alignment. Use a system of structural framing sufficiently rigid to resist lateral and driving forces and to adequately support the sheet piling until design tip elevation is achieved. Use two templates, at least, when placing each piling. Templates must not move when supporting sheet piling.

Fit templates with wood blocking to bear against the web of each alternate sheet pile and hold the sheet pile at the design location alignment. Provide outer template straps or other restraints as necessary to prevent the sheets from warping or wandering from the alignment. Mark template for the location of the leading edge of each alternate sheet pile. If in view, also mark the second level to assure that the piles are vertical and in position. If two guide marks cannot be seen, other means must be used to keep the sheet pile vertical along its leading edge.

3.2.1.2 Driving

Submit records of the completed sheet piling driving operations, including a system of identification which shows the disposition of approved piling in the work, driving equipment performance data, piling penetration rate data, piling dimensions and top and bottom elevations of installed piling. The format for driving records must be as directed. Prior to driving pilings in water, paint a horizontal line on both sides of each piling at a fixed distance from the bottom so that it will be visible above the water line after installation. This line must indicate the profile of the bottom elevation of installed pilings and potential problem areas can be identified by abrupt changes in its elevation. Drive pilings with the proper size hammer and by approved methods so as not to subject the pilings to damage and to ensure proper interlocking throughout their lengths.

a. Maintain driving hammers in proper alignment during driving operations by use of leads or guides attached to the hammer. Caution must be taken in the sustained use of vibratory hammers when a hard driving condition is encountered to avoid interlock-melt or damages.

Discontinue the use of vibratory hammers and impact hammers employed when the penetration rate due to vibratory loading is one foot or less per minute.

b. Employ a protecting cap in driving when using impact hammers to prevent damage to the tops of pilings. Remove and replace pilings damaged during driving or driven out of interlock at the Contractor's

SECTION 31 41 16 Page 7 expense. If contaminated soils are exposed by the Contractor, procedures per Section 01 35 29 HEALTH, SAFETY, AND EMERGENCY RESPONSE PROCEDURES FOR CONTAMINATED SITES and 02 13 00 SITE DECONTAMINATION shall be followed.

c. Take adequate precautions to ensure that pilings are driven plumb.

Where possible, drive Z-pile with the ball end leading. If an open socket is leading, a bolt or similar object placed in the bottom of the interlock will minimize packing material into it and ease driving for the next sheet. If at any time the forward or leading edge of the piling wall is found to be out-of-plumb in the plane of the wall the piling being driven must be driven to the required depth and tapered pilings must be provided and driven to interlock with the out-of-plumb leading edge or other approved corrective measures must be taken to insure the plumbness of succeeding pilings. The maximum permissible taper for any tapered piling must be 1/8 inch per foot of length.

d. Pilings in each run or continuous length of piling wall must be driven alternately in increments of depth to the required depth or elevation. No piling will be driven to a lower elevation than those behind it in the same run except when the pilings behind it cannot be driven deeper. Incrementally sequence driving of individual piles such that the tip of any sheet pile must not be more than 4 feet below that of any adjacent sheet pile.

e. If obstructions restrict driving a piling to the specified penetration, the obstructions must be removed or penetrated. If the Contractor demonstrates that removal or penetration is impractical, make changes in the design alignment of the piling structure as directed to ensure the adequacy and stability of the structure.

Pilings must be driven to depths shown and must extend up to the elevation indicated for the top of pilings.

3.2.2 Cutting-Off and Splicing

Pilings driven to refusal or to the point where additional penetration cannot be attained and are extending above the required top elevation in excess of the specified tolerance must be cut off to the required elevation.

a. Splicing is not permitted.

b. The tops of pilings excessively battered during driving must be trimmed when directed, at no cost to the Government. Piling cut-offs will become the property of the Contractor and must be removed from the site.

c. Cut holes in pilings for bolts, rods, drains or utilities in a neat and workmanlike manner, as shown or as directed. Use a straight edge in cuts made by burning to avoid abrupt nicks. Bolt holes in steel piling must be drilled or may be burned and reamed by approved methods which will not damage the surrounding metal. Holes other than bolt holes must be reasonably smooth and the proper size for rods and other items to be inserted. Do not use explosives for cutting.

3.2.3 Inspection of Driven Piling

Perform continuous inspection during pile driving. Inspect all piles for compliance with tolerance requirements. Bring any unusual problems which

SECTION 31 41 16 Page 8 may occur to the attention of the Contracting Officer. Inspect the interlocked joints of driven pilings extending above ground. Pilings found to be out of interlock must be removed and replaced at the Contractor's expense.

3.2.4 Pulling and Redriving

Submit the proposed method of pulling sheet piling, prior to pulling any piling. Pull, as directed, selected pilings after driving to determine the condition of the underground portions of pilings. Any piling so pulled and found to be damaged, to the extent that its usefulness in the structure is impaired, must be removed and replaced at the Contractor's expense. Pilings pulled and found to be in satisfactory condition must be redriven when directed.

3.2.5 Testing Agency Qualifications

Engage an independent testing agency qualified according to ASTM E329 for testing indicated, as documented according to ASTM D4945, and approved by the Contracting Officer.

3.2.6 Survey Data

After the driving of each pile group is complete and before superimposed concrete is placed, provide the Contracting Officer with an as-driven survey showing actual location and top elevation of each pile. Submit an as-driven survey showing actual location and top elevation of each production pile 7 calendar days of completing the pile installation. Do not proceed with placing steel and wood cap until the Contracting Officer has reviewed the survey. Present a survey in such form that it gives deviation from plan location in two perpendicular directions and elevations of each steel pile to nearest half inch. Survey must be prepared and certified by a land surveyor licensed in Connecticut.

3.3 DRAINAGE

Backfill material behind the sheet piling must be free draining and in accordance with Section 31 23 00 EXCAVATION AND FILL. Install drainage system and weep holes as shown in the plans.

3.4 INSTALLATION RECORDS

Maintain a pile driving record for steel sheet pile installation. Record any unusual pile driving problems or obstructions during driving.

3.5 PRECONSTRUCTION CONDITION SURVEY

Perform preconstruction condition survey of structures and utilities within 200 feet of the pile driving activity. Perform outreach to the owner of the structures 28 days before performing the preconstruction condition survey. The Contractor must obtain written permission from the owner of the structure prior to accessing the structure. The preconstruction condition survey must include video and photographic documentation of the exterior and interior of above ground structures and of the interior of underground structures. Video documentation must be in high definition, and show existing conditions and highlight, where possible, existing cracks, deteriorated concrete, exposed and corroded reinforcement, cracked or broken brick or mortar, and other signs of distress. For utilities, perform the survey when the greatest extent of

SECTION 31 41 16 Page 9 the interior is exposed. Provide supplementary artificial lighting as needed. The video must include annotation with location and structure nomenclature which describes any areas of distress over the video and time code superimposed on the video. Photographs must be accompanied by sketches or descriptions that indicate the location and direction of each photograph. For each structure surveyed, provide a Pre-Construction Condition Survey Report following completion of the survey. The report must contain all documentation associated with the survey including DVD copies. In the report, include notes, sketches, photographs, and videos.

Provide general information, such as location details and structure type, as well as particular information on materials, condition, existing damage, aperture and persistence of cracks, and disrepair observed during visual survey. Provide a graphical depiction of locations of damage or other features of concern. Submit the Preconstruction Condition Survey Reports no later than 28 days before the commencement of pile driving activity. Accept responsibility for damages to existing adjacent or adjoining structures created by pile driving work, and repair any damages to these structures without cost to the Government.

3.6 VIBRATION CONTROL

Perform vibration monitoring at three locations decided by the Contracting Officer during the pile driving operations. Perform vibration monitoring using seismographs within a distance of 250 feet from the pile driving activity. Submit a Vibration Monitoring Program with the equipment to be used and locations of seismographs.

Prior to the pile driving activities, obtain baseline readings of ambient vibrations. The vibration during the pile driving activities must be limited to a peak particle velocity of not more than 2 inches per second.

During pile driving activities, monitor the vibrations to ensure the limits are not exceeded. If the limits are exceeded, cease the pile driving activity causing the vibration until the Contracting Officer are on site to observe the structures nearest to the vibration monitor which has exceeded the limits.

The Contractor must be responsible for all damages resulting from the pile driving operations and must take whatever measures necessary to maintain peak particle velocity within the specified limit. After completion of the project, remove the vibration monitors off the site and off Government property and restore the monitoring locations back to their original condition.

3.7 NOISE CONTROL

Perform noise monitoring at the locations decided by the Contracting Officer during the pile driving operations. Perform noise monitoring using noise meters. Prior to the pile driving activities, obtain baseline readings of ambient noise levels. Determine appropriate noise limits as per Occupation Safety and Health Administration guidelines. During pile driving activities, monitor the noise to ensure the limits are not exceeded. If the limits are exceeded, cease the pile driving activity and install noise mitigation measures.The Contractor must be responsible for all damages resulting from the pile driving operations and must take whatever measures necessary to maintain noise within the specified limit.

After completion of the project, remove the noise monitors off the site and off Government property and restore the monitoring locations back to their original condition.

SECTION 31 41 16 Page 10

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SECTION 31 41 16 Page 11