31 41 16 - Metal Sheet Piling_REV 06-11-2024.pdf

SECTION 31 41 16

METAL SHEET PILING BULKHEAD SYSTEM

11/20

PART 1 GENERAL

1.1 GENERAL REQUIREMENTS

This work includes furnishing, delivering, handling, and installing (as applicable) all material, labor, equipment, tools and incidentals necessary to complete the work specified herein.

1.2 DESCRIPTION

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

1.3 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 ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 252 (2009; R 2017) Standard Specification for Corrugated Polyethylene Drainage Pipe

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2020; Errata 1 2021) Structural Welding Code - Steel

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

ASTM INTERNATIONAL (ASTM)

ASTM A6/A6M (2021) Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling

ASTM A328/A328M (2013; R 2018) Standard Specification for Steel Sheet Piling

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

ASTM A615/A615M (2022) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A690/A690M (2013a; R 2018) Standard Specification for High-Strength Low-Alloy Nickel, Copper, Phosphorus Steel H-Piles and Sheet Piling with Atmospheric Corrosion Resistance for Use in Marine Environments

ASTM A857/A857M (2007; R 2013) Standard Specification for Steel Sheet Piling, Cold-Formed, Light Gage

ASTM B221 (2021) Standard Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes

ASTM B221M (2021) Standard Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes (Metric)

ASTM B308/B308M (2010; R 2020) Standard Specification for Aluminum-Alloy 6061-T6 Standard Structural Profiles

ASTM C1077 (2017) Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM E329 (2021) Standard Specification for Agencies Engaged in Construction Inspection, Testing, or Special Inspection

ASTM E548 (1994; E 1995) Standard Guide for General Criteria Used for Evaluating Laboratory Competence

1.4 BASIS OF BID

1.4.1 Contractor's Geotechnical Consultant

Hire the services of an independent, Registered Professional Geotechnical Engineer, experienced in soil mechanics and Pile Dynamic Analysis, to observe test pile installation and production pile installation as specified herein. The Contractor's Geotechnical Consultant must be independent of the Contractor and must have no employee of employer relationship which could constitute a conflict of interest.

1.4.2 Unit Prices

1.4.2.1 Steel Sheet Piling

Bulkhead - Type NZ38, Grade 50 Deadman - Type NZ28, Grade 50

1.4.2.1.1 Payment

Payment for sheet piling quantities will be made at the applicable contract price per linear foot for furnished and installed sheet piling. Payment will cover all cost of furnishing, handling, storing and installing piling including placing, driving, cutting holes and other materials, and work incident thereto.

1.4.2.1.2 Measurement

The length of sheet piling installed and removed will be measured to the nearest tenth of a linear foot. For installed pilings directed to be cut off before reaching the penetration depth shown, the portion cut off will be measured for payment as the difference between the total length of piling shown on the plans for that location and the length of piling installed below the point of cut-off.

1.4.2.1.3 Unit of Measure

Linear foot.

1.4.2.2 Steel Fabricated Sections

Type NZ38, Grade 50 Type NZ28, Grade 50

1.4.2.2.1 Payment

Payment for sheet piling quantities will be made at the applicable contract price per linear foot for furnished and installed sheet piling.

Payment will cover all cost of furnishing, handling, storing and installing piling including placing, driving, cutting holes and other materials and work incident thereto.

1.4.2.2.2 Measurement

The length of sheet piling installed and removed will be measured to the nearest tenth of a linear foot. For installed pilings directed to be cut off before reaching the penetration depth shown, the portion cut off will be measured for payment as the difference between the total length of piling shown on the plans for that location and the length of piling installed below the point of cut-off.

1.4.2.2.3 Unit of Measure

Linear foot.

1.4.2.3 Steel Sheet Piling - Government Furnished

1.4.2.3.1 Payment

Payment for sheet piling quantities will be made at the applicable contract price per linear foot for furnished and installed sheet piling. Payment will cover all cost of furnishing, handling, storing and installing piling including placing, driving, cutting holes and other materials and work incident thereto except the cost of furnishing piling will not be included in the contract price for Government furnished piling.

1.4.2.3.2 Measurement

The length of sheet piling installed and removed will be measured to the nearest tenth of a linear foot. For installed pilings directed to be cut off before reaching the penetration depth shown, the portion cut off will be measured for payment as the difference between the total length of piling shown on the plans for that location and the length of piling installed below the point of cut-off.

1.4.2.3.3 Unit of Measure

Linear foot.

1.4.2.4 Cut-Offs

1.4.2.4.1 Payment

When pilings which have not been driven to penetration depths shown are directed to be cut off, except for cut-offs due to excessive battering, a lump sum payment will be made for cutting off each piling.

1.4.2.4.2 Measurement

An additional sum will be paid for each linear foot of the portion cut off and measured for payment. For installed pilings directed to be cut off before reaching the penetration depth shown, the portion cut off will be measured for payment as the difference between the total length of piling shown on the plans for that location and the length of piling installed below the point of cut-off at the rate of 50 percent of the applicable contract unit price. No payment will be made for cut-off portions of Government furnished pilings.

1.4.2.4.3 Unit of Measure

Each.

1.4.2.5 Splices

1.4.2.5.1 Payment

Payment will be made for each piling spliced at the direction of the Contracting Officer to drive the piling to a depth greater than shown and extend it up to the required top elevation. An additional sum will be paid for each linear foot of the piling extension at the applicable contract unit price.

1.4.2.5.2 Measurement

Splices will be measured for payment for each piling spliced.

1.4.2.5.3 Unit of Measure

Each.

1.4.2.6 Pulled Pilings

1.4.2.6.1 Payment

The Contractor furnished pilings which have been installed and are pulled at the direction of the Contracting Officer and found to be in good condition will be paid for at the applicable contract unit price for furnishing and installing the pilings in their initial position plus the applicable contract unit price for the cost of pulling.

1.4.2.6.2 Measurement

When such pulled pilings are redriven, an additional amount equal to 50 percent of the applicable contract unit price for furnishing and driving the pilings will be paid for redriving the pilings. This additional price constitutes payment for redriving only. The cost of furnishing, initial driving, and pulling the pilings is to be paid for as specified.

a. Government furnished pilings which are pulled at the direction of the Contracting Officer and found to be in good condition will be paid for at the applicable contract unit price for installing the pilings in their initial position plus an equal amount for the cost of pulling.

Such piling when redriven will be paid for at the applicable contract unit cost for installing the pilings.

b. When pilings are pulled and found to be damaged no payment will be made for the initial furnishing and driving or for the pulling of such pilings. Pilings replacing damaged pilings will be paid for at the applicable contract unit prices.

1.4.2.6.3 Unit of Measure

Each.

1.4.2.7 Removal of Sheet Pilings

1.4.2.7.1 Payment

Payment will be made for costs associated with removal of sheet pilings.

Payment will cover cost of pulling, cleaning the interlock, sorting, inventorying and storing.

1.4.2.7.2 Measurement

Removal of sheet piling will be made at the applicable contract price per linear foot for the removal of sheet pilings.

1.4.2.7.3 Unit of Measure

Linear foot.

1.5 ESTIMATED QUANTITIES

The estimated quantities of sheet piling listed in the unit price schedule of the contract, as to be furnished by the Contractor, are given for bidding purposes only. Sheet piling quantities for payment will consist of the linear feet of piling acceptably installed and removed. Installed quantities will consist of all piling including fabricated sections driven between the required top and bottom elevations of pilings plus any additions thereto resulting from changes in design or alignment as provided in paragraph DRIVING. Removed quantities will consist of the lengths of piling pulled from below the ground level.

1.6 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

Pulling And Redriving; G, RO The proposed method of pulling sheet piling shall be submitted and approved prior to pulling and piling.

SD-02 Shop Drawings

Steel Sheet Piling; G, RO Detail drawing for sheet piling including fabricated sections shall show complete piling dimensions and details, driving sequence and location of installed piling. Detail drawings shall include details and dimensions of templates and other temporary guide structures for installing piling. Detail drawings shall provide details of the method of handling piling to prevent permanent deflection, distortion or damage to piling interlocks.

Pile Splicing; G, RO

Pile Placement; G, RO

Tie Rods (fabrication and installation drawings); G, DC

Walers; G, DC

SD-03 Product Data

Driving

Pile Driving Equipment; G, DO Complete descriptions of sheet piling driving equipment including hammers, jetting, drilling, spudding equipment, extractors, protection caps and other installation appurtenances shall be submitted for approval prior to commencement of work. The equipment shall be suitable for hard-driving conditions with SPT blow counts locally over 100 blows/ft, conforming to ASTM D1586, as well as capable of the sheet pile installation along the design alignment from landside. The hammer must operate at a minimum efficiency of 90 percent at all times. The contractor may propose an alternative drilling equipment that may consist of cutting/drilling through hard strata in place of driving.

Delivery, Storage, and Handling; G, DO

Pulling and Redriving; G, DO The proposed method of pulling sheet piling shall be submitted and approved prior to pulling and piling.

Interlocked Joint Strength in Tension Test Procedures; G, DO

SD-05 Design Data

Procedure for Insufficient Pile Length; G, DO

SD-06 Test Reports

Materials Tests Certified materials tests reports showing that sheet piling and appurtenant metal materials meet the specified requirements shall be submitted for each shipment and identified with specific lots prior to installing materals. Material test reports shall meet the requirements of ASTM A6/A6M.

Interlocked Joint Strength in Tension Test The procedure for testing sheet piling interlocked joint strength in tension shall be submitted and approved prior to testing piling. Sheet piling interlocked joint strength shall be as specified by the steel sheet piling supplier.

Grout Cube Testing Results And Records

SD-07 Certificates

Welding Certifications; G, RO

Steel Plant Certificate; G, RO

Testing Agency Qualifications; G, RO

SD-11 Closeout Submittals

Pile Driving Record; G, RO Records of the sheet piling driving operations shall be submitted after driving is completed. These records shall provide a system of identification which shows the disposiition of approved piling in the work, driving equipment performance data, piling penetration rate data, piling dimensinos and top and bottom elevations of installed piling. The format for driving records shall be as directed.

1.7 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.

1.7.1 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.

Sheet piling over 80 feet in length shall be handled using a minimum of two pickup points.

1.7.2 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 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.

1.7.3 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 one of the following methods approved by the Engineer for the pile in question:

a. The pile is withdrawn, if practicable, and replaced by a new and, if necessary, longer pile.

b. One or more replacement piles are driven adjacent to the defective pile.

c. 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).

A pile driven below the specified butt elevation must be corrected by one of the following methods approved by the Engineer:

a. The pile is spliced (if approved).

b. A sufficient portion of the footing is extended down to properly embed the pile.

A pile driven out of its proper location or out of plumb as approved by the Engineer, must be corrected by one of the following methods approved by the engineer:

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

b. As directed by the structural engineer.

1.8 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.

1.9 INTERLOCKED JOINT TENSION TEST

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

PART 2 PRODUCTS

2.1 STEEL SHEET PILING

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

Provide sheet piles with minimum section modulus, moment of inertia, shape, and size as specified in the drawings, plans, contract document, and design. Sheet piling, including special fabricated sections, must be full-length sections of the dimensions shown. Provide fabricated sections conforming to the requirement and the piling manufacturer's recommendations for fabricated sections. Fabricated sections connecting cofferdam cells and adjacent arcs composed of pilings from different manufacturers must be Y-sections fabricated from the respective manufacturer's pilings.

Fabricated tees, wyes and cross pieces must be fabricated of piling sections with a minimum web thickness of 1/2 inch. Straight web sheet piling to be placed in a circular cell or a connecting arc must be of the same manufacture. Provide sheet piling with standard lifting holes.

Metalwork fabrication for sheet piling must be as specified and in Section

05 50 14 STRUCTURAL METAL FABRICATIONS.

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. Steel sheet piling must be hot-rolled steel sections conforming to ASTM A690/A690M Grade 50, or equal that provides the same corrosion protection, with interlocked joint strength in tension as specified by the supplier.

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

09 97 13.26 COATING OF STEEL WATERFRONT STRUCTURES.

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 with minimum section modulus, moment of inertia, shape, and size as specified in the plans. Sheet piling including special fabricated sections must be full-length sections of the dimensions shown.

Provide fabricated sections conforming to the requirement and the piling manufacturer's recommendations for fabricated sections. Fabricated tees, wyes and cross pieces must be fabricated of piling sections with a minimum web thickness of 1/2 inch. Provide sheet piling with standard lifting holes. Metalwork fabrication for sheet piling must be as specified and in Section 05 50 14 STRUCTURAL METAL FABRICATIONS.

2.2 APPURTENANT METAL MATERIALS

Provide metal plates, shapes, bolts, nuts, rivets 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 , 05 50 13 MISCELLANEOUS METAL FABRICATIONS, and 05 50 14 STRUCTURAL METAL FABRICATIONS.

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 50 14 STRUCTURAL METAL FABRICATIONS. 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.

2.3.2 Interlocked Joint Strength in Tension Test

Submit the procedure for testing sheet piling interlocked joint strength in tension, prior to testing piling. The interlocked joint strength in tension test must conform to the piling manufacturer's standard test, include testing at least two 3 inch long coupons taken randomly from different as-produced pilings of each heat and must be approved. Submit a certified report showing results based on approved testing procedures.

2.4 TIE RODS

Materials

2.4.1 Non-Shrink Grout

Cement shall be Type I or Type II conforming to the requirements of ASTM C150/C150M. The type of cement shall be approved by the Contracting Officer. The type of cement used and proposed for approval shall be based on resistivity, pH, and sulfate tests performed on the subsurface materials by the Contractor. Cement which has been in storage for more than 30 days shall not be used. Cement shall be kept under cover and in a dry location.

The lowest possible water-cement ratio with acceptable workaability shall be used. In addition, the non-shrink grout shall conform to the following:

A. Verify by grout cube testing that the grout has sufficient strength to safely transfer the tie rod load to the ground.

B. An approved additive shall be mixed with the grout as an expanding agent.

2.4.2 Centralizers

Centralizers shall be provided at intervals no greater than 10 feet in the bond length and unbonded length, starting at the end so that no less than

0.5 inch of grout cover is achieved between the hole and corrugated sheath over its full length. Centralizers may be made of any material, except wood, that is not deleterious to the tie road material or plastic sheath.

Centralizers shall permit the free flow of grout.

2.4.3 High-Strength Steel Bars

ASTM A615/A615M, Grade 75, factory pre-grouted.

2.4.4 Corrugated Polyethylene Tubing

AASHTO M 252, with average minimum wall thickness of 0.6 inch.

2.4.5 Corrugated Polyvinyl Chloride (PVC) Tubing

Manufactured from rigid PVC compounds conforming to ASTM D1784, Class 13464-8 with average minimum wall thickness of 0.4 inch.

2.4.6 Steel Couplers

Steel couplers for bars shall be capable of developing 100 percent of the minimum specified ultimate tensile strength of steel in tie rods.

2.4.7 Walers

Walers shall be as specified in Section 05 12 00 STRUCTURAL STEEL.

2.4.8 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.

2.4.9 Interlocked Joint Strength in Tension Test

Submit the procedure for testing sheet piling interlocked joint strength in tension, prior to testing piling. The interlocked joint strength in tension test must conform to the piling manufacturer's standard test, include testing at least two 3 inch long coupons taken randomly from different as-produced pilings of each heat and must be approved. Submit a certified report showing results based on approved testing procedures.

2.5 PILE DRIVING EQUIPMENT

Submit complete descriptions of sheet piling driving equipment including hammers, jetting equipment, 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.

2.5.1 Driving Hammers

Hammers must be steam, air, or diesel drop, single-acting, double-acting, differential-acting, or vibratory type. The driving energy of the hammers must be between 100,000 foot-pounds as recommended by the manufacturer for the piling weights and subsurface materials to be encountered. Repair damage to piling caused by use of a pile hammer with excess delivered force or energy.

2.5.2 Jetting Equipment

When jetting is authorized by the Contracting Officer, the jetting equipment must have not less than two removable or fixed jets of the water or combination air-water type. Water jets must be designed so that the discharge volume and pressure are sufficient to freely erode the material under and adjacent to the piling.

2.5.3 Pre-Drilling

In case the required penetration is not obtained by the use of a hammer complying with the minimum requirements the Contractor may be required to provide a hammer of greater energy or, when permitted, resort to supplemental methods such as jetting or pre-drilling. When directed by the Contracting Officer, the Contractor shall predrill holes of a size maximum 6 inches larger than size of the sheet pile. Any void space remaining around the sheet pile after completion of driving shall be filled with grout as specified. The use of spuds shall not be permitted in lieu of predrilling, unless authorized by the Contracting Officer in writing.

Material resulting from drilling holes shall be disposed of as approved in the Contract.

2.6 FINISH

2.6.1 Coal Tar Epoxy

If using standard steel grade A572, sheet piles, steel piles, and all associated connections other than tie rods and walers shall recieve 2 coats of coal tar epoxy with a total minimum thickness of 25 mils. If using A690 steel, no coal tar epoxy coating is required.

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 EARTHWORK

Perform in accordance with Section 31 00 00 EARTHWORK. Pre-excavation will be permitted to a maximum depth as indicated. Backfill as indicated.

3.3 INSTALLATION

3.3.1 Placing and Driving

3.3.1.1 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.

Any excavation required within the area where sheet pilings are to be installed must be completed prior to placing sheet pilings and any boulders, cobbles, riprap, armor stone to be removed and disposed of.

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 to be placed in cofferdam cells and connecting arcs must be picked up and completely threaded to demonstrate that they slide freely in interlock.

b. Provide temporary wales, templates, master pilings, current deflectors, 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 not less than 20 feet apart. 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.

3.3.1.2 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 as lond as the vibrations remain below the specified limit.

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 expense.

c. Drive pilings without the aid of a water jet unless otherwise authorized.

Perform authorized jetting on both sides of the pilings simultaneously;

discontinue it when the pile tip is approximately 5 feetabove the indicated pile tip elevation and make the final 5 feet of penetration by driving. Before commencing the driving of the final 5 feet, firmly seat the pile in place by the application of a number of reduced energy hammer blows.

d. 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.

e. 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. When the penetration resistance exceeds five blows per inch, the tip of any sheet pile must not be more than 2 feet below any adjacent sheet pile. For cofferdam cells the driving increments must be such that no piling leads the adjacent piling by more than 4 feet and the direction of advancing the driving hammer must be reversed after each pass around the cell. If the piling next to the one being driven tends to follow below final elevation it may be pinned to the next adjacent piling.

f. If obstructions restrict driving a piling to the specified penetration, the obstructions must be removed or penetrated with a chisel beam. 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. Piling driven to rock must be seated individually on the rock. A tolerance of 2 inches above the indicated top elevation will be permitted. Pilings must not be driven within 100 feet of concrete less than 7 days old.

g. Pre-augering or spudding of piles will not be permitted.

3.3.2 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. Pilings driven below the required top elevation and pilings damaged by driving and cut off to permit further driving must be extended as required to reach the top elevation by splicing when directed at no additional cost to the Government. Submit procedure for insufficient pile length. Provide pile splicing information and details for Government review and approval prior to installation in the field. If directed, pilings must be spliced as required to drive them to depths greater than shown and extend them up to the required top elevation.

a. Pilings adjoining spliced pilings must be full length unless otherwise approved. Splicing of pilings must be as indicated. Ends of pilings to be spliced must be squared before splicing to eliminate dips or camber. Pilings must be spliced together with concentric alignment of the interlocks so that there are no discontinuities, dips or camber at the abutting interlocks. Spliced pilings must be free sliding and able to obtain the maximum swing with contiguous pilings. Welding of splices must conform to the requirements of Section 05 50 14 STRUCTURAL METAL FABRICATIONS. Shop and field welding, qualification of welding procedures, welders, and welding operators must be in accordance with AWS D1.1/D1.1M. Submit welding certifications for all welders and welding operators for Government review and approval.

b. The tops of pilings excessively battered during driving must be trimmed when directed, at no cost to the Government. Piling cut-offs except for Government furnished pilings 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. All holes in steel pilings on the wet side of cofferdams must be made watertight by welding steel plates over the holes after the piling installation is completed. Do not use explosives for cutting.

3.3.3 Inspection of Driven Piling

Perform continuous inspection during pile driving. Inspect all piles for compliance with tolerance requirements. Bring any unusual problems which 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. Use divers to inspect underwater interlocked joints of cofferdam sheet piling. Government divers may also inspect the interlocked joints.

The inspection of cofferdams must be performed after driving is completed, prior to filling each cell and connecting arc, and within 48 hours after filling each cell and arc.

3.3.4 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.

3.3.5 Testing Agency Qualifications

Engage an independent testing agency qualified according to ASTM C1077 and ASTM E329 for testing indicated, as documented according to ASTM E548, and approved by the Contracting Officer.

3.3.6 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 within 7 calendar days of completing the pile installation. Do not proceed with placing concrete until the Contracting Officer has reviewed the survey and verified the safe load for the pile group driven. Present a survey in such form that it gives deviation from plan location in two perpendicular directions and elevations of each pile to nearest half inch. Survey must be prepared and certified by a land surveyor licensed in New Jersey.

3.4 DRAINAGE

Backfill material behind the sheet piling must be free draining and in accordance with Section 31 00 00 EARTHWORK.

3.5 REMOVAL

The removal of sheet pilings must consist of pulling, sorting, cleaning the interlocks, inventorying and storing previously installed sheet pilings as shown and directed.

3.5.1 Pulling

The method of pulling piling must be approved. Provide pulling holes in pilings, as required. Extractors must be of suitable type and size.

Exercise care during pulling of pilings to avoid damaging piling interlocks and adjacent construction. If the Contracting Officer determines that adjacent permanent construction has been damaged during pulling, the Contractor will be required to repair this construction at no cost to the Government. Pull pilings one sheet at a time. Pilings fused together must be separated prior to pulling, unless the Contractor demonstrates, to the satisfaction of the Contracting Officer, that the pilings cannot be separated. The Contractor will not be paid for the removal of pilings damaged beyond structural use due to proper care not being exercised during pulling.

3.5.2 Sorting, Cleaning, Inventorying and Storing

Pulled pilings must be sorted, cleaned, inventoried and stored by type into groups as:

a. Piling usable without reconditioning.

b. Piling requiring reconditioning.

c. Piling damaged beyond structural use.

3.6 INSTALLATION RECORDS

Maintain a pile driving record for each sheet pile driven. Indicate on the installation record: installation dates and times, type and size of hammer, rate of operation, total driving time, dimensions of driving helmet and cap used, blows required per foot for each foot of penetration, final driving resistance in blows for final 6 inches, pile locations, tip elevations, ground elevations, cut-off elevations, and any reheading or cutting of piles. Record any unusual pile driving problems during driving. Submit complete records to the Contracting Officer.

3.7 VIBRATION CONTROL

Perform vibration monitoring at the locations decided by the Contracting Officer during the pile driving operations. Perform vibration monitoring using seismographs and geophones within a distance of 200 feet from the pile driving activity.

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.

Determine appropriate vibration limits as per American Association of State Highway and Transportation Officials (AASHTO) guidelines. 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 is 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.

3.8 NOISE CONTROL

Perform noise monitoring at the locations decided by the Contracting Officer at noise sensitive public areas during the pile driving operations.

Perform noise monitoring using noise meters.

Prior to the pile driving activities, obtain baseline readings of ambient noise levels. The noise limits are mentioned in the contract documents.

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.

-- End of Section --