31 62 19.pdf

ROCKAWAY REINFORCED DUNE AND CROSSOVER

Amendment 005

SECTION 31 62 19

TIMBER MARINE PILES

11/16

PART 1 GENERAL

1.1 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 WOOD PROTECTION ASSOCIATION (AWPA)

AWPA A4 (2011) Standard Methods for Sampling Wood Preservatives

AWPA A9 (2013) Standard Method for Analysis of Treated Wood and Treating Solutions by X-Ray Spectroscopy

AWPA M2 (2015) Standard for Inspection of Treated Wood Products

AWPA M4 (2015) Standard for the Care of Preservative-Treated Wood Products

AWPA M6 (2013) Brands Used on Preservative Treated Materials

AWPA T1 (2015) Use Category System: Processing and Treatment Standard

AWPA U1 (2015) Use Category System: User Specification for Treated Wood

ASTM INTERNATIONAL (ASTM)

ASTM D25 (2012) Round Timber Piles

1.2 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation 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

Piles ; G,RO

Pile Driving Equipment ; G,RO

Submit complete descriptions of pile driving equipment, including hammers, leads, driving helmets, cushion blocks, driving blocks, SECTION 31 62 19 Page 1 collars, extractors, and other appurtenances for approval prior to commencement of work.

Inspection of Piles ; G,RO

Inspection Of The Preservative Treatment Process ; G,RO

SD-04 Samples

Test Piles ; G, RO

SD-06 Test Reports

Test Pile Data ; G, RO

Submit all data obtained for the vehicula crossover test piles.

Preservative Treatment - Timber Marine Piles ; G, RO

The Contractor must provide the Contracting Officer's Representative (COR) with the inspection report of an independent inspection agency, approved by the Contracting Officer, that offered products that comply with applicable AWPA standards.

SD-07 Certificates

MSDS and CIS ; G, RO

Pesticide Applicator Company Self-Certification ; G, RO

Best Management Practices (BMPs) ; G, RO

SD-11 Closeout Submittals

Pile Installation Record ; G, RO

Submit pile driving records within 15 calendar days after completion of driving.

1.3 DELIVERY, STORAGE, AND HANDLING

Handle and store piles in accordance with AWPA M4. Follow precautions identified in MSDS or CIS provided by the supplier of treated wood products. Special care must be taken in supporting piles to prevent the induction of excessive bending stresses in the piles. Piles must be carefully handled without dropping, breaking of outer fibers, and penetrating the surface with tools. Peaveys, cant hooks, pikes, and other pointed tools must not be used in handling treated piles.

1.4 QUALITY ASSURANCE

1.4.1 Preservative Treatment - Timber Marine Piles

The Contractor must be responsible for the quality of treated wood products. The Contractor must provide the Contracting Officer's Representative (COR) with the inspection report of an independent inspection agency, approved by the Contracting Officer, certifying that the offered products comply with applicable AWPA standards. Identify treatment on each piece by the quality mark of an agency accredited by the

SECTION 31 62 19 Page 2

Board of Review of the American Lumber Standard Committee. Inspect all preservative-treated wood visually to ensure there are no excessive residual materials or preservative deposits. Material must be clean and dry or it will be rejected because of environmental concerns.

1.4.2 MSDS and CIS

Provide Material Safety Data Sheets (MSDS) and Consumer Information Sheets (CIS) associated with timber pile preservative treatment. Contractor must comply with all safety precautions indicated on the MSDS and CIS.

1.4.3 Pesticide Applicator Company Self-Certification

Provide the Contracting Officer, a statement signed by the responsible site supervisor or higher company representative, certifying that the Contractor will comply with all pesticide label instructions. The certification should identify by name all individuals (applicators) who will be working with wood preserving pesticide products on site.

1.4.4 Best Management Practices (BMPs)

The producer of the treated wood products must provide certification that WWPI Mgt Practices for the use of Treated Wood in Aquatic and Wetland Environments were utilized including a written description and appropriate documentation of the BMPs utilized.

1.5 MEASUREMENT AND PAYMENT

All work for the timber marine piles shall be included in the line items, " Timber Piles for Pedestrian Crossovers Construction of Type P2 Crossovers ", as listed on the Section 01 22 00.00 10 Price PRICE AND PAYMENT PROCEDURES Schedule . Unit of Measure for the Timber Piles shall be Each.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Timber Piles

a. Provide pressure treated southern pine clean-peeled piles conforming to ASTM D25, Class B, except pile dimensions shall be as specified herein.

Piles shall be pressure-preservative treated for marine piles as specified herein. Piles shall be in one piece. Splices are not permitted.

b. The nominal butt circumference measured 3 feet from the butt, shall be a minimum of 44 inches for 14" diameter piles and 38 inches for 12" diameter piles. The nominal tip circumference shall be greater than 31 inches for 14" diameter piles and 26 inches for 12" diameter piles. All piles shall be marked with a lumber crayon at 1 foot intervals starting from the tip to the butt. The butt and tip of the piles shall be cut square with the long axis of the piles. Chamfering or shaving of the pile tips shall not be permitted.

2.1.2 Preservative Treatment

Fabricate timbers before preservative treatment. Each piece of treated timber shall be branded, by the producer, in accordance with AWPA M6.

Treat wood to a uniform minimum net retention of 2.50 pounds per cubic foot using Chromated Cooper Arsenate (CCA) in accordance with AWPA T1 and

SECTION 31 62 19 Page 3 for use as specified in AWPA U1 for UCS category UC5A. All wood shall be air or kiln dried after treatment. Do not incise surfaces of lumber that will be exposed. Brush coat areas that are cut or drilled after treatment with either the same preservative used in the treatment or with a 2 percent Copper Naphthenate solution in accordance with AWPA M4. CCA pressure treated wood shall be clean and free of CCA surface desposits.

Wood with CCA surface deposits must be washed for at least 5 minutes under running water prior to use. The washing must occur greater than 100 feet landward of any regulated wetland and/or water body. Any wood debris such as sawdust or wash waster must not enter any water body, including wetlands or protected buffer areas. The Contractor must be responsible for the quality of treated wood products.

2.2 PILE DRIVING EQUIPMENT

2.2.1 Pile Driving Hammers

Pile driving hammers shall be steam, air or diesel drop single-acting or double-acting type. The size and capacity of hammers shall be as recommended by the manufacturer for the pile weights and soil formation to be penetrated. The pile hammer shall be of sufficient weight and energy to install the specified pile without damage into the soils, as indicated. The minimum driving energy of hammers shall be 8,700 foot-pounds. Double-acting or diesel powered hammers shall be operated at the rate recommended by the manufacturer throughout the entire driving period. Piles shall be driven to reach the respective tip elevation shown in the contract drawings without causing damage to the piles. Sufficient pressure shall be maintained at the manner so that:

a. For double-acting hammers, the number of blows per minute during and at the completion of driving of a pile is equal approximately to that at which the hammer is rated.

b. For single-acting hammers, there is a full upward stroke of the ram.

2.2.1.1 Operating Speed

Provide sufficient compressor capacity at all times to maintain the rated speed of hammer during the full time of driving a pile. Maintain the valve mechanism and other parts of the hammer in first class condition so that the length of stroke, for a single acting hammer, and the number of blows per minute, for a double acting hammer, for which the hammer is designed, will be obtained. Any double acting hammer not operating at the rated hammer speed specified in the manufacturer's catalogue, for the particular hammer being used, shall be deemed unsatisfactory and shall be removed from the site.

2.2.1.2 Diesel Hammers

Provide all diesel hammers with an acceptable means of measuring hammer energy. When pressure gages are included as normal equipment, furnish and maintain them in operable condition. Submit hammer manufacturer's charts and graphs that are required to calibrate hammer energy. Arrange easy access to the pressure gages so the Contracting Officer may conveniently take readings at the site.

SECTION 31 62 19 Page 4

2.2.2 Driving Cap or Helmet and Cushion Block

Driving cap or helmet shall be an approved design and shall be capable of protecting pile heads, minimizing energy absorption, and transmitting hammer energy uniformly and consistently to piles. Place driving helmet or cap and cushion block combination between top of pile and the ram.

Driving caps shall be of an approved design and shall be capable of protecting pile heads, minimizing energy absorption, and transmitting hammer energy uniformly and consistently to the piles. Driving cap shall fit snugly on the top of piles and shall employ a cushion block to prevent impact damage to piles. The cushion block may be a solid or laminated softwood block with the grain parallel to the pile axis and enclosed in a close-fitting steel housing. The thickness of the block shall be suitable for the length of pile to be driven and the character of subsurface material to be encountered. Generally, thicker blocks are required for longer piles and softer subsurface material. If block is damaged, split, highly compressed, charred or burned, or has become spongy or deteriorated, replace with new block. Under no circumstances will the use of small wood blocks, wood chips, rope, or other material permitting excessive loss of hammer energy be permitted.

2.2.3 Jetting Equipment

Equipment shall be designed so that the discharge volume and pressure are sufficient to freely erode the material under and adjacent to the piles.

PART 3 EXECUTION

3.1 GENERAL

While the means, methods and sequence of construction under this contract are the responsibility of the Contractor, unless otherwise specified, it is assumed that the Contractor will install the crossover piles in conjunction with the proposed grade. Additional fill, or other materials or methods required after the proposed grading has been achieved, shall be provided by the Contractor, at no additional cost to the Government.

3.2 PILE INSTALLATION

Install piles in accordance with the approved work plan utilizing approved methods, equipment and materials. Select piles of uniform size for each bent. After inspection of each pile upon delivery and prior to use, inspect each pile in the leads prior to installation. Repair damaged piles in accordance with AWPA M4, unless the pile is damaged to such extent that it is rejected. Support piles laterally during driving, but do not unduly restrain from rotation in the leads. Cutting of piles, if required, shall be with pneumatic tools, sawing, or other means approved by the Contracting Officer. Bolt holes as indicated on the drawings shall be of the size that will insure a driving fit.

3.2.1 Pile Location

Accurately place piles at the locations and alignments both laterally and vertically. Maintain correct location of piles by the use of templates, guides, or by other approved means. Pull and replace piles incorrectly placed, at no additional cost to the Government.

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3.2.2 Driving of Piles

Drive piles without interruption to the depth indicated on the drawings.

During driving, operate pile driving hammers at the rate and conditions recommended by the hammer manufacturer.

a. Hammer Pressure: Maintain sufficient pressure at the hammer so that: (1) for double-acting hammer, the number of blows per minute during and at the completion of driving of a pile is approximately equal to that at which the hammer is rated; and (2) for single-acting hammer, there is a full upward stroke of the ram.

Replace the driving cap or cushion block whenever they become damaged, split, highly compressed, charred or burned, or have become spongy or deteriorated in any manner. Under no circumstances will the use of small wood blocks, wood chips, rope, or other material permitting excessive loss of hammer energy be permitted.

3.2.3 Pile Capacity

All ADA crossover piles must be installed to the minimum tip elevations shown on the drawings. Piles shall be installed to provide an allowable load capacity as specified on the drawings, but not less than the minimum tip elevation shown. The capacity shall be determined by achieving the required blows per foot determined by the FHWA Modified Gates formula using the ultimate pile capacity as shown on the drawings. The pile driving methodology, pile driving equipment, and the required blow count for capacity confirmation should be provided in the Contractor's work plan submission. Vehicular pile driving operations and certification of achieved pile capacity shall be observed and provided under the supervision of a Professional Engineer licensed in the State of New York.

3.2.4 Jetting/Predrilling of Piles

Jetting or predrilling may be used for initial placement of the piles.

During the jetting operation, take all necessary precautions to ensure that the jetting nozzle does not advance ahead of the pile being jetted.

Drill holes shall not be greater than 2/3 the pile diameter. Discontinue jetting or predrilling when the pile tip is 5 feet above the indicated pile tip elevation, and drive the pile to the final penetration, or to the maximum of 5-10 blows per inch (after the pile has advanced a minimum of 1-inch), whichever occurs first. Drive piles within 36 hours of jetting and as specified in the Paragraph titled "Driving".

3.2.5 Tolerances For Installing Piles

A variation of not more than 0.25 inch per foot of pile length from the vertical for plumb piles or more than 0.50 inch per foot of pile length from the required angle for batter piles is permitted. The center of butts must be within 4 inches of the location indicated. Manipulation of piles is not permitted. Redrive heaved piles to the required tip elevation. Remove and replace with new piles those damaged, misplace, driven below the sign cutoff, or driven out of alignment, or provide additional piles, driven as directed by the Contracting Officer, at no additional cost to the Government.

3.2.6 Pile Installation Record

Keep a complete and accurate record of each pile installed. Indicate pile

SECTION 31 62 19 Page 6 location, deviations from design location, tip and butt circumference, original length, ground surface elevation, tip elevation, cutoff elevation, penetration in blows per 5 foot interval for the initial 15 foot length of penetration, then penetration in blows per foot for the remaining penetration length, hammer data including rate of operation, make, and size, and unusual pile behavior or circumstances experienced during driving such as redriving, heaving, weaving, obstructions, spudding, predrilling, and unanticipated interruptions. Preprinted forms for recording pile driving data are attached at the end of this section.

Make pile driving driving records available to the Contracting Officer at the job site, a minimum of 24 hours after each day of pile driving.

Include in the construction records the wood species, preservative type, retention, and producer of installed treated piles.

3.2.7 Piling and Post Protection

In accordance with AWPA M4, immediately after pile tops are cut off, protect pile top with several heavy applications of the same preservative used to treat the pile, or copper naphthenate containing a minimum of 2 percent copper metal. Seal ends with a heavy application of coal-tar pitch or other appropriate sealer.

3.2.8 Lengths and Basis for Bid for Job Piles

The length of the piles used for the ADA crossovers as shown on the drawings. The length of the piles used for the vehicular crossover shall be determined by driving 4 test piles. The test piles shall be 5 feet longer than what is shown on the drawings. The test piles shall be driven at the locations of 4 of the production piles, as shown on the drawings.

The test piles may remain in place and used in the final project, provided they satisfy the contract requirements as to exact location, minimum embedment, bearing capacity, etc. as specified on the drawings. Test piles that are not driven at the required locations and/or do not satisfy any other requirements as specified, shall be pulled out completely and disposed of off-site, at no additional cost to the Government. From the data obtained as a result of driving the test piles, the Government will determine the quantity and length of the piles required for the vehicular crossover. This information will be given to the Contractor no later than 10 days after receipt of complete test pile data for all 4 test piles.

This information shall be used as the basis for ordering the piles for the ADA crossovers. The Contractor shall not order the production piles for the vehicular crossover prior to receipt of the above information from the Government. As a basis for bidding, the Contractor shall assume the length and number of piles required for the crossover is as shown on the drawings. Should the length of piles, total number of piles, or number of each length, vary from that specified as the basis for bidding, the contract price will be adjusted in accordance with Contract Clause titled "Changes". Adjustment in contract price will not be made for cutting off piles, for any portion of a pile remaining above the cutoff elevation, disposal of piles, or for broken, damaged or rejected piles.

To provide for "heading" or cutting off normal after driving, all piles must be furnished in lengths at least one foot greater than the minimum lengths specified.

3.2.9 Framing Treated Piles

Piles of uniform size must be selected for each bent. If necessary, treated filler blocks must be used to fill out between piles and bracing.

SECTION 31 62 19 Page 7

Holes for drift bolts in the tops of piles must be drilled to a depth of 3 inches less than the penetration of drift bolts in the piles. Drill holes for drift bolts 1/8 inch smaller than bolt diameter. Drill holes for through bolts 1/16 inch larger than diameter of bolt shank. Drill holes for lag screws in two parts. Make lead hole for shank the same diameter as shank. Make lead hole for the threaded portion approximately two-thirds of the shank diameter. Dap piles to receive straps where indicated. Holes drilled into piles must be filled with and daps shall be coated with the same preservative used to treat the piles in accordance with AWPA M4. When holes are not used for bolts must be tightly closed by a treated plug. Holes must not be drilled or spikes must not be driven into piles to support scaffolding.

3.2.10 Fastening

Where bolts are used to fasten timber to timber, timber to concrete, or timber to steel, bolt members together when they are installed and retighten immediately prior to final acceptance of contract. Provide bolts having sufficient additional threading to provide at least 3/8 inch per foot thickness of timber for future retightening. Provide timber connectors of types indicated.

3.3 PROTECTION

3.3.1 Protection of Piles

Square the heads and tips of piles to the driving axis. Laterally support piles during driving, but do not unduly restrain piles from rotation in the leads. Swinging leads will not be permitted. Where pile orientation is essential, take precautionary measures to maintain the orientation during driving. Handle, protect, and field treat piles in accordance with

AWPA M4.

3.3.1.1 Damaged Piles

Driving of piles must not subject them to damage. Piles which are damaged, split, broomed, or broken by reason of internal defects or by improper driving below cutoff elevation so as to impair them for the purpose intended must be removed and replaced; a second pile may be driven adjacent thereto at the Contractor's expense. Minor damaged areas of treated piles must be field treated in accordance with AWPA M4.

3.3.1.2 On Site Application of Wood Preservatives

All on site application of wood preservatives must be performed by a person certified through an Environmental Protection Agency (EPA) approved training program for the application of wood treatment products in accordance with 40 CFR 171, regulated under 7 U.S.C.A. Sections 136 to 136y, Federal Insecticide, Fungicide, and Rodenticide Act (FIFRA). On site treatment shall also be in accordance with AWPA M4, Sections 1.5, 2.2, 2.3, and 3.1.

3.4 REJECTION OF PILES

3.4.1 Cause of Rejection

The following shall be causes for rejection of a pile:

a. Pile circumference/diameter is incorrect.

SECTION 31 62 19 Page 8

b. Pile location or batter is incorrect.

c. Pile damaged from any cause whatsoever, except buried obstructions.

d. Pile is determined by the Contracting Officer to be unserviceable for other reasons related to the furnishing and installing of the pile.

e. Piles which are driven so that, when cut off, the tops are below the elevation fixed by the plans or as established by the Contracting Officer, shall be withdrawn and replaced by new and if necessary, longer piles.

f. Piles that are split, splintered or broomed from driving operations are not acceptable. Any pile broken by reason of internal defects (even though the Contracting Officer permitted it to be put in the leads) or by improper driving shall be rejected.

3.4.2 Corrective Measures

If piles are rejected by Contracting Officer for any other reason than damage due to buried obstructions, the damaged pile will be removed, properly disposed of, and a new pile will be reinstalled as directed herein at no additional cost to the Government. Furthermore, no additional payment will be made for:

a. Backfilling of cavities left by the extraction of rejected piles or from auger holes or soil deformations necessary to place pile.

b. Redriving piles that are forced up by any cause.

3.4.3 Correction of Deficiencies

a. Notify the Contracting Officer immediately, in writing, of the failure of a pile to meet any requirements specified herein. Include with such written notification all information required for the evaluation of remedial measures, including all information required for redesign.

b. If it is determined that a pile does not meet the requirements specified herein, perform all remedial work associated with the deficient pile, including changes to pile caps or driving and spudding any natural or manmade object or obstruction which does not permit the pile to be advanced with the approved pile driving hammer.

c. No work on the piles shall be done until the survey affecting the new piles has been analyzed and approval to proceed with the work is given by the Contracting Officer.

3.5 FIELD QUALITY CONTROL

3.5.1 Inspections

When Government inspections result in product rejection, the Contractor must promptly segregate and remove rejected material from the premises.

The Government may also charge the Contractor an additional cost of inspection or test when prior rejection makes reinspection or retest necessary.

SECTION 31 62 19 Page 9

3.6 VIBRATION MONITORING

Pre-construction surveys and vibration Monitoring shall be as per Section

02 01 51 VIBRATION MONITORING OF STRUCTURES.

3.7 TEST PILES

Use test piles of type, and drive as specified for piling elsewhere in this section. The Contractor's Geotechnical Consultant will use test pile data to determine "calculated" pile tip elevation or necessary driving criteria. Submit pile driving analyzer data and resport within one day after each test is completed.

Drive test piles at the locations indicated. Drive test piles to required driving criteria. Use test piles, if located properly and offering adequate driving resistance in finished work. Pre-drilling or jetting is permitted only when test piles clearly establish validity of its use, or as directed by the Contracting Officer. Provide and operate a pile driving analyzer as specified in paragraph DYNAMIC PILE ANALYSIS during the driving of each test pile. Modify driving as required based upon recommendation of Contractor's Geotechnical Consultant and approval of the Contracting Officer.

3.7.1 Dynamic Pile Analysis

Dynamic testing provides supplemental information for evaluating pile integrity, hammer and drive system performance, assess pile installation driving stresses, and pile capacities. Perform dynamic testing on 14" diameter piles during the full length of the pile driving and during restrike a minimum of 3 days after initial driving. Dynamic pile testing must also be performed on production piles as chosen by the Contracting Officer. Use piles of type as specified elsewhere in this section.

Provide equipment to obtain dynamic measurements, record, reduce and display its data that meet the requirements of ASTM D4945. The equipment must have been calibrated within 6 months prior to the start of the testing operations and thereafter throughout the contract duration. Drive piles at the locations indicated or at the locations selected by the Contracting Officer. Employ an independent inspection firm, hereinafter referred to as the "Contractor's Geotechnical Consultant", experienced in the pile driving process, and in the use of the Pile Driving Analyzer and its related equipment. Perform dynamic pile analysis as follows:

3.7.2 Pile Analyzing

10 working days prior to driving the piles, submit the pile and complete driving equipment data to the Contracting Officer. The Contractor's Geotechnical Consultant must use the submitted information to perform wave equation analyses and must prepare a summary report of the wave equation results. The wave equation analysis using GRLWEAP software by Pile Dynamics, Inc. or equivalent must be used to assess the ability of the proposed driving system to install the pile to the required capacity and desired penetration depth within the allowable driving stresses. Approval of the proposed driving system by the Contracting Officer must be based upon the wave equation analyses indicating that the proposed driving system can develop a pile capacity of 35 kips at a driving resistance not greater than 5 blows per inch within allowable driving stress limits. The hammer must also be sized or adjustable such that the penetration per blow at the required ultimate capacity does not exceed 0.5 inches .

SECTION 31 62 19 Page 10

3.7.3 Pile Drivability

Perform each dynamic pile analysis in two steps. The first step is to check the hammer, pile and soil performance, and to determine the suitability of the proposed hammer for the size, length and type of pile being installed for the soil types encountered as the piles are driven.

This initial monitoring must determine whether pre-augering or jetting is appropriate, efficiency of the hammer relative to specified efficiency, effectiveness of cushion, level of compressive and tensile stress in pile and extent/location of any pile damage caused by the initial driving.

With each blow of the pile, record the information listed below electronically and analyze the information using the Pile Driving Analyzer :

a. Blow number

b. Blow rate per minute and stroke.

c. Input and reflected values of force and velocity.

d. Value of upward and downward traveling force wave with time.

e. Maximum and final transferred energy to pile, hammer system efficiency.

f. Maximum compressive stress, velocity, acceleration and displacement.

g. Maximum tensile stress in pile.

h. Pile structural integrity, damage detection, extent and location.

i. Bearing capacity of pile by Case method.

If the pile, hammer and soil performance evaluation recommends changes to the hammer stroke, pile cushioning, augering or any other aspect for the pile driving operation, incorporate these changes into production pile driving in an effort to control excessive stresses and pile damage.

Replace test piles damaged or broken during installation, incorporating driving modifications as determined by the Contractor's Geotechnical Consultant and reviewed and approved by the Contracting Officer. Repeat this procedure until allowable tensile and compressive stresses are achieved in the pile and pile damage is minimized. Subject selected initial driving records to rigorous computer analysis by the Case Pile Wave Analysis Program (CAPWAP) for determination of resistance distribution, soil resistance and properties, and estimation of anticipated gain/loss factors.

3.7.4 CAPWAP

Signal matching analysis by CAPWAP software of the dynamic pile testing data must be performed on data obtained from the end of initial driving and the beginning of restrike of all control piles. CAPWAP analyses must be performed by an engineer who has achieved Advanced Level or better on the PDI / PDCA Dynamic Measurement and Analysis Proficiency Test for Providers of PDA Testing Services.

Upon completion of pile driving, allow the piles to set-up for at least 72 hours. After evaluation of pile, hammer and soil performance by the Contractor's Geotechnical Consultant, the second step of the dynamic pile analysis may proceed. This portion of the evaluation requires striking the set-up piles a minimum of 20-50 times, or as directed by the

SECTION 31 62 19 Page 11

Contractor's Geotechnical Consultant using the same hammer which was used for the pile driving and which will be used for production pile driving.

"Warm up" the hammer and make it optimally ready prior to restriking, in order to avoid capacity losses during evaluation of restrike data. Apply maximum hammer energy during restrike in order to fully mobilize the soil resistance. However, exercise care so as to not overstress the pile. In addition to those items listed above, selected restrike driving records (as directed by the Contractor's Geotechnical Consultant) are to be subjected to rigorous computer analysis by the Case Pile Wave Analysis Program (CAPWAP) for determination of resistance distribution, soil resistance and properties, and plot of applied load vs. average pile displacement based on the calculated soil properties.

3.7.5 Dynamic Load Test Reporting

a. Upon satisfactory completion of each dynamic load test, submit a minimum of three copies of a Pile Performance Report for the Contractor by the Contractor's Geotechnical Consultant. The submittal must be prepared and sealed by a Professional Engineer registered in New York.

b. The report for the Dynamic Pile Analysis must contain the following information:

(1) Capacity of pile from Case Pile Wave Analysis Program (CAPWAP).

Information resulting from analysis of a selected restrike blow.

(2) Maximum and final transferred energy, hammer system efficiency during pile installation.

(3) Maximum compressive stress, velocity, acceleration and displacement.

(4) Maximum tensile stress in pile.

(5) Pile structural integrity, damage detection, extent and location.

(6) Blows per minute and blow number.

(7) Input and reflection values of force and velocity, upward and downward traveling force wave with time.

(8) Pile skin friction and toe resistance distribution.

(9) Maximum energy transferred to pile.

c. The maximum allowable pile design load must be proposed by the Contractor's Geotechnical Consultant based upon the results of a satisfactory pile load test conducted on a pile driven as specified herein and must include the effects of load transfer to the soil above the foundation stratum.

Use either a model Model 8G or PAX Pile Driving Analyzer as manufactured by Pile Dynamics, Inc., of Cleveland Ohio or approved equivalent, for dynamic testing of the pile hammer and for dynamic load testing of the test pile. All equipment necessary for the dynamic monitoring such as sensors, cables or wireless transmitters, must be furnished by the Contractor's Geotechnical Consultant. The equipment must conform to the requirements of ASTM D4945.

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Pay for all services of the Contractor's Geotechnical Consultant. The Contractor's Geotechnical Consultant must be available throughout the pile driving operation to consult with the Contracting Officer when required by the Contracting Officer. The cost of changes in the Contractor's procedure, as required by evaluation of the results of the Pile Driving Analysis, will be at the Contractor's expense.

3.8 TESTS, INSPECTIONS, AND VERIFICATIONS

3.8.1 Inspection of Piles

The Contractor must provide the necessary facilities for the proper inspection of each pile. Piles to be preservative treated will be inspected prior to treatment. Piles will be inspected at the shipping point or at the work site, as coordinated with the Contracting Officer.

Pile inspection at the shipping point will not be performed for less than 100 piles in one locality. Piles with specified variations in characteristics must be placed in separate lots for inspection. Piles must be so marked or segregated into marked lots that there will be no possibility of error in assignment after they have been inspected. Piles damaged after inspection may be subsequently rejected if damage is deemed sufficient for rejection. All rejected piles must be removed and properly disposed of as directed, at no additional cost to the Government.

The Contractor shall notify the Contracting Officer of the pile inspection not less than 15 days prior to the anticipated data and shall provide the necessary facilities for the proper inspection. Allow the Contracting Officer unlimited access and inspection privileges.

3.8.2 Inspection of the Preservative Treatment Process

Inspection of the preservative treatment process shall be in accordance with AWPA M2. The Contractor must notify the Contracting Officer where preservative treatment shall be done not less than 15 days prior to the start of the treatment and must provide the necessary facilities for the proper inspection of the treatment process. Allow the Contracting Officer unlimited access to the plant and inspection privileges for each facet of the treating process.

3.8.3 Sampling and Testing

Sampling and testing shall be performed by an approved testing organization adequately equipped to perform such services.

3.8.3.1 Sampling

Representative samples of preservatives for testing shall be obtained from storage containers using the methods described in AWPA A4. The analysis of wood treated with waterborne preservatives shall be done in accordance with AWPA A9.

3.8.3.2 Testing

Waterborne preservatives shall be tested for conformance to AWPA A9. The net retention and the penetration of preservatives in piles shall be determined as specified in AWPA M2 and the additional requirements listed.

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3.9 PILE DRIVING LOG

The following log is a preprinted form for recording pile driving data.

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PILE DRIVING LOG

CONTRACT NO.__________________________ CONTRACT NAME_______________________

CONTRACTOR____________________________ TYPE OF PILE________________________

PILE NUMBER________________ PILE SIZE: BUTT/TIP: _________ LENGTH_________

GROUND ELEVATION______________________ CUT OFF ELEVATION___________________

PILE TIP ELEVATION____________________ VERTICAL (_____) BATTER 1 ON (_____)

SPLICES ELEVATION_____________________ COMPANY_____________________________

HAMMER: MAKE & MODEL__________________ WT. RAM_______________________

STROKE________________________________ RAM RATED ENERGY____________________

DESCRIPTION & DIMENSIONS OF DRIVING CAP_____________________________________

CUSHION MATERIALS & THICKNESS_______________________________________________

INSPECTOR___________________________________________________________________

TIME: START DRIVING________ FINISH DRIVING_________ DRIVING TIME_________

INTERRUPTIONS (TIME, TIP ELEV. & REASON)____________________________________

JET PRESSURE & ELEVATIONS___________________________________________________

DRIVING RESISTANCE

DEPTH NO. OF DEPTH NO. OF DEPTH NO. OF DEPTH NO. OF DEPTH NO. OF

FT. BLOWS FT. BLOWS FT. BLOWS FT. BLOWS FT. BLOWS

0 _____ 18 _____ 36 _____ 54 _____ 72 _____ 1 _____ 19 _____ 37 _____ 55 _____ 73 _____ 2 _____ 20 _____ 38 _____ 56 _____ 74 _____ 3 _____ 21 _____ 39 _____ 57 _____ 75 _____ 4 _____ 22 _____ 40 _____ 58 _____ 76 _____ 5 _____ 23 _____ 41 _____ 59 _____ 77 _____ 6 _____ 24 _____ 42 _____ 60 _____ 78 _____ 7 _____ 25 _____ 43 _____ 61 _____ 79 _____ 8 _____ 26 _____ 44 _____ 62 _____ 80 _____ 9 _____ 27 _____ 45 _____ 63 _____ 81 _____ 10 _____ 28 _____ 46 _____ 64 _____ 82 _____ 11 _____ 29 _____ 47 _____ 65 _____ 83 _____ 12 _____ 30 _____ 48 _____ 66 _____ 84 _____ 13 _____ 31 _____ 49 _____ 67 _____ 85 _____ 14 _____ 32 _____ 50 _____ 68 _____ 86 _____ 15 _____ 33 _____ 51 _____ 69 _____ 87 _____ 16 _____ 34 _____ 52 _____ 70 _____ 88 _____ 17 _____ 35 _____ 53 _____ 71 _____ 89 _____

CUT OFF ELEVATION: FROM DRAWING ________________

TIP ELEVATION = GROUND ELEVATION - DRIVEN DEPTH = ________________

CUT OFF LENGTH = PILE LENGTH - DRIVEN LENGTH = ________________

REMARKS___________________________________________________________________

-- End of Section --

SECTION 31 62 19 Page 15

SECTION 31 62 19 Page 16

1.5 MEASUREMENT AND PAYMENT

3.9 PILE DRIVING LOG