501Foundation Piles

501.01Description This work shall consist of furnishing and driving piles, of the types

and dimensions specified on the Contract Plans. Piles shall conform to and be installed, as detailed in these specifications, to the lines, grades, locations, and required resistance(s) shown on the Plans or as authorized by the Resident. Work under this item shall also consist of any pile testing specified by the project Contract Plans and described in these specifications.

501.02Materials Materials shall meet the requirements of the following sections of

Divisions 500, Structures, and 700, Materials: Structural Concrete (Class A) 502.05 Reinforcing Steel 709.01 Welded Steel Wire Fabric 709.02 Steel Pipe Piles, Splices and Tips 711.01 H-Beam Piles, Splices and Tips 711.10 Steel casings shall conform to the material requirements of Section 711.01, Steel Pipe Piles, Splices and Tips. Mill test reports will be required for Steel Pipe Piles and H-Beam Piles. Notch toughness tests will not be required.

501.03Quality Control Plan The Contractor shall control the quality of the foundation

piles through testing, inspection and practices which shall be described in the Quality Control Plan (QCP), sufficient to assure a product meeting the Contract requirements. The QCP shall meet the requirements of Section 106, Quality and this specification. The Department will use criteria established in the approved QCP to accept the work provided in this Section. No work under this item shall proceed until the QCP, or amendments to the QCP, is submitted to and approved by the Resident. The QCP shall address all elements that affect the quality of the foundation piles including but not limited to, the following:

The Contractor’s Schedule of Work shall allow time for the review of the QCP or amendments to the QCP, as noted in Section 106.4.1.B, Approval.

501.04Construction Requirements

1 Ordering Piles The Contractor shall order all pilings from an itemized list of

order lengths provided by the Resident. When additional lengths of piles are necessary, the additional lengths will be ordered by the Contractor from a written list provided by the Resident.

2 Equipment for Driving Piles

Hammers Piles shall be driven with approved power-actuated impact hammers powered with steam/air, diesel fuel, or hydraulics (hereinafter referred to as power hammers). Gravity drop hammers (hereinafter referred to as drop hammers), except as noted on the Plans, shall only be used to drive timber piles. When drop hammers are used to drive timber piles, the ram shall be between 2,000 and 3,500 pounds and the height of drop shall not exceed 13 feet. In no case shall the ram weight be less than the combined weight of the drive head and pile. All drop hammers shall be equipped with hammer guides to insure concentric impact on the drive head. Air/steam hammers shall be operated and maintained within the manufacturer’s specified ranges. The plant and equipment furnished for air/steam hammers shall have sufficient capacity to maintain, at the hammer under working conditions, the volume and pressure specified by the manufacturer. The plant and equipment shall be equipped with accurate pressure gauges that are easily accessible to the Resident. The weight of the striking parts of air and steam power hammers shall not be less than 1/3 the weight of drive head and pile being driven, and in no case shall the striking parts weigh less than 2,750 pounds. Open-end (single acting) diesel hammers shall be equipped with a device such as rings on the ram or a scale (jump stick) extending above the ram cylinder, to permit the Resident to visually determine hammer stroke at all times during pile driving operations. The Contractor shall provide the Resident with a chart from the hammer manufacturer equating stroke and blows per minute to energy imparted for the open-end diesel hammer to be used. Closed-end (double acting) diesel hammers shall be equipped with a bounce chamber pressure gauge, in good working order, mounted near ground level to be easily read by the Resident. The Contractor shall provide the Resident with a chart, calibrated within 90 days of use, of actual hammer performance, equating bounce chamber pressure to either equivalent energy or stroke for the closed-end diesel hammer to be used. Double-acting hydraulic hammers shall have a power plant with sufficient capacity to maintain the volume and pressure specified by the manufacturer, under working conditions. The power plant and equipment shall be equipped with digital readouts, easily accessible to the Resident, showing pertinent system criteria, including but not limited to energy imparted to the pile, to enable the Resident to visually determine whether or not the refusal criteria has been met. In addition, the Contractor shall provide the Resident with a chart, calibrated within 90 days of use, of actual hammer performance. Approval of Pile Driving Equipment All pile driving equipment shall be sized such that the specified piles can be driven to the required resistance, without damage, as indicated on the Plans. Approval of the pile driving equipment by the Department will be based on the wave equation analysis and a completed Pile and Driving Equipment Data Form, as shown on Figure 1 of this Section. The wave equation analysis prepared by the Contractor shall include a proposed stopping criterion, where the number of blows per inch, for a number of 1 inch driving intervals, at a specified hammer-stroke and fuel setting, is clearly defined. The criteria that the Department will use to evaluate the driving equipment will be based on the approved wave equation analysis utilizing the information provided in the completed Pile and Driving Equipment Data Form. For the driving system to be acceptable, the number of hammer blows at the required resistance indicated by the wave equation analysis shall be between 3 and 15 blows per inch, and the driving stresses shall not exceed 90% of the specified yield stress of the pile material. For timber piles, the compressive driving stress shall not exceed 3 times the base resistance of the wood in compression parallel to the grain. The stopping criteria used for pile driving operations shall be approved by the Department. If the wave equation analyses show that the driving system is unacceptable, the Contractor shall modify or replace the proposed driving equipment in an amendment to the QCP, at its expense, until subsequent wave equation analyses indicate the piles can be driven to the required resistance, without damage or excessive blows. Department review times of a revised wave equation analysis and Pile and Driving Equipment Data Form will be per Section 106.4.1.B. During pile driving operations, the Contractor shall use the approved system. No variations in the driving system will be permitted without an amendment to the QCP and a revised wave equation analysis and Pile and Driving Equipment Data Form. Acceptance of the pile driving equipment does not relieve the Contractor of the responsibility to properly install the piling. The hammer acceptance and driving criteria will be based on commonly accepted hammer efficiencies, component properties, and soil parameters. Local soil conditions and the actual driving system will affect the driving. If, in the opinion of the Resident, the accepted driving system fails to perform satisfactorily during actual driving, the Department reserves the right to revise the driving criteria. Drive System Components and Accessories Leads Pile driver leads shall be constructed in such a manner as to afford freedom of movement of the hammer while maintaining alignment of the hammer and the pile to insure concentric impact for each blow. Followers Followers, when used, must be included in the QCP. In cases where a follower is permitted, the first pile in each group and every tenth pile driven thereafter shall be driven full length without a follower, to verify that adequate pile length is being attained to develop the required pile resistance. The follower and pile shall be held and maintained in equal and proper alignment during driving. The follower shall be of such material and dimensions to permit the piles to be driven to the length determined necessary from the driving of the full-length piles. The final position and alignment of the first two piles installed with followers in each substructure unit shall be verified in accordance with location tolerances. Hammer Cushion All power pile driving equipment shall be equipped with a suitable thickness of hammer cushion material to prevent damage to the hammer and pile and to insure uniform driving behavior. Hammer cushions shall be made of durable, manufactured materials, provided in accordance with the hammer manufacturer's guidelines except that all wood, wire rope, and asbestos hammer cushions are specifically disallowed and shall not be used. A striker plate as recommended by the hammer manufacturer shall be placed on the hammer cushion to insure uniform compression of the cushion material. The hammer cushion shall be inspected in the presence of the Resident when beginning pile driving at each pile group or after each 100 hours of pile driving, whichever is less. Any hammer cushion thickness measuring less than 75% of the original thickness shall be replaced by the Contractor before driving is permitted to continue. Helmet Piles driven with power hammers require an adequate drive head to distribute the hammer blow to the pile head. The helmet shall be axially aligned with the hammer and the pile. The helmet shall be guided by the leads and not be free-swinging. The helmet shall fit around the pile head in such a manner as to prevent transfer of torsional forces during driving while maintaining proper alignment of hammer and pile. For special types of piles, appropriate driving heads, mandrels, or other devices shall be provided in accordance with the manufacturer's recommendations so that the piles may be driven without damage.

3 Driving Procedures and Tolerances The sequence of driving piles in any

substructure unit shall be included in the QCP. The ground surface shall be brought to the bottom of the footing elevation before driving the piles. The Contractor shall furnish all assistance required to make any observations and measurements. Prior to placing any pile section in the leads, the Contractor shall make the pile section available for foot and inch marking by the Resident. When pile sections are placed in the leads prior to marking by the Resident, the Contractor shall mark the pile in foot and inch increments, or provide reasonable means of access to the pile for foot and inch marking. The order of placing individual piles in pile groups shall be either starting from the center of the group and proceeding outwards in both directions or starting at the outside row and proceeding progressively across the group. When driving is interrupted before final penetration is reached, data for the bearing resistance of the pile shall not be taken until at least 12 inches of pile penetration is attained after driving has been resumed, or pile refusal has been attained. The heads of all piles shall be plane and perpendicular to the longitudinal axis of the pile before the helmet is attached. Approval of the hammer relative to driving stress damage shall not relieve the Contractor of responsibility for piles damaged because of misalignment of the leads, failure of cushion materials, failure of splices, malfunction of the pile hammer, or improper construction methods. Piles damaged for such reasons shall be rejected and replaced at the Contractor’s expense when the Resident determines that the damage impairs the strength of the pile. Jetting Jetting shall be done only with the permission of the Resident and must be addressed in the Contractor’s Soil Erosion and Water Pollution Control Plan (SEWPCP). When water jets are used, the number of jets and the volume and pressure of the water at the nozzles shall be sufficient to erode freely the material adjacent to the piles. The plant shall have sufficient capacity to deliver at all times at least 100 pounds per square inch pressure at two ¾ inch jet nozzles. Before the desired penetration is reached, the jets shall be withdrawn and the piles shall be driven with the hammer to the required penetration or bearing capacity. Vibratory Hammers When approved, non-displacement piles may be initially driven with a power-actuated vibratory hammer powered with electricity or hydraulics (hereinafter referred to as vibratory hammers). Vibratory hammers shall not be used for precast concrete piles due to pile damage and bending stress considerations. Vibratory hammers shall not be used to set piles which develop resistance primarily from friction with the surrounding soils through the pile length. Piles permitted to be initially driven using a vibratory hammer shall be subsequently driven to the required capacity in accordance with the approved stopping criteria and the QCP using a power hammer. Vibratory hammers, when permitted, may only be used to initially set a pile up to a distance of 20 feet above the expected tip elevation, at which point a power hammer shall be employed. Vibratory hammers will only be permitted to initially set production piles after the pile tip elevation is established by load testing and/or piles driven with an impact hammer and the ultimate pile resistance is verified. If the pile penetration rate is 12 inches or less per minute, the use of a vibratory hammer shall be discontinued and a power hammer employed. When a battered pile is initially set using a vibratory hammer, the hammer shall be mounted in a set of leads and/or kept in alignment using a driving frame/template. Preaugering When necessary to clear obstructions or to obtain the specified pile penetration, as approved by the Resident, the Contractor may preauger. When specified in the Contract documents, the Contractor shall preauger holes at pile locations and to the depths shown on the Plans. Preaugered holes shall be of a size smaller than the diameter of the diagonal of the pile cross section. If subsurface obstructions, such as boulders or rock layers are encountered, the hole diameter may be increased to the least dimension needed for pile installation. Any void space remaining around any type pile after driving shall be completely filled with sand or other approved material. The use of spuds, which are driven and removed to make a hole for inserting a pile, shall not be permitted in lieu of preaugering. Pre-excavation When necessary to clear subsurface obstructions, such as boulders or rock layers, or to obtain the specified pile penetration, the Contractor may pre-excavate, with the approval of the Resident. Heaved Piles Piles that have heaved more than ¼ inch during the driving of other piles in a group shall be reseated to the required penetration or bearing capacity at the Contractor's expense. Location and Alignment Tolerance The Contractor will be responsible to hold the piles in place to allowable tolerances. Piles shall be driven with a variation of not more than ¼ inch per foot from the vertical or from the batter shown on the Plans. For piles that cannot be inspected for axial alignment internally after installation, an alignment check shall be made before installing the last 5 feet of pile, or after installation is completed, provided the exposed portion of the piles is not less than 5 feet in length. The Resident may require that driving be stopped in order to check the pile alignment. Pulling laterally on piles to correct misalignment, or splicing a properly aligned section of a misaligned section shall not be permitted. The cutoff elevation of piles for trestle bents and pile bent piers shall not be out of position by more than 2 inches from the dimensions shown on the Plans. The cutoff elevation of piles for integral abutments shall not be out of position from the dimensions shown on the Plans by more than 2 inches in any direction. The cutoff elevation of piles, other than for trestle bents and integral abutments, shall not be out of position by more than 6 inches. Actual embedment of the piles in the concrete shall be within 6 inches of that shown on the Plans. The as-driven centroid of load of any group at cutoff elevation shall be within 5 percent of the Plan location of the designated centroid of load. No pile shall be nearer than 4 inches from any edge of the pile cap. Any increase in size of the pile cap to meet this edge distance requirement shall be at the Contractor’s expense.

4 Special Requirements for Steel Pipe Piles and Steel Casings Pipe piles shall be

driven closed ended, unless otherwise specified. When open-ended pipe piles are specified or when the ends are not completely closed ended when driven, the inside of the pile shall be thoroughly cleaned out, and the inside walls cleaned by jetting or other means approved by the Resident. The sediment control required for the cleaning operations shall be covered in the Contractor’s SEWPCP. Pipe piles shall be inspected and approved by the Resident immediately before concrete is placed in them. They shall be free from rupture and undue deformation and shall be free from water unless the Resident determines that the concrete can be placed without damage to the pile and such that the discharged water will be contained. The Contractor shall provide lights and other equipment necessary to enable the Resident to inspect each pipe pile. Portland cement concrete for filling the pipe piles shall be placed in one continuous operation to fill the pile completely without causing water contamination. An internal type vibrator shall be used in the top 25 feet. Pile heads shall be protected and cured in accordance with Section 502, Structural Concrete. The placing of concrete and the driving of piles shall be scheduled so that fresh and setting concrete will not be injured by the pile driving. Concrete shall not be placed in pipe piles until pile driving has progressed beyond a radius of 15 feet from the pile to be concreted. If pile heave is detected for pipe piles that have been filled with concrete, the piles shall be redriven to the original position after the concrete has attained sufficient strength and a proper hammer-pile cushion system, is in place and is satisfactory to the Resident. When a reinforcing steel cage is specified, it shall be placed inside the piles to allow for a minimum of 2 inches of concrete cover and the piles shall be filled with concrete to the elevation shown on the Plans. Full-length pipe piles and steel casings shall be used wherever practicable; however, splicing may be permitted when approved by the Resident. The method of splicing shall be as follows:

splicing shall be accomplished utilizing single-bevel groove welds with the use of back-up rings. When the pipe piles and steel casings are to be spliced while in a horizontal position, splicing shall be accomplished utilizing single-vee groove welds with the use of back-up rings.

qualifications, shall comply with the requirements of AWS D1.1, Structural Welding Code - Steel. All welding and welder qualifications shall be in conformance with Section 501.047, parts (d) and (e).

5 Defective Piles and Corrective Measures Pile driving activities shall not result

in damage to, or deformation of, the piles. Any pile damaged due to internal defects, improper driving, or driven below cutoff elevation, shall be considered defective and shall be corrected by and at the expense of the Contractor, by a method approved by the Resident.

6 Driven Pile Resistance, Pile Testing, and Acceptance Pile testing will be

required as shown on the Plans. Pile testing will be required to confirm that piles attain the required resistance and that the stresses in the piles do not exceed allowable limits during driving. A dynamic load test consists of mounting instruments on the pile and accurately recording the output during driving using dynamic pile load test equipment meeting the requirements of ASTM D4945. The stresses in steel piles during driving shall not exceed 90% of the yield stress, as determined by wave equation analyses or dynamic pile load testing. Piles which have been overstressed, per wave equation or dynamic pile load testing, shall be replaced by the Contractor, at no additional cost to the Department. A static load test consists of the application of a known load to the pile or group of piles and the accurate measurement of the resulting displacement. The Contractor shall furnish all labor and equipment for static load testing. In the case of concrete filled steel pipe piles, no load shall be placed on the pile for at least 7 days after the concrete has been placed in the pile. On completion of either static or dynamic load testing, any test or anchor piling, not a part of the finished structure, shall be removed or cut off at least 1 foot below either the bottom of the footing or the finished ground elevation, whichever is lower. Driven Pile Capacity - Wave Equation The piles shall be driven to the required resistance using the approved stopping criteria. The pile acceptance will be based on obtaining the blow count and hammer stroke from the approved stopping criteria at the required resistance. When the wave equation is used in conjunction with dynamic or static pile load testing, the stopping criteria shall be amended based on correlation with the testing method results, as determined by the Resident. Adequate pile penetration shall be considered to be obtained when the specified wave equation resistance criteria (approved stopping criteria) is achieved within 5 feet of the pile toe elevation, based on Contract lengths. Piles not achieving the specified required resistance within these limits shall be driven to penetration established by the Resident. The wave equation resistance criteria will not be considered valid under any of the following conditions:

Static Load Test When a static load test is specified in the Contract documents, load tests shall be performed by procedures set forth in ASTM D1143 using the quick load test method except that the test shall be taken to plunging failure or the capacity of the loading system. Testing equipment and measuring systems shall conform to ASTM D1143, except that the loading system shall be capable of applying 150% of the nominal pile resistance or 2,000 kips, whichever is less, and that a load cell and spherical bearing plate shall be used. The Contractor shall submit in the QCP, detailed plans, prepared by a licensed Professional Engineer, of the proposed loading apparatus. The apparatus shall be constructed to allow the various increments of the load to be placed gradually without causing vibration to the test pile. When the approved method requires the use of tension

piles and shall be driven in the location of permanent piles when feasible, except that timber or tapered piles installed in permanent locations shall not be used as tension piles. The design load shall be defined as 50% of the failure load. The failure load for a pile shall be defined as follows: For piles 24 inches or less in diameter or width, the failure load of a pile tested under axial compressive load is that load which produces a settlement at failure of the pile head equal to: s f =  + (0.15 + 0.008b) Where: s f = Settlement at failure in inches b = Pile diameter or width in inches  = Elastic deformation of total unsupported pile length in inches For piles greater than 24 inches in diameter or width: s f =  + b/30 The top elevation of the test pile shall be determined immediately after driving and again just before load testing to check for heave. Any pile that heaves more than ¼ inch shall be redriven or jacked to the original elevation before testing. Unless otherwise specified in the Contract, a minimum 3-day waiting period shall be observed between the driving of any anchor piles or the load test pile and the commencement of the load test. Dynamic Pile Tests When dynamic load tests are specified in the Contract, dynamic measurements will be taken by the Contractor using procedures set forth in ASTM D4945. Dynamic testing shall be completed during the driving of piles designated on the Plans, or as designated by the Resident. Dynamic load tests will be performed for the full length of the test pile during initial drive. The Contractor’s representative performing the dynamic tests shall be an experienced pile testing engineer and have attained the dynamic pile load test Signatory Advanced level on the Foundation QA High Strain Dynamic Pile Testing Examination, or equivalent level of certification or training, or be a licensed Professional Engineer. The same Contractor’s representative conducting the wave equation analysis shall perform the dynamic load tests. Each test shall also include a numerical evaluation of static axial pile resistance using field dynamic measurements obtained per ASTM D4945 (also known as signal matching). The Contractor’s representative shall be experienced in the use of dynamic pile load test equipment and its purpose related to pile capacity determinations. Dynamic measurements shall be reported to the Resident and include items specified in Section 7 of ASTM D4945. Before placement of the pile in the leads, the Contractor shall make the designated pile available for obtaining wave speed measurements and for predrilling the required instrument attachment holes. The Contractor shall mark the designated pile in foot and inch markings. The Contractor shall make provisions in ordered lengths of pile to account for an additional pile length, equal to three pile diameters or 5 feet, whichever is greater, for instrumentation attachment. Pre-driving wave speed measurements will not be required for steel piles. When wave speed measurements are made, the piling shall be in a horizontal position and not in contact with other piling. The Contractor will furnish the equipment, materials, and labor necessary for drilling holes in the piles for mounting the instruments. The instruments will be attached near the head of the pile with bolts placed through drilled holes on the steel piles or with wood screws for timber piles. The Contractor shall provide the Contractor’s dynamic testing technician with reasonable means of access to the pile for attaching instrumentation after the pile is placed in the leads. The Contractor shall furnish electric power for the dynamic test equipment. The power supply at the outlet shall be 10 amp, 115 volt, 55-60 cycle, A.C. only. Field generators used as the power source shall be equipped with functioning meters for monitoring voltage and frequency levels. With the dynamic testing equipment attached, the Contractor shall drive the pile to the depth at which the dynamic test equipment indicates that the required nominal resistance has been achieved or to the minimum tip elevation, whichever results in the greatest depth, as called for on the Plans, or as directed otherwise by the Resident. The stresses in the piles will be monitored during driving with the dynamic test equipment to ensure that the values determined do not exceed the allowable values specified in this Section. If necessary, the Contractor shall reduce the driving energy transmitted to the pile by using additional cushions or reducing the energy output of the hammer in order to maintain stresses at or below the allowable values. If non-axial driving is indicated by dynamic test equipment measurements, the Contractor shall immediately realign the driving system. At the completion of the dynamic pile test the pile testing engineer shall verbally communicate any amendments to the initial stopping criteria to the Resident. Numerical evaluations of static pile capacity using the field dynamic measurements and a driving criteria shall be supplied to the Resident within 24 hours of completing the testing. Pile will not be cut off until a final driving criteria is provided by the Resident. When directed to restrike by the Resident, the Contractor shall wait a minimum of 24 hours, or as otherwise specified on the Contract Plans, and after the instruments are reattached, restrike the dynamic load test pile. A cold hammer shall not be used for the restrike. The hammer shall be warmed up before restrike begins by applying at least 20 blows to another pile. The maximum amount of penetration required during restrike shall be 6 inches, or the maximum total number of hammer blows required will be 50, whichever occurs first. After restriking, the pile testing engineer will provide a revised stopping criteria if necessary. After restrikng the Resident will either accept the re-driven pile or specify additional pile penetration and testing. Numerical evaluations of static pile capacity using the field dynamic measurements and a driving criteria shall be supplied to the Resident within 24 hours of completing the restrike tests. The Contractor shall supply the Resident with a written report of the test results of each dynamically tested pile, numerical evaluations of static axial pile resistance using dynamic field measurements (signal matching), and a driving criteria within 5 Working Days of the completion of testing. Hammer Performance If at any time during pile driving operations or dynamic testing the performance or efficiency of the power hammer is not in accordance with the Pile and Driving Equipment Data Form, the wave equation analyses, or the dynamic/static testing results, as determined by the Resident, the Contractor shall repair or replace the driving system. This may include, but not be limited to, rebuilding the hammer, or replacing the hammer with another hammer. All costs and time associated with replacing the driving system, including additional wave equation analyses and dynamic/static testing, as determined by the Department, shall be borne by the Contractor. Required Pile Resistance Piles shall be driven by the Contractor to the penetration depth shown on the Plans or to a greater depth if necessary to obtain the required pile resistance. The required pile resistance shall be determined by the approved wave equation analysis or by the results of dynamic testing and numerical evaluations of static pile resistance using dynamic field measurements (signal matching). Piles shall not be driven to the required nominal pile resistance with a vibratory hammer.

7 Splicing Piles Full-length piles shall always be used wherever practicable

When full-length piles cannot be used, the number of splices, locations, and details shall be noted in the QCP. Piles fabricated from multiple pieces will be acceptable only if they comply with the following: H-Beam Piles a Pipe Piles a,b Lengths Maximum No. Field Splices Lengths Maximum No. Field Splices Less than 20 ft. 0 Less than 20 ft. 0 Over 20 – 35 ft. 1 Over 20 – 40 ft. 1 Over 35 – 79 ft. 2 Over 40 – 60 ft. 2 Over 79 ft. 1 per 40 ft. Over 60 – 80 ft. 3 Over 80 ft. 1 per 20 ft. a Pile lengths less than 10 feet will not be spliced, except as the final (top) section of the pile. b Where pipe piles are used for pile bent piers, no splices will be allowed in the length of pile from the cutoff elevation to 2 feet below the channel bottom. When pre-planned splicing is approved, the pile piece of lesser length shall be placed at the tip of the pile (the first part of the pile that enters the ground). When splicing is approved, piles shall be spliced as follows:

H-piles shall be repaired or trimmed off. Lifting holes in pipe piles shall be trimmed off. The ends of both pieces to be spliced shall be cut off square with the longitudinal axis of the pile and beveled per the Standard Details. Except for minor trimming, all cutting shall be done with the use of a mechanical guide.

weld for the entire cross section of the pile.

demonstrating the capability of transferring the full pile strength in compression and tension and developing the bending moment capacity of the pile in both the x-x and y-y axes. The splicers shall be installed and welded as recommended by the manufacturer with the additional requirements in d. and e., below.

except as modified hereinafter.

weld is below 0°F; when the surfaces are damp or exposed to rain, snow, or high wind; or when the welders or welding operators are exposed to inclement conditions.

from the weld during welding.

8 Prefabricated Pile Tips Steel H-beam piles tips shall be attached to the pile

with a 5/16 inch groove weld along each flange, or as specified by the manufacturer’s product data sheet welding requirements. Welding shall be done using low-hydrogen electrodes and the base metal shall be preheated to 150°F, minimum. Unless otherwise shown on the Plans, steel pipe piles shall have pointed cast steel pile tips. All welding and welder qualifications shall be in conformance with Section 501.047, parts (d) and (e). Pile tips for both H-beam and pipe piles shall be approved by the Resident. Pile tips may be welded to the piles either by the supplier of the piles or in the field by the Contractor, at its option.

501.05Method of Measurement

of furnishing all labor, materials, and equipment necessary for the transporting, erecting, dismantling, and removing all pile driving equipment.

casings shall be the linear foot. Measurement will not include any pile tips. The quantity to be paid for will be the sum of the lengths in feet of the piles, of the types and lengths ordered in writing by the Resident. No allowance will be made for the length of piles, including test piles furnished by the Contractor, to replace piles that were previously accepted by the Resident, but are subsequently damaged prior to completion of the Contract. When additional lengths of piles are necessary, the additional length ordered in writing by the Resident will be included in the length of piling furnished. All piles must be cutoff at the cutoff elevation shown on the Plans.

preaugering, jetting or other methods used for facilitating pile driving procedures will not be measured and payment shall be considered included in the unit price bid for the Piles, In Place, pay item. The quantity of H-beam, pipe pile or casings to be paid for will be the actual number of linear feet of H-pile, steel pipe piles or casings driven and left in place in the completed and accepted work. Measurements will be made from the tip of the H-beam pile, steel pipe pile or casing to the cutoff elevation as shown on the Plans. Measurement will include the pile tips. Unused pile cutoffs 10 feet or more in length, except those required to accommodate the Contractor’s construction method, as discussed herein, will remain the property of the Department and will be stored at a bridge maintenance yard nearest the project. Hauling and unloading of piles will be done by the Contractor or by the Department, depending upon availability of services. When hauling and unloading is done by the Contractor, payment will be made under the provisions of Section 109, Changes. There will be no separate payment to load piles at the project site; loading will be considered an incidental cost to the item. No separate measurement will be made for reinforcing steel, excavation, pre-excavation, drilling, cleaning of drilled holes, cleaning out of pipe piles, drilling fluids, sealing materials, concrete, required casing, and other items required to complete the Work.

satisfactorily installed on the Pile.

satisfactorily completed to drive the piles in excess of the ordered length furnished and approved by the Resident.

authorized and satisfactorily made.

pile tests authorized and satisfactorily made. One dynamic test includes all data collected on one pile during both the initial pile driving and a restrike done a minimum of 24 hours after the initial driving, and numerical evaluation of static axial pile resistance using dynamic field measurements (signal matching).

501.06Basis of Payment The accepted quantities of piles and casings will be paid for at

the Contract Unit Price per linear foot, delivered, and complete, in place. Such payment will include full compensation for any necessary excavation or backfilling required after driving, to bring the foundation area to the correct elevation. Pile cutoffs and concrete for pipe piles and casings will not be paid for separately but will be considered as incidental to related Pay Items. Damaged pile lengths removed for pile splicing will be considered incidental to related Pay Items. Payment for all Work related to the following will not be made directly, but will be considered incidental to related Pay Items: Jetting; preaugering; pre-excavation; providing special driving tips or heavier sections for steel piles, or other work necessary to obtain the specified penetration and bearing resistance of the piles; reseating of piles; excavating and cleaning within steel pipe piles and steel casings; furnishing and placing reinforcing steel and steel templates in steel pipe piles; disposing of material resulting from cleaning out pipe piles; all excavation and backfilling involved in installing piles; installation and removal of temporary falsework and driving frames; and development of an approved QCP and amendments, as required. Wave equation analyses and any subsequent wave equation analyses re-submittals, required to demonstrate the appropriateness of the driving system, will be considered incidental to the related Pay Items. Payment for pile tips and pile splices will be paid for at the Contract Unit Price each. Payment for dynamic and static pile tests will be paid at the Contract Unit Price per pile tested. The price shall be full compensation for satisfactory completion of all Work associated with performing and collecting measurements from initial dynamic tests, restrike tests, numerical evaluations of static pile resistance using dynamic measurements (signal matching), all sensors and wiring, monitoring equipment, setup time, reaction piles and frame, load cells, jacking equipment, survey tie-in, monitoring personnel, as applicable, and costs associated with the Contractor’s down time during regular working hours while setting up equipment, performing tests and taking measurements. Payment will be made under: Pay Items P a y U n i t

501.230 Static Loading Test E a c h

1 Dynamic Loading Test E a c h

501.36Steel H-beam Piles 36 lb/ft, delivered Linear Foo t

1 Steel H-beam Piles 36 lb/ft, in place Linear Fo ot

501.38Steel H-beam Piles 42 lb/ft, delivered Linear Foo t

1 Steel H-beam Piles 42 lb/ft, in place Linear Foo t

501.40Steel H-beam Piles 53 lb/ft, delivered Linear Foo t

1 Steel H-beam Piles 53 lb/ft, in place Linear Foo t

501.42Steel H-beam Piles 57 lb/ft, delivered Linear Foot

1 Steel H-beam Piles 57 lb/ft, in place L i n e a r F o o t

501.44Steel H-beam Piles 63 lb/ft, delivered Linear Foot

1 Steel H-beam Piles 63 lb/ft, in place L i n e a r F o o t

501.46Steel H-beam Piles 73 lb/ft, delivered Linear Foot

1 Steel H-beam Piles 73 lb/ft, in place Linear Foo t

501.48Steel H-beam Piles 74 lb/ft, delivered Linear Foo t

1 Steel H-beam Piles 74 lb/ft, in place Linear Foot

501.50Steel H-beam Piles 89 lb/ft, delivered Linear Foot

1 Steel H-beam Piles 89 lb/ft, in place L i n e a r F o o t

501.52Steel H-beam Piles 102 lb/ft, delivered Linear Foo t

1 Steel H-beam Piles 102 lb/ft, in place Linear Foot

501.54Steel H-beam Piles 117 lb/ft, delivered Linear Foot

1 Steel H-beam Piles 117 lb/ft, in place Linear Foot

501.70Steel Pipe Piles, delivered L i n e a r F o o t

1 Steel Pipe Piles, in place L i n e a r F o o t

501.72Steel Casings, delivered L i n e a r F o o t

1 Steel Casings, in place L i n e a r F o o t

501.90Pile Tips E a c h

501.91Pile Splices E a c h

501.92Pile Driving Equipment Mobilization Lump Sum

Figure 1- Pile and Driving Equipment Data Form. Form can be found on the Department Website Project/Bridge:______________________________________ Town:___________________________ WIN:__________________ Fed. Proj. No:_______________________ Bridge No:________________ Contractor:___________________________ Pile Driving Sub:_________________________________ Manufacturer:______________________ Model:_______________ Hammer Type:_____________________ Serial No:_____________ Max Energy:_______________(ft-lbs) @Stroke Length:________(ft) Ram Weight:_____________(lbs) Modifications:____________________________________________ _______________________________________________________ _______________________________________________________ ______________________________________________________ Material:_______________________________________________ Thickness:________________(in.) Area:__________________(in.2) Modulus of Elasticity (E):_______________________________(psi) Coefficient of Restitution (e):________________________________ Weight:____________________(lbs) Material:_______________________ Thickness:____________(in.) Modulus of Elasticity (E):_______________________________(psi) Coefficient of Restitution (e):________________________________ Pile Type:_______________________________________________ Length (in Leads):______________________________________(ft) Weight/Length:_____________(lbs/ft) Diameter:_____________(in.) Wall Thickness:__________(in.) X-Section Area:____________(in.2) Maximum Factored Load:______________________________(kips) Required Resistance:_________________________________(kips) Splice Description:________________________________________ Pile Tip Description:_______________________________________ Submitted by:________________________ Date:_______________ Telephone #:___________________ Fax #-_________________ RAM ANVIL HAMMER HAMMER CUSHION DRIVE HEAD PILE CUSHION PILE HAMMER COMPONENTS Helmet Bonnet Anvil Block Pile Cap