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

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

and dimensions specified on the Contract Plans. Piles shall co nform to and be installed, as detailed in these specifications, to the lines, grades, locatio ns, and required resistance(s) shown on the Plans or as authorized by the Resident. Work unde r this item shall also consist of any pile testing sp ecified by the project Contract P lans and described in these specifications.

501.02 Materials 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 Sec tion 711.01, Steel Pipe Piles, Splices and Tips. Mill test reports will be required for Steel Pipe Piles and H-B eam Piles. Notch toughness tests will not be required.

501.03 Quality Control Plan The Contractor shall control the q uality 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 thi s 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 amendme nts to the QCP, is submitted to and approved by the Resident. The QCP shall address all elements that affect the quality of t he foundation piles including but not limited to, the following:

501.04 Construction Requirements

501.041 Ordering Piles The Contractor shall order all pilings from an itemized list of order lengths provided by the Resident. When additional length s of piles are necessary, the additional lengths will be ordered by the Contractor from a wri tten list provided by the Resident . 501.042 Equipment for Driving Piles Hammers Piles shall be driven with approved power-actuated imp act hammers powered with steam/air, diesel fuel, or hydraulics (hereinafter referre d 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 ham mers 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 t he combined weight of the drive head and pile. All drop hammers shall be equipped with h ammer guides to insure concentric impact on the drive head. Air/steam hammers shall be operated and maintained within the m anufacturer’s specified ranges. The plant and equipment furnished for air/ste am hammers shall have sufficient capacity to maintain, at the hammer under working co nditions, the volume and pressure specified by the manufacturer. The plant and equipmen t shall be equipped with accurate pressure gauges that are easily accessible to the Resi dent. 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 p arts 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 cyli nder, to permit the Resident to visually determine hammer stroke at all times during pile dr iving operations. The Contractor shall provide the Resident with a chart from the ham mer manufacturer equating stroke and blows per minute to e nergy imparted for the open-end diesel hammer to be used. Closed-end (double acting) diesel hammers shall be equipped wit h a bounce chamber pressure gauge, in good working order, mounted near ground leve l to be easily read by the Resident. The Contractor shall pr ovide the Resident with a cha rt, calibrated within 90 days of use, of actual hammer performance, equating bounce chamber p ressure 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 s ufficient capacity to maintain the volume and pressure specified by the manufacturer, under working conditions. 5-3 The power plant and equipment shall be equipped with digital re adouts, 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 wheth er or not the refusal criteria has been met. In addition, the Cont ractor shall provide the Re sident 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, w ithout damage, as indicated on the Plans. Approval of the pile driving equipment by the Depar tment will be based on the wave equation analysis and a completed Pile and Driving Equipme nt Data Form, as shown on Figure 1 of this Section. The wave equation analysis prepared by the Contractor shall inc lude a proposed stopping criterion, where the number of blows per inch, for a n umber of 1 inch driving intervals, at a specified hammer-stroke and fuel setting, is cl early 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 th e completed Pile and Driving Equipment Data Form. For the driving system to be acceptable, the number of hammer b lows at the required resistance indicated by the wave equation analysis shall be bet ween 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 sha ll not exceed 3 times the base resistance of the wood in compression parallel to the grain. T he stopping criteria used for pile driving operations shall be approved by the Department. If the wave equation analyses show that the driving system is u nacceptable, the Contractor shall modify or replace the proposed driving equipme nt in an amendment to the QCP, at its expense, until subsequent wave equation analyses in dicate 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 ap proved system. No variations in the driving system will be permitted without an a mendment to the QCP and a revised wave equation analysis and Pile and Driving Equipment D ata Form. Acceptance of the pile driving equipment does not relieve the C ontractor of the responsibility to properly install the piling. The hammer acce ptance and driving criteria will be based on commonly accepted hammer efficiencies, component pr operties, and soil parameters. Local soil conditions and the actual driving syste m 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 rev ise the driving criteria. Drive System Components and Accessories 5-4 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 hamme r 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 t enth pile driven thereafter shall be driven full length without a follower, to verify that adequa te 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 sha ll be of such material and dimensions to permit the piles to be driven to the length deter mined necessary from the driving of the full-length piles. The final position and align ment of the first two piles installed with followers in each substructure unit shall be ver ified in accordance with location tolerances. Hammer Cushion All power pile driving equipment shall be equip ped with a suitable thickness of hammer cushion material to prevent damage to the h ammer 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 manufacture r shall be placed on the hammer cushion to insure uniform compression of the cushion mat erial. 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, whiche ver is less. Any hammer cushion thickness measuring less than 75% of the original thick ness shall be replaced by the Contractor before driving is permitted to continue. Helmet Piles driven with power hammers require an adequate dri ve 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 f ree-swinging. The helmet shall fit around the pile head in such a manner as to prevent t ransfer 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. 501.043 Driving Procedures and Tolerances The sequence of driv ing piles in any substructure unit shall be included in the QCP. The ground sur face 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 sectio n 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 i ncrements, or provide reasonable means of access to the pile for foot and inch markin g. The order of placing individual piles in pile groups shall be either starting from t he center of the group and 5-5 proceeding outwards in both directions or starting at the outsi de 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 inc hes of pile penetration is attained after driving has been resumed, or pile refusal has been attain ed. 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 da maged because of misalignment of the leads, failure of cushion m aterials, failure of splices, malfunction of the pile hammer, or improper construction methods. Piles damaged for such reaso ns shall be rejected and replaced at the Contractor’s expense when the Resident determin es 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 num ber of jets and the volume and pressure of the water at the nozzles shall be sufficient to erode freely the material adjace nt to the piles. The plant shall have sufficient capacity to deliver at all times at least 100 p ounds per square inch pressure at two ¾ inch jet nozzles. Before the desired penetration is reac hed, 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. Vi bratory hammers shall not be used to set piles which develop resistance primarily from frict ion 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 expe cted 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 establishe d by load testing and/or piles driven with an impact hammer and the ultimate pile resistance i s 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 pr eauger. When specified in the Contract documents, the Contractor shall preauger holes at pile locations and to the 5-6 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 obstruct ions, such as boulders or rock layers are encountered, the hole diameter may be increased to t he least dimension needed for pile installation. Any void space remaining around any type pi le after driving shall be completely filled with sand or other approved material. The us e of spuds, which are driven and removed to make a hole for inserting a pile, shall not be p ermitted 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 C ontractor may pre-excavate, with the approval of the Resident. Heaved Piles Piles that have heaved more than ¼ inch during t he driving of other piles in a group shall be reseated to t he required penetration or bea ring capacity at the Contractor's expense. Location and Alignment Tolerance The Contractor will be respon sible 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 instal lation 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. Pulli ng laterally on piles to correct misalignment, or splicing a properly aligned section of a misal igned section shall not be permitted. The cutoff elevation of piles for trestle bents and pile bent p iers 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 p osition 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 grou p at cutoff elevation shall be within 5 percent of the Plan location of the designated centroi d of load. No pile shall be nearer than 4 inches from any edge of the pile cap. Any increa se in size of the pile cap to meet this edge distance requirement shall be at the Contractor’ s expense. 501.044 Special Requirements for Steel Pipe Piles and Steel Cas ings Pipe piles shall be driven closed ended, unless otherwise specified. When open-end ed pipe piles are specified or when the ends are not completely closed ended when driven, t he inside of the pile shall be thoroughly cleaned out, and the inside walls cleaned by jett ing or other means approved by the Resident. The sediment control required for the cleanin g operations shall be covered in the Contractor’s SEWPCP. Pipe piles shall be inspected and approved by the Resident imme diately before concrete is placed in them. They shall be free from rupture and undue d eformation and shall be free 5-7 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 containe d. The Contractor shall provide lights and other equipment necessary to enable the Resi dent to inspect each pipe pile. Portland cement concrete for filling the pipe piles shall be pl aced in one continuous operation to fill the pile completely without causing water con tamination. 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 sched uled 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 h as 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-p ile 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 m ethod of splicing shall be as follows:

501.05 Method of Measurement

5-13

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

the Contract Unit Price per linear foot, delivered, and complet e, in place. Such payment will include full compensation for any necessary excavation or backf illing required after driving, to bring the foundation area to the correct elevation. Pile cutoffs and concrete for pipe piles and casings will not b e 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 Item s. Payment for all Work related to the following will not be made directly, but will be considered incidental to related Pay Items: Jetting; preaugeri ng; pre-excavation; providing special driving tips or heavier sections for steel piles, or ot her work necessary to obtain the specified penetration and bearing resistance of the piles; rese ating 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 pi les; installation and removal of temporary falsework and driving f rames; and development of an a pproved QCP and amendments, as required. Wave equation analyses and any subsequent wave equation analyse s re-submittals, required to demonstrate the appropriateness of the driving syst em, 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 C ontract Unit Price per pile tested. The price shall be full compensation for satisfactory completion of all Work associated with performing and collecting measurements from ini tial dynamic tests, restrike tests, numerical evaluations of static pile resistance using dy namic 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 5-15 501.230 Static Loading Test E a c h 501.231 Dynamic Loading Test E a c h

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

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

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

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

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

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

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

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

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

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

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

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

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

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

501.50 Steel H-beam Piles 89 lb/ft, delivered Linear Foot 501.501 Steel H-beam Piles 89 lb/ft, in place L i n e a r F o o t

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

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

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

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

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

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

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

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

501.90 Pile Tips E a c h

501.91 Pile Splices E a c h

501.92 Pile Driving Equipment Mobilization Lump Sum