438402.04 outer face of the piling. For steel sheet piles, the horizontal dimension used shall be not more than the sum of the laying widths or driving dimensions of the individual piles. Payment for temporary sheet piling will be made at the contract unit price per square foot, which price shall be full compensation for furnishing, driving, and removing the piling. Sheet piles used for the convenience of the Contractor due to his method and means of performing the work will not be measured for separate payment but will be considered incidental to the work. Payment will be made under: ———————————————————–—Pay Item Pay Unit————————————————————–Sheet piles (Type) Square foot Temporary sheet piling Square foot————————————————————— SECTION 403—BEARING PILES
403.01 Description
This work shall consist of furnishing, driving, cutting off and when required, load-testing piles of the type and dimensions specified on the plans.
403.02 Materials
a.Timber piles shall conform to Section 236.02(b).
b.Steel piles shall conform to Section 228.
c.Steel shells for cast-in-place piles shall conform to Section 228.
d.Concrete shall conform to Section 217. Concrete exposed to tidal water shall contain slag or silica fume.
e.Reinforcing steel, Grade 40 or 60, for use in precast or cast-in-place piles, shall conform to Section 223.
403.03 Pile Types
a.Timber Piles:
1.Storing and handling: The Contractor and\or supplier shall exercise diligent care to avoid breaking the surface of treated piles. Cant hooks, dogs, or pike poles shall not be used to handle piles. Cuts or breaks in the surface of treated piles shall be given three brush coats of the preservative used to treat the pile. Preservative shall be poured into bolt holes so as to coat all surfaces of the hole. 439403.03
2.Cutoffs: The tops of piles shall be cut off at the elevation shown on the plans or as directed by the Engineer. Piles that support timber caps or grillage shall be cut off to conform to the plane of the bottom of the superimposed structure. In general, the length of pile above the elevation of the cutoff shall be sufficient to permit removing material damaged by driving. Piles driven to or near the cutoff elevation shall be trimmed or otherwise rendered free of splintered or damaged material.
b.Precast Concrete Piles: Precast concrete piles with conventional reinforcement shall be furnished in accordance with these specifications. Prestressed concrete piles shall be furnished in accordance with Section 405. Piles shall be manufactured to conform to Section 404. Class A3 concrete shall be used.
1.Casting: Forms shall conform to Section 404 and shall be accessible for vibrating, tamping, and consolidating concrete. Care shall be taken to place concrete to produce a satisfactory bond with the reinforcement and avoid segregation of components, honeycombs, or other defects. Concrete shall be continuously placed in each pile form and consolidated by vibrating. Forms shall be overfilled, the surplus concrete screeded off, and the top surface finished to a uniform, even texture similar to that produced by forms.
2.Curing: As soon as piles have set sufficiently, side forms shall be removed and the piles moist cured for at least 7 days. The Contractor shall not drive piles until the concrete has reached the minimum 28-day design compressive strength specified in Section 217. Concrete piles for use in brackish or tidal water or alkali soils shall be moist cured for at least 30 days before use.
3.Finishing: As soon as forms are removed, piles shall be pointed with mortar that conforms to Section 218. Trestle piles exposed to view shall be finished above the ground line with a Class I finish in accordance with Section 404.07(a). Foundation piles, that portion of trestle piles that will be below the ground surface, and piles for use in tidal water or alkali soils shall not be finished except by pointing as specified herein. Piles to be used in tidal water shall be protected in accordance with Section 404.03(i).
4.Storing and handling: The Contractor and/or supplier shall store, transport, and handle piles in a manner to prevent bending stresses, cracking, spalling, or other damage. The method of handling shall not induce stresses in the reinforcement of more than 12,000 pounds per square inch or a concrete stress of more than 0.4 f’c, where f ’c is equal to the compressive strength of a control test cylinder at the time of handling. Concrete stress shall be not more than 1,200 pounds per square inch. Piles shall be supported or picked up only at pickup points shown on the plans or at a greater number of properly spaced pickup points as may be necessary to comply with stress requirements.
5.Splicing: The Engineer will not permit splicing unless he deems it necessary. When splicing is permitted, the Contractor shall perform splicing only as specified herein. Splicing shall be performed only with the piles in their normal driving position. The final locations of splices shall be below the ground line. Splices shall be made by providing dowels cast into the upper section of the pile. Dowels shall have a total area of at least 1 1/2 percent of the gross cross-sectional area of the pile and shall extend at least 30 bar diameters on each side of the splice. The Contractor shall use at least four 440403.03 dowels. Dowels shall be bonded into holes drilled or formed into the lower section of the pile. Holes shall be serrated to provide a mechanical bond. At least one dowel hole shall be provided with a bleeder vent near the bottom. Ends of both sections shall be prepared to ensure that the concrete adjacent to the splice is sound material free from material that would interfere with the action of the bonding agent. The bonding agent shall be a plasticized cement or other Department approved compound that can be placed or otherwise forced into the spaces around dowels and between ends of pile sections. The bonding agent shall have a design compressive strength at least equal to that of the concrete and an adhesive strength equal to the shear and tensile strength of the concrete. The agent shall be able to withstand impact and driving stresses and shall have the same resistance as concrete to damaging water and soil conditions. These properties shall be obtained within a time limit consistent with the driving requirements. If compounds require heating, the manufacturer’ s instructions shall be closely followed. The temperature of the concrete and the ambient temperature shall be not less than 50 degrees F at the time the splice is made. The Contractor shall hold pile sections in such a manner that there will be a space of approxi - mately 1/2 inch between the pile ends to permit free flow of the bonding agent. The Contractor shall place a splice form extending approximately 18 inches on each side of the splice around the ends of the pile sections. The form shall have at least four ports for pouring the bonding agent and to allow the escape of air. The bonding agent shall be poured simultaneously through two opposing ports. The Contractor may resume driving operations after sufficient time has elapsed to permit the bonding agent to develop its required properties.
6.Build-ups: When necessary, the Contractor shall make build-ups as follows: The Contractor shall cut away concrete at the end of the pile leaving the reinforcing steel or strand exposed for a length of 40 diameters after driving is completed. The final cut of the concrete shall be perpendicular to the axis of the pile. Reinforcement similar to that used in the pile shall be securely fastened to the projecting steel, and the Contractor shall then place the concrete taking care to prevent leakage along the pile. The concrete shall be of the same quality as that used in the pile. Just prior to concrete placement, the top of the pile shall be thoroughly wetted and covered with a thin coating of neat cement or other suitable bonding material. Forms shall re - main in place at least 7 days and then carefully removed. The exposed surface of the pile shall be finished as specified for precast concrete piles.
c.Cast-in-Place Concrete Piles:
1.Construction: The Contractor shall cast piles in previously driven metal shells that shall remain permanently in place. The diameter shown on the plans shall be the nominal diameter of the uppermost section of the shell. Shells shall be classified into the following types:
a.For driving without mandrels: Type A, fluted, uniform taper; Type B, straight pipe.
b.For driving with mandrels: Type C, corrugated, step taper: when conditions require its use, the lower section may consist of pipe conforming to the requirements for Type B, Type D, corrugated, straight, or uniform taper. The shell, including the tip, shall be of a design and thickness that are adequate to hold the orig - inal shape and prevent distortion of the shell resulting from driving it and any adjacent shell. 441403.03 The Contractor shall determine whether self-supporting or mandrel-driven shells shall be used and the necessary shell thickness. The Contractor shall increase the shell thickness or furnish prestressed concrete piles as shown on the plans at his own expense if the steel shells collapse. Concrete for casting piles shall be Class A3.
2.Reinforcement: Reinforcement shall consist of a cage of No. 6 longitudinal bars tied with a 0.24-inch or greater spiral bar having a 6-inch pitch. If the thickness of the shell wall is less than 0.12 inch, the Contractor shall use six longitudinal bars. If the thickness of the shell wall is 0.12 inch or greater, the Contractor shall use four longitudinal bars. The depth to which the reinforcement is extended below the top of the shell at the cutoff elevation shall be at least 1/3 the length of the shell, 10 feet below the elevation of material providing firm lateral support, or in any case, 10 feet, except for shells less than 15 feet in length. The reinforcement shall not extend closer than 5 feet to the tip. If the thickness of the shell is 0.188 inch or more, the length of longitudinal reinforcement required herein may be reduced to 5 feet below the top of the shell provided any splices occurring within the length are made sufficient to develop the full strength of the pile shell. In all cases, the longitudinal reinforcement shall extend 15 inches above the top of the shell and shall be provided with standard hooks.
3.Inspection of metal shells: The Contractor shall have a light suitable for the inspection of each shell throughout its entire length available. The Contractor shall remove improperly driven, broken, or otherwise defective shells and replace these with suitable sound shells at the Contractor’ s expense. The Engineer will not accept any shell whose diameter at any section is altered by more than 25 percent.
4.Placing concrete: The Contractor shall not place concrete until all driving within a radius of 15 feet is completed unless this is not practicable, in which case the Contractor shall discontinue driving until the concrete in the last cast pile has been in place at least 7 days. Concrete shall be placed continuously and consolidated by vibrating. Accumulations of water in shells shall be removed before concrete is placed.
d.Steel Piles or Steel Pile Shells:
1.Cutoffs: The Engineer will allow the use of cutoffs as extensions to driven or undriven piles, or as complete piles in themselves, provided the length of each cutoff is equal to or greater than the length of the extension or full-length pile required.
2.Welding: Splices, points, or point reinforcement shall be welded in accordance with Section 407.04(a) except that welder certification will be required only for the particular welds performed as required for H-pile splices, built-up point reinforcement, and shell splices that require the full strength of the shell to be developed.
3.Splicing: The Engineer will permit one splice per pile at locations requiring pile lengths of 40 feet or less. For lengths over 40 feet up to and including 80 feet, two splices will be permitted. For lengths exceeding 80 feet, one splice per 40 feet will be permitted. The Engineer will not allow splices in sections less than 10 feet in length except as a final (top) section of the pile. Splices on steel H-piles shall be made by means of butt joints with full penetration welds. Piles spliced in a vertical position shall receive a single-bevel groove weld. Piles spliced in 442403.03 a horizontal position shall receive a single vee or V -groove weld. Abutting ends of piles to be spliced shall be properly prepared for welding, including removing damaged material and squaring the two ends. The Contractor shall securely clamp the two sections of pile in proper position and alignment prior to welding. The Engineer must approve the welded or mechanical connection splice. Each splice between abutting pile shell sections shall be welded or adequately connected by mechanical means approved by the Engineer to give a complete seal and the resulting welded splice shall be of adequate strength to withstand handling, driving, and design stresses. If the diameters of abutting shell sections to be spliced are not the same, the shells shall be telescoped at least 6 inches at splices. When splices are required to develop the full strength of the shell, the top of the outside shell at the splice shall be scalloped to provide sufficient fillet welds. Sections of shell less than 5 feet in length shall not be spliced to another shell except as a build-up after driving is completed. The Contractor shall not perform more than one splice within any 15-foot length of completed pile.
4.Protection by painting: When steel piles or steel pile shells extend above the ground or water surface, they shall be protected by one coat of No. 14 primer and one coat of epoxy mastic as specified in Sections 231.03(b) and 231.03(c). The coating thickness shall be as specified in Section 411, Table IV -6. Protection shall extend from an elevation 2 feet below the lowest ground or water surface up to a level 2 inches into the concrete in which their tops are to be embedded.
5.Variations in length: Where steel H-piles are driven in limestone areas or where extreme variations in length are likely to be encountered, the Contractor shall use the following procedure: Wherever a pile has been driven to a depth requiring a length exceeding that originally anticipated by 30 percent or 15 feet (whichever is greater), a length determined in accordance with Section 403.04 or a length as indicated by the borings or piles already driven, the Contractor shall not drive the pile any further until all other piles in the pier, abutment, or retaining wall have been driven or until a sufficient number of piles has been driven to indicate clearly the trend of lengths. The Engineer will then determine the method to be used to drive the remaining pile.
403.04 Determination of Pile Lengths
For cast-in-place piles, the Contractor shall determine the type, thickness, and driving criteria of the steel pile shell. Lengths shall be determined by performing driving tests. A driving test shall be performed by driving a pile of the same type and size as that required or proposed for the specific structure at each location shown on the plans or that the Engineer approves. Driving test piles that are not to be load tested or dynamically analyzed shall be driven their full length or until practical or absolute refusal is reached.
403.05 Initial Preparation
a.Suitability of Foundation: If there is any indication that piles cannot be driven in accordance with these specifications or if the foundation material appears to be capable of supporting footings 443403.06 without piles, the Contractor shall explore foundation in accordance with Section 401.03(b) and submit the results of the exploration to the Engineer for review to determine whether piles will be omitted and the substructure adjusted to give adequate bearing on a firm foundation.
b.Preparation for Driving: The Contractor shall not drive piles for supporting abutments on very soft or swampy original ground or on newly placed fill until the approach embankment, including any fill in front of the abutment, has been completed to the elevation of the top of the earthwork and compacted as specified in Section 303. The Contractor shall not drive piles in proximity to uncured concrete. For steel and timber piling, the pile heads shall be cut and maintained square with the longitudinal axis of the pile. Precast concrete pile heads shall be flat, smooth, and perpendicular to the longi - tudinal axis of the pile to prevent eccentric impacts from the helmet. Prestressing strands shall be cut off below the surface of the end of the pile. For concrete or timber piles, the pile head shall be chamfered on all sides. The Contractor shall protect timber piles that are not enclosed in concrete as specified in Section 418.03(d). Collars, bands, or other devices to protect timber piles against splitting and brooming shall be provided when specified by the Engineer. Tips for timber piles shall be sharpened. When specified, timber piles shall be provided with steel or cast iron points conforming to Section 236.02(b). When points are used, the tips of the piles shall be carefully shaped to secure an even and uniform bearing on the points. Pile shoes and points shall be used when specified by the Engineer or in the Contract to protect all types of piles when hard driving or obstructions are expected. Steel pile shoes and points shall be fabricated from cast steel conforming to ASTM A148/A148M (Grade 90-60). End plates used on closed-end pipe piles shall be made of ASTM A36/A36M steel or better. Points shall be welded as recommended by the manufacturer, but the length of the weld shall be not less than twice the width of the flange. Steel piles and steel pile shells shall be painted as specified in Section 403.03(d) 4.
403.06 Driving Piles
The Engineer will verify the capability of the hammer to drive piles properly from records of the test piles. If the required penetration is not obtained in the driving test by the use of a hammer complying with the requirements, the Contractor shall provide a heavier hammer or use other approved means at his own expense. The method of driving shall not produce deformed piles. Where determined necessary by the Engineer in order to obtain the required tip elevation, nominal pile resistance or minimum penetration, driving shall be supplemented by jetting or preboring. After driving is completed, voids existing as a result of preboring, soil consolidation, or movement shall be filled with dry sand and consolidated to provide adequate lateral pile support. The Contractor shall remove and replace any damaged piles at the Contractor’ s expense.
a.Pile Driving Equipment: All pile driving equipment, including the pile driving hammer, hammer cushion, helmet, pile cushion, and other appurtenances to be furnished by the Contractor 444403.06 shall be approved in advance by the Engineer before any driving can take place. Pursuant to obtain - ing this approval, the Contractor shall submit a PILE AND DRIVING EQUIPMENT DATA form to the Engineer at least three weeks before pile driving is to begin. The description shall contain sufficient detail so that the proposed driving system can be evaluated by wave equation analysis. If the nominal resistance is to be determined by static load test, dynamic test, quick static load test, or wave equation analysis, the Contractor shall submit to the Engineer results of a wave equation analysis to show that the piles are drivable. If the nominal resistance is to be determined by dynamic formula, a wave equation analysis is not required. The blow count required by the dynamic formula shall not exceed 10 blows per inch. The following hammer efficiencies shall be used in a wave equation analysis of vertical piles unless better information is available. ——————————————————————————Hammer Type Efficiency (in Percent)—————————————————————————— Drop 25 to 40 Single-acting air/steam 67 Double-acting air/steam 50 Diesel 80 Hydraulic or diesel with built-in energy measurement 95—————————————————————————— Hammer efficiencies shall be adjusted for battered driving. In addition to the other requirements of these specifications, the criterion that the Contractor and the Engineer will use to evaluate the driving equipment shall consist of both the required number of hammer blows per inch at the required nominal resistance, and the pile driving stresses over the entire driving process. The required number of hammer blows indicated by the wave equation analysis at the required nominal resistance shall be between 2 and 10 blows per inch for the driving equipment to be deemed acceptable. In addition, for the driving equipment to be deemed acceptable, the pile stresses, which are determined by the wave equation analysis for the entire driving operation, shall not exceed the values below:
1.Prestressed concrete piles:
a.Compression: 0.85 f' c – f pe
b.Tension: Normal Environments: 3 ¥f'c + f pe Severe Corrosive Environments: f pe Where: f'c = the 28- day compressive of concrete given in terms of pounds per square inch (psi) fpe = unit prestress (after losses) 445403.06 If during the driving of a precast concrete pile a reduction in blow count indicates that the point of the pile has passed from a harder material into a softer material that offers little or no resis - tance to penetration, the energy per blow shall be reduced to an amount specified by the Engi - neer. When firm-bearing material is reached, the energy per blow shall be returned to normal.
2.Steel piles:
a.Compression: 0.9 F y
b.Tension: 0.9 F y Where: Fy = Yield Stress of steel given in terms of pounds per square inch (psi)
3.Timber piles: For timber piles the compressive driving stress shall not exceed ΦdaFco, where F co is the base resistance of wood in compression parallel to the grain as specified in Article 8.4.1.3, and Φda is the resistance factor for stresses incurred during pile driving specified in Article 8.5.2.2 of the current AASHTO LRFD Bridge Design Specifications, and Φda is equal to 1.15. The Contractor shall use the approved system during pile driving operations. Any change in the driving system shall be considered only after the Contractor has submitted revised pile driving equipment data and wave equation analysis. The Contractor shall be notified of the acceptance or rejection of the driving system changes within five working days of the Engineer’ s receipt of the requested change. The time required for submission, review, and approval of a revised driving system will not constitute the basis of a contract time extension for the Contractor. Approval of pile driving equipment shall not relieve the Contractor of the responsibility to drive piles, free of damage, to the bearing and tip elevation shown on the plans, specified in the Contract, or mandated by the Engineer. In addition, approval of pile driving equipment relative to driving stress damage shall not relieve the Contractor of responsibility for piles damaged because of misalignment of the leads, failure of capblock or cushion material, failure of splices, malfunctioning of the pile hammer, other equipment, or other improper construction methods.
b.Hammers
1.General: Piles shall be driven with an impact or vibratory hammer conforming to these Specifications. Pile driving hammers shall be of the size needed to develop the energy required to drive the piles at a blow count that does not exceed 10 blows per inch at the required nominal resistance.
2.Drop Hammers: Drop hammers shall not be used for concrete piles or for piles whose required nominal resistance exceeds 60 tons. Where drop hammers are permitted, the ram shall have a weight not less than 1.0 ton and the height of drop shall not exceed 12 feet. In no case shall the ram weight of drop hammers be less than the combined weight of helmet and pile. All drop hammers shall be equipped with hammer guides and a helmet to ensure concentric impact. 446403.06
3.Air Hammers: If a dynamic formula is used to establish the required blow count, the weight of the striking parts of air hammers used shall not be less than one-third the weight of pile and drive cap. In no case shall the striking part have a weight less than 1.4 tons. If a wave equation analysis is used to establish the required blow count and driving stresses, this limitation on ram weight will not apply. The plant and equipment furnished for air-hammers shall have sufficient capacity to maintain, under working conditions, the pressure at the hammer specified by the manufacturer. The hose connecting the compressor with the hammer shall be at least the minimum size recommended by the manufacturer. Hammer performance shall be evaluated at the end of driving by measuring blows per minute and comparing these blows with the manufacturer’ s recommendations.
4.Diesel Hammers: If open-end (single-acting) diesel hammers are not equipped with a device to measure impact velocity at all times during pile driving operations, the stroke shall be obtained by measuring the speed of operation either manually or with a device that makes the measurement automatically. Closed-end (double-acting) diesel hammers shall be equipped with a bounce chamber pressure gauge in good working order, mounted near ground level so as to be easily read by the Engineer. The Contractor shall provide a correlation chart of bounce chamber pressure and potential energy.
5.Hydraulic Hammers: Hydraulic hammers shall allow the ram stroke to be continuously variable and controlled to adapt to the driving conditions. The stroke may be visually estimated; however hammers with a built-in monitoring system which determines the ram velocity just before impact are preferred. The monitoring system shall be in good working order and the results shall be easily and immediately available to the Engineer. When pressure measuring equipment is required to determine hammer energy, the pressure gage shall be calibrated at the beginning of the project.
6.Vibratory Hammers: Vibratory or other pile driving methods may be used only when specified in the Contract or in writing by the Engineer. Except when pile lengths have been evaluated from static load test piles, the nominal resistance of piles driven with vibratory hammers shall be verified by additional driving of the first pile driven in each group of 10 piles with an impact hammer of suitable energy to measure the nominal resistance before driving the remaining piles in the group. In case of variable soils, additional piles shall be verified by an impact hammer as directed by the Engineer. All piles that rely primarily on point bearing capacity shall be redriven with an impact hammer. The Contractor shall not use vibratory hammers to drive concrete piles.
7.Additional Equipment or Methods: If the required penetration is not obtained by the use of a hammer complying with the minimum requirements above, the Contractor may be required to provide a hammer of greater energy or, when permitted by the Engineer, resort to supplemental methods such as jetting or preboring.
c.Driving Appurtenances
1.Hammer Cushion: All impact pile driving equipment except drop hammers shall be equipped with a suitable thickness of hammer cushion material to prevent damage to the hammer or pile. Hammers designed such that a hammer cushion is not required to prevent damage to the hammer or pile shall be excluded from this requirement. 447403.06 Where applicable, hammer cushions shall be made of durable, manufactured materials that will retain uniform properties during driving. Wood, wire rope, or asbestos hammer cushions shall not be used. A striker plate shall be placed on the hammer cushion to ensure uniform compression of the cushion material. The hammer cushion shall be replaced by the Contractor before driving is permitted to continue whenever there is a reduction of hammer cushion thickness exceeding 25 percent of the original thickness or, for air hammers, when the reduction in thickness exceeds the manufacturer’ s recommendations.
2.Helmet: Piles driven with impact hammers shall be fitted with a helmet to distribute the hammer blow uniformly and concentrically to the pile head. The surface of the helmet in contact with the pile shall be plane and smooth and shall be aligned parallel with the hammer base and the pile top. It shall be guided by the leads and not be free-swinging. The helmet shall fit the pile head in such a manner as to maintain concentric alignment of hammer and pile. For special types of piles, appropriate driving heads, mandrels, or other devices shall be provided so that the piles may be driven concentrically without damage. For timber piles, the least inside helmet or hammer base horizontal dimension shall not exceed the pile head diameter by more than 2.0 inches. If the timber pile diameter slightly exceeds the least helmet or hammer base dimension, the pile head shall be trimmed to fit the helmet.
3.Pile Cushion: A pile cushion shall protect the heads of concrete piles. The cushion thickness placed on the pile head before driving shall be selected by wave equation analysis so that the limiting driving stresses are not exceeded. If the required driving blow count is determined by a dynamic formula, the cushion shall have a thickness of at least 4.0 inches. The Contractor shall provide a new pile cushion if, during driving, the cushion is compressed more than 50 percent of its original thickness or begins to smoke. The pile cushion dimensions shall be such as to distribute the blow of the hammer uniformly over the entire cross-section of the pile. Pile cushions shall be protected from the weather and kept dry before use. Pile cushion shall not be soaked in any liquid unless approved by the Engineer. The use of manufactured pile cushion materials in lieu of a wood pile cushion shall be evaluated on a case-by-case basis. A used pile cushion in good condition shall be used for restrike tests.
4.Leads: Pile driving leads that align the pile and the hammer in proper positions throughout the driving operation shall be used. Leads shall be constructed in a manner that affords freedom of movement of the hammer while maintaining alignment of the hammer and the pile to ensure concentric impact for each blow. The leads shall be designed to permit proper alignment of battered piles when applicable. Leads may be either fixed or swinging type. Swinging leads, when used, shall be fitted with a pile gate or other restraint at the bottom of the leads to insure bottom alignment will be maintained. The leads shall be adequately embedded in the ground or the pile constrained in a structural frame such as a template to maintain proper alignment.
5.Followers: Followers shall be used only when approved in writing by the Engineer or when specified in the Contract. 448When followers are used, one (1) pile from every group of 10 shall be a long pile driven without a follower and shall be used as a test pile to determine the average nominal resistance of the group. For concrete piles, a pile cushion shall be used at the pile top, and the suitability of the follower shall be checked by wave equation analysis to verify the blow count, driving stresses, and nominal resistance. For steel or timber piles, if a wave equation analysis is not performed, the follower shall have an impedance between 50 percent and 200 percent of the pile impedance. The follower and pile shall be maintained in proper alignment during driving. The follower shall be of such material and dimensions to permit the piles to be driven to the blow count determined to be necessary.
6.Jetting: Jetting will be permitted only if specified in the Contract or approved in writing by the Engineer. The Contractor shall determine the number of jets and the volume and pressure of water at the jet nozzles necessary to freely erode the material adjacent to the pile. The Contractor shall control and dispose of all jet water in a manner satisfactory to the Engi - neer, or as specified in the Contract. If jetting is specified or approved by the Engineer and is performed according to the project specifications or as directed or approved by the Engineer, the Contractor will not be held responsible for any damage to the site caused by jetting opera - tions. If jetting is used for the Contractor’ s convenience, the Contractor shall be responsible for all damages to the site caused by jetting operations. Unless otherwise indicated by the Engineer or the Contract, jet pipes shall be removed before or when the pile tip is 5 feet above the minimum or final tip elevation, and the pile shall then be driven without jetting to the final tip elevation or to the required nominal resistance with an impact hammer. If the required nominal resistance is not reached at the final tip elevation, the pile may be allowed to set up and then the required nominal resistance will be determined by restriking the pile.
7.Preboring: shall be performed when indicated on the plans and performed in accordance with plan requirements. In soil, the diameter of each prebored hole shall be approximately 75 percent of the pile diagonal but not more than 100 percent of the pile diagonal, unless other - wise approved by the Engineer. When boring through rock, the diameter of each prebored hole shall be not less than 6” greater than the pile diagonal. If there are both rock and soil strata at the boring location, then the limits on the diameter of the prebore shall be the same as for preboring in rock.
d.Additional Requirements
1.Installation Sequence: Unless approved otherwise by the Engineer, the order of installing piles in pile groups shall be either starting from the center of the group and proceeding outward in both directions or starting at the outside row and proceeding progressively across the group.
2.Penetration: In general, the penetration for any pile shall be at least 10 feet. In soft material, the penetration shall be at least 20 feet. Where piles are driven through fills, they shall penetrate 403.06 449403.06 at least 5 feet into undisturbed original ground under the fill. Friction piles, other than steel H-piles, in fills shall be driven through prebored holes extending to the elevation of the original ground.
3.Heaved Piles: If pile heave is observed, level readings referenced to a fixed datum shall be taken by the Engineer on all piles immediately after installation and periodically thereafter as adjacent piles are driven to determine the pile heave range. During the driving process for adjacent piles, piles shall be redriven if they heaved more than 0.5 inch. The Contractor shall be paid for all work performed in conjunction with redriving piles because of pile heave provided the initial driving was done in accordance with the specified installation sequence.
4.Repair of Subgrade: Material forced up between piles shall be removed to correct the foundation elevation before concrete for the foundation is placed.
e.Accuracy of Driving: Piles shall be driven to within the tolerances specified in Table IV -1 for positions at cutoff elevations. Piles shall not be driven with a variation of more than 1/4 inch per foot from the vertical or batter specified. Steel and concrete piles shall not be subjected to force in order to place them in correct alignment or a horizontal position. The position of a timber pile that lies within the tolerance allowed for the driven position as specified in Table IV-1 under pile type No. 4, Condition(a) or (b), shall be corrected to the tolerance given for pile type No. 5, Condition (a) or (b), respectively, by the application of horizontal force wherever conditions will permit such corrective work without damage to the pile. If the distances between the actual and theoretical pile centers or centers of gravity are more than the specified tolerances, the piles will be considered unacceptable unless the Contractor submits a satisfactory working plan showing the corrective work proposed. Such work shall not proceed until the plan has been approved by the Engineer. The piles in question will be considered as acceptable if corrective actions result in piles within the specified tolerances. The clear distance between the heads of piles and edge of footings shall be at least 6 inches. Additional concrete and reinforcement required to maintain the required minimum clear distance shall be placed only with the prior approval of the Engineer and shall be furnished at the Contractor’ s expense. Timber piles driven below the cutoff elevation specified on the plans or by the Engineer, or otherwise driven outside the limits for the driven position specified herein shall be withdrawn, and a replacement pile driven in the correct position at the Contractor’ s expense. Other types of piles driven to below the required elevation may be spliced or built up as otherwise provided for in these specifications. 450403.06TABLE IV-1 Pile Tolerance Criteria 1Piles under a separate footing of individually constructed units shall be considered a separate group. The tolerances expressed as a percentage of “distance between extremes” will be allowed only about the axis for which it is computed. 2If the group consists of a single row of piles, the distance shall be measured from the centerline of the row to the centerline of the footing.Pile Type Condition Tolerance for Position Center of Gravity for Pile Group1 of Single Pile (in) Direction Tolerance
1.Steel and Column supports for bent caps ±3 About long axis 3% of distance between extremes2 Concrete and integral abutments of footing or 1 1/2 in, whichever is greater
2.Steel and (a) Footing supports for box culverts ±6 Concrete (b) Footing supports for column piers ±6 About both major axes 3% of distance between extremes2 or 1 1/2 in, whichever is greater
c.Footing supports for abutments, retaining ±6 About long axis 3% of distance between extremes2 walls, and piers other than column piers of footing or 1 1/2 in, whichever is greater
3.Timber Footing supports for box culverts ±9
4.Timber (a) Footing supports for column driven through ±9 About both major axes 4 1/2% of distance between extremes2 material that will permit correction of position without damage to pile or 2 1/4 in, whichever is greater
b.Footing supports for abutments, retaining walls, ±9 About long axis 4 1/2% of distance between extremes2 and piers other than column piers driven through of footing or 2 1/4 in, whichever is greater material that will permit correction of position without damage to pile
5.Timber (a) Footing supports for column piers driven through ±6 About both major axes 4 1/2% of distance between extremes2 material that will not permit correction of position or 2 1/4 in, whichever is greater
b.Footing supports for abutments, retaining walls, ±6 About long axis 4 1/2% of distance between extremes2 and piers other than column piers driven through of footing or 2 1/4 in, whichever is greater material that will not permit correction of position
6.Timber Fender systems and other uses requiring As required for proper attachment of wales, bracing, etc., non-load bearing piles or tying of groups for dolphins 451403.07
403.07 Determination of Nominal Pile Resistance
Required nominal resistance of piles and method of field validation (loading test, dynamic pile testing, refined wave equation analysis or dynamic formula) will be as shown on the plans or as designated by the Engineer.
a.Loading Tests: When required, nominal pile resistance of piles shall be determined in accordance with 72-hour or quick load tests as specified herein. When required in the Contract, the loading test shall commence no sooner than 5 days after the pile to be tested has been driven. Telltales consisting of steel rods 1/2 inch in diameter shall be lubricated and inserted in plastic pipe 3/4 inch in inside diameter. Individual sections of telltales shall be joint coupled flush so that each rod is of uniform diameter throughout its length. Where necessary, the unsupported length of the test pile shall be braced to prevent buckling without influencing the test results. The clear distance from the reaction frame to the test pile shall be at least 5 times the maximum diameter of the test pile or as approved by the Engineer. Loading shall be applied through a hydraulic jack with spherical bearings jacked against a platform load. The loading apparatus shall have a capacity of at least that required for the test. If more than one jack is used, the jacks shall have the same piston diameter, be connected to a common manifold and pressure gage, and be operated by a single hydraulic pump. The method of determining test loads shall be by using a pressure gage or load cell. The pressure gage, hydraulic ram, and hydraulic pump shall be calibrated as a unit to an accuracy of at least 5 percent of the applied load. If a multiple jacking system is used, each jack shall be fitted with a pressure gage in addition to the master gage. Load-measuring devices shall have been calibrated not more than 3 months prior to the loading test and shall be recalibrated when directed by the Engineer. Loads shall be applied uniformly with no impact. The load cell or pressure gage shall be continuously monitored, and the jacking pressure adjusted to maintain a constant load. The load shall be applied to a steel test plate of appropriate thickness for the loads involved and of a size not less than the size of the pile butt and not less than the area covered by the base(s) of the hydraulic jack rams. The plate shall be set in high-strength, quick-setting grout to ensure a uniform bearing. Provision shall be made for the telltale rod to extend through the test plate. Movement of the pile butt and telltale relative to the pile butt shall be measured with dial gages to an accuracy of 0.001 inch. Dial gages shall have a travel of at least 2 inches, and gage blocks shall be provided to record measurements as required. The pile butt shall be measured by dial gages at - tached to an independently supported frame. Movement shall be measured by a secondary system consisting of a scale, mirror, and piano wire. The scale and mirror shall be attached parallel with the longitudinal axis of the pile. The wire shall be properly tensioned and supported so that it passes within 1 inch of the face of the scale. The scale shall have gradations of 1/100 of an inch. Supports for dial gage frames and wires shall be more than 7 feet clear of the pile and as far from anchor piles or reaction supports as is practicable. Supports and frames shall be checked by a surveyor’ s level. 452403.07 Gages and measuring devices shall be protected from the weather, including direct sunlight. Adequate ventilation shall be provided to prevent fogging or frosting of the gages. The Contractor shall provide the Engineer reasonable access to and from the site of the test pile. The Contractor shall assist the Engineer in recording load, settlement, and rebound measurements throughout the test and shall furnish complete information on the driving equipment used and the pile driving record. Other piles of the same type and size that are not load tested shall be driven to the nominal pile resistance of at least that required for the satisfactory load-tested pile(s).
1.The 72-hour loading test shall be taken to the nominal pile resistance applied in increments of 12.5 percent of the nominal pile resistance. Each load increment shall be maintained until the rate of settlement is not greater than 0.01 inch per hour or until 2 hours have elapsed, whichever occurs first. The test load shall be applied fully and continuously for at least 72 hours and shall produce no measurable settlement during the last 24 hours. After the required holding time, the test load shall be removed in decrements of 25 percent of the nominal pile resistance with at least 1 hour between decrements. Permanent settlement of the pile after completion of the specified loading test shall be not more than 1/4 inch. If the permanent settlement is more than 1/4 inch, the Contractor shall redrive and test load the same pile or drive and test load additional piles until the loading test is satisfactory.
2.The quick load test shall be taken to 150 percent of the nominal pile resistance applied in increments of 5 percent of the nominal pile resistance with a constant time interval between increments of 5 minutes. Load increments shall be added until continuous jacking is required to maintain the test load or until the specified capacity of the loading apparatus is reached, whichever occurs first. After a 10-minute interval, the full test load shall be removed in four approximately equal decrements with 5 minutes between decrements. The Contractor shall record readings of time, load, and settlement for the pile and telltale immediately before and after applying each load increment. When the maximum load has been applied, the Contractor shall record when jacking is stopped. Readings shall be repeated after 5 minutes and again at 10 minutes after jacking has stopped. Readings of time, load, and rebound shall also be recorded after each decrement during load removal and repeated 5 minutes and 10 minutes after the load has been removed. The nominal pile resistance of a pile tested under an axial compressive load is that load which produces a settlement of the pile head equal to the following: Sf = S + (0.15 + 0.008 D) Where: Sf = settlement at failure in inches; D = pile diameter or width in inches; S = elastic deformation of pile length in inches = PtL/AE ; Pt = load on pile in pounds; L = length of pile in inches; A = area of pile in square inches; and 453403.07 E = the modulus of elasticity of the pile in psi [57,000 (f' c )0.5 for concrete; 29X106 for steel]. If the nominal pile resistance determined by the quick load test is less than that required for design, the Contractor shall redrive and test load the same pile or drive and test load additional piles until the loading test is satisfactory.
b.Dynamic Pile Testing
1.Description: This work shall consist of dynamic testing of piles by the use of electronic monitoring equipment, reprocessing the data and furnishing the Engineer a written report of the results.
2.Equipment: Unless specified in the plans, testing may be done with either attached or embedded gages. All equipment necessary for the dynamic monitoring, including but not limited to the gages and cables, shall be furnished by the Dynamic Testing Consultant. Embedded Data Collector (EDC) gauges shall be embedded in the concrete piles during casting at the casting yards and supplied to Contractor at the project site. A detailed drawing that clearly illustrates the manner in which the EDC equipment will be incorporated into the piles shall be provided to the Engineer for approval. All the equipment shall conform to ASTM-4945-08, Standard Test Method for High Strain Dynamic Testing of Piles.
3.Personnel: The Contractor shall employ a Dynamic Testing Consultant to install or supervise the installation of the necessary equipment, to perform the dynamic monitoring and to prepare the Dynamic Testing Report. The dynamic monitoring operator shall have a minimum of two years experience, at least one of which shall have been in data acquisition from high strain dynamic pile testing and successful performance on at least two projects in similar geotechnical conditions as those covered by the contract, or who has a Certificate of Testing: Basic Level or better on the Foundation QA Examination for Providers of Pile Dynamic Analyzer (PDA) Testing Services. When the EDC will be used to monitor piles and/or test piles, EDC monitoring shall be performed by an Operator who has successfully completed the SmartPile EDC training course and has been certified. The Dynamic Pile Testing Report shall be prepared by a Registered Professional Engineer with a minimum of five years experience, at least two of which shall have been in data interpretation from high strain dynamic pile testing and successful completion of at least five projects in similar geotechnical conditions as those covered by the contract, or who has a Certificate of Interpretation: Advanced Level or better on the Foundation QA Examination for Providers of PDA Testing Services. When EDC is utilized, the Registered Professional Engineer who prepares the test report shall have successful completed the SmartPile EDC training course level 1 or higher, including signal matching if applicable.
4.Testing: Dynamic testing shall be conducted in the presence of the Engineer and during the entire time piles are initially driven or redriven and during pile restrike testing. The Contractor shall notify the Engineer of the date and time for dynamic testing at least 48 hours prior to testing. Such notice shall be given during the normal work hours of the Department. If additional dynamic testing is ordered by the Engineer, the Contractor shall schedule the tests in cooperation with the availability of the Engineer. 454403.07 Where possible, splices to the pile(s) shall be made prior to the start of driving so that dynamic testing can be performed without interruption. The Contractor shall fasten a pair of transducers and a pair of accelerometers in place prior to testing or the Contractor shall have the gauges internally mounted during the casting of the pile, at the top and tip, or at the top only, by properly trained and certified installers at the discretion of the Engineer. Piles shall be driven until the soil resistance measured is 80 percent of the Nominal Pile Resistance shown on the plans and the required minimum tip elevation and penetration have been obtained or as directed by the plans, approved wave equation anal - ysis or as approved by the Engineer. Any pile not developing the specified end of initial drive Mobilized Pile Resistance shall be left at least one foot above cutoff grade to allow for restrike testing. Unless EDC is used, the Contractor shall remove the transducers and accelerometers after the dynamic testing is completed. Pile restrike testing shall be conducted no sooner than 120 hours after the pile, or any pile within a 25 foot radius, has been driven. Restrike testing shall include dynamic testing of the pile when it is redriven. The pile shall be redriven with the same pile hammer used for initial driving. The restrike driving sequence shall be performed with a warmed up hammer and shall consist of striking the pile for 20 blows or until the pile penetrates an additional 3 inches, whichever occurs first. If the soil resistance measured on restrike is less than the Nominal Pile Resistance shown on the plans, the Engineer may direct the Contractor to drive all or a portion of the remaining test pile length and repeat the restrike testing. The Engineer will notify the Contractor if there is the necessity to perform a second restrike test within 3 days of the receipt of the results from a signal-matching analysis that estimates static soil resistance and simulates static load test results from the initial restrike. All signals resulting from initial testing and any restrike testing shall be recorded and made available upon the request of the Engineer.
5.Reports: If requested by the Engineer, the following information shall be provided within 24 hours after completion of the testing: for each blow from the Dynamic Driving Records provide the Depth, Maximum Transferred Energy, Blows per Minute (including strokes, fuel settings, bounce chamber pressures, etc. as applicable), Maximum Tensile Stress, Maximum Compres - sive Stress and Pile Resistance. The Contractor shall furnish the Engineer a Dynamic Pile Testing Report with the production pile order list. The Dynamic Pile Testing Report shall include the following information for each pile tested: Project identification and location, Location of test, Date of test, Description of the subsurface soil condition including log of nearest boring, Description of the test pile, Description of pile installation equipment, the lead type and any special installation equipment, description of dynamic testing equipment, including model and software version(s) utilized in obtaining, evaluating and reporting dynamic data, a copy of the Pile Driving Record, pile installation details and comments, discussion of the hammer performance, discussion of pile integrity. For at least every fifth blow from the Dynamic Driving Records: the depth, maximum transferred energy, blows per minute (including strokes, fuel settings, bounce chamber pressures, etc. as applicable), maximum tensile and compressive stress and pile resistance, a graphical presentation of the following: pile penetration versus maximum transferred energy, maximum compressive stress, maximum tension stress and mobilized pile resistance, the results from 455403.07 a signal-matching program that estimates static soil resistance and simulates static load test results for both the end of initial drive conditions and the beginning of restrike conditions including Mobilized Pile Resistance for the shaft and toe with the associated parameters used in the estimation. The skin friction distribution along the pile shall also be presented. EDC signal matching shall be validated using EDC tip gauges measured results. When Dynamic Pile Testing is followed by a pile load test include a summary of soil resistance from both Load and Dynamic Testing, including an evaluation of the correlation between the two approaches and discussion of any discrepancies, if applicable. Plot of applied load versus average butt settlement, with determination of the nominal resistance required by the specifi - cations, shall be provided. A summary tabulation shall be provided of the following information for both Initial Drive and Restrike: Pile Location and Designation, Date Driven, Pile Tip Elevation, Visual Blow Count Rate, Transferred Energy, Hammer Efficiency, Maximum Driving Stresses, Dynamic Testing Mobilized Pile Resistance, Signal-Matched Mobilized Pile Resistance for Shaft, Toe and Combined. Recommendations for production pile driving criteria shall be based on the results of the testing program. Driving criteria shall include: blow count to obtain the required Mobilized Pile Resistance for both initial drive and the restrike of a production pile that does not meet initial criteria (include: stroke(s), fuel setting(s), bounce chamber pressure(s), etc. as applica - ble), criteria for controlling driving stresses in the pile (including maximum allowable hammer strokes, recommendations for preboring or jetting that might be required, cushion material, thickness and replacement, etc. as applicable) and criteria for terminating driving in the event of high blow count before reaching the approved tip elevation. Pile driving criteria shall be approved by the Engineer
c.Wave Equation Analysis Prior to driving test piles, the Contractor shall furnish the Engineer the following information pertaining to the proposed pile driving equipment:
1.Completed Pile and Driving Equipment Data Form for each proposed pile hammer and pile type combination.
2.At each driving test location, where different subsurface conditions exist, the Contractor shall furnish a Wave Equation Analysis of pile driving performed by a Professional Engineer experienced in such work, demonstrating that the piles can be driven with reasonable effort to the required penetration, length and capacity without damage. This analysis shall include the following: Copies of computer input and output sheets and graphs showing soil resistance versus blow count as well as maximum tensile and compressive stresses versus blow count. Analyses shall be run at the estimated tip elevation as well as other higher elevations to define maxi - mum stress levels in the pile during driving or a drivability analysis can be performed. Soil setup (pile freeze effect) may be considered when establishing initial driving criteria. If soil setup is considered, two wave equation analyses, one modeling initial drivability and the second modeling the beginning of restrike conditions, must be performed. However, hammers requiring the consideration of soil setup for approval may require restrikes of the driving test piles, at the Contractors expense, for verification purposes. 456403.07 After the driving test piles have been installed, if initial parameters selected are judged to be inappropriate, the Contractor may be required to submit a refined wave equation analysis along with the pile order list. The refined analysis shall include any modifications or changes deemed appropriate. The Engineer will determine driving resistance criteria and/or minimum tip elevations to be used for production piles from the above information.
d.Dynamic Formula A dynamic formula should not be used if the required nominal resistance is more than 600 kips. When a dynamic formula is specified to establish the driving criterion, the FHWA Gates Formula specified here in should be used. The nominal pile resistance as measured during driving using this method shall be taken as follows: Rndr = 1.75( Ed)0.5 log 10 (10Nb ) -100 where: Rndr = nominal pile resistance measured during pile driving (kips) Ed = developed hammer energy. This is the kinetic energy in the ram at impact for a given blow. If ram velocity is not measured, it may be assumed equal to the potential energy of the ram at the height of the stroke, taken as the ram weight times the actual stroke (ft-Ibs) Nb = number of hammer blows for 1.0 in. of pile permanent set (blows/in.) If a dynamic formula other than those provided herein is used, it shall be calibrated based on measured static load test results to obtain an appropriate resistance factor, consistent with Article CI0.5.5.2 of the AASHTO LRFD Bridge Design Specifications. This formula is applicable only when (1) the hammer has a free fall, (2) the head of the pile is not broomed or crushed, (3) the penetration is reasonably quick and uniform, or (4) a follower is not used. If the Engineer determines that energy losses attributable to pile rebound exceed the nominal values assumed in this formula, the nominal pile resistance shall be reevaluated by wave equation analysis that rationally considers energy losses in the cap, pile, and soil.
403.08 Driving Criteria:
a.Bearing: resistance values for concrete and steel piles shall be determined by the loading tests specified in 403.07(a). In the absence of loading tests, nominal pile resistance may be determined using a dynamic pile test during pile driving specified in 403.07(b) or results of wave equation analysis in 403.07(c). In the absence of loading tests, wave equation analysis, or a dynamic test, the nominal pile resistance may be approximated by using the pile formula specified in 403.07(d). The character of the soil penetrated; conditions of driving; followers; size, length, and weight of the piles; and computed load per pile shall be given due consideration in determining the nominal pile resistance. Bearing piles shall be driven until the blow count determined to produce the required nominal pile resistance has been continuously maintained for 2 feet or to practical refusal, whichever occurs first. 457403.10
b.Practical Refusal: Practical refusal is defined as twice the blow count required to produce nominal pile resistance. In the case of driving to a very dense or hard stratum, the driving criterion should be based on blows per inch criterion and should address limiting the blows following an abrupt refusal to prevent damage. In no case shall driving continue for more than 3 inches at practical refusal driving conditions. Based on the results of the wave equation, dynamic analysis and/or the driving test, the Engineer may elect to adjust the criteria for practical refusal but in no case shall practical refusal be greater than 20 blows per inch.
c.A pile shall not be driven above the blow count where wave equation analysis or dynamic testing results indicates that maximum stress levels will be exceeded.
d.When dynamic testing is not required, the Engineer may direct that a pile be restruck with the same hammer and cushion system used for the initial driving. Pile restrike shall be at least 24 hours after initial driving. A cold hammer shall not be used for the restrike. The hammer shall be warmed up prior to restrike by striking at least 20 blows on a pile that is at least 25 feet from the pile to be restruck. The maximum amount of penetration required during restrike shall be 6 inches or the maximum total number of hammer blows shall be 50, whichever occurs first.
e.At the Contractor’ s option, piles reaching the driving resistance required for nominal pile resistance with heads above the cutoff grade may be driven to the cutoff grade provided driving is less than practical refusal and no damage to the piles occur. Upon completion of pile driving operations for structures on the project, pile cutoffs left in storage, including precast concrete and timber cutoffs, shall become the property of the Contractor and shall be disposed of off the project.
403.09 Order List
The Contractor shall submit to the Engineer an itemized list for precast concrete and timber piles for approval prior to placing the order with the supplier. The list shall include the lengths required for each pile location and the corresponding full or partial lengths of piles to be ordered. The Contractor shall complete driving tests, dynamic pile tests, loading tests, and refined wave equation analyses for a substructure element prior to submission of an order list for the substructure element.
403.10 Measurement and Payment
Piles will be measured in linear feet from the tip (excluding any added pile point) to the head of the pile remaining in place in the completed structure and will be paid for at the contract unit price per linear foot. This price shall include furnishing piles; driving piles; splices; obtaining safe bearing capacity, tip elevation, or minimum penetration; jetting; performing wave equation analysis; disposing of piling cutoffs; concrete and reinforcing steel required for steel shell piles, including reinforcing steel that extends into the structure footing; painting; and waterproofing. Precast concrete and timber cutoffs will be measured in linear feet of pile excluding that portion of the precast concrete pile the Contractor elects to furnish to facilitate driving. Only precast concrete and timber cutoffs will be paid for. Payment will be limited to the invoice price plus 15 percent, not to exceed the contract unit price per linear foot of pile. 458403.10 Pile points for timber and steel H-piles will be measured in units of each, complete-in-place, and will be paid for at the contract unit price per each. This price shall include furnishing and attaching to the pile. Driving tests shown on the plans or required by the Engineer will be measured in linear feet and will be paid for at the contract unit price per linear foot. Piles used in driving tests will be measured from the tip (excluding any added pile point) to the head of the pile. When a pile used in a driving test is incorporated in the completed structure at the required location, no separate measurement of the pile will be made for payment. This price shall include performing the test; furnishing, removing, and disposing of piles; and restoring the pile hole when the pile is not incorporated in the structure. Driving tests not specified on the plans or required by the Engineer but performed to determine lengths or other required properties will not be measured as driving tests. However, when piles used for the tests are incorporated in the completed structure, they will be measured and paid for the same as other piles of the same type. Dynamic pile testing will be measured and paid for at the contract unit price per each, which price shall be full compensation for providing all services of the testing consultant and dynamic monitoring operator as specified herein including providing, installing, monitoring and removing the dynamic testing equip - ment except for EDC, for providing the data and preparing the written documentation specified. This price shall also include all work and equipment necessary to drive the pile during restrike testing, and any additional driving required should the required soil resistance not be obtained. A second restrike test, if required, will be paid for at 2/3 of the contract unit price of the Dynamic Pile Test. Loading tests will be measured in units of each and will be paid for at the contract unit price per each. This price shall include performing the loading test. If a loading test is terminated by the Engineer because of insufficient bearing capacity, the test will be measured for payment. If a loading test is terminated because of malfunction of the Contractor’ s equipment or other reasons that are the fault of the Contractor, the test will not be measured for payment. The length of pile driven to the cutoff grade after obtaining required bearing will be measured in linear feet and will be paid for as cutoff. Pile restrike will be measured in linear feet of pile from the tip, excluding any added pile point, to the head of the pile remaining in the structure. Payment will be made at the contract unit price for the driving test for the same size and type pile less the invoice price per foot for the pile. This price shall include the equipment and driving effort required for the restrike. Jetting not shown on the plans but specified by the Engineer in accordance with Section 403.06(d) will be measured in linear feet and will be paid for per linear foot at 30 percent of the contract unit price per linear foot for the particular size and type of pile for which the jetting was ordered. This price shall include jetting, disposing of surplus material and erosion, siltation, and water quality and damage protection controls required as a result of the jetting operations. Preboring fills in accordance with Section 403.06(e) will not be measured for separate payment. The cost thereof shall be included in the price for pile. Preboring not shown on the plans but specified by the Engineer in accordance with Section 403.06(d) will be measured in linear feet for the particular size and type of pile for which the preboring was ordered in accordance with Section 104.03 and Section 109.05. This price shall include performing preboring operations including disposing of surplus material and erosion and siltation controls when required as a result of the preboring operations. 459404.02 Preboring not shown on the plans and not specified by the Engineer will not be measured for payment. Preboring shown on the plans will be measured in linear feet for the particular size and type of pile for which preboring was specified and will be paid for at the contract unit price per foot. This price shall include performing preboring operations including disposing of surplus material, and erosion and siltation controls when required as a result of the preboring operations. Payment will be made under: ——————————————————————————Pay Item Pay Unit——————————————————————————Pile (Type and size) Linear foot Pile point for (Size and type) pile Each Driving test for (Size and type) pile Linear foot Dynamic Pile Test Each Loading test for (Size and type) pile Each Preboring (Size and type) pile Linear foot—————————————————————————— SECTION 404—HYDRAULIC CEMENT CONCRETE OPERATIONS
404.01 Description
This work shall consist of furnishing and placing hydraulic cement concrete in accordance with these specifications and in conformity with the dimensions, lines, and grades shown on the plans or as established by the Engineer.
404.02 Materials
a.Concrete shall conform to Section 217 of the Specifications. Aggregate used in concrete for bridge decks shall be nonpolishing. All concrete shall be tested for permeability in accordance with Section 217 of the Specifications.
b.Curing materials shall conform to Section 220.
c.Concrete admixtures shall conform to Section 215. Concrete admixture use shall conform to Sections 215 and 217.
d.Corrugated metal bridge deck forms shall be galvanized steel conforming to ASTM A653, Grade SS40, SS50, or SS80, and shall be coating designation G165. Supports, closures, and other fabri - cated parts shall conform to ASTM A653, Grade SS33, SS40, SS50, or SS80, and shall be coating designation G165.
e.Anchor bolts shall conform to Section 226.
f.Reinforcing steel shall conform to Section 223.
g.Watersto ps shall conform to Section 212.
Source: Virginia Road and Bridge Specifications, 2020 Edition. Pages 466–486 of 1,065.