510 Page 368510 TIMBER, PRESTRESSED, AND STEEL PILES
510.1DESCRIPTION
This work consists of furnishing, driving, and cutting off timber, prestressed, and steel piling; and furnishing, driving, cutting off, and fastening of sheet piling and steel sheeting designated to be left in place.
510.2MATERIALS
Materials will conform to the following requirements: A.Timber Piles: Section 960. B.Steel Piles: ASTM A572, Grade 50. C.Sheet Piles: Section 1040 . D.Steel Sheeting: Section 1050 . E.Prestressed Piles: Section 560.
510.3CONSTRUCTION REQUIREMENTS
A.Preparation for Driving Steel and Timber Pile: 1.Caps: The heads of timber piles will be protected by approved caps if driving is likely to damage the pile. When the area of the head of any timber pile is greater than that of the face of the hammer, a suitable cap will be provided to distribute the hammer blow throughout the cross section of the pile. The head will be cut square and shaped or chamfered to prevent splitting at its periphery. The heads of steel piles will be cut squarely, and a driving cap will be provided to hold the axis of the pile in line with the axis of the hammer. 2.Collars: Collars, bands, or other devices to protect timber piles against splitting and brooming will be provided where necessary. 3.Pointing: When specified, timber piles will be shod with metal shoes in accordance with the plans. The points of the piles will be carefully shaped to secure an even and uniform bearing on the shoes. After shaping, exposed untreated wood will be retreated in the field in accordance with Section 510.3 G. 4.Splicing Piles: Splices will be made in accordance with the details. Indiscriminate use and location of splices is prohibited. The proposed location of splices used in conjunction with frame pile bents and integral type abutments will require prior approval. All splices will be welded by a certified welder in accordance with Section 410. 510 Page 3695.Preboring: Preboring will be done when specified on the plans or directed by the Engineer. Holes for timber piles will be a minimum of 2 inches larger than the nominal diameter of the pile. The nominal diameter will be measured 3 feet from the butt of the pile. Holes for steel piles will be not less than the following specified diameter: 8 HP Piles*1....................................................... 12 inches 10 HP Piles*1..................................................... 15 inches 12 HP Piles*1..................................................... 18 inches 14 HP Piles*1..................................................... 21 inches *1 All Weights After the piles are driven, the prebored holes will be backfilled with coarse dry sand. The sand will be compacted to prevent bridging. 6.When specified, steel piles will be equipped with tip reinforcement in accordance with the plans. B.Method of Driving 1.General: Piles may be driven with a steam or air hammer, a gravity hammer, a diesel hammer, or a combination of water jets and hammer, unless otherwise noted in the plans. 2.Hammers for Timber and Steel Piles: Gravity hammers will weigh not less than 3000 pounds, and the weight of the hammer will not be less than the combined weight of the driving head and pile. The fall will be regulated to avoid damage to the piles and will not exceed 10 feet. The total energy, as per manufacturer's rating, developed by mechanically powered hammers will not be less than that required to achieve design bearing using the equations of Section 510.3 D.2 assuming the following conditions. Penetration per Blow (S) = 0.10 in/blow Hammer Operating Efficiency = 85% for diesel hammers = 95% for air/steam hammers 3.Additional Equipment: If the required penetration is not obtained with a hammer complying with the above requirements, the Contractor will provide a heavier hammer or resort to jetting at no additional cost. Unless otherwise approved, the penetration for any pile will not be less than 8 feet. 4.Leads: Pile leads will be constructed to afford freedom of movement of the hammer. Inclined leads will be used in driving battered piles. 5.Water Jets: When water jets are used, the number of jets and the volume and pressure of water at the jet nozzles will be sufficient to freely erode the material adjacent to the pile. The pumping plant will have capacity to deliver and maintain at least 100 psi 510 Page 370hydraulic pressure at two jet nozzles. Before the desired penetration is reached, the jet will be withdrawn, and the piles will be driven with the hammer to secure final penetration and bearing. The final penetration by driving will be a minimum of 5 feet or to refusal. 6.Accuracy of Driving: Piles will be driven with a variation of not more than 1/4 inch per foot from the vertical or from the batter specified. Foundation piles will not be driven out of position by more than 6 inches. C.Defective Piles: The procedure for driving piles will prevent injurious splitting, splintering, or brooming of the wood or deformation of the steel. Manipulation of piles to force them into proper position will not be permitted. Piles damaged by internal defects, or improper driving; or driven out of proper location or driven below the specified elevation will be corrected by withdrawing the pile and replacing it with a new pile. If withdrawing the pile cannot be done or is impractical, the Bridge Construction Engineer will be contacted for further direction. D.Determination of Bearing Value of Piles: 1.The bearing value of piles will be determined by static load tests when specified. Testing will follow ASTM D1143. The specific testing procedure will be approved prior to driving. 2.When load tests are not specified the bearing value of piles will be computed from the following formulas: a.For Gravity Hammers: Q(drive) = 10.5WH X W S+0.35 W+M b.For Double Action Steam or Air Hammers and Closed Cylinder Q(drive) = 10.5E X W Top Diesel Hammers: S+0.1 W+M c.For Single Action Steam or Air Hammers and Open Cylinder Q(drive) = 10.5WH X W Top Diesel Hammers: S+0.1 W+M The following applies to these formulas: Q =the nominal pile bearing resistance in tons. W =the weight of a gravity hammer, or the ram of an energy hammer in tons. H =the height of free fall of the hammer or ram in feet. M =the weight in tons of the driven mass and will include the weight of the pile, the weight of the driving cap and the weight of the anvil, if used. E =the energy per blow in foot-tons. S =the average penetration in inches of the pile per blow for the last five blows for gravity hammers and the last 10 blows for energy hammers. 3.The formulas will be applied for compliance with the following conditions: a.Unless the hammer has free fall, the value substituted for "W" will be less than the weight of the hammer by an amount sufficient to compensate for all friction and drag tending to retard its fall. 510 Page 371b.The head of the pile will be free from broomed or crushed fibers. c.The penetration of the pile is at a reasonably quick and uniform rate. d.There is no excessive bounce to the hammer after the blow. e.The value of "H" will be less than the height of fall of the hammer by twice the height of the bounce. f.For the computation of the bearing value for battered piles, the value obtained from the formulas will be multiplied by the following factor: (Cosine a) minus (f sine a). Where "a" equals the angle which the leads make with the vertical and "f" equals the coefficient of friction between the hammer or ram and the surface on which it slides. For gravity hammers sliding on greased steel surfaced leads or energy hammers, the value of "f" will be assumed to be 0.1. 4.When the required bearing for a pile, other than a test pile, cannot be obtained without splicing, driving will be stopped when the top of the pile is approximately 2 feet above cut-off elevation. After a minimum delay of 24 hours, the driving may be resumed and the bearing rechecked to determine the amount of setting-up effect. The amount of setting-up effect may be considered in determining the bearing value for the remainder of the piles, in the same bent or abutment, that cannot be driven to bearing without splicing, provided they have an initial bearing equal to or greater than the pile checked. E.Test Piles: The Contractor will drive test pile of the lengths shown on the plans and at locations directed. The Contractor will cooperate with the Engineer in facilitating the keeping of accurate records of driving and will drive test piles to the bearing ordered by the Engineer. Test piles will be driven to no more than 120% of the plans required bearing. F.Bearing Piles: Bearing pile will be furnished at the specified length, and driven to the required bearing and location as shown on the plans. Bearing piles will be driven to no more than 110% of the plans required bearing. G.Storage and Handling of Timber Piles: Timber piles will be handled and stored to prevent damage and avoid breaking the surface of treated piles. Cuts or breaks that expose untreated wood will be field treated in accordance with the requirements of AWPA Standard M4. H.Cutting Off Piles: The top of all piling will be cut off to a true plane at the specified elevation. The length of pile above the elevation of the cut-off will be sufficient to permit the complete removal of all material damaged by driving. Timber piles driven to very nearly the cut-off elevation will be carefully adzed or otherwise freed from broomed, splintered, or otherwise damaged material. Undamaged cut-off material with a length greater than 5 feet may be spliced to satisfy minimum pile length requirements. Unused pile cutoffs will become the property of the Contractor. The cut-off ends of timber pile will be retreated in the field in accordance with Section 510.3 G. 510 Page 372I.Sheet Piling: Driving will be accomplished so the piles or sheeting are firmly fixed in assembly to the line desired and all joints are watertight.
510.4METHOD OF MEASUREMENT
A.Test Piles: The length of test piles remaining in the completed structure will be measured to the nearest lineal foot. B.Bearing Piles: The length of bearing piles remaining in the completed structure will be measured to the nearest lineal foot. Quantity for test pile will not be included in the measurement of pay footage for bearing piles. C.Splices: Splices ordered will be measured on a per each basis. Pile splices located within the pile length called for on the plans will not be measured. The number of splices to be measured for payment will be those located at or beyond the length specified necessary to increase the length of a pile incorporated into the structure over the length specified. D.Pile Shoes: Pile shoes will be measured by each unit complete in place. E.Load Tests: Piling load tests will be measured on a per each basis. F.Preboring Piling: Prebored holes for piling will be measured to the nearest foot of depth. Holes of different diameters will be measured under the same item. G.Pile tip reinforcement will be measured by each unit. H.Sheet Piling: The quantity of sheet piling furnished complete in place will be computed to the nearest square foot. Cut-off material will not be measured for payment. The horizontal measurement used in computing the area will be taken along the alignment of the piling or sheeting to the nearest 0.1 foot without any allowance for the structure shape of the section. The vertical measurement used in computing the area will be the final length to the nearest 0.1 foot.
510.5BASIS OF PAYMENT
A.Test Piles: Test pile will be paid for at the contract unit price per lineal foot. If the plans quantity is greater than the actual quantity driven, the plans quantity will be used for payment. This payment will be full compensation for all labor, equipment, and incidentals necessary for furnishing and driving the test pile. B.Bearing Piles: The furnishing and driving of bearing pile will be paid for at the respective contract unit price per lineal foot. This payment will be full compensation for all labor, equipment, and incidentals necessary to furnish and satisfactorily drive the bearing pile. When the final in place quantity of each size of bearing pile driven and accepted for payment varies from the plans quantity, the Contractor will be compensated for the difference as follows: 510 Page 3731.When the final quantity of each size underruns the total contract quantity by more than five feet times the number of piles, the Contractor will receive 20% of the contract unit price for the entire difference in quantity. 2.When the final quantity of each size overruns the plans quantity, the Contractor will receive the contract unit price plus 10% for the excess over plans quantity. The provisions of Section 4.2 F will not apply for overruns and underruns in bearing pile quantity. C.Cut-off: Payment will not be made for pile cut-offs. D.Splices: Splices will be paid for as specified in Section 4.4. E.Pile Shoes: This item will be paid for at the contract unit price per each. Payment will be full compensation for furnishing and installing pile shoes. Payment for pile shoes, when a bid item does not exist, will be made at the price specified in Section 4.4. F.Load Tests: Payment for load tests will be made at the contract unit price per each. Payment will be full compensation for assisting the Engineer in making load tests and for delays caused by tests. Delays will not exceed 60 consecutive hours for each pile tested, beginning when loading operations are started. The apparatus, transportation of the apparatus to and from the site of the work and personnel for conducting the tests will be furnished by the Department. G.Preboring Piling: This work will be paid for at the contract unit price per foot. Payment will be full compensation for satisfactorily preboring and backfilling holes for piling. H.Pile Tip Reinforcement: This item will be paid for at the contract unit price per each. Payment will be full compensation for furnishing and installing pile tip reinforcement. Payment for pile tip reinforcement, when a bid item does not exist, will be made at the price specified in Section 4.4. I.Sheet Piling: This work will be paid for at the contract unit price per square foot for the various kinds of sheet piling. Payment will be full compensation for furnishing and placing the piling. 550 Page 374550 BRIDGE DECK PREPARATION AND RESURFACING
550.1DESCRIPTION
This work consists of preparation of the existing bridge deck and approaches and the furnishing, handling, placing, curing, and finishing of a latex concrete or low slump dense concrete overlay.
550.2MATERIALS
Materials will conform to the following Sections: A.Cement: Section 750, Type I cement. B.Fine Aggregate: Section 800. C.Coarse Aggregate: Section 820. D.Water: Section 790. E.Admixtures: Section 751 and Section 752. F.Curing: Section 821. G.Latex Emulsion Admixture: The latex admixture will be a nonhazardous, film forming, polymeric emulsion in water. All stabilizers will be added at the point of manufacture and will be homogeneous and uniform in composition. Physical properties: The latex admixture will conform to the following requirements: The latex admixture will be styrene-butadiene polymeric emulsion containing 46% to 53% polymer. The polymer will contain 60% to 70% styrene and 30% to 40% butadiene. The polymeric emulsion will be stabilized with an anionic, nonionic surfactant and have a pH between 8.5 and 12.0. The latex admixture will be prequalified prior to use. A list of qualified products is available on the Department’s Approved Products List. The admixture selected or specified will be certified to be of identical formulation to the admixture submitted for prequalification testing. Along with the certification the supplier will furnish the polymer percent of the total emulsion and pH of the formulation. Tests of latex admixture furnished will meet these formulation values within the following tolerances: Percent polymer of Total Emulsion .................... ±1.5% pH...................................................................... ±1.0 The latex admixture will be stored in enclosures which protect the material from freezing and exposure to direct sunlight during periods when temperatures are in excess of 85°F. As a minimum, insulating blanket material will be placed over both the top and sides of drums stored at the work site. Storage at the work site will not exceed 10 calendar days.