Piling Art. 512.04 SECTION 512. PILING
512.01 Description. This work shall consist of furnishing and driving piles.
512.02 Materials. Materials shall be according to the following.
Item Article/Section
a.Timber Piling ...................................................................................... 1007.08
b.Preservative Treatment ..................................................................... 1007.12
c.Portland Cement Concrete (Note 1) ....................................................... 1020
d.Reinforcement Bars and Welded Wire Reinforcement ...................... 1006.10
e.Structural Steel .................................................................................. 1006.04
f.Structural Steel Coatings ........................................................................ 1008
g.Metal Shell Piling ........................................................................... 1006.05(a)
h.Steel Piling ..................................................................................... 1006.05(b)
i.Pile Shoes ..................................................................................... 1006.05(e)
j.Fastenings for Timber Structures ....................................................... 1006.17
k.Precast Concrete Products ..................................................................... 1042
l.Controlled Low-Strength Material (CLSM) .............................................. 1019 Note 1. Pile encasement in rock shall be Class SI concrete. CONSTRUCTION REQUIREMENTS
512.03 Precast Concrete and Precast, Prestressed Concrete Piles.
Precast concrete piles shall be manufactured according to Section 1042 and precast, prestressed concrete piles shall be manufactured according to the Department’s “Manual for Fabrication of Precast, Prestressed Concrete Products” in effect on the date of invitation for bids.
a.Splicing. Splicing of precast concrete or precast, prestressed concrete piles for the purpose of driving additional length will not be allowed.
b.Extensions. Extensions on precast concrete or precast, prestressed concrete piles shall be avoided; but when necessary, they shall be made as shown on the plans.
c.Reinforcement. Construction requirements for reinforcement bars shall be according to Section 508.
512.04 Metal Shell Piles. Metal shell piles shall consist of a steel shell with a
welded end plate which is driven into place and filled with concrete. The walls of all shells shall be not less than the minimum specified as shown on the plans.
a.Splicing. Splicing of metal shell piles shall be as follows.
1.Planned Splices. All field or shop splices necessary to furnish pile lengths up to the estimated lengths as shown on the plans shall be considered to be planned splices and may be used when allowed per
Article 512 — 10. The location of planned splices shall be approved by the
Art. 512.04 Piling Engineer and located to minimize the chance they will occur within the 10 ft (3 m) below the base of the footing, abutment, or pier.
2.Unplanned Splices. All additional field splices required to furnish pile lengths beyond the estimated length specified in the plans shall be considered unplanned splices. The length of additional segments shall be specified by the Engineer. All splices shall be accomplished by either a complete joint penetration (CJP) butt weld of the entire cross-section, or by the use of a commercial splicer, all following the welding details as shown on the plans. Welder qualification and certification will be required for all splicing according to
Article 512 — 07.
b.Driving. Whenever practicable, all piles for any one bent, pier, or abutment shall be completely driven before any concrete is placed in the shells. If this is impracticable, driving of additional piles within 15 ft (4.5 m) shall be deferred until the concrete in all shells within this zone has been in place for at least 24 hours from the time placing is completed.
c.Inspection. The Contractor shall have a suitable light available at all times for illuminating the entire interior length of the shells. Driven shells shall be watertight and free of bends, kinks, or other deformations that would impair the strength of the completed pile. If the shells are not filled with concrete shortly after being driven, the tops of the shells shall be temporarily sealed.
d.Reinforcement. Construction requirements for reinforcement bars shall be according to Section 508. Reinforcement shall be used inside the shells as shown on the plans. Reinforcement shall be rigidly fastened together and lowered into the shell before the concrete is placed. Spurs or spacers shall be used to ensure the specified clearance for the bars.
e.Filling. Prior to filling with concrete, the metal shells shall be again inspected. Any water or foreign substances found within shall be removed. During filling, the top 10 ft (3 m) of concrete in the piles shall be consolidated by internal vibration.
f.Pile Shoes. When specified, metal shell piles shall be fitted with conical pile shoes in lieu of the end plates. The pile shoes shall be fastened to the piles using a continuous groove weld along the full perimeter of metal shell as shown on the plans.
512.05 Steel Piles. Steel piles shall consist of structural steel shapes such as
H-piles or other sections of the sizes indicated as shown on the plans.
a.Splicing. Splicing of steel piles shall be as follows.
1.Planned Splices. All field or shop splices necessary to furnish pile lengths up to the estimated lengths as shown on the plans shall be considered to be planned splices and may be used when allowed per Piling Art. 512.07
Article 512 — 10. The location of planned splices shall be approved by the
Engineer and located to minimize the chance they will occur within the 10 ft (3 m) below the base of the footing, abutment, or pier.
2.Unplanned Splices. All additional field splices required to furnish pile lengths beyond the estimated length specified in the plans shall be considered to be unplanned splices. The length of additional segments shall be specified by the Engineer. All splices shall be accomplished by either a complete joint penetration (CJP) butt weld of the entire cross-section, a welded plate field splice, or by the use of a commercial splicer, all following the welding details shown on the plans. Welder qualification and certification will be required for all splices according to Article 512.07.
b.Painting and Field Connections for Trestle Bents. Before being driven or placed, all steel piles, caps, splices, and bracing members in trestle bents shall be shop painted with inorganic zinc-rich primer. When specified, after the piles are driven and all bracing members, concrete caps, and encasement are in place, all exposed steel shall be given one complete coat of field paint. All painting shall be according to Section 506. When piles are not driven sufficiently exact to line up with bracing members, fills or shims shall be furnished and placed to secure proper attachment of the bracing.
c.Pile Shoes. When specified, steel piles shall be fitted with pile shoes. The pile shoes shall be fastened to the piles using a continuous groove weld along the flange contact areas as shown on the plans.
512.06 Timber Piles. Full length piles shall be used and no planned splices
will be allowed. When unplanned splices are required to furnish lengths beyond those specified in Article 512.16, they shall be of the butt joint type and the added piece shall conform closely in diameter to the main pile at the point of splice. The pile shall be sawed square and the butt joints shall bear evenly over the entire surface. The splices shall be made by the use of at least four steel plates or a metal pipe sleeve. The plates shall be at least 4 ft (1.2 m) long, 3 1/2 in. (90 mm) wide and 3/8 in. (10 mm) thick and each plate shall be bolted to the pile with not less than two 3/4 in. (M20) bolts both above and below the joint. Pipe sleeves shall be standard steel pipe, at least 3 ft (900 mm) long and shall be fastened with not less than three 5/8 in. (M16) lag screws, 5 in. (125 mm) long, both above and below the joint. All metal used for splicing piles shall be galvanized according to Article 1006.17. Before the splice is assembled, if the joint is to be above low ground water line, all sawed surfaces and holes in piles shall be treated according to Article 1007.13.
512.07 Welding. Welding shall be according to the applicable requirements
of Article 505.04(q), except for the following. Welders shall be qualified according to either AWS D1.1 or D1.5 Code, except the macroetch specimen requirement of the “Qualification Test for Fillet Welds Only (Option 1)” will be waived. Welding procedures are considered prequalified if Art. 512.07 Piling consumables in Table 4.1 of the D1.5 BWC and low hydrogen practices of Section 4 in the BWC are employed. Submittal of weld procedure specifications (WPSs) for the Engineer’s approval is not required, but the welder must have written WPSs for the procedures employed, showing consumables, variables (amps, volts, etc.), joint configuration, surface preparation, and preheat. Submerged arc welding (SAW) is not mandatory for CJP welds in flanges and/or webs of steel piles. Non-destructive testing of pile splices by the Contractor will not be required unless visual inspection by the Engineer indicates significant anomalies.
512.08 Storage and Handling of Piles. The method of storing and handling
piles shall protect them from damage.
b.Precast Concrete and Precast, Prestressed Concrete Piles. Precast concrete piles shall be lifted by suitable devices attached to the pile at not less than two points for piles up to 45 ft (14 m) long, and not less than three points for piles over 45 ft (14 m) long. Precast, prestressed concrete piles shall be lifted by suitable devices and supported during storage or transportation at not less than two points for piles up to 65 ft (20 m) long and not less than three points for piles over 65 ft (20 m) long. The locations of the points of support shall be as shown on the precast shop plans. The piles shall be lifted by a bridle attached to the pile or special embedded or attached lifting devices. Unless special lifting devices are attached for lifting, the pickup points shall be plainly marked on all piles before removal from the casting bed and all lifting shall be done at these points. The method of handling precast concrete piles shall not induce stresses in the reinforcement in excess of 12,000 psi (83,000 kPa), using a factor of safety of two to account for impact and shock. The method of handling precast prestressed concrete piles shall not induce tensile stresses in the concrete in excess of 210 psi (1400 kPa), using a factor of safety of two to account for impact and shock.
c.Steel Piles. The handling and storing of steel piles shall be according to
Article 505 — 08(c).
d.Metal Shell Piles. Metal shell piles shall be stored off the ground with sufficient cribbing to prevent bending or distortion of the pile and to prevent dirt, water, or other foreign material from entering the metal shell.
512.09 Preparation for Driving. Piles shall not be driven until after the
excavation or embankment near piles for the footings, abutments, piers, or channel construction is completed. Any material forced up between the piles shall be removed to the correct elevation before concrete in the foundation is placed.
a.Pointing Timber Piles. When shown on the plans, the piles shall be shod with metal shoes of a design satisfactory to the Engineer. The points of the piles shall be shaped to secure an even and uniform bearing on the shoes. Piling Art. 512.10
b.Precast and Precast, Prestressed Concrete Piles. All piles shall be saturated with water, for the entire length of the pile, at least six hours prior to driving.
c.Precoring Through Embankment or Dense Soils. When shown on the plans, holes as detailed shall be precored for piles which are to be driven through new embankment or dense soils. If oversize holes are drilled, the void space outside of the pile shall be filled with dry, loose sand.
512.10 Driving Equipment. The equipment for driving piles shall be
adequate for driving piles at least 10 ft (3 m) longer than the estimated pile length specified at each location in the contract plans without splicing, unless the estimated pile length exceeds 55 ft (17 m) or prevented by vertical clearance restrictions. The use of shorter length equipment or the use of planned splices (necessitated by estimated pile lengths exceeding 55 ft (17 m) or vertical clearance restrictions) shall meet the approval of the Engineer. The equipment for driving piles shall be according to the following.
a.Hammers. Piles shall be driven with an impact hammer such as drop, steam/air, hydraulic, or diesel. The driving system selected by the Contractor shall not result in damage to the pile. The impact hammer shall be capable of being operated at an energy which will maintain a pile penetration rate between 1 and 10 blows per 1 in. (25 mm) when the nominal driven bearing of the pile approaches the nominal required bearing. For hammer selection purposes, the minimum and maximum hammer energy necessary to achieve these penetrations may be estimated as follows. E eff N F R 90 . 32 (English) E eff N F R 80 . 65 (English) E eff N F R 00 . 10 (metric) E eff N F R 00 . 20 (metric) Where: RN = Nominal required bearing in kips (kN) E = Energy developed by the hammer per blow in ft lb (J) Feff = Hammer efficiency factor according to Article 512.14 When steel piles are driven to hard rock, the penetration resistance and hammer energy may both abruptly increase, making it difficult to calculate the penetration rate and increase concern for pile tip damage. Under these Art. 512.10 Piling conditions, the Contractor shall reduce hammer energy and/or calculate the penetration rate over a reduced penetration increment (less than 1 in. (25 mm)) to ensure that the pile has obtained the nominal required bearing and has not sustained damage. Air/Steam hammers may be single or double acting (including differential and compound hammers) with a total weight of striking parts of not less than one-third of the weight (mass) of the pile and drive cap, except in no case shall the striking part have a weight (mass) less than 1.4 tons (1.3 metric tons). The hammer shall be supplied with accurate pressure gauges and properly sized hoses so that the pressure at the hammer can be determined. The compressor shall be able to supply the volume of air/stream per minute to maintain the desired pressure as specified by the manufacturer. The Contractor shall provide the Engineer with specifications for the selected hammer and correction charts to determine the energy developed by the hammer with each blow. The accuracy of the indicated energy will be compared to that indicated by the blows per minute to verify proper hammer operation. Diesel hammers may be open-ended or closed-ended. The Contractor shall provide the Engineer with specifications for the selected hammer. Open-end single acting diesel hammers shall be equipped with an easily read measuring scale to allow the Engineer to visually determine the stroke height, to the nearest 6 in. (150 mm), during driving. The Engineer will use an automated device (such as a saximeter) or count the blows per minute to verify the accuracy of the observed stroke so that the hammer energy and pile bearing can be determined during driving. Closed-end double acting diesel hammers shall be equipped with a bounce chamber pressure gauge that is easily readable. The Contractor shall provide the Engineer with hammer specifications and a correlation chart for the hose length and diameter provided to determine the energy developed by the hammer with each blow. Drop hammers shall not be used for driving precast piles or piles with a nominal required bearing exceeding 60 tons (533 kN). The hammer data shall be provided to the Engineer and the minimum ram weight (mass) of the hammer ram is 1 ton (0.9 metric tons). The fall of the ram shall be regulated so as to avoid injury to the piles, but shall in no case exceed 15 ft (4.6 m). In no case shall the ram weight (mass) be less than the combined weight (mass) of the pile and drive cap. Hydraulic hammers shall be equipped with an energy readout device and the Contractor shall furnish wave equation analysis to aid in the determination of the adequacy of the hammer and indicate the nominal driven bearing of the pile. The formula provided in Article 512.14 may not be used for these calculations. Vibratory hammers may only be used to install piles when approved by the Engineer. Piles installed with vibratory hammers shall be further driven with an impact hammer until the nominal driven bearing is verified to be equal to or greater than the nominal required bearing. Piling Art. 512.11
b.Drive Heads. The heads of all piles shall be protected by a pile drive head also referred to as a helmet or cap during driving. The drive head shall consist of a cast or structural steel helmet capable of holding the axis of the pile in line with the axis of the hammer. The heads of metal shell piles shall be protected by a combination driving head and pilot capable of distributing the hammer blow uniformly across the metal shell cross section and maintaining the alignment of the pile.
c.Hammer and Pile Cushions. The heads of timber, precast concrete, and precast, prestressed concrete piles shall be protected by a pile cushion between the pile and driving head during driving to prevent damage to the pile. The minimum pile cushion thickness prior to driving shall be 3 in. (75 mm). A new cushion shall be provided if, during driving, the cushion is either compressed to less than 60 percent of the original thickness or it begins to burn. Hammers which require a hammer cushion shall be inspected prior to driving and after each 50 hours of operation thereafter. The hammer cushion shall be replaced when there is a reduction in thickness exceeding 25 percent; or for air/steam hammers, when the reduction in thickness exceeds the manufacturer’s limitations.
d.Leads. Pile leads shall be used to maintain the alignment of the pile and hammer to ensure concentric impact for each blow. Swinging leads shall be set or toed in the ground prior to the start of driving. The design of the leads shall accommodate the length of pile segments, the hammer, and other required equipment, and shall be capable of maintaining the alignment of the pile during driving within the tolerances specified.
e.Followers. The driving of piles with followers shall be done only with the written permission of the Engineer. Followers shall be fabricated to bear evenly and concentrically on the pile as well as maintain proper alignment with the pile to efficiently deliver the energy from the hammer to the pile. The first pile in every group of ten shall be driven without a follower, by using a longer pile if necessary, and shall be used, to determine the average nominal driven bearing of the other piles in the group.
f.Jets. Water and air jets may be used when approved by the Engineer. The jets shall have the capacity to erode the material adjacent to the pile without causing damage to the site or affecting vertical or lateral capacity of adjacent piles. After the use of jets has been discontinued within the substructure area, the piles shall be further driven with an impact hammer until the nominal driven bearing is verified to be equal to or greater than the nominal required bearing.
512.11 Penetration of Piles. Piles shall be installed to a penetration that
satisfies all of the following.
a.The nominal driven bearing, as determined by the formula in Article 512.14, is not less than the nominal required bearing shown on the plans.
b.The pile tip elevation is at or below the minimum tip elevation shown on the plans. In cases where no minimum tip elevation is provided, the piles shall Art. 512.11 Piling be driven to a penetration of at least 10 ft (3 m) below the bottom of footing or below undisturbed earth, whichever is greater. Except as required to satisfy the minimum tip elevations required in 512.11(b) above, piles are not required to be driven more than one additional foot (300 mm) after the nominal driven bearing equals or exceeds the nominal required bearing; more than three additional inches (75 mm) after the nominal driven bearing exceeds 110 percent of the nominal required bearing; or more than one additional inch (25 mm) after the nominal driven bearing exceeds 150 percent of the nominal required bearing. If a pile fails to reach the nominal required bearing after the full furnished length is driven, the Engineer may either require additional piling be spliced on and driven, or require a waiting period and subsequent determination of nominal driven bearing at the beginning-of-redrive (BOR). The waiting periods required for determination of nominal driven bearing at BOR are estimated as follows. Waiting Periods Soil Type Estimated % Gain of Nominal Bearing 24 hours 48 hours 72 hours 96 hours 120 hours Granular 17% 23% 26% 28% 29% Mixed 15% 24% 31% 36% 40% Cohesive 13% 25% 36% 44% 50% The procedure for determining nominal bearing at BOR shall be as follows. The hammer shall be warmed up by applying at least 20 blows to another pile or fixed object, then the nominal driven bearing at BOR shall be determined by recording the number of blows and hammer energy within each 1/2 in. (13 mm) of pile penetration for the first 2 in. (50 mm) of pile movement. The nominal driven bearing of the pile shall be taken as the largest bearing computed at each of the four 1/2 in. (13 mm) increments using the formula in Article 512.14. Other piles within a footing or substructure not having obtained the nominal required bearing at the end of initial driving will be accepted as having a nominal driven bearing equal to the retested pile provided that:
a.These piles indicated higher nominal driven bearing than the retested pile at the end of the initial driving.
b.These piles exhibited a similar driving behavior and are within 20 ft (6 m) of the retested pile.
c.No more than five piles within the footing or substructure are being accepted based on one retested pile. Otherwise additional retests and/or additional pile length will be required.
512.12 Tolerances in Driving. Piles shall be driven with a variation from the
vertical or required batter alignment of not more than 1/4 in./ft (20 mm/m). Piles shall be driven to an accuracy where no portion of the visible pile is out of plan position by more than 6 in. (150 mm) in any direction, provided that no design modification is Piling Art. 512.14 required to accommodate the pile location, and where forcing them into tolerance after driving would not result in injury to the piles.
512.13 Cutoffs. After driving, piles shall be cut off perpendicular to their
longitudinal axis at the elevations shown on the plans. The remaining portion of the piles shall be free of damage or bruising. All debris shall be removed and disposed of from around the piles. The heads of all treated timber piles, when not encased in concrete, shall be field treated after cutoff according to Article 1007.13. Each pile head shall then be covered with a sheet of galvanized steel, not lighter than 24 gauge (0.701 mm) and of sufficient area to project at least 4 in. (100 mm) outside the pile at any point, which shall be bent down over the pile to fit neatly and exclude water in the best possible manner. The edges shall be trimmed neatly and fastened to the pile face with large headed galvanized roofing nails. The cutoff portions of all piles, including test piles, shall be retained and made available for use in splicing or extending piles, if required, until the pile driving is complete. Upon completion of the work, the cutoffs shall become the property of the Contractor.
512.14 Determination of Nominal Driven Bearing. The nominal driven
bearing of each pile will be determined by the WSDOT formula as follows. RNDB = N 10 ln E F 6 . 6beff (English) RNDB = N 10 ln E F 7 . 21beff (metric) Where: RNDB = Nominal driven bearing of the pile in kips (kN) Nb = Number of hammer blows per inch (25 mm) of pile penetration E = Energy developed by the hammer per blow in ft lb (J) Feff = Hammer efficiency factor taken as: 0.55 for air/steam hammers 0.47 for open-ended diesel hammers and steel piles or metal shell piles 0.37 for open-ended diesel hammers and concrete or timber piles 0.35 for closed-ended diesel hammers 0.28 for drop hammers Art. 512.14 Piling For piles driven on a batter, the value of ”E” will be multiplied by the hammer energy reduction coefficient, “U” will be determined as follows. 5 . 0 2m 1 m 4 25 . 0U for drop hammers 5 . 0 2m 1 m 10 1 . 0U for all other hammers Where: U = Hammer energy reduction coefficient, less than unity m = Tangent of the angle of batter (i.e. m = .25 = 3/12 for 3H:12V batter) The Engineer will determine the value of "E". For drop, single acting air/steam hammers, and open type diesel hammers, the kinetic energy will be used by measuring ram velocity. When measuring ram velocity is not possible, it may be approximated by the potential energy calculated by multiplying the weight (mass) of hammer striking parts by the observed fall or stroke height. For double acting air/steam hammers and closed type diesel hammers, the energy will be calculated by using ram weight (mass) and bounce chamber pressure. The Contractor shall submit hammer literature and correlation charts to aid in determining hammer energy of each blow. In either case, the calculated value of “E” will be further reduced by the hammer energy reduction coefficient “U” prior to being used in the formula to calculate “RNDB” or “Nb”. The preceding formula for piles driven with a drop hammer is applicable only when: the hammer has an unrestricted free fall; the pile head is not broomed, crushed or splintered; there is no appreciable bounce of the hammer after striking the pile; and the penetration is at a uniform or uniformly decreasing rate. When specified in the contract or when a hydraulic hammer is used, the nominal driven bearing of the piles will be determined by the results of a wave equation analysis. The analysis will take into account the hammer driving system, site specific subsurface data, and project pile geometry to develop driving criteria which will not overstress the pile and correctly indicate its nominal driven bearing. When specified in the contract, a static pile load test shall be performed on the specified piles of a group to determine their nominal driven bearing. The pile load test shall be performed according to ASTM D 1143. Shop drawings for the design of the load test frame shall be submitted to the Engineer.
512.15 Test Piles. Test piles shall be of the same material and size, satisfy
all splicing requirements, and contain any pile shoes as specified for the production piles. Test piles shall be driven with the same equipment as will be used for driving the production piles. The furnished length for test piles shall be at least 10 ft (3 m) longer than the estimated length shown on the plans. Before driving test piles, the excavation or embankment near piles shall be within 2 ft (600 mm) of the proposed grade of the footing, pier, abutment, or channel. Piling Art. 512.17 Test piles shall be driven to a nominal driven bearing ten percent greater than the nominal required bearing shown on the plans. The Engineer may stop the driving of any test pile at tip penetrations exceeding 10 ft (3 m) beyond the estimated length to check for pile setup according to Article 512.11. After any retesting, the Contractor shall recommence test pile driving, providing piling, splices, and any retests until the nominal driven bearing during driving reaches ten percent more than the nominal required bearing or the Engineer stops the driving due to having sufficient data to provide the itemized list of furnished lengths. Test piles driven in production pile locations that are incorporated into the structure shall be cut off as permanent piles. Test piles not driven in a production location shall be cut off or pulled, as directed by the Engineer.
512.16 Length of Piles. The Contractor shall furnish pile lengths according to
a written itemized list provided by the Engineer. Should the Contractor elect to preorder piles prior to being provided with the itemized list, it shall be done at his/her own risk. The itemized list of furnished lengths will be based on the Engineer's evaluation of the test pile results, the soil boring data, and the estimated pile lengths on the plans. If the plans do not require a test pile, the itemized list of furnished lengths shall be as estimated on the plans. The length of test piles shall be according to Article 512.15.
512.17 Drilling and Setting Piles. When embedment in rock is indicated on
the plans, the piles shall be placed in shaft excavations and backfilled according to the following. The drilling methods used to maintain the shaft excavation during the various phases of shaft excavation and concrete placement shall be according to the methods in Section 516 and appropriate for the site conditions encountered. Materials removed or generated from the shaft excavations shall be disposed of according to Article 202.03. Top of rock shall be defined according to Article 516.09. To satisfy the required embedment in rock, the length of pile may need to be modified and shall be done according to the following.
a.When top of rock encountered is above the estimated elevation on the plans, the piles shall be cut to the required length.
b.When top of rock encountered is below the estimated elevation on the plans by less than ten percent of the pile length, the Contractor shall furnish longer piles or splice on additional length of pile according to Article 512.05(a).
c.When top of rock encountered is below the estimated elevation on the plans by ten percent or greater of the pile length, the Engineer shall be notified to determine if any pile design changes are required. Concrete encasement shall be performed according to Article 516.12 and the following. The bottom of each shaft shall be filled with concrete to a depth of at least 6 in. (150 mm), and then the piles shall be placed in the shaft and properly positioned. Art. 512.18 Piling The pile encasement concrete placement shall be made in a continuous manner as soon as possible after the excavation is completed and the pile is secured in the proper position. Uneven levels of concrete placed in front, behind, and on the sides of the pile shall be minimized to prevent pile movement, and to ensure complete encasement. The shaft shall be filled with concrete up to at least 6 in. (150 mm) above the top of rock. The remainder of the shaft, to the bottom of encasement, footing, or abutment elevation indicated on the plans, shall be filled with CLSM according to Section 593. Any operations that might damage the concrete around the piles shall be deferred until the concrete attains the required strength. The Contractor shall attach suitable bracing or supports to maintain the position of the pile. The bracing or supports shall remain in place until the concrete for encasement has reached a minimum compressive strength of 1500 psi (10.35 MPa).
512.18 Method of Measurement. Furnishing piles will be measured for
payment in feet (meters). Measurement will include the total length of piles delivered to the site of the work, according to the itemized list furnished by the Engineer, and any additional lengths delivered for splicing as ordered by the Engineer. Measurements will be made to the nearest 0.1 ft (0.03 m). Driving piles will be measured for payment in feet (meters). Measurement will include the total length of piles subtracting cutoffs. For precast concrete and precast, prestressed concrete piles, this length will not include extensions or the portion of the pile cutoff to make the extension. Measurements will be made to the nearest 0.1 ft (0.03 m). Furnishing piles for drilling and setting in soil and rock will be measured for payment in feet (meters) along the centerline of the pile for each type specified. The length will be determined as the difference between the plan top of pile and the final as-built shaft excavation bottom, or the plan shaft excavation bottom, whichever is less. Drilling and setting of piles in soil and rock will be measured for payment in cubic feet (cubic meters) for the shaft excavation required to set the piles according to the plans. These volumes will be computed using the diameter(s) of the shaft(s) shown on the plans and the depth of the excavation in soil and rock. The depth in soil will be defined as the difference in elevation between the ground surface at the time of concrete placement and the top of rock. The depth of rock will be defined as the difference in elevation between the top of rock and the bottom of the shaft excavation.
512.19 Basis of Payment. This work will be paid for as follows.
a.Furnishing Piles. This work will be paid for at the contract unit price per foot (meter) for FURNISHING UNTREATED PILES and FURNISHING TREATED PILES, of the length specified; or FURNISHING PRECAST CONCRETE PILES, FURNISHING PRECAST PRESTRESSED CONCRETE PILES, FURNISHING METAL SHELL PILES, and FURNISHING STEEL PILES, of the size specified. Temporary Bridges Art. 513.03
b.Driving Piles. This work will be paid for at the contract unit price per foot (meter) for DRIVING PILES.
c.Extensions. Extensions for precast concrete and precast, prestressed concrete piles will be paid for according to Article 109.04.
d.Unplanned Splices. When the driven lengths exceed the estimated lengths specified in the plans, additional field splices for metal shell, steel, and timber piles required to provide those lengths will be paid for according to
Article 109 — 04.
e.Test Piles. Furnishing and driving test piles will be paid for at the contract unit price per each for TEST PILE, of the type specified. Driving test piles beyond the furnished test pile length will be paid for according to
Article 109 — 04.
f.Static Pile Load Tests. This work will be paid for at the contract unit price per each for PILE LOAD TEST.
g.Pile Shoes. The furnishing and installing of pile shoes, including those for test piles driven in production locations, will be paid for at the contract unit price per each for PILE SHOES.
h.Redriving of Piles. The redriving of piles to check for a gain in nominal driven bearing as specified in Article 512.11 will be paid for according to
Article 109 — 04.
i.Drilling and Setting Piles. The drilling and setting of piles will be paid for at the contract unit price per cubic foot (cubic meter) for DRILLING AND SETTING PILES (IN SOIL) or DRILLING AND SETTING PILES (IN ROCK). SECTION 513. TEMPORARY BRIDGES
513.01 Description. This work shall consist of the construction of temporary
bridges, their maintenance in a safe condition for traffic, and their removal and disposal.
513.02 Design. If complete plans are not furnished by the Department, the
details of design, materials to be used, sizes, spacing, and arrangement of members shall be determined by the Contractor. The highway loading, roadway width and overall length or waterway opening shall be as specified on the plans. The temporary bridge shall be designed according to the AASHTO LRFD Bridge Design Specifications. Temporary bridge plans furnished by the Contractor shall be sealed by an Illinois licensed Structural Engineer.
513.03 Materials. All materials shall be according to Division 1000, except as
modified herein. Used materials, except for anchor bolts, reinforcement bars, hardware for timber construction, and high strength bolts may be incorporated into the construction of temporary bridges provided those materials are in sound condition
Referenced in this section
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Source: Illinois Standard Specifications for Road and Bridge Construction, 2022 Edition. Pages 416–428 of 1,217. View official source ↗