8−4 manner, match-marked with paint and carefully removed to avoid damage to any member. The Contractor shall furnish the Engineer a diagram showing the match-marking of all dismantled members. All structural materials having salvage value and reserved for the State, shall be stored as indicated on the Plans. 803.03.2 Disposable Materials. Unless otherwise indicated on the Plans or directed by the Engineer, all exposed portions of abutments, piers, walls, etc., not to be used as part of the new structure, shall be completely removed to the elevation designated on the Plans. Materials that are not to be salvaged or stockpiled for reuse by the State shall become the property of the Contractor and shall be removed from the site and legally disposed of in accordance with applicable provisions of SECTION 201; SITE PREPARATION .
803.03.3 Partial Removal of Structures. Where portions of existing structures are to remain in
service, those portions to be removed shall be remo ved in such a manner as to leave the structure undamaged and in suitable condition for the contemplated use. Any damage to the portions remaining in service shall be repaired by the Contractor at its expense. 803.03.4 Restoration of Disturbed Areas. Areas disturbed by the removal of existing structures shall be filled with common borrow, as required, to the level of the surrounding ground and compacted in accordance with Subsection 202.03.3; Compaction , of these Specifications. The area shall then be graded to blend with adjacent areas and left in a clean and safe condition. 803.04 METHOD OF MEASUREMENT. This item does not require a measurement for payment.
803.05 BASIS OF PAYMENT. "Removal of Existing Bridges" will be paid for at the contract lump
sum price as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials, tools, and equipment, including removal, salvaging, stockpiling and disposing of materials, restoration of disturbed areas, and all incidentals required to perform the work, complete and accepted by the Engineer.
804.01 DESCRIPTION . This work consists of furnishing and installing foundation piles and trestle
piles at the locations indicated on the Plans or as directed by the Engineer, all in accordance with these Specifications. The work shall also conform to the applicable requirements of SECTION 4; DRIVEN FOUNDATION PILES, DIVISION II, of the AASHTO Standard Specifications for Highway Bridges. This work shall also include wave equation analysis, static pile load and dynamic pile testing, preconstruction structure surveys, and vibration monitoring as may be required in the 8−5Contract.
804.01.1 Definitions of Driven Piles.
a.Foundation Piles include piles embedded throughout their length below footings or pile caps located below ground surface.
b.Trestle Piles include piles which are exposed for a portion of their length above the ground (or water) surface and below a pile cap or grillage. All such footings and pile caps shall be constructed according to the provisions of other Sections of these Specifications. 804.01.2 Piles Types Included. Driven piles shall include treated and untreated timber, steel H- section, open-end and closed-end steel pipe, mandrel-driven or self-supporting driven metal shells, precast-prestressed concrete piles, and composite piles consisting of two or more sections of differing materials. Placement of concrete and steel reinforcement in driven shell or pipe piles shall be included in the work of this Specification. Piles driven for soldier-pile retaining walls shall be furnished and installed under the provisions of SECTION 805; EARTH RETAINING SYSTEMS of these Specifications, and are not included in this Specification.
804.01.3 Wave Equation Analyses and Pile Load Testing. The Contractor shall perform and
submit a wave equation analysis fo r each pile type and capacity to be installed, and for each driving hammer and system proposed for use. Where required by the project Plans and Special Provisions, the Contractor shall perform pile load tests in accordance with ASTM D1143, "Piles Under Static Axial Compressive Load,” using the quick load compression test method as modified herein. Dynamic pile tests shall be performed in accordance with these Specifications and the Special Provisions. 804.01.4 Pile Lengths. Production piles shall be furnished in sufficient lengths to be driven to the required minimum tip elevations and meet the required driving criteria established by the wave equation analysis, and to the design cut-off elevation. Production pile lengths shown on the Contractor's order list shall generally include only those lengths anticipated for use in the final structure. The Contractor shall furnish, without added compensation, in addition to pile lengths shown or ordered, increased lengths of production or preliminary test piles to provide for fresh heading and such additional pile lengths as may be needed to suit his method of operation. When preliminary test piles are required in the Contract, production pile lengths shown on the Plans shall be for estimating purposes only. Actual pile lengths to be furnished for production piles will be as required to reach minimum tip elevations and to develop the required capacities, subject to the Engineer's approval after driving preliminary piles. Preliminary piles shall be furnished in lengths greater than the estimated production pile lengths. Such increased pile lengths shall be approved by the Engineer prior to ordering preliminary piles. The Contractor shall drive preliminary test piles at the locations shown on the Plans or as directed by the Engineer to the minimum tip elevations and driving criteria established for production piles. Preliminary piles may be incorporated into the work as permanent piles, if approved by the Engineer. 8−6
804.01.5 Defective Piles. The Contractor shall repair or remove and replace any and all
improperly installed, broken, damaged, or misaligned piles to the satisfaction of the Engineer at no additional cost to the State. 804.02 MATERIALS. 804.02.1 Treated and Untreated Timber Piles shall conform to the requirements of Subsections
M.07.06 and M.07.05 , respectively, of these Specifications.
804.02.2 Steel H-Piles shall conform to the requirements of Subsection M.07.09 of these
Specifications. 804.02.3 Open-end and Closed-end Steel Pipe Poles shall conform to the requirements of Subsection M.07.10 of these Specifications.
804.02.4 Concrete-Filled Shell Piles shall conform to the requirements of Subsection M.07.08 of
these Specifications. 804.02.5 Precast-Prestressed Concrete Piles shall conform to the requirements of Subsection
M.07.07 of these Specifications.
804.02.6 Portland Cement Concrete shall conform to the applicable requirements of SECTIONS
601 and M.02 , respectively, of these Specifications.
804.02.7 Steel Reinforcement and Prestressing Steel shall conform to the applicable
requirements of Subsection M.05.01 and M.05.03 , respectively, of these Specifications.
804.02.8 Steel Closure Plates, Driving Shoes and Points, Lugs, and Splicers shall conform to
the applicable requirements of Subsections M.07.11 and M.07.12 of these Specifications.
804.02.9 Paint . Paints and undercoats to be applied to steel piles or metal shells shall conform to
the requirements of both SECTION M.06 of these Specifications and Contract Special Provisions.
804.02.10 Wood Preservatives and Treatment. Wood preservatives and treatment methods for
treated timber piles shall conform to the applicable requirements of SECTION M.07 of these Specifications and AASHTO M133; Preservatives and Pressure Treatment Process for Timber. 804.03 CONSTRUCTION METHODS .
804.03.1 Pile Lengths and Order Lists . The Contractor shall furnish piles in accordance with
details indicated on the Plans and/or in the Special Provisions. When preliminary test piles are not specified, the Contractor shall furnish production piles of sufficient length to be driven to the minimum tip el evation and to meet the approved driving criteria determined from the wave equation analysis, and to provide the required cut-off elevation. 8−7 In determining the lengths of production piles to be ordered, the lengths indicated in the order list shall be based upon lengths which are assumed to remain in the completed structure. Such pile lengths shall be calculated from the design cut-off elevation to the estimated tip elevation. The Contractor shall, at his own expense, increase the lengths given to provide for fresh heading and for such additional length as may be necessary to suit his method of operation. When preliminary test piles are specified in the Contract Documents, the Contractor shall furnish and drive piles of lengths and at the locations designated in the Contract Documents. The lengths of production piles indicated on the Plans are for estimating purposes only. Actual production pile lengths to be furnished will be as required to reach minimum tip elevations and to develop required capacities, subject to the approval of the Engineer, after test piles have been driven. Test piles shall be furnished in lengths, s ubject to the Engineer's approval, greater than the estimated length of production piles, and driven at least to the minimum ti p elevations and required capacities established for production piling.
804.03.2 Timber Piles.
a.General. Untreated and treated timber piles shall be stored and handled such as to avoid injury to the piles. Canthooks, dogs, or pike poles shall not be used. Cuts or breaks in the surface of treated piling and bolt holes shall be treated as set forth in these Specifications. The butt ends of timber piles shall be sawn square to the longitudinal axis of the pile prior to driving. When required in the Plans or as order ed by the Engineer, timber piles shall be further prepared for driving as specified below.
b.Collars, Bands, or Strapping. Collars, bands, or strapping shall be affixed at the butt, intermittently along the length, and near the tip of each pile as shown in the Plans.
c.Trimming and Drive Points. The tips of timber piles sha ll be sawn square or tapered to a diameter of not less than 4 inches. When required in the Plans, timber piles shall be provided with metal boots or steel point attachments. The Contractor shall suitably trim pile tips to fit the type of boot or point attachment specified. 804.03.3 Precast-Prestressed Concrete Piles.
a.Manufacture. Precast-prestressed concrete piles shall be manufactured to conform to the design and finish shown on the Plans. Concrete for precast/prestressed piles shall conform to the applicable requirements of SECTION 601 of these Specifications. Precast/prestressed piles, whether plant-produced or manufactured on site, shall be manufactured and prestressed in accordance with both AASHTO Standard Specification; SECTION 10; PRESTRESSING, and SECTION 809; PRECAST/PRESTRESSED STRUCTURE CONCRETE MASONRY , of these Specifications.
b.Shape and Minimum Dimensions . Precast/prestressed concrete piles may be either solid piles of rectangular or cylinder section, or hollow cylinder piles. Solid piles may be either of uniform section or tapered. In general, solid prec ast/prestressed concrete piles shall have a cross- sectional area, measured above the taper of not less than 98 square inches, and where used in salt water or other areas subject to salt intrusion, not less than 140 square inches. The tip diameter or 8−8 least dimension through the center of precast/prestressed piles shall be not less than 8 inches. The dimensions and thicknesses of hollow cylinder piles shall be as shown on the Plans.
c.Prestressing. The Contractor shall submit shop drawings for the Engineer's approval in accordance with Para. b of Subsection 809.02.1 of these Specifications. In addition, shop drawings shall show the pile dimensions, materials, prestressing methods, tendon arrangement and prestressing forces proposed for use, and, any addition or positioning of reinforcing steel differing from that shown on the Plans. Manufacture of the piles shall not commence until the shop drawings have been approved by the Engineer.
d.Curing, Storage and Handling. Removal of forms, storage, transport, and handling of precast/prestressed concrete piles shall be done in such a manner as to prevent excessive bending stresses, cracking, spalling, or other injurious results. A curing plan shall be submitted to the Engineer as specified in Subsection 809.03.8 of these Specifications. When lifted or moved, precast/prestressed concrete piles shall be suppor ted at the quarter points or other designated pick- up points. Piles shall not be driven until the specified curing period is completed and the concrete has attained the specified 28-day compressive strength, or such longer period as may be specified in the Plans or Special Provisions.
e.Extensions. When required, extensions for precast/prestressed concrete piles shall be made by removing concrete at the end of the pile end to clear 40 diameters of reinforcement steel and to produce a face perpendicular to the axis of the pile. Reinforcement of the same size as that used in the pile shall be securely fastened to the projecting steel. Necessary formwork shall be placed to prevent leakage along the pile. Immediately before placing concrete, the tops of piles shall be cleaned and wetted thoroughly and covered with a thin coating of approved suitable bonding material. Concrete of the same mix design and quality as that used in the pile shall be placed. Forms shall remain in place for not less than seven days. Extensions shall be cured and finished according to the applicable requirements of SECTION 809. Extended precast/prestressed piles shall not be driven.
804.03.4 Concrete-Filled Shell Piles.
a.General. Concrete-filled shell piles shall be constructed by driving metal shells, with or without a mandrel, placing reinforcement steel, and filling the driven shell with concrete. Shells shall be driven to the required tip elevation and capacit ies in accordance with these Specifications.
b.Shape and Minimum Dimensions. Concrete-filled shell piles may have a uniform cross section or may be tapered over any portion. Unless otherwise specified, the minimum diameter at the tip shall be 8 inches. Step-tapered or tapered piles shall step increase or taper at a rate of not less than one inch in 8 feet, as the Contractor may elect, until the nominal diameter is not less than 12 inches or more than 18 inches within which range the shaft may be extended with a substantially uniform diameter section. In any event, not less than 4 feet of the 12-inch butt section shall be provided below the cut-off. Uniform diameter shells shall have a minimum net effective diameter of not less than 11 inches. The minimum size of uniform piles shall be as shown on the Plans. For 45-ton capacity reinforced concrete cast-in-place piles the following limitations shall apply. Step-tapered or tapered piles shall have a minimum net effective tip diameter of not less 8−9than 10 inches and shall step-increase or taper at a rate of not less than one inch in 8 feet as the Contractor may elect, until the nominal diameter is not less than 14 inches or more than 18 inches in which range the shaft may be extended with a substantially uniform diameter section. In any event, not less than 4 feet of the 14-inch butt section shall be provided below the cut-off. So-called uniform diameter shells shall have a minimum net effective diameter of not less than 11 inches for a length not to exceed 32 feet and thereafter the uniform diameter shaft shall have a nominal diameter of not less than 14 inches. A minimum of 4 feet of the 14-inch butt section shall be provided below the cut-off.
c.Metal Shells. Metal shells shall meet the requirements of Subsection M.07.08.1 of these Specifications, and shall be of sufficient thi ckness and strength to hold original form and show no harmful distortion after driving or driving of adjacent shells, or after withdrawal of the driving core. Shell designs other than that shown on the Plans shall be approved by the Engineer prior to use. The thickness of metal shells driven without a mandrel shall be a minimum of No. 9 gauge for fluted shells, and 3/16-inch for pipe shells. Shells driven with a mandrel shall have a thickness not less than No. 18 gauge.
d.Cleanout and Dewatering. Accumulated soil cuttings and water shall be evacuated from driven shell piles prior to placement of any concrete. The Contractor shall use those methods as needed to cleanout and dewater the shell, and which s hall not result in damage to the shell. The Contractor shall provide equipment and facilities for containment, temporary storage, and separation of soil cuttings, and shall legally dispose of water accumulations. e. Inspection of Driven Shells. Each driven shell pile shall be inspected and approved by the Engineer before any concrete is placed. The Contractor shall provide access to the pile and furnish a suitable illuminating device for inspection of the shell interior throughout its length. Any broken, improperly driven, or otherwise defective shell pile shall be removed and replaced as directed by the Engineer at no additional cost to the State.
f.Placement of Reinforcement and Concrete. Accumulated soils and water shall be removed from driven shells before concrete is placed. The class of concrete shall be as specified in Subsection M.07.08.2 of these Specifications, and arrangement of reinforcing shall be as shown and specified in the Plans. Reinforcing steel c ages shall be fabricated, secured, and lowered down the shell pile in such a manner as to insure proper placement throughout the length of the pile, and to provide pile cap connections as shown in the Plans. Concrete in steel-reinforced shell piles shall be placed and consolidated by vibration throughout the length of the pile interior, unless otherwise indicated on the Plans or directed by the Engineer. No concrete shall be placed until all other shell pile driving within a radius of 20 feet of the driven pile has been completed. Alternatively, if approved by the Engineer or where allowed as specified in the Plans, all driving within the specified limits shall be discontinued until concrete in the last shell driven has set for at least five days. 804.03.5 Steel Pipe Piles.
a.General. Steel pipe piles shall be furnished and driven either as open-end or closed- piles as indicated on the Plans or otherwise authorized by the Engineer. When specified in the 8−10 Contract Documents, steel pipe piles shall be concrete-filled throughout or across a portion of their length. Where practicable, steel piles shall be furnished full length.
b.Dimensions and Minimum Thicknesses. Steel pipe piles of outside diameter less than 14 inches shall have a minimum wall thickness of 1/4-inch. Piles of outside diameter 14 inches and larger shall have a minimum wall thickness of 3/8-inch.
c.Painting. When specified in the Plans or Special Provisions, before being driven or placed, steel pipe piles, closure plates, and splices shall be shop-painted with zinc-silicate primer. When specified, after piles are driven and all bracing members, concrete caps, and encasements are in place, all exposed steel shall be given one complete coat of field paint.
d.Drive Points, Drive Shoes and Closure Plates. When specified in the Plans or ordered by the Engineer, steel pipe piles shall be fitted with closure plates and/or drive points. Closed-end steel pipe piles shall generally be furnished with flat closure plates of the thickness and weight of steel as specified in the Plans. When specified, end closure plates shall be single-piece cast steel 60 degree conical point s (ASTM A27), with an external flange unless otherwise permitted and as indicated in the Plans. When specified, open-end or closed-end steel pipe piles shall be furnished with one-piece cast steel (ASTM A27) drive shoes, provided with a thickened ridge along the bearing surface between the pile tip and the shoe. Shoe flanges shall be external unless otherwise permitted in the Plans or Special Provisions, and shall be of the dimensions and weight of steel as indicated in the Plans. Plates, drive points, and shoes shall provide full bearing with pile tips and shall be affixed to the piles using 5/16-inch continuous fillet welds along the flange or ridge contact with the pile tips.
e.Cleanout and Dewatering. Steel pipe piles driven open-ended shall be cleaned out to remove accumulated soil materials and dewatered. The Contractor shall use those methods as needed and appropriate to the soil materials encountered, and which shall not result in damage to the driven pipe pile, to remove soil cuttings from the interior of the pile. The Contractor shall provide equipment and facilities for containment, temporary storage, and settlement and separation of soil cuttings and accumu lated water. The Contractor shall legally dispose of water and accumulated soil cuttings.
f.Inspection of Driven Pipe Piles. The Contractor shall provide access and facilities for the Engineer to inspect the interior of each driven pipe pile. No driven steel pipe pile shall be accepted unless inspected and approved by the Engineer as described above in Subsection
804.03 4, Para. e.
g.Placement of Concrete and Steel Reinforcement. Where driven steel pipe piles shall be concrete-filled and no interior steel reinforcement is to be installed except within 5 feet of the cut-off elevation, concrete shall be placed in one continuous operation with flow directed down the center of the pile to consolidate by impact. Vibration or rodding shall be required only to a depth of 5 feet below the design cut-off elevation. The class of concrete shall be as specified in Subsection
M.07.10.2 of these Specifications. All steel pipe piles at each structure footing or within the radius indicated on the Plans shall 8−11be driven, cleaned out, and inspected prior to placement of concrete. Alternatively, if approved by the Engineer or, all driving within the specified limits shall be discontinued until concrete in the last pile driven has attained its 28-day compressive strength. 804.03.6 Steel H-Section Piles.
a.Dimensions and Section Thicknesses. Steel H-section piles shall be rolled structural steel shapes of the sections indicated on the Plans or otherwise authorized by the Engineer. Where practicable, steel H-sections shall be furnished full length. H-section piles shall have a minimum web thickness of 0.400-inch.
b.Drive Points. When specified or authorized by the Engineer, H-section piles shall be fitted with drive points of the design specified. Drive points shall be cast in one piece steel conforming to ASTM A27 Grade 65-35. They shall have sufficient flange and continuous web vertical back-ups to provide proper alignment and secure fit with the pile. Flange surfaces to bear on rock or in soil may be horizontal or sloped (minimum 15 degrees to not more than 30 degrees) and may be provided with individual or continuous cutting teeth. The minimum weight of pile points shall be as specified in the Plans.
c.Painting. Where specified in the Plans, steel H-section piles shall be provided with a shop application of one coat of zinc-oxide primer. Additionally, exposed sections of piles as-driven shall receive one or more field-applied surface coats as specified. Lengths of pile to be concrete- encased shall not receive field coats unless otherwise specified.
d.Concrete Encasement. Where specified in the Plans or Special Provisions, exposed lengths of driven steel H-section piles shall be encased in concrete. The length, shape, and thickness of encasement and required reinforcement shall be as shown on the Plans. Concrete encasements shall be furnished and placed in accordance with the applicable requirements of SECTIONS 601 and 808, respectively, of these Specifications.
804.03.7 Composite Piles. Composite piles shall be furnished and fabricated of the materials and
dimensions indicated on the Plans and described in the Special Provisions. Composite piles may consist two or more sections of different materials fabricated into a single pile which is then driven, or a driven section to which an upper section of different material is then added and then driven or will be exposed in the completed work. The installation of composite piles shall conform to the requirements of the Special Provisions.
804.03.8 Splices and Splicing Piles.
a.General. Where splicing is permitted, the splice shall develop the full strength of the unspliced pile. Splices shall be fabricated and installed as shown on the Plans. Any alternative method of splicing or commercial splice proposed fo r use shall provide equal results and shall have been approved by the Engineer prior to use.
b.Timber Piles. Unless otherwise provided for in the Special Provisions, timber piles shall not be spliced.
c.Steel Pipe, Shell, and H-Section Piles. Full length piles shall be used where practicable. Where splicing is required or authorized by the Engineer, the splice shall be as shown 8−12 on the Plans. Splices shall be made by full penetrati on electric arc welding, or as approved by the Engineer. Proprietary or other fabricated steel splicers shall conform to ASTM A36, be approved by the Engineer before use and shall develop the full strength of the unspliced pile. The flanges of fabricated splicers shall be chamfered to enable effective welding. Prior to splicing, the top of any pile that is bent, deformed, or twisted by driving shall be cut off or trued up normal with the axis of the pile before placing the next pile section. The end surfaces of piles shall provide full bearing with the next pile section or splicers. Axes of all spliced sections shall be in the same straight alignment. All extensions, splices and build-ups shall conform to the design shown on the Plans. The flanges of H-section piles shall be either spliced by butt welding or with plates that are welded or bolted. Prefabricated splicers may be used if the splice can develop the net section of the pile in compression, tension, shear and bending. Pipe piles shall be spliced either by butt welding or by the use of welded sleeves. Surfaces to be welded shall be smooth, uniform, and free from loose scale, slag, grease, or other material which would prevent proper welding. Steel may be oxygen cut. Carbon-arc gouging, chipping, or grinding may be used for joint preparation. Welding shall be permitted in all cases for splicing metal shells. Welding shall be used for splicing steel piles, attaching pile points, and attaching bracing or other steel members to steel piles when specified in the Plans. All welding and qualifications for welders shall conform to the applicable requirements of Subsection 824.03.6; Welding , of these Specifications.
d.Precast/Prestressed Concrete Piles. Precast/prestressed concrete piles shall not be spliced, other than to produce short extensions as permitted herein, unless specifically allowed by the Plans, the Special Provisions, or by written approval of the Engineer. Dowels or other mechanical splices shall be approved by the Engineer before incorporated into the work. Splices shall be designed to develop the full axial and moment capacity of the unspliced cross section.
804.03.9 Determination of Bearing Capacity.
a.General. Piles shall be driven to the bearing capacity shown on the Plans or specified in the Special Provisions. Pile bearing capacity shall be determined by the Engineer using one or a combination of the following methods.
1.Method A - Wave Equation Analysis. The ultimate bearing capacity of piles with design loads of less than or equal to 50 tons s hall be determined by using a wave equation analysis prepared by a Rhode Island Registered Professional Engineer. Unless otherwise stated in the Special Provisions, the Contractor shall be responsible for performing the wave equation analysis. The results of the analysis, driving system specif ications and data, and the proposed driving criteria shall be submitted by the Contractor to the Engineer for approval. Project test boring logs shall be provided in the Plans or otherwise made available to the Contractor for his use in preparing the analysis. Unless otherwise specified, the Contractor shall perform a separate wave equation analysis for each design pile type, load and length shown in the Plans, and for each driving system the 8−13Contractor proposes for use. The analysis shall take into account the proposed hammer assembly, pile cap, blocks, and cushion c haracteristics, pile properties and estimated lengths, and anticipated soil properties. Pile driving equipment properti es shall be as recommended or provided by the manufacturer of such materials and equipment. The design bearing capacity of a pile shall be 0.364 of the calculated ultimate bearing capacity as determined by a wave equation analysis alone. The analysis may, at the discretion of the Engineer, be used to establish design capacities of greater than 50 tons if similar pile s have been installed in similar soil conditions in close proximity to the site.
2.Method B - Wave Equation Analysis Calibrated with Dynamic Pile Tests. When specified in the Contract, the Contractor shall perform a wave equation analysis and conduct dynamic load testing for each design pile type, l oad, and length, and proposed driving system. The Contractor shall retain or employ a Rhode Is land Registered Professional Engineer to perform, supervise, and interpret the analysis and dynamic m easurements. The results of the dynamic load test, the wave equation analysis results, and proposed ultimate pile capacity shall be submitted to the Engineer for approval. Wave equation analyses calibrat ed with dynamic pile load test measurements may be used to determine the ultimate bearing capacity of piles with design loads of equal to or less than 50 tons. At the discretion of the Engineer, this method may be used to establis h design capacities of greater than 50 tons if similar pile s have been installed in similar soil conditions in close proximity to the project site. The design bearing capacity of a pile shall be 0.444 of the ultimate bearing capacity determined from a wave equation which has been calibrated to the results of a dynamic pile load test. The Contractor shall furnish and maintain in working order all force or stain transducers, acceleration-velocity-or-displacement transducers, transmission cables, and appropriate instrumentation for recording, reducing, and displaying the dynamic testing data. The Contractor shall furnish the electrical power required. Field generators shall be equipped with functioning meters for monitoring voltage and frequency. The Contractor shall also provide temporary shelter of adequate size to protect the dynamic test equipment from the elements.
a.General Procedures for Wave Equation Analysis Calibrated with Dynamic Pile Tests.
1.Pretest Pile Calibration. For timber and concrete piles, the Contractor shall initially determine strain wave speed for each pile to be dynamically tested during driving. Initial wave speed determination shall not be required for steel piles. The pile shall be supported horizontally above the ground, clear of other piling or obstructions, and its length measured and recorded. An accelerometer shall be securely attached to one end of the pile (bolted, glued, or welded). The Contractor shall provide and affix an impact cushion at the pile head as directed by the Engineer. A sledge hammer or other suitable weight shall be used to strike the end of the pile. The accelerometer signal shall be recorded and displayed, and the time between acceleration peaks measured for as many cycles as deemed necessary by the Engineer. The first impact should not be counted. The wave speed for the particular pile shall be calculated as the time divided by the corresponding travel length of the strain waves during the time interval. 8−14 (2) Prior to Driving. The Contractor shall furnish and attach transducers to the pile or provide access to the pile for the Engineer to attach instruments. Transducers shall be capable of independently measuring strain and acceleration verses time at a specific location along the pile axis during driving impact. A minimum of two, eac h, of strain and acceleration transducers shall be attached to the pile at the locations specified or directed by the Engineer. For mandrel driven piles, the mandrel may be instrumented similarly to a driven pile. At any point along the length of the pile as s pecified or directed by the Engineer, a minimum of two, each, of strain and acceleration transducers shall be attached to the pile face or web as the case may be. Transducers shall be located at equal radial or cross-sectional distances on diametrically opposite sides of piles. They s hall be located the same axial distance from the bottom of the pile, and when near the upper end, they shall be attached at least 1½ pile diameters below the pile head. The Contractor shall align and protect the transmission cables to suit his method of operation but maintain the operation of the equipment during driving.
3.Driving. The test pile shall be clearly marked at appropriate intervals throughout its length. The pile shall be positioned and aligned in the leads such that hammer impact is applied axially and concentrically with the pile. The Contractor shall drive the test pile to the depth at which the dynamic test equipment indicates that the design bearing capacity indicated on the Plans or specified in the Special Provisions has been achieved, unless otherwise directed by the Engineer. If upon further driving test piles "break through" after attaining the design bearing capacity, at the discretion of the Engineer, the Contractor shall further advance piles until the required bearing capacity is again indicated. The Contractor shall adjust the driving energy to maintain acceptable stresses in the pile, and shall realign the driving system if the testing equipment indicates that hammer impact is not delivered axially to the pile. The Contractor shall monitor and record: ram travel length, bounce chamber pressure, and/or steam or air pressure at the inlet to the hammer as appropriate for the driving system used, and a record of blow counts for specific intervals of penetration during driving of test piles. Dynamic force and velocity measurements for a specific penetration shall be taken for the impacts during the specified intervals to be monitored and for routine observations of penetration resistance as the Engineer may direct. Properties shall be determined from the specified minimum number of impact records during initial driving, and from representative blows at the beginning of any restriking. As specified or directed by the Engineer, the Contractor shall delay restriking a sufficient period of time after the end of initial driving to allow pore water pressure and soil strength changes to occur. The maximum amount of penetration or maximum total number of blows on restrike shall be as specified or directed by the Engineer. Pile capacity shall be determined from the results of the dynamic testing and wave equation analysis, and submitted to the Engineer for approval.
3.Method C - Static Pile Load Tests . When the design capacity of piles is greater than 50 tons, or as otherwise specified in the Contract, the driving criteria and ultimate load capacity shall be established for each pile type and capacit y following procedures se t forth in ASTM D1143, "Piles Under Static Axial Compressive Load,” using the quick load compression test, except that the test shall be taken to plunging failure, or three times the design load, or 1,000 tons, whichever first occurs. Testing equipment and measuring systems shall conform to ASTM D1143 or as specified in the Special Provisions. Telltales and/or elastic strain gauges, appropriately sheathed, shall be installed in or along piles at the intervals specified, and vertical movements or incremental strain measurements shall be monitored. Dial gauges c apable of reading increments of 0.001-inch shall 8−15be calibrated and used to monitor relative movements or strains at the pile tip, head, or specified interval along the pile length. The Contractor shall submit for the Engineer's approval, a wave equation analysis for each type and capacity of pile to be tested, and, detailed plans of the proposed pile load test apparatus, including load frame and reference members, load cell or jacking apparatus, reaction system, and proposed method and intervals for telltale installation and protection. The wave equation analysis and pile load test plans shall be prepared by a Rhode Island Registered Professional Engineer, retained or employed by the Contractor. The load test apparatus shall be designed and constructed to allow the various load increments to be placed gradually without causing vibration to the pile. The wave equation analyses shall demonstrate that piles will not be damaged during driving and shall determine the blow count necessary to achieve the required ultimate static capacities. The driving criteria proposed by the Contractor shall be subject to review and appr oval by the Engineer. The design bearing capacity shall be defined as 50 percent of the failure load. The failure load of a pile under axial compressive load is that load which produces a settlement of the pile head at failure equal to: Sr = S + (0.15 + 0.008D), where Sr = Settlement at failure, in inches; D = Pile Diameter or Width, in inches; S = Elastic Deformation of total unsupported pile length, in inches; Piles to be utilized for load tests shall be manufactured or furnished with telltales and protective sleeves incorporated into or along the length of the pile as specified in the Plans or Special Provisions. The Contractor shall submit his proposed telltale design and method of installation to the Engineer for approval prior to manufacture or furnishing of piles. The telltales shall be suitably sleeved and protected during driving and shall be functional throughout the pile load test. Sleeves shall be properly secured and cast in the interior of precast or cast-in-place concrete piles, secured to the interior walls of steel pipe piles, or affixed to the faces of steel pipe, timber and precast piles or the web of H-section piles as shown on the Plans. Telltales shall consist of solid, flush-joint sections of steel rods, which shall extend to and screw into threaded steel mounts affixed to or cast in to the pile at the spec ified points along the pile length. Telltale sleeves shall be plastic or steel tubing as specified, and shall be properly aligned, installed and affixed to the screw mounts to the extent that tell-tale rods can be lowered into the sleeves entirely under their own weight. Where permitted by the dimensions of the test pile, the Contractor may choose to protect the tubes by installing them inside steel or PVC pipe. Sleeves and rods shall be furnished with end caps and otherwise suitably protected during driving of piles. Prior to installation of the telltale rods, sleeves shall be filled with a sufficient quantity of oil or grease to fully occupy the annular space between the sleeve and the rod. Telltale rods shall be installed into sleeves under the inspection of the Engineer. Any telltale rod installed without the Engineer's inspection shall be remov ed, measured, and re-inserted under the inspection of the Engineer. The number and location of test piles shall be as shown in the Plans or specified in the Special Provisions, or as directed by the Engineer. Load test piles shall be driven to the minimum tip elevations and to the driving criteria determined based upon the wave equation analysis. The 8−16 elevation of the top of the test pile shall be determined immediately after driving, after driving anchor piles, and just before load testing to deter mine heave. Any test pile which has heaved more than 1/4-inch shall be redriven or jacked to the original tip elevation prior to load testing. Unless otherwise specified in the Special Provisions, a minimum three-day waiting period shall be observed between the driving of any anchor piles or the load test pile, and the commencement of the pile load test. The Contractor shall exercise care to prevent eccentric loading of the pile. If the test fails due to eccentric loading, no payment shall be made for the test and no future test shall be performed on the eccentrically loaded pile. When the approved test method requires the use of tension (anchor) piles which will later be used as permanent piles in the work, such tension piles will be of the same type and diameter as the production piles and shall be driven in the location of the permanent piles. The "Boot Strap" method shall be performed by jacking down on the test pile or piles with a calibrated hydraulic jack placed beneath a girder. The girder shall be anchored to tension piles located at least 6 feet from the test pile or piles. In no case shall piles closer than 6-feet from the test pile or piles be used to assist in anchoring the girder. Connections of the girder to the anchors and hydraulic jack shall be tight when the test is commenced and the jack shall be capable of moving the test pile or piles a vertical distance of at least 5 inches during the test. If the load is applied to the test pile or piles by jacking against a dead load, such dead load shall not have supports closer than 6 feet from the test pile or piles. The jack shall be capable of moving the test pile or piles a vertical distance of 5 inches. The Contractor shall have a qualified employee present at all times during the performance of the test to maintain the required load. If the test is stopped before completion and the load wholly or partially removed from the pile or p iles due to defects in the jack, yield of connections, insufficient load or travel capacity of the jack, or for other mechanical reasons, the Engineer shall order the load test abandoned and replaced by a new test to be conducted on another pile or piles at an adjacent location. Where a loading test is abandoned because of reasons for which the Contractor is responsible, there shall be no payment for such an abandoned test. 804.03.10 Pile Driving Equipment.
a.General - Approval of Driving System . All pile driving equipment, including the hammer, hammer cushion, drive head, pile cushion, and other appurtenances to be furnished by the Contractor shall be approved in advance by the Engineer prior to beginning work. The Contractor shall submit a description of his proposed equipment a minimum of two weeks before starting work. Whenever the bearing capacity of piles is specified to be determined by a wave equation analysis, the Contractor shall submit calculations bas ed upon the wave equation analysis (WEAP or other equivalent analysis) which shall demonstrate that the piles can be driven to the ordered length with a reasonable driving energy without damage to the piles. In the absence of other supporting data, the following hammer efficiencies shall be used in the analysis: 8−17Hammer Type Efficiency, Percent Single-Acting, Air/Steam 67 Double-Acting, Air/Steam 50 Diesel 72 The Contractor's proposed driving equipment shall be evaluated based upon the required number of hammer blows per inch of pile penetration and the pile stresses at the required ultimate pile capacity. The required number of hammer blows indicated by the calculations for the required bearing capacity shall be between 4 and 10 blows per inch in order for the equipment to be considered acceptable. In addition, for the driving equipment to be considered acceptable, calculated pile stresses corresponding to the driving criteria and required pile capacity shall be less than the stress level that will result in damage to the pile. For steel piles compressive driving stresses shall not exceed 90 percent of the yield point (0.9 Fy) of the pile. For concrete piles, tensile stresses shall not exceed 3 times the square root of the concrete compressive strength, f'c, of the pile plus the effective prestress value, i.e., [3 x (f'c) ½ + prestress]. Compressive stresses in concrete piles shall not exceed 85 percent of the concrete compressive strength minus the effective prestress: (0.85 f'c - prestress). For timber piles, compressive stresses shall not exceed 3 times the allowable static design strength listed in the Plans. During pile driving operations, the Contractor shall use the approved driving system. Any change in the driving system or equipment will be considered only after the Contractor has submitted revised pile driving equipment data and ca lculations for correspondi ng driving criteria and pile stresses. The Engineer's approval of the pile driving equipment shall not relieve the Contractor of his responsibility to drive piles, free of damage, to the required bearing and tip elevations shown on the Plans or specified in the Special Provisions.
b.Hammers. Piles may be driven with drop hammers; single-, double- or differential-action compressed air or steam operated hammers, diesel hammers conforming to these Specifications. Vibratory or other pile driving methods may be used only when specifically authorized by the Engineer or allowed in the Special Provisions. Hammers shall be selected to suit the conditions to be encountered. If the selected hammer used is found to be unsatisfactory, it shall be replaced with a larger or smaller hammer of the same type or an alternate hammer type.
1.Gravity or Drop Hammers. Gravity or drop hammers may be used for driving timber piles, but shall not be used for precast concrete piles or for piles with design capacities greater than 30 tons. When gravity hammers are allowed, the ram weight shall be at least equivalent to the combined weight of the drive cap and the pile. In no case shall the ram weight be less than 3,000 pounds, and the fall height shall not exceed 12 feet. All drop hammers shall be equipped with hammer guides to insure concentric impact on the drive head or pile cushion. In general, energy developed by the hammer shall be at least one foot-pound for each pound of weight of the pile or casing being driven, but in no case shall it be less than 8,000 foot-pounds energy per blow. 8−18 2. Air- or Steam-Operated Hammers. The weight of the striking part of air- or steam- operated hammers shall not be less than 1/3 of the combined weight of the pile and drive cap, and in no case shall the striking part weigh less than 2,750 pounds. Steam or air hammers to drive timber piles less than 50 feet in length shall develop not less than 8,000 foot-pounds of energy per bl ow; for timber piles 50 feet or greater in length, not less than 15,000 foot-pounds of energy per blow. Unless otherwise specified, hammers used for driving precast concrete piles, metal shells, steel H-section or pipe piles, shall develop not less than 15,000 foot-pounds of energy per blow. The plant and equipment furnished shall have suffi cient capacity to maintain, under working conditions, the pressure at the ha mmer as specified by the manufacturer. Boilers and compressors shall be equipped with accurate pressure gauges and a second gauge shall be applied at the hammer intake, unless other methods of determining hammer efficiency are authorized.
3.Diesel Hammers. Open-end (single-acting) diesel hammers shall be equipped with a device to permit the Engineer to determine hammer stro ke at all times during pile driving operations. Closed-end (double-acting) diesel hammers shall be equipped with a bounce chamber pressure gauge, in good working order, mounted near ground level so that it can be easily read. A correlation chart of bounce chamber pressure and delivered hammer energy shall be provided by the Contractor.
4.Vibratory Pile Drivers. Vibratory pile drivers may be used, subject to the Engineer's approval, provided that sufficient correlated data is developed and furnished to permit a satisfactory evaluation of pile load-carrying capacity and performance. These characteristics shall be established by direct comparison with the penetration and performance of the same type(s) of pile, driven with conventional impact hammers under similar conditions and in corresponding locations. A number of length determination piles as ordered by the Engineer shall be driven using a conventional hammer to determine with reasonable accuracy the depth of acceptable penetration throughout the area of each foundation or trestle bent. Subsequent piles to be driven using the accepted alternative method shall be driven to corresponding depths of penetration with minor adjustments if driving conditions change. A representative number of such piles as designated by the Engineer shall be load tested to the required capacity, along with a corresponding number of those piles driven using the alternative method and equipment. Load test data shall be carefully recorded and correlated. A sufficient number of load tests shall be performed on piles driv en using the alternative method as required to verify the results and insure design capacity. No payments will be made to the Contractor fo r pile load tests in excess of those which would be required for piles driven by conventional methods, unless field conditions are such that the alternative methods must be used to advance piles. In such cases, such additional load tests will be measured for payment provided the Engineer has ordered the tests in writing, and the tests are carried to completion. 804.03.11 Driving Appurtenances.
a.Hammer Cushions. All impact driving equipment except gravity hammers shall be 8−19equipped with a suitable thickness of hammer cushion material to prevent damage to the pile or hammer and to insure uniform driving behavior. Hammer cushions shall be made of durable manufactured materials which will retain uniform properties during driving. Wood, wire rope, and asbestos hammer cushions shall not be permitted. A striker plate shall be placed on the hammer cushion to insure uniform compression of the cushion material. The hammer cushion will be inspected by the Engineer prior to beginning pile driving and after each 100 hours of pile driving. The Contractor shall replace the hammer cushion when there has occurred a thickness reduction of 25 percent of the original cushion thickness.
b.Pile Drive Head. Piles driven with impact hammers shall be fitted with an adequate drive head to distribute the hammer blow to the pile head. The drive head shall be axially aligned with the hammer and pile. The drive head shall be guided by leads and shall not be free swinging. The drive head shall fit around the pile in such a manner as to prevent transfer of torsional forces during driving while maintaining proper alignment of hammer and pile. For steel and timber piles, the pile shall be cut off square and a drive head provided to hold the pile in line with the axis of the hammer. For precast and precast-prestressed concrete piles, the pile head shall be plane and perpendicular to the longitudinal axis of the pile to prevent eccentric impacts from the drive head. For special pile types, appropriate drive heads, mandrels, or other devices shall be provided so that piles can be driven without damage.
c.Pile Cushion. Concrete piles shall be protected by a pile cushion when the nature of driving is such as to unduly injure the piles. Where plywood is used, a minimum of 4 inches shall be placed on the pile head prior to driving. A new cushion shall be placed when the initial cushion is compressed to one-half its original thickness, or when the cushion begins to burn. The pile cushion dimensions shall be such that the hammer energy is uniformly distributed to the pile head.
d.Leads. Pile driving leads shall be used throughout the pile driving operation and shall support the pile and hammer in proper positions. Leads shall be constructed in a manner that affords freedom of movement of the hammer while maintaining alignment of the hammer and pile to insure concentric impact for each blow. The leads shall be of sufficient length to make the need for a follower unnecessary, and shall be designed to permit proper alignment of batter piles.
e.Followers. Followers shall only be used when specifically allowed in the Special Provisions or authorized in writing by the Engineer . When permitted, the first pile in every bent and the tenth pile driven thereafter shall be furnished sufficiently long and driven full length without a follower to verify that adequate pile penetration is being attained to develop the required capacity for those piles driven using a follower. The follower and pile shall be held and maintained in equal and proper alignment during driving. The follower shall be of such material and dimensions to permit piles to be driven to the length determined to be necessary from the driving of the full-length piles without a follower. The final position and alignment of the first two piles installed with followers in each substructure unit shall be verified to be in accordance with the location tolerances specified herein before additional piles are installed.
804.03.12 Preparation for Driving.
a.Preconstruction Survey and Vibration Monitoring. Unless otherwise specified in the 8−20 Special Provisions, a preconstruction survey of any structure within 200 feet of pile driving shall be performed by a Rhode Island Registered Professi onal Engineer employed or retained by the Contractor and submitted to the Engineer prior to beginning work. The survey shall document the existing pre-construction condition of structures su ch that potential impacts due to pile driving can be assessed. During pile driving the Contractor shall monitor vibrations at structures within 200 feet of pile driving using a seismograph capable of measuring vibration accelerations, velocities, and amplitudes in three mutually perpendicular directions. The vibration monitoring shall be performed under the direction of a Rhode Island Registered Professional Engineer. The Contractor shall adjust his pile driving operations to limit construction vibration peak particle velocities to 1 inch per second, unless a lower limit is warranted based on the preconstruction survey. Daily summaries of peak particle velocities and vibration records shall be submitted to the Engineer on a weekly basis.
b.Layout and Elevation and Location Control. Unless otherwise specified in the Plans or Special Provisions, the Contractor shall be responsible for layout of all pile locations using offsets from the project baselines. The Contractor shall establish ground surface elevation at the proposed driving locations to the nearest 0.1-foot, referenced to the project elevation datum. The Contractor shall set tideboards as needed and as specified in the Plans or Special Provisions when driving piles on water. Mudline elevations shall be determined at each pile location on water prior to starting driving. The Contractor shall verify the ti p elevation of driven piles to the nearest 0.01-foot relative to the project elevation datum. Where foundation or tr estle piles are driven in groups, or where piles are to be restruck, the Contractor shall check each pile tip elevation prior to and after restriking as required by the Engineer.
c.Excavations and Sheeting. In general, piles shall not be driven until after excavations are completed. Any material forced up between or around piles as a result of driving shall be removed to the correct elevation and that surface densified before any foundation concrete is placed. Where sheeting or cofferdams are to be constr ucted, and piles will be driven within sheeting alignments, unless otherwise specified in the Spec ial Provisions, the Contractor shall submit his proposed sequence of operations for the Engineer's approval prior to beginning any driving of sheeting or piles. The Contractor shall use those methods such that sheeting installation shall not interfere with, obstruct, damage or otherwise impact the function of bearing piles.
d.Preboring. When required by the Special Provisions or as shown in the Plans, the Contractor shall prebore holes at pile locations to the depths shown on the Plans, specified in the Special Provisions, or authorized by the Engi neer. Prebored holes shall generally smaller in diameter than the diameter or diagonal of the cross section of the pile, except in the case where preboring is specified where driving vibrations are not permissible. Preboring shall be of sufficient depth to allow penetration of the pile to the specified depth. If subsurface obstructions are encountered, the hole diameter may be increased to the least dimension whic h is adequate for pile installation. Any void space remaining around the pile after completion of driving or other installation, shall be filled with sand or other approved material. The use of spuds to make a hole for inserting a pile shall not be permitted in lieu of preboring, unless specifically allowed in the Special Provisions or authorized in writing by the Engineer. 8−21 Piles to be driven through newly constructed em bankments shall be driven in holes drilled or spudded through the embankment when the embankment is in excess of 5 feet in height. The hole shall have a diameter of not less than the greatest dimension of the pile cross section plus 6 inches. After driving the pile, the space around the pile shall be filled to the surface of the embankment with dry sand or fine gravel. Material resulting from drilling holes shall be disposed of as approved by the Engineer.
e.Templates and Support Spuds. The Contractor shall furnish and fabricate templates as he deems necessary to align and maintain piles at their proper location, alignment, or batter throughout driving. Such templates shall be securely fixed using such temporary spud piles or other appropriate bracing at the option of the Cont ractor. Template confi gurations and support piles shall be situated so as not to injure or displace driven piles nor interfere with pile driving or other portions of the work. The Contractor shall maintain templates in place after initial driving and until restriking has been completed. The Contractor shall dismantle and remove templates and temporary supports or piles so as not to damage, or misalign completed production piling. Templates and support piles shall remain the property of the Contractor, and no separate payment shall be made for furnishing materials or labor to construct templates or for support piles.
f.Measurement and Marking of Piles. The Contractor shall measure the total length of each pile to be driven, and shall clearly mark each pile in the increments and using the marking material specified in the Plans, the Special Provisions, or as directed by the Engineer. The Contractor shall notify the Engineer of the total measured length of each pile and shall allow the Engineer time to verify the length and to approve the pile marking prior to placing piles in the leads for driving. During driving, the Contractor shall provide such markings on the leads or shall provide a graduated gauge which shall be clearly marked and situated at ground level to allow verification of the final driving resistance for each pile driven.
g.Jetting. Water jetting shall not be permitted unless specifically allowed in the Special Provisions, or authorized in writing by the Engineer. When water jetting is used, the Contractor shall determine the number of jets and volume and pressure at the jet nozzles, which are sufficient to freely erode material adjacent to the pile without affecting the lateral stability of the final in-place pile. The Contractor shall be responsible for restoring or repairing all damage to the site resulting from jetting. When jetting is specifically required in the Special Provisions, the plant shall have sufficient capacity to deliver at all times a pressure of 100 pounds per square inch at two, 3/4-inch jet nozzles. Whether specified or approved by the Engineer, jetting shall be ceased and the jets removed when the pile tip is at a minimum of 5 feet above the required tip elevation. The pile shall then be driven by impact hammer to the required tip elevation and bearing capacity. The Contractor shall control, treat as necessary, construct and maintain appropriate settl ement basins, and legally dispose of sediments and expended jetting water as specified in the Special Provisions or as approved by the Engineer.
804.03.13 Driving Piles.
a.Pile Driving Records. The Contractor shall keep records for each pile driven of the number of blows required for each foot of penetration for the entire pile and penetration under the final series of blows (blows per inch for a minimum of the last 12 inches of driving). The records 8−22 shall include the type and size of hammer used, rate of hammer operation, type and dimensions of driving helmet and cushion block. The records shall include the date, starting time, total driving time, pile location and identification number, pile type and size, ground elevation from which the pile is driven, and final elevation of the pile tip and butt. The records shall also indicate the quantity of concrete which may be placed in the pile.
b.General. Driving shall in general conform to the following procedure: in order to offset the progressive consolidation effect of pile grouping, where underground utilities are located in the immediate vicinity, the first pile driven shall be the one nearest the utility. If, in the opinion of the Engineer, conditions during driving indicate that resistance is due to an obstruction, the Contractor shall employ adequate methods to drive the pile through the obstruction or he shall remove the obstruction. In the event that the Engineer agrees that the obstruction cannot be economically removed, the Cont ractor shall be allowed the option of driving an alternative pile (or piles) at a location designated by the Engineer. The initial pile shall be removed or cut off as directed by the Engineer. The Contractor shall be paid for the alternate pile or piles at Contract unit prices. However, there shall be no payment for the initial pile or for any costs of attempting to remove the obstruction. The Contractor shall have no claim for delay if this contingency should arise and no claim for moving his equipment to and from the pile location.
c.Driving Test Piles. When specified in the Special Prov isions, preliminary test piles and piles designated for dynamic or static load tests shall be driven at the locations and to the depths directed by the Engineer, before other production piles are ordered or driven in the area represented by the test. All test piles shall be driven with equipment identical to that which the Contractor proposes to use for production piles. Test piles shall be driven to a hammer blow count established by the Engineer at the estimated tip elevation. Test piles which do not attain the specified hammer blow count at a depth of 1 foot above the estimated tip elevation shall be allowed to set up for a period determined by the Engineer before being redriven. If possible, the hammer shall be warmed up before redriving begins by applying at least 20 blows to another pile. If the specified hammer blow count is not attained upon redriving, the Engineer may direct the Contractor to drive a portion or all of the remaining pile length and repeat the set up and r edrive procedure. When ordered by the Engineer, test piles driven to plan tip elevation without attaining the required hammer blow count, shall be spliced and driven until the required blow count is attained.
d.Utilization of Preliminary Test Piles and Loaded Test Piles. After the completion of loading tests, loaded test piles may be utilized in the permanent structure if found satisfactory for such use. Preliminary test piles driven to the required capacities may similarly be utilized in the permanent structure. Loaded test piles or preliminary piles determined not suitable for use in the permanent structure shall be removed, or cut off below ground and below base-of-footing or pile cap elevation, or disposed of in any other manner, all as directed by the Engineer.
e.Penetration of Piles. All piles shall be driven to a penetration such that the minimum pile tip elevation is attained, and such that the p ile bearing value, determined as specified herein, is not less than that indicated on the Plans. Piles located offshore, alongshore, in stream beds or along stream banks shall be driven to such penetration as the Engineer deems necessary for protection from scour. 8−23 If, after a test pile or production pile is driven through and below a hard stratum, the bearing value of the pile drops below the capacity required on the Plans, the Engineer may require the Contractor to drive permanent piles through the har d stratum to a penetration at which the required capacity is again attained. When production friction piles fail to achieve design bearing capacities after driving the full finished lengths, these piles, when approved by the Engineer, can be left for a minimum of 24 hours to allow soil setup before attempting to splice. After the waiting period has passed, the Contractor shall redrive one representative pile in each pile group to check the gain in bearing upon soil setup. The soil setup bearing shall be based upon the number of redriving blows necessary to drive the pile an additional 3 inches. These piles may be accepted without splicing if they exhibit the required bearing capacities upon redriving.
f.Driven Pile Location and Alignment Tolerances. All piles shall be driven at the locations and alignments shown on the Plans unless otherwise authorized by the Engineer. Piles shall be driven to within an axial tolerance not to exceed 1/4-inch per foot variation from the vertical or from the design batter orientation. Piles for trestle bents shall be driven such that the bent cap may be constructed in its design location without inducing excessive stresses in the piles. The final position of the axial center of driven foundation pile s, measured in the plane of the cut-off elevation, shall not deviate from the design location by more than 6 inches or 1/4 of their diameter, whichever is greater, provided that:
1.The average deviation along a line of piles in any direction within the bent shall not exceed 3 inches from the line through the pile center locations shown on the Plans; and,
2.The nearest edge of any pile shall not be closer than 9 inches from the design position of the edge of footing or pile bent cap; and,
3.The minimum distance between the centers of any two adjacent piles is not less than 24 inches at the cut-off elevation.
4.The center of gravity of the pile group at any trestle bent or foundation as calculated at the cut-off elevation, shall not exceed the tolerances specified in the Plans or Special Provisions for that pile group. If the location of any pile exceeds these tolerances, then it shall be the Contractor's responsibility to provide appropriate calculations to show the center of gravity of the pile group at the cut-off elevation as driven. Should the cent er of gravity of any pile group exceed the limits specified, or otherwise presented in the Plans or Special Provisions, it shall be the Contractor's responsibility to submit a detailed remedy, including all relevant engineering calculations, for review and approval by the Engineer. The Contractor shall further be responsible for performing the approved corrective action, including replacement of misaligned piles and/or furnishing materials and constructing any required increase in footing dimensions, at no additional cost to the State. Manipulation of piles after driving in order to force them into proper position will not be permitted; the Contractor shall remove, or if space allows and as allowed by the Engineer, cut off misdriven piles, and then redrive or replace mislocated piles to the satisfaction of the Engineer. 8−24
g.Pile Heave and Restriking. The top elevation of each pile head shall be determined immediately after driving and again after completion of the driving of all piles within any foundation or trestle pile group. Any pile which heaves more than 1/4-inch, or otherwise specified in the Special Provisions shall be redriven to the des ign tip elevation and to the required driving resistance. For concrete-filled piles, the Contractor shall restrike heaved shells or steel pipe piles prior to placing concrete in any pile within that pile group which has not evidenced heave.
804.03.14 Defective, Damaged or Broken Piles. The Contractor's driving operations and
procedures shall not subject piles to excessive or undue injury or stresses producing spalling and crushing of concrete; splitting, splintering or brooming of timber piles; or splitting or excessive deformation of steel piles and shells. Any pile damaged by reason of internal defects, improper driving, driven out of position or driven below the butt elevation indicated on the Plans or as authorized by the Engineer, shall be corrected by the Contractor by one of the following methods as approved by the Engineer: a. The pile shall be withdrawn and replaced by a new, and if necessary, longer pile;
b.The defective or low pile shall be cut off below base-of-footing elevation, and a second pile shall be driven adjacent to the defective or low pile.
c.The pile shall be spliced or otherwise built-up as provided for herein, or, the footing shall be sufficiently extended and reinforced to properly embed the pile. Any and all such remedial materials and work shall be provided and performed by the Contractor at no additional expense to the State.
804.03.15 Pile Dewatering, Cleanout, and Spoil/Water Containment and Disposal. The
Contractor shall remove soil materials, debris and/or accumulated water from driven steel pipe piles and metal shell piles to the satisfaction of the Engineer to allow inspection of pile interiors and prior to placement of any concrete. The Contractor shall provide for the control, containment, separation of sediments, and legal disposal of sediments and water volumes removed from such piles. The Contractor shall further be responsible to restore or repair any damage to the site incurred by dewatering and cleanout of piles. This work shall be considered included and integral to the installation of these pile types. No separate m easurement or payment shall be made for this work.
804.03.16 Pile Cut-offs. Piles shall not be cut off until all piles within a pile group or within the
area specified have been checked for heave and any required restriking or redriving has been completed. Unless otherwise specified, all piles shall be cut off perpendicular to the longitudinal axis of the pile at the elevations specified in the Plans. Piles which support timber caps or grillages shall be sawed or otherwise cut off to conform to the plane of the bottom of the superimposed structure. In all cases, the amount of cut-off length shall be sufficient to remove any portion of the pile top which has been trimmed for driving, bruised, or otherwise deformed or damaged during driving. Cut-off piles shall be anchored to the structure, or otherwise protected as specified until incorporated into the remainder of the work. 8−25 The cut-off portions of all piles including test piles shall be retained and made available for use in splicing or building up piles as required until the pile driving is comp lete. Upon completion of the work, piling cut-off lengths shall become the property of the Contractor and shall be legally disposed of off-site at the Contractor's expense. Cut-off pile heads, cuts for bracing, and exposed abrasions of treated timber piles shall be trimmed and then given field coatings of preservati ves as specified in the Special Provisions. Predrilled bolt holes shall be impregnated with the approved field preservative. If treated holes will remain open, field-treated wood plugs or other temporary plugs approved by the Engineer shall be installed in the holes. Where specified, after trimming and applying the approved field preservative, a sheet of three-ply roofing felt, or a sheet of galvanized iron, not lighter than 24-gauge, and of sufficient area to project at least 6 inches outside and completely around the pile head, shall be bent down over the top of the pile to fit tightly around the pile. The edges of this cover shall trimmed and fastened securely to the pile face with large-headed galvanized roofing nails or by being bound with galvanized wire. The tops and faces of precast concrete piles which are to be embedded in the structure shall be cleaned and minor chipping or spalling removed. Steel pipe piles and metal shells shall be cut off at the design elevation prior to emplacement of concrete fills. If steel pipe or shell piles are to remain unfilled, the Contractor shall provide and install protective caps as specified in the Plans or Special Provisions.
804.04 Method of Measurement.
804.04.1 Piles Furnished and Driven. "Timber Piles" (treated or untreated); "Precast/Pre-stressed
Concrete Piles" (solid rectangular, cylindrical, or ho llow cylindrical); "Steel Piles" (H-piles, or pipe piles, or steel shell piles); or "Composite Piles, ” to be furnished and driven, shall be measured to the nearest linear foot of pile, calculated from the tip elevation to the specified cut-off elevation, in accordance with the Plans and/or as directed by the Engineer. 804.04.2 Piles Furnished. "Precast/Prestressed Concrete Piles" (solid rectangular, cylindrical, or hollow cylindrical), to be furnished, shall be measured to the nearest linear foot of pile, delivered to or manufactured at the site of the work, and inspected and accepted in accordance with the Plans and/or as directed by the Engineer.
a.Preliminary Test Piles. Measurement for payment for preliminary test piles shall be made for that length authorized by the Engineer in writing prior to delivery of piles. That additional footage of production or preliminary piles furnished by the Contractor at his option shall not be included in the quantity measured for payment. Piles furnished by the Contractor to replace piles which were prev iously accepted by the Engineer, but subsequently damaged prior to completion of the Contract shall not be measured for payment. 804.04.3 Piles Driven. "Precast/Prestressed Concrete Piles" (solid rectangular, cylindrical, or 8−26 hollow cylindrical), to be driven, shall be measured to the nearest linear foot, calculated from the tip elevation to the cut-off elevation, of pile permanently remaining in place, and inspected and accepted in accordance with the Plans and/or as directed by the Engineer.
804.04.4 Pile Cut-offs. Pile Cut-offs will not be measured separately for payment.
804.04.5 Pile Load Tests. "Pile Load Tests" shall be measured by the number of pile load tests
actually performed by the Contractor in accordance with the Plans and or as directed by the Engineer. Anchor or tension piles installed solely at the option of the Contractor for his use in conducting pile load tests shall not be measured separately for payment. 804.04.6 Metal Boots, Drive Points, Drive Shoes and Closure Plates. "Metal Boots,” "Drive Points,” "Drive Shoes,” and "Closure Plates,” w hen called for, shall be measured by the number of the respective items actually installed by the Contractor in accordance with the Plans and/or as directed by the Engineer. 804.04.7 Preboring. "Preboring,” when called for, shall be measured by the number of prebored holes actually installed by the Contractor in accordance with the Plans and/or as directed by the Engineer. 804.04.8 Painting. "Painting,” when called for, shall be meas ured by the linear foot of pile actually painted in accordance with the Plans and/or as directed by the Engineer. 804.04.9 Mobilization and Demobilization of Pile Driving Equipment. This item does not require measurement for payment. 804.04.10 Related Items. Steel reinforcement for steel shell piles or steel pipe piles shall be measured for payment under the provisions of SECTION 810; REINFORCING STEEL , of these Specifications. Concrete for steel shell piles or steel pipe piles shall be measured for payment under the applicable provisions of SECTION 601; PORTLAND CEMENT CONCRETE and SECTION 808; CAST-IN-PLACE STRUCTURE CONCRETE MASONRY , of these Specifications. Excavations for foundations dug prior to installation piles shall be measured for payment under the applicable provisions of SECTION 203; STRUCTURE EXCAVATION AND BACKFILL , of these Specifications. Sheeting driven prior to insta llation of piles shall be measured for payment under the applicable provisions of SECTION 805; EARTH RETAINING SYSTEMS , of these Specifications. Test piles driven prior to the installation of production piles and used for the purpose of pile load tests shall be measured for payment under the appropriate Paragraph of this Section.
804.04.11 Incidental Items. The following items of work shall not be measured separately for
payment, but shall be considered incidental to the other items of work inherent to this Section unless listed separately for payment in the contract documents: Wave Equation Analysis; Pre-Construction Survey and Monitoring; Layout, El evation and Location Control; Templates and Support Spuds; Measurement and Marking; Pile Splices; Concrete Encasement for H-Piles; Cleanout and Dewatering of Shell Piles and Pipe P iles; Collars, Bands, Strapping and Trimming for Timber Piles; Extensions of Precast/Prestressed Concrete Piles; Hammer Cushions; Drive Heads; Pile Cushions; Pile Cutoffs; Leads; Followers; Jetting; Mobilization and Demobilization of equipment; and Steel Reinforcement Anchorages and Welding (materials and labor).
Source: Rhode Island Standard Specifications (Bluebook), 2024 Edition. Pages 338–360 of 826.