606.01 558 SECTION 606 – PILING
606.01 Description ................................ ................................ ................... 558
606.02 Classification ................................ ................................ ................ 559
606.03 Materials ................................ ................................ ...................... 559
606.04 Equipment ................................ ................................ .................... 559
606.05 Preliminary Work ................................ ................................ ......... 562
606.06 Precast Concrete Piles ................................ ................................ .. 562
606.07 Cast -in-Place Concrete Piles ................................ ........................ 564
606.08 Test Piles ................................ ................................ ...................... 565
606.09 Calibration Tests ................................ ................................ .......... 568
606.10 Order Lists for Piles ................................ ................................ ..... 568
606.11 Storage and Handling ................................ ................................ ... 569
606.12 Driving Piles ................................ ................................ ................ 569
606.13 Bearing Value and Penetration ................................ ..................... 571
606.14 Determination of Bearing Value ................................ .................. 571
606.15 Inspection of Shells for Cast -in-Place Piling ............................... 573
606.16 Extensions and Splices ................................ ................................ . 573
606.17 Cutoffs and Treatment of Pile Heads ................................ ........... 574
606.18 Conditioning of Treated Timber Piles after Driving .................... 574
606.19 Painting Steel Piles and Steel Shells ................................ ............ 574
606.20 Final Cleanup ................................ ................................ ............... 574
606.21 Method of Measurement ................................ .............................. 575
606.22 Basis of Payment ................................ ................................ .......... 577
DESCRIPTION
606.01 Description
This work consists of furnishing and driving or placing piling. This w ork also includes the furnishing and driving of test piling and production piling and conducting load tests, when shown on the Plans or included in the Contract. 606.02 559 606.02 Classification The Department will classify piling accordi ng to the following designations:
1.Steel “H” Piling, 8, 10, 12, and 14 inches;
2.Steel Pipe Piling, as designated on the Contract Plans;
3.Timber Piling (Untreated), Sizes 1 and 2;
4.Timber Piling (Treated), Sizes 1 and 2;
5.Precast Prestressed Concrete Piling, 14, 16 and 18 inches; and
6.Cast-in-Place Concrete Piling. Refer to the Plans for the designation and size of piling to be used in the construction. MATERIALS
606.03 Materials
Provide materials as specified in: Materials for Concrete ................................ ........................... 604.02 Reinforcement for Concrete Piles ................................ .......... 907.01 Pre-Stressing Reinforcement Steel and Anchorages .............. 907.04 Steel Piles ................................ ................................ .............. 908.15 Steel Shells ................................ ................................ ............ 908.16 Steel Pipes ................................ ................................ .............. 908.17 Paint ................................ ................................ ....................... 910.03 Timber Piles ................................ ................................ ........... 911.03 EQUIPMENT
606.04 Equipment
Have all equipme nt required for handling and driving steel piling, timber piling, precast concrete piling, steel shells or steel pipe on the Project and approved by the Engineer before beginning work. Use pile driver leads that are straight and allow fr eedom of movement of the hammer. Hold the leads in position with guys or braces to support the pile during driving. Except where driving piles through water, use leads of 606.04 560 sufficient length to make the use of a follower unnecessary, unless otherwise approved by the Engineer. Provide equipment and tools to manufacture concrete for piles, whether precast or cast -in-place, which meet 604.04 and the Engineer’s approval. Provide forms for precast concrete piles that meet the applicabl e requirements of 604.05. The plant and equipment furnished for steam and air driven hammers shall have sufficient capacity to maintain, under working conditions, the pressure at the hammer specified by the manufacturer. Equip t he boiler or tank with an accurate pressure gauge. Also install a gauge that will accurately measure the pressure at the hammer intake, unless another approved method is provided to furnish the data necessary to determine the energy delivered by the hamme r. Operate diesel hammers with a wide open throttle when blows are being counted to determine the average penetration to use in the safe load formula, except that in the case of diesel hammers with enclosed rams, the throttle settings shall be just short of the settings that would cause non -striking parts of the hammer to rise off the piles as the ram piston travels upward. Equip diesel hammers that have an enclosed ram with an accurate gauge and charts that will evaluate the equivalent energy being produced under any driving condi tion. If the Engineer finds the size or type of hammer used to be unsatisfactory, replace it with another size or type of hammer, or use other corrective measures as required to produce satisfactory results.
A.Hammers for Timber Piles Drive timber piles with an approved steam, air, diesel, or gravity hammer.
1.Steam, air, or diesel hammers shall develop an energy of not less than 6,000 foot -pounds per blow.
2.Gravity hammers shall weigh at least 2,000 pounds and not less than the weight of the driving head and pile. Regulate the height of fall to avoid damage to the pile. The height of fall shall not exceed 20 feet. 606.04 561 B. Hammers for Steel Piles Drive all steel type piles with an approved steam, air, or diesel hammer. Only use gravity hammers with the Engineer’s written approval. If the Engineer approves the use of gravity hammers, meet the requirements specified under paragraph 3 below.
1.Steam, air, or diesel driven hammers shall:
a.Develop at least 7,000 foot -pounds of energy.
b.Except as provided in paragraph 2(b) below, develop an energy per blow in foot -pounds not less than 250 multiplied by R, where R is the required minimum bearing resis tance of the pile in tons.
c.Have a gross energy in foot -pounds of not less than 2.5 times the weight of the pile in pounds.
2.The following additional requirements apply to diesel driven pile hammers:
a.Hammers that do not restrict the rebound of the ram shall have a ram weighing at least 2,000 pounds.
b.Hammers that have an enclosed ram shall have a rated equivalent energy in foot -pounds of not less than 250 multiplied by R, where R is the required minimum bearing resistance of the pile in tons.
3.When approved by the Engineer, the Contractor may use gravity hammers to drive steel piling provided that:
a.The weight of the pile is no more than the weight of the hammer.
b.The steel piling will be driven to refusal on rock, and the overburden is r elatively free of boulders.
c.The hammer weighs at least 3,000 pounds and not more than 5,000 pounds. Regulate the height of fall to obtain a minimum energy per blow of 12,000 foot -pounds and to 606.05 562 avoid damage to the pile. The height of fall shall not exceed 10 feet.
C.Hammers for Precast Concrete Piles Drive precast concrete piles with a steam, air, or diesel hammer that develops an energy per blow at each full stroke of the piston of at least 12,000 foot -pounds and not les s than 1 foot -pound per each pound weight of the pile being driven. Limit the maximum hammer energy such that no damage occurs to the pile during driving. The following additional requirements also apply to diesel powered pile hammers:
1.Hammers that do not restrict the rebound of the ram shall have a ram weighing not less than 2,750 pounds and not less than ¼ the weight of the pile.
2.Hammers that have an enclosed ram shall have a rated equivalent energy of at least 15,000 foot-pounds per blow.
D.Hammers for Steel Shells or Steel Pipe Drive steel shells or steel pipe for cast -in-place piles with hammers that meet 606.04.C. CONSTRUCTION REQUIREMENTS
606.05 Preliminary Work
Perform Clearing and Grubbing, Removal of Structures and Obstructions, Excavation and Undercutting, Structure Excavation, Foundation Preparation and Backfill, and Embankment Construction as specified in 201, 202, 203, 204, and 205, respectively. In areas where piles are to be driven and excavation or embankment construction is to be performed, complete the excavation or embankment before driving piles.
606.06 Precast Concrete Piles
Construct precast concrete piles as shown on the Plans and according to these Specifications. Construct precast concrete piles of either air -entrained or non-air-entrained Class P concrete that is proportioned and mixed as 606.06 563 specified in 615.09. Submit to the Department for approval a concrete design, indicating the proportions, the source or brand of all materials, and the type of cement to be used. Prepare and place the concrete as specified in 604 with the revisions and additions stipulated herein. Assemble and place the reinforcement as shown on the Plans. Stress cables for precast prestressed concrete piles as specified in 615.07 and 615.08. Cast piles in a horizontal position. Do not cast in tiers. Place the concrete continuously in each pile and con solidate by mechanically vibrating and spading. Take care to avoid horizontal or diagonal cleavage planes, and to ensure that the reinforcement is properly embedded in the concrete and not displaced. Overfill the forms, screed off the surplus concrete, a nd finish the top surface to a uniform, even texture similar to that produced by the forms. Side forms may be removed as soon as their removal will not cause distortion to the hardened concrete. As soon as the forms are removed, repair surface irregularit ies, and unless otherwise specified, give the piles a Class I finish as specified in 604.21.A. Cure the precast concrete piles by the water method as specified in 604.23.B, or by steam curing as specified in 615.11.C.2 Do not move piles from the bottom supporting forms, or release the stressing force on prestressed piles, until the concrete has attained a compressive strength of at lea st 3,500 pounds per square inch, as evidenced by test specimens made and cured in the same manner as the piles. Ensure that the concrete in precast and precast prestressed piles have developed a compressive strength of at least 5,000 pounds per square inch and have reached a minimum age of 7 days before driving the piles. Make, cure, and perform testing of test specimens as specified in 615.09. When handling or hauling precast concrete piles, support them at the points shown on th e Plans, or, if not so shown, support the piles at the quarter points. The Engineer will make a final inspection as to condition after delivery to the site. 606.07 564 606.07 Cast-in-Place Concrete Piles
A.General Construct cast -in-place concrete piles of the design shown on the Plans and that consist of concrete cast in drilled holes or in steel shells or pipes driven to the required bearing. Use Class A concrete meeting 604, or use Class X concrete, as required by design, meeting 604. Provide and place suitable casing when required to prevent caving of the hole before concrete is placed.
B.Drilled Holes Dry drill all holes for cast -in-place piles to the tip elevations shown on the Plans. The Engineer will examine all holes for straightness and will reject holes that on visual inspection from the top show less than half of the diameter of the hole at the bottom. Provide and place suitable casings when required to prevent ca ving of the hole before concrete is placed. After drilling operations have been completed, but before placing concrete, remove all loose material at the bottom of the hole. Do not use water for drilling operations or for any other purpose that may cause it to enter the hole. Take all necessary action to prevent surface water from entering the hole.
C.Casing If using casing in drilling operations, remove it from the hole as concrete is placed. Maintain the bottom of the casing not more than 5 feet nor less than 1 foot below the top of the concrete during withdrawal and placing operations, unless otherwise allowed by the Engineer. Prevent separation of the concrete during withdrawal operations by hammering or otherwise vibrating the casing.
D.Steel Shells and P ipes Inspect the inside of shells and pipes as specified in 606.15. Remove all loose material before placing concrete. Place the concrete in one continuous operation from tip to cutoff elevation and to avoid segregation. Conso lidate the concrete in the upper 25 feet of shell or pipe piles by using vibrators. 606.08 565 Do not fill any shell or pipe with concrete until all adjacent shells, pipes, or piles within a radius of 5 feet or 4 -1/2 times the average pile diameter, whichever is grea ter, have been driven to the required resistance. After a shell or pipe has been filled with concrete, do not drive a shell, pipe, or pile within 20 feet of it until at least 7 days have elapsed.
606.08 Test Piles
When called for in the Bid Schedule, furnish and drive test piles of the dimensions, at the locations, and to the minimum tip elevations, shown on the Plans or as designated by the Engineer. When approved by the Engineer, the Contractor may drive test piles to be load tested through the existing overburden, without excavating to the bottom of the footing elevation and by predrilling when required by the Engineer, provided that the additional length of test pile necessary to obt ain the requirements specified below is furnished at no additional cost to the Department. Before driving any other test or foundation piles, excavate the ground at each test pile to the elevation of the bottom of the footing. Drive t est piles to be load t ested full length or to the specified bearing indicated on the Plans as determined by the applicable specification equation in 606.14 , whichever occurs first. Drive a ll other test piles full length or to 1.5 times the specified bearing indicated on the Plans, whichever occurs first. However, the tip elevation for all piles shall be either a minimum of 10 feet below ground elevation or the minimum tip elevation when sp ecified on the Plans. If the test pile has been driven to 1.5 times the specified bearing but has not reached the minimum tip elevation, continue to drive the test pile until the required penetration is obtained or practical refusal occurs, whichever occu rs first. When the required pile penetration cannot be achieved by driving without exceeding practical pile refusal, use other penetration aids such as jetting or preformed pile holes. Practical refusal shall be defined as 15 blows per in ch for 2 consecu tive i nches of driving or when 2 times the minimum required bearing is achieved based on the last 6 in ches of driving. Use p ile driving equipment capable of driving to 1.5 times the specified bearings indicated on the Plans at a driving rate not to exceed 15 blows per inch. Perform a load test on one or more of the test piles as shown on the Plans or as designated by the Engineer. From driving logs for test piles and hold - 606.08 566 down piles, load tests , and other available subsoil information, the Engineer will determine the number and length of piles to be used and the minimum required bearing. The Engineer may require a test pile to be left in place for use, cut off, spliced, or removed. Load tests shall consist of a test load accomplished by loading weights o n a platform or by jacking against hold -down piles with a suitable apparatus for accurately measuring the test load and the pile settlement under each increment of load. The pile load test apparatus for applying loads and measuring movement shall meet the requirements of ASTM D1143. Apply the load to not exert any undue bending stresses or damage to the pile. The loading and calibration system shall be capable of applying and recording loads up to 200% of the pile bearing values shown on the Plans. Mate rials used in performing load tests shall remain the property of the Contractor. Unless otherwise shown on the Plans, wait a minimum of 3 days between installing the load test pile and starting the test. The Engineer may direct that load tests be added, d eleted, or repeated, and will make payment for such testing in accordance with 606.22. The Department based the number of load tests and test piles shown on the Plans on the assumption that the Contractor will drive all tests p iles with the same pile driver as was used for the load test pile. If choosing to drive some test piles with a different pile driver, furnish the necessary additional load tests at no additional cost to the Department. After the Engineer establishes the n umber and length of piles to be used, the Contractor may drive regular piles with a different pile driver from that used for driving test piles, provided it notifies the Structures Division before pile lengths are established and uses a pile driver that co nforms to the specified requirements. Before driving a pile to be load tested, submit to the Engineer written details outlining the method of applying, measuring, and recording test loads along with sufficient sketches to fully illustrate the method, proce dure, and arrangements proposed. For the jacks to be used in the tests, submit to the Engineer calibration certificates from a laboratory approved by the Engineer. Ensure that the certificates are no more than 6 months old. The following are the two meth ods for performing pile load tests. Perform the quick load test unless directed otherwise on the Plans. 606.08 567 A. Quick Load Test The full test load shall be 200% of the pile load shown on the Plans. Apply the load in approximately equal increments of 10 to 20% of the pile load as shown on the Plans, and at intervals of 5 minutes throughout the load test. Take and record readings of time, load, and movement immediately before and after applying each load. Apply the load until either a plunging failure occurs, or t he full test load is reached. Plunging failure occurs when continuous jacking is required to maintain the test load. After the final holding time, or immediately after plunging failure occurs, remove the applied load in five approximately equal decrement s with intervals of 5 minutes between decrements. Take readings after removing each decrement and 5 minutes after the complete removal of the test load.
B.Maintained Load Test The full test load shall be 150% of the pile load as shown on the Plans. Apply the test load in maximum increments of 25% of the pile load as shown on the Plans and at time intervals such that the rate of settlement does not exceed 0.12 inch per hour per load increment for a minimum interval of 2 hours. Take and record readings of ti me, load, and movement immediately before and after applying each load increment. The failing load is defined as the minimum load that produces one of the following conditions:
1.Rate of settlement exceeding 0.12 inch per hour for a 2 -hour period.
2.Settlement occurring during the last 12 hours of the full load test period.
3.Permanent net settlement after rebound in excess of ¼ inch. When failure occurs under condition 1, decrease the applied load as necessary until the rate of settlement is within the allowable limits to establish the failing load. Take a final reading 1 hour after complete removal of the load, and accurately record the failing load. The Department will pay the full value of the unit price bid for load tests. The Engineer will decide to what extent, if any, the test pile will be considered as contributing to the support of the structure. 606.09 568 Should failure not occur due to condition 1, carry the load test to completion with the full test load remaining on the pile for 48 hours and then removed in six equal increments at 1 -hour intervals with readings taken after the removal of each increment and 1 hour after the complete removal of the test load. Although the terminology in this Subsection is related to driven piles, it shall also apply t o cast-in-place piles if so designated on the Plans. After performing the load tests shown on the Plans, the Contractor may choose to substitute piling of a different material or configuration from that shown on the Plans provided they meet the minimum des ign standards and specifications and are approved by the Engineer. The required length of the substituted piling will be determined by additional load test(s) conducted at no cost to the Department. The basis of payment for the piling shall be in accordance with 606.22, except the total linear feet shall not exceed that established by load tests for the piles shown on the Plans. When additional test piles that are load tested and deemed usable are made at plan location using the substituted material, the Department will make payment at the unit bid price for regular piling.
606.09 Calibration Tests
When diesel or other types of hammers requiring calibration are to be used, calibrate the hammers by performing load tests, as directed by the Engineer, even if no load tests are called for in the Bid Schedule. The Department will not require such calibra tions if the hammer is to be used only for driving piles to rock or a fixed tip elevation, or when the hammer is of a type and model that has previously been calibrated by sources acceptable to the Engineer, for similar type, size, and length of pile, and foundation material.
606.10 Order Lists for Piles
The Engineer will furnish the Contractor with an itemized list showing the number and length, as determined by tests, of all required piles, complete in place. The Engineer will not prepare the list of piling for any portion of the foundation area until t he required test data representative of that portion has been determined. The Engineer will base the lengths given in the order list on the lengths that are assumed to remain in the completed structure. Furnish the piles in accordance with the itemized list, except, at no additional cost to the Department, increase the lengths to provide for fresh heading and 606.11 569 for such additional length as may be necessary to suit the Contractor’s method of operation. If during pile driving, the conditions encountered req uire a change in lengths, make such changes by cutting off piling if it is too long, by furnishing new piling, or by splicing as specified in 606.16 if the piling is too short. The Department will make no allowance for delays cau sed by the procedure of determining pile lengths.
606.11 Storage and Handling
Store and handle piles to avoid damaging them and as follows:
1.Store steel piles above ground, and keep them free of dirt and grease and, insofar as practicable, corrosion.
2.To handle timber piles, do not use hooks, dogs, pike poles, or similar pointed tools, and take care to avoid breaking their surface.
3.Lift precast concrete piles by attaching a suitable bridle or sling to the pile at the points shown on the Plans.
606.12 Driving Piles
Drive piles at the locations shown on the Plans or as directed in writing by the Engineer, and to within an allowed variation as to direction of pile of n ot more than ¼ inch per foot of pile length, with a maximum variation at the head of the pile from the position shown on the Plans of not more than 3 inches. To ensure proper positioning of each pile, use templates constructed of heavy timbers or steel, w hich are accurately positioned, securely held in place, and approved by the Engineer. When using water jets, ensure that the number of jets and the nozzle volume and pressure is sufficient to erode the material adjacent to the piling freely. The pump sha ll always have sufficient capacity to deliver a pressure of at least 100 pounds per square inch at two ¾-inch jet nozzles. Before the required penetration is reached, shut off the jets and drive the piles by hammer to final penetration. When preformed pil e holes are used, construct them by drilling or driving and withdrawing a suitable punch or chisel at or near the locations of the piles. If preformed pile holes are so oversized that the sides of a round pile or the corners of a square pile are not in co ntact with the soil, restore lateral stability by filling the space between the pile and the sides of the hole with 606.12 570 approved clean sand , at no cost to the Department . Terminate p reformed holes before the required penetration is reached and drive the pile by hammer to the final tip elevation to seat the pile and secure the minimum required bearing. Except when the pile head is fitted into a steel head block, provide every timber pile with a metal collar or wire wrapping. Protect the heads of all concrete p iles, and the heads of all other piles when the nature of the driving is such that piles may be unduly damaged, with caps of approved design, having a plywood cushion next to the pile head and fitting into a casting, which, in turn, supports a hammer cushi on made from durable, manufactured material. Do not use wire rope and other materials of limited durability. Use an approved pile cushion of sufficient thickness to prevent damage to the pile during driving. Use a minimum initial dimension of 4 -inch thick plywood pile cushion for concrete piles. Replace the pile cushion before excessive compression (more than ½ the original thickness), burning, or charring takes place. During hard driving, several pile cushions may be necessary for a single pile. Use a new pile cushion for each pile. For special types of piling, provide driving heads, mandrels, or other devices in accordance with the manufacturer’s recommendations so that the pile may be driven without damage. For steel piling, squarely cut the heads a nd provide a driving cap to align the axis of the pile with the axis of the hammer. When shown on the Plans, cap steel piles with steel plates or other devices. Use full length piles where practicable. In exceptional circumstances, the Engineer may allow splicing of piles. Splice as specified in 606.16. Install production piles full length, except terminate driving when practical refusal as defined in 606.08 has been reached. If production piles do not achieve the minimum required bearing when driven full length, the Engineer will determine if additional piles are required. The tip elevation for all production piles shall be equal to or below the minimum pil e tip elevation shown on the Plans. When the required pile penetration cannot be achieved by driving without exceeding practical refusal, use other penetration aids such as jetting or preformed pile holes. If piles are raised during driving of other piles , or by any other cause, drive them down again at no cost to the Department . 606.13 571 606.13 Bearing Value and Penetration When the Bid Schedule provides for load tests , the Engineer will determine the minimum number of hammer blows per uni t of pile penetration needed to obtain the specified bearing value based on load tests performed as specified in 606.08 and 606.09. In the absence of load tests, the Engineer will determine the safe bearing value based on test pile data. Each driven pile or shell shall have a minimum bearing value as shown on the Plans or as specified by the Engineer given the results of the load test or test pile data . Drive piles with the same driving system (fuel se tting, hammer cushion, and pile cushion) as the test piles, or the pile that was load tested. Piles used to penetrate a very soft upper stratum overlying a hard stratum shall penetrate the hard material a sufficient distance to fix the pile rigidly.
606.14 Determination of Bearing Value
In the absence of load tests, the Engineer will determine the safe bearing value by one of the following formulas:
1.Gravity Hammers : P = 2WH S + 1
2.Single Acting Steam or Air Hammers and Diesel Hammers with Unrestricted Rebound: P = 2WH S + 0.1
3.Double Acting Steam or Air Hammers: P = 2H (W + Ap) S + 0.1
4.Double Acting Steam or Air Hammers and Diesel Hammers Having Enclosed Rams: P = 2E S + 0.1 606.14 572 Where: P = Safe load per pile in pounds; W = Weight of the striking part of the hammer in pounds; A = Area of piston in square inches; p = Steam pressure in pounds per square inch at hammer; H = Height of fall in feet for gravity, steam, and air hammers, and observed average height of fall, in feet, of blows used to determine penetration for diesel hammers wit h unrestricted rebound of ram; S = Average penetration per blow in inches for the last 5 to 10 blows of a gravity hammer or the last 10 to 20 blows of a steam, air, or diesel hammer; and E = Manufacturer’s rating for foot -pounds of energy developed by doub le acting steam or air hammers, and 90% of the average equivalent energy in foot -pounds, as determined by a gauge attached to the pile hammer and recorded during the period when the average penetration per blow is recorded for diesel hammers having enclose d rams. Hammers of this type shall be equipped with a gauge and applicable charts supplied that will evaluate the equivalent energy being produced under any driving condition. The above formulas are applicable only when:
1.The hammer has a free fall;
2.The head of the pile is free from broomed or crushed wood fiber or other serious impairment;
3.The penetration is at a reasonably quick and uniform rate;
4.There is no appreciable bounce after the blow;
5.The weight of pile is no more than the weight of hammer used, if hammer is of the gravity type; and
6.A follower is not used. If there is an appreciable bounce, twice the height of bounce will be deducted from H to determine its value in the formula. The bearing power, as determined by the appropria te formula in the list above, will be considered effective only when it is less than the crushing strength of the pile. Other recognized formulas for determining pile -bearing power may be used if fully detailed in the Special Provisions. 606.15 573 When the safe bear ing value of any pile is found by test or computation to be less than the design load, drive longer piles or additional piles as directed in writing by the Engineer.
606.15 Inspection of Shells for Cast -in-Place Piling
After the shell has been driven, and the core withdrawn, obtain the Engineer’s approval of the shell before placing any concrete. Remove and replace shells that have been improperly driven, do not hold their proper form and dimensions, or are broken or ot herwise defective.
606.16 Extensions and Splices
A.Steel and Timber Piles Use full length steel or timber piles where practicable. If splices cannot be avoided, use a method of splicing as shown on the Plans. Spl iced piles shall have a full, true, and even bearing at the joint. Do not splice timber piles in abutments.
B.Precast Concrete Piles Extend precast concrete piles by removing the concrete at the end of the pile and leaving the reinforcement steel exposed fo r a length of 30 diameters. Securely brace the pile to prevent it from vibrating during the cutting or building up operation. Remove the concrete to produce a face at right angles to the axis of the pile. Securely fasten reinforcement similar to that used in the pile to the projecting steel. Place the necessary forms to prevent leakage along the pile. Immediately before placing concrete, clean the top of the pile of all loose particles, wet it thoroughly, and cover with a thin coating of cement grout. Us e Class P or Class X (high early strength) concrete meeting the applicable requirements of 604 and 615.09. Extend precast prestressed concrete piling as shown on the Plans. Use reinforcement simila r to that used for precast concrete piling, Size 1. 606.17 574 Remove forms as specified in 604.19. After the forms have been removed, give the concrete the required finish. Do not construct caps to be supported by built -up precast concret e piles until test specimens representing the concrete in the buildups attain a compressive strength of at least 3,000 pounds per square inch.
606.17 Cutoffs and Treatment of Pile Heads
Drive or cut the tops of all piles to a true pla ne at the elevation shown on the Plans or established by the Engineer. Saw timber piles that support timber caps to the plane of the superimposed cap, and ensure they fit snugly. Treat untreated timber pile heads as specified in 601.07 before they are to receive caps . After treatment, place a cover ing of 20-gauge galvanized iron on each timber pile and fold it down neatly over the side and fasten to shed water. No treatment or covering of pile heads will be required if they are to be encased in concrete.
606.18 Conditioning of Treated Timber Piles after Driving
Thoroughly treat all places where the surface of timber piles is broken as specified in 601.07. Treat bored holes and holes caused by withdrawing bolts and spikes as s pecified in 601.06.K .
606.19 Painting Steel Piles and Steel Shells
Unless otherwise specified, paint steel piles or steel pile shells that extend above the ground or water surface. Extend the paint from 2 feet below the low water or ground surface elevation to the top of the exposed steel. Unless otherwise indicated, us e painting System A, as specified in 603.06, except apply the shop coat in the field. Perform painting as specified in 603.
606.20 Final Cleanup
After driving and completing the piling, clean the piles of undue discoloration caused by construction operations. Give those areas of concrete piles that will be exposed the applicable finish, as specified in 604.22. 606.21 575 Perform final cleanup as specified in 104.10. COMPENSATION
606.21 Method of Measurement
A.Test Piles The Department will compute the length of test piles for payment as the total length in linear feet of test piles shown on the Plans or as required by the Engineer; or if the penetration for any one test pile is greater than the length of the pile shown on the Plans or directed by the Engineer, then the linear feet of actual penetration of such test pile will be the linear feet of test pile measured for payment. Where a buildup or extens ion is placed on a test pile to be left in place, the Department will compute the actual linear feet of buildup or extension for payment for the size of pile used as the test pile. The Department will make no allowance for splicing, cutoffs, or cutting of f a test pile in order to construct an extension or buildup upon the test pile. No payment will be made for cutting off or removing test piles not to remain in place.
B.Loading Tests The Department will measure pile loading tests by the unit per each, which will be determined by the number of load tests performed.
C.Piles The Department will measure piles of the sizes shown on the Plans or as directed by the Engineer, complete in place, including buildups or extensions, by the linear foot. Measurement will no t include the part cut off after driving. Piles spliced, built up, or cut off to such an extent as to change the length of the completed piling from one size to the other size will be computed for payment in the size originally intended. No measurement for payment will be made for digging or drilling holes, or for jetting piling, to obtain the required penetration. 606.21 576 If, in accordance with 606.08, the Contractor chooses to substitute piling of a different material or configuration f rom that shown on the Plans, the total linear feet to be paid will not exceed that established by load tests for the piles shown on the Plans.
D.Splices The Department will measure splices for timber and steel piles by allowing 3 feet of piling, complete in place, for each splice made, except measurement for payment of splices for steel will be made only for splicing performed within the limits specified in Table 606.21 -1. Table 606.21 -1: Payment of Splices for Steel Piles In-Place Length Maximum Pay Splices 40 feet or less None > 40 feet < 80 feet 1 > 80 feet < 120 feet 2 > 120 feet 3 No allowance will be made for splicing shells or pipe for cast -in-place piling. The Department will not measure splices caused by damage to a pile.
E.Pile Cutoffs No allowance will be made for cutting off cast -in-place piles. The Department will measure for payment the actual length of pile cutoff, to the nearest 0.1 foot, for precast concrete, precast prestressed concrete, steel, steel shell , and steel pi pe piles. The Department will not measure for payment steel, steel shell , and steel pipe pile cutoffs having a length of 10 feet or greater. For precast prestressed concrete piles, the 2 feet of piling required for seismic attachment, when the Contractor chooses this option, will not be included in the measurement for cutoff. Take ownership of unused lengths of piles and pile cutoffs and remove from the Project. The Department will not measure cutoffs caused by damage to the pile. 606.22 577 606.22 Basis of Paym ent The Department will pay for accepted quantities at the contract prices as follows: Item Pay Unit Test Piles (Description) Linear Feet Load Test (Description) Each Steel Piles (Size) Linear Feet Steel Pipe Piles (Size) Linear Feet Untreated Timber Piles (Size) Linear Feet Treated Timber Piles (Size) Linear Feet Precast Concrete Pile (Size) Linear Feet Precast Prestressed Concrete Pile (Size) Linear Feet Cast-in-Place Concrete Pile (Size) Linear Feet Pile Tips (Description) Linear Feet Such payment is ful l compensation for providing all materials, equipment, labor, and incidentals to complete the work as specified. The Department will pay for each load test performed as specified in 606.08 at the unit price bid for load tests, ex cept that a load test repeated for any given test pile from the same setup will be paid for at one -half the unit price bid for load tests. The Department will pay for p ile cutoffs at the invoice price of the pile per foot. The Department will not directly pay for the costs of preparing precast prestressed concrete piles for buildups but will consider this work to be incidental to building up the pile. The Department will not make additional payment if the Contractor chooses to use high -early-strength concr ete. If test piles and load tests indicate that piling will not be necessary or pile lengths shorter than those shown in the Plans will be acceptable, the price per linear foot for these test piles shall be full compensation for furnishing and removing all equipment for driving piling , and the Department will not compensate the Contractor for any loss or anticipated profits for failure to use piling as shown. If the Engineer directs the use of individual concrete production piling that is longe r by more than 16 feet than that shown in the Plans, the Department will pay for that concrete piling at a rate equal to 1.15 times the contract unit price per linear foot for that size concrete pile. 607.01 578 SECTION 607 – PIPE CULVERTS AND STORM SEWERS
607.01 Description ................................ ................................ ................... 578
607.02 Materials ................................ ................................ ...................... 578
607.03 Equipment ................................ ................................ .................... 580
607.04 Preliminary Work ................................ ................................ ......... 581
607.05 Structure Excavation and Foundation Preparation ....................... 581
607.06 Laying Pipe Culverts ................................ ................................ .... 581
607.07 Joining Pipe ................................ ................................ .................. 581
607.08 Field Strutting ................................ ................................ .............. 582
607.09 Backfilling and Post Installation Inspection ................................ . 582
607.10 Disposal of Excess or Unsuitable Material ................................ .. 584
607.11 Final Cleanup ................................ ................................ ............... 584
607.12 Method of Measurement ................................ .............................. 584
607.13 Basis of Payment ................................ ................................ .......... 585
DESCRIPTION
607.01 Description
This work consists of constructing pipe culverts, side drains, slope drains, and storm sewers of the kinds and dimensions shown on the Plans or specified in the Contract. The work also includes all labor, materials, and equi pment as may be necessary to make connections with other drainage structures as shown on the Plans or as directed by the Engineer. MATERIALS
607.02 Materials
A.General Provide m aterials as specified in : Joint Mortar ................................ ................................ ........... 905.02 Rubber Gaskets ................................ ................................ ...... 905.03
Source: Tennessee Standard Specifications for Road and Bridge Construction, 2021 Edition. Pages 567–586 of 1,072.