805.01 Description. This item shall consist of furnishing and
driving piles of the type and dimensions designated on the plans or in the Contract, including cutting off or building up piles when required. Piling shall comply with and be installe d according to these specifications, and at the location, and to t he elevation, penetration, and bearing capacity shown on the plan s or as directed by the Engineer.
805.02 General. Unless otherwise specified, all references to
"steel piles" shall include "steel shell piles". Where test piles or test loading is used or require d, all piles shall be of the same type, shape and size as the test pil e which governs that structure or that portion of the structure. The requirements herein for casting, curing, handli ng, and driving piles shall be considered as minimum requir ements. Strict compliance with these minimum requirements will not relieve the Contractor of the responsibility for adopting whate ver additional provisions may be necessary to ensure the successfu l completion of the work. Unless otherwise shown on the plans, the embankment at bridge ends shall be made to the bottom of the cap for ben ts without footings and thoroughly compacted as provided in th e governing 733 specifications before driving end bent piles. In g eneral, foundation piles shall not be driven until after the excavatio n is complete. Material forced up between the piles shall be remov ed to the correct elevation without cost to the Department before con crete for the foundation is placed. The pile lengths shown on the plans are for estimat ing and bid comparison purposes only, except where lengths to b e ordered are specified. All piles shall be driven to the requir ed penetration specified in Subsection 805.08(e). When the plans stipulate that test piles shall be d riven, the lengths of piles to be ordered shall be determined by the E ngineer following observations of the resistance to driving and the r esults of tests. The order lengths will generally be provided to the Contractor within three business days after all test piles for a complete structure have been driven or at an earlier date if the Engin eer deems that sufficient test pile data has been obtained to esta blish the lengths for a portion of the structure. When Method B or C is used to determine bearing capacity, additional time will be required to analyze the test pile data and determine the order lengths. Unless the plans stipulate that test piles shall be driven or that certain length piles shall be ordered, it shall be the responsibility of the Contractor to estimate the lengths required and to furnish and drive piles in whatever sections and lengths that m ay be found necessary to meet the requirements of penetration a nd bearing resistance as specified or as directed. Piles shal l be furnished in such lengths as may reasonably be expected to devel op the required bearing resistance without build-ups. The Engineer will cooperate with the Contractor in furnishing, for guidance, av ailable boring data, soil test data, etc., and recommendations or instructions on proper pile lengths, but the actual determination o f the lengths of piles to be furnished shall be the responsibility o f the Contractor, except that no pile shall be furnished of a length less than that required for the minimum specified depth of penetra tion. Where the piles as driven prove to be of insufficient length to secure the required bearing resistance, build-ups as necessary to obtain the required bearing will be permitted, either before o r after pile has been driven to required bearing. 734 Where a precast pile is to be driven after making b uild-ups, the built-up portion shall be cured at least 10 days an d shall have a minimum strength of 4000 psi (28.0 MPa) before driv ing. Unless otherwise specified, when steel piles extend above the ground they shall be protected by painting as speci fied for painting structural steel in Section 638. This protection s hall extend from an elevation 18" (0.5 m) below the ground to the top o f exposed pile, except no painting is required on the portion of pi le encased in concrete. The bearing capacity of piles will be determined by the Engineer as provided in the Contract by one or a combination of the following methods: • Method A -- Empirical Pile Formulas. • Method B -- Wave Equation Analysis (WEAP). • Method C -- Dynamic Load Test. These methods are described in Subsection 805.09. Method A, Empirical Pile Formulas, will be used unl ess otherwise specified.
805.03 Materials. (a) Class S(AE) Concrete, complying with
Section 802, shall be used for concrete piles, unle ss otherwise specified. The Contractor shall perform quality co ntrol and acceptance sampling and testing in accordance with Subsection
802.06 for piling build-ups.
b.Reinforcing for piles shall comply with Section 804 .
c.Unless otherwise specified, steel piles shall consi st of structural shapes of the section shown on the plans and shall comply with AASHTO M 270, Grade 36 (250).
d.Unless otherwise specified, plain round steel shell s shall comply with ASTM A 252, Grade 2. Shells shall be w elded or seamless steel pipe. Concrete used to fill the dri ven steel shell shall be Class S complying with Section 802 unless otherw ise noted. Steel shells shall be uniform sections of the outsi de diameter and nominal thickness shown on the plans. The Contract or shall furnish shells of greater thickness, if necessary, to provi de sufficient strength and rigidity and shall select equipment to permit driving without damage. Steel shells shall resist the eart h pressure after being driven and retain their original form free fr om harmful distortions after they and adjacent shells in the b ent or pier have been driven. Driving tips welded to the end of the steel shell shall 735 be installed according to the plans. Such welding shall form a watertight joint. Steel shell piles shall be marked by the manufactur er near both ends of the pile. Marking shall be in accordance w ith ASTM A 252.
e.Driving points, when called for on the plans, shall be listed on the QPL.
f.Welding of steel and steel shell piles, including a ttachment of driving tips and points, shall be done by certified welders using the shielded metal arc method and shall comply with the governing specifications designated in Subsection 807.26. Ot her welding methods may be used with the written approval of th e Engineer.
805.04 Manufacture of Precast Concrete Piles. (a) G eneral.
Precast concrete piles shall be constructed accordi ng to the details shown on the plans and the provisions of Section 80 2, insofar as they are applicable, supplemented by the requiremen ts of this subsection. Piles cast off the job site shall be subject to the same requirements as for piles cast at the job site and will be subject to further inspection after delivery. Piles manufactu red off the job site must bear evidence that the component materials hav e been tested and approved and that the construction methods have been inspected by an inspector approved by the Engineer.
b.Form Work. Forms for precast concrete piles shall comply with the general requirements for concrete form wor k as provided in Subsections 802.21 and 802.22. Forms shall be acce ssible for tamping and consolidation of the concrete. Side fo rms shall not be removed in less than 24 hours after placing the con crete. The entire pile shall remain supported for at least 7 calendar days and shall not be subjected to any handling stress until the concr ete has cured for at least 21 calendar days. These periods may be short ened or lengthened when the Engineer has determined that th e concrete has attained the minimum specified compressive strength . However, no forms shall be removed in less than 12 hours and no piles moved in less than 16 hours. For prestressed piles, form re moval shall comply with Subsection 802.21(g).
c.Reinforcement. For precast piles, reinforcement shall be placed according to the details shown on the plans.
d.Casting. Concrete shall not be deposited in the forms unti l the Engineer has inspected the placing of reinforce ment, anchorages, 736 and prestressing steel and has given approval. The piles may be cast in either a horizontal or a vertical position. Spe cial care shall be taken to place the concrete so as to avoid displace ment of and to produce a satisfactory bond with the reinforcement, and to avoid the formation of stone pockets, honeycomb, or other suc h defects. The concrete in each pile shall be placed continuou sly and shall be consolidated by vibrating or by other means acce ptable to the Engineer. The forms shall be over filled, the surp lus concrete screeded off, and the top surfaces finished to a un iform texture similar to that produced by the forms.
e.Finish. As soon as the forms are removed, concrete piles shall be carefully pointed with 1:2 mortar and give n a Class 1 finish according to Subsection 802.19.
f.Curing. Concrete piles shall be cured as provided in Subsections 802.21(g) and 802.22(f). The periods f or curing and setting may be shortened or lengthened subject to s uch suitable tests as may be made to determine the quality and strengt h of the concrete. Piles may be driven when the concrete is found to have a compressive strength of not less than 4000 psi (28. 0 MPa), provided further that in no case shall piles be driven in le ss than 10 calendar days.
805.05 Handling and Storage of Piles. (a) Precast Concrete
Piles. Removal of forms, curing, storing, transporting, and handling precast concrete piles shall be accomplished in suc h manner as to avoid excessive bending stresses, cracking, spallin g, or other injurious results. In raising a precast pile, it s hall be suspended, as a minimum, at points as shown on the plans. For a th ree-point pickup, ropes or cables supported over pulleys shall be use d to equalize the supporting forces. Stored piles shall be placed on skids of timber or other suitable material. The skids, as a minimum, shall be placed at the pick-up points.
b.Steel Piles. The method of storing and handling shall be such as to avoid injury to the piles. When steel piles are to be stored, they shall be placed on skids that will raise them above the ground. A sufficient number of skids shall be used to prevent excessive deflection. 737 805.06 Defective Piles. The Contractor shall not subject piles to excessive abuse that will produce cracking, crushin g, spalling, or deformation of the pile. Manipulation of piles to force them into proper position, considered by the Engineer to be e xcessive, will not be permitted. Any pile damaged by reason of intern al defects or improper driving, or any pile driven out of its pro per location or driven below the elevation fixed by the plans or th e Engineer, shall be corrected at no cost to the Department by one of the following methods, as approved by the Engineer: • The pile may be withdrawn and replaced by a new an d, if necessary, longer pile. • A second pile may be driven adjacent to the defect ive or low pile. • The pile may be spliced or built up as otherwise p rovided herein, or a sufficient portion of the footing exte nded to properly embed the pile. Piles pushed up by the driving of adjacent piles or by any other cause shall be re-driven to grade. Any crushed or damaged portion of piling may be cut off and built up or the pile completely replaced, as approv ed by the Engineer. Cutoff, buildup, and/or replacement of d amaged piles shall be at no cost to the Department.
805.07 Driving Equipment. Driving equipment that damages
the piling shall not be used.
a.Hammers. Unless otherwise specified on the plans, all pili ng shall be driven with an air, steam, or diesel hamme r. Gravity hammers will be permitted only when shown on the pl ans or as elsewhere allowed by the specifications. The plant and equipment furnished for air or steam hammers shall have sufficient capacity to maintain, under w orking conditions, the pressure at the hammer specified by the manufac turer. Accurate pressure gauges shall be placed at the boiler or ta nk and at the hammer so that the drop in pressure between the gau ges can be determined. When a single acting diesel hammer is used, it shal l be equipped with a stroke indicator or the Contractor must furn ish a method approved by the Engineer for determining the actual stroke. When a 738 double acting diesel hammer is used, it shall be eq uipped with a bounce chamber pressure gauge in good working order mounted near ground level so as to be conveniently read by the Engineer when monitoring energy output of the hammer. The C ontractor shall provide charts that equate the chamber pressu re to equivalent energy.
1.Hammers for Steel Piles. When an air, steam, or diesel hammer is used, the total energy developed by the h ammer shall be not less than 10,000 foot-pounds (13 500 joules) pe r blow. Gravity hammers for driving steel piles, when allow ed, shall weigh not less than 4000 pounds (1800 kg) and in no case shall the weight of the hammer be less than the combined weig ht of driving head and pile. The fall shall be so regulated as t o avoid injury to the piles and shall in no case exceed 15' (4.5 m).
2.Hammers for Precast Concrete and Steel Shell Pi les. Unless otherwise provided, the hammer shall have a ram weight that is at least 1/5 the weight of the pile being driven , and shall develop an energy per blow at each stroke of the piston of not less than one foot-pound for each pound (3 j/kg) of weight to be driven. In no case shall the weight of the ram be less than 2700 pounds (1200 kg) nor the total energy developed by the hammer be les s than 12,500 foot-pounds (16 900 joules) per blow.
b.Driving Protection. (1) Hammer Cushion. All impact pile driving equipment except gravity hammers shall be e quipped with a hammer cushion of suitable thickness to prevent dam age to the hammer or pile and to ensure uniform driving behavi or. Hammer cushions shall be made of durable, manufactured mat erials, complying with the hammer manufacturer's guidelines except that all wood, wire rope, and asbestos hammer cushions a re specifically prohibited. A striker plate as recommended by the hammer manufacturer shall be placed on the hammer cushion to ensure uniform compression of the cushion material. The h ammer cushion shall be inspected in the presence of the Engineer before beginning pile driving at each structure or after each 100 ho urs of pile driving, whichever is more frequent. When the thickness of a hammer cushion is reduced by more than 25% of its original thickness, it shall be replaced by the Contractor before driving is permitted to continue. 739 (2) Pile Drive Head. A pile driven with an impact hammer requires an adequate drive head to distribute the h ammer blow to the pile head. The drive head shall be axially aligned with the hammer and the pile. The drive head shall be guided by th e leads and shall not be free-swinging. The drive head shall fit aro und the pile head in a manner that will prevent transfer of torsional forces during driving while maintaining proper alignment of hamme r and pile. For steel and timber piles, the pile heads shall be cut squarely and a drive head, as recommended by the hammer manufact urer, shall be provided to hold the axis of the pile in line with the axis of the hammer. For precast concrete and prestressed concrete piles , the pile head shall be plane and perpendicular to the longitudina l axis of the pile to prevent eccentric impacts from the drive head. For special types of piles, appropriate driving hea ds, mandrels, or other devices shall be provided according to the ma nufacturer's recommendations so that the piles may be driven wit hout damage.
3.Pile Cushion. The heads of concrete piles shall be protected by a pile cushion made of plywood. The p lywood thickness placed on the pile head before driving sh all not be less than 4" (100 mm). A new pile cushion shall be prov ided for each pile. In addition, the pile cushion shall be repla ced if, during the driving of any pile, the cushion is either compress ed more than one- half the original thickness or begins to burn. The pile cushion dimensions and area shall match the cross sectional area of the pile head.
c.Driving Equipment Information. The Contractor shall submit to the Engineer, for information and record purposes, pile driving equipment information at least 30 days befo re driving piles. The information shall be submitted on a Pile and Driving Equipment Data Form , which will be supplied by the Engineer. Any chan ge in the driving system will require the Contractor to s ubmit a new Pile and Driving Equipment Data Form .
d.Additional Equipment. In case the required penetration is not obtained with a hammer complying with the above minimum requirements, the Contractor shall provide a differ ent hammer and/or sufficient additional equipment at no cost t o the Department. Additional equipment not otherwise provided for her ein shall be approved by the Engineer prior to its use. 740 (e) Leads. Pile driver leads shall be constructed in such a manner as to provide freedom for vertical movement of the hammer and shall be held in position in such a manner as t o ensure adequate support to the pile during driving. The axis of th e leads and hammer shall coincide with the axis of the pile as nearly as practicable. Except where piles are driven through water, the le ads shall be of sufficient length so that the use of a follower wil l not be necessary.
f.Followers. Unless otherwise specified on the plans, the driving of piling with a follower will be allowed o nly with the written permission of the Engineer. All long piles designated on the plans as test piles shall be driven without a follo wer. The long pile(s) will be used to establish the required pile penetration for piles that are driven with a follower. All cut-offs or b uild-ups of long piles will be paid for as provided in Subsection 80 5.15.
g.Water Jets. Unless otherwise shown on the plans, water jets may be used only with the written approval of the E ngineer. When water jets are used, the number of jets and the vol ume and pressure of the water at the jet nozzles shall be of suffici ent capacity to freely erode the material adjacent to the pile. Before th e desired penetration is reached, the jets shall be withdrawn and the pile shall be driven with a hammer to secure its final penetra tion.
h.Special Requirements for Method B (Wave Equatio n Analysis) or Method C (Dynamic Load Test). All pile driving equipment, including the pile driving hammer, hamme r cushion, drive head, pile cushion, and other appurtenances t o be furnished by the Contractor must be approved by the Engineer bef ore any driving can take place. To obtain this approval, the Contr actor shall submit a description of pile driving equipment to the Engi neer, as required in Subsection 805.07(c). Approval of pile driving equipment shall not reliev e the Contractor of the responsibility to drive piles, fr ee of damage, to the required bearing and penetration. During pile driving operations, the Contractor shal l use the approved driving system. Any change in the driving system will only be considered after the Contractor has submitt ed revised pile driving equipment data. The Contractor will be not ified of the acceptance or rejection of the driving system chang es within five business days of the Engineer's receipt of the requ ested change. The time required for submission, review, and approval of a revised 741 driving system shall not constitute the basis for a contract time extension to the Contractor. The following hammer efficiencies will be used in t he Wave Equation Analysis: Hammer Type Efficiency in Percent Single acting air/steam 67 Double acting air/steam 50 Diesel 72 The criteria that the Engineer will use to evaluate the acceptability of the driving equipment shall consis t of: 1) the required number of hammer blows per 1 inch (25 mm); and 2) the pile stresses at both the required ultimate pile ca pacity and at a hammer blow count of 20 blows per 1 inch (25 mm) . The required number of hammer blows indicated by wave equation a nalysis calculations and, as applicable, pile driving analy zer measurements at the required ultimate bearing capacity shall be between 3 and 12 per 1 inch (25 mm) for the driving equipment to be acceptable. In addition, the pile stresses to be generated by the driving equipment shall not exceed the values where pile damage impen ds. Unless otherwise specified in the plans, the point of impe nding damage is defined as follows: • For steel piles, a compressive driving stress of 9 0% of the yield point, f y, of the pile material (0.90f y). • For prestressed concrete piles, tensile stresses s hall not exceed 912 psi (6.3 MPa) and compressive stresses s hall not exceed 3550 psi (24.9 MPa). • For non-prestressed concrete piles, tensile stress es shall not exceed 190 psi (1.3 MPa) and compressive stress es shall not exceed 3400 psi (23.8 MPa).
805.08 Driving. Unless otherwise specified, the use of pilot
holes or other driving procedures not covered above will be permitted only when approved by the Engineer.
a.Preboring. When specified, the Contractor shall prebore holes at pile locations and to depths shown on the plans or as directed by the Engineer. Prebored holes shall be smaller than the diameter or diagonal of the pile cross section and sufficient to allow penetration of the pile to the specified depth. If subsurface 742 obstructions, such as boulders or rock layers, are encountered, the hole diameter may be increased to the least dimensi on that is adequate for pile installation. Any void space rem aining around the pile after completion of driving shall be filled wi th sand, sand grout mixture, or other approved material. Material resu lting from drilled holes shall be disposed of under Section 210. The use of spuds (a short strong driven member that is removed to make a hole for inserting a pile) will not be permitted in lieu of boring, unle ss specifically authorized by the Engineer. When preboring is not specified, the Contractor may, with the approval of the Engineer, use preboring for his own convenience and at no cost to the Departmen t.
b.Protection of Concrete. No piles shall be driven within 20' (6 m) of a concrete placement, including placement in a steel shell, for a period of seven calendar days after placement.
c.Splicing Piles. Concrete piles shall be furnished full length without splices. Steel and steel shell piles shall be provided to th e length reasonably expected to be necessary to develop the required be aring resistance and the minimum specified depth of penetration. No more than one shop- made or field welded splice will be permitted withi n this length. The field splice may be welded either before or after p ile driving is begun, however splicing of piles after driving has begun s hall be performed immediately after driving is ceased to ensure a min imum of interruption in the continuous driving of the pile. This field splice will not be considered as a build-up and no splice allow ance will be paid. Should this reasonably expected pile length not be adequate to satisfy all conditions required to cease driving, up to two additional splices for build-up will be permitted. A minimum length of 5 ' (1.5 m) between splices shall be maintained. Prior to field welding steel and steel shell pile s plices, the sections shall be properly aligned to form a straight axis a nd shall be welded together in compliance with the plans and in a mann er that will fully develop the section. Splices of steel shell piles shall form a watertight joint. The splicing of steel piles and steel shell piles s hall be accomplished by welding according to Subsection 805.03(f).
d.Accuracy of Driving. Piles shall be driven with a variation of not more than 1/4" per foot (20 mm/m) from the vert ical or from the batter shown on the plans, except that for pile ben ts the top of the completed pile shall be no more than 3" (75 mm) fro m the true position as shown on the plans. Foundation piles shall not be out of the position shown on the plans more than 4" (100 mm) after driv ing. 743 (e) Penetration. Piles shall be driven to the required depths of penetration shown on the plans and to greater depth s if necessary to secure the bearing resistance specified. If penetration requirements are not specified, pili ng shall have a minimum penetration of 20' (6 m) or be driven into the material shown on the plans or boring logs as rock. Penetration w ill be measured from the natural ground line for pile bents and from the bottom of footing or seal for foundation piles. When preboring is not specified, the Contractor may , with the approval of the Engineer, use preboring to achieve the required minimum penetration, at his own convenience and at no cost to the Department.
f.Driving Inspection. Piling shall be driven under the observation of the Engineer or his representative s o that data may be obtained for determining the penetration and bearin g value of the piles.
g.Test Piles. When required, test piles shall be furnished and driven at locations as shown on the plans or as dir ected by the Engineer, and shall comply with the requirements he rein provided. The driving equipment used for driving test piles s hall be that which the Contractor proposes to use on the production pi ling. Except as herein provided, all driving to meet the required penetration and bearing on a test pile shall be con tinuous. The only interruption permitted shall be that necessary for build-up of steel piling or excavating for concrete piling. Unless otherwise specified or directed, test piles shall be made a part of the completed work and shall be cut off or built up to grade elevations as necessary. The Contractor will be gi ven the option of driving test piles for his own information in estim ating the length of piles even though they are not required or indicate d on the plans; however, these piles will not be paid for as Test P iles. If test piles were used to determine the order list according to Subsection 805.10 and the Engineer approves the use of another pile driver after the pile list has been established, th e first pile driven with the new equipment shall be driven as a test pi le. This pile shall be driven in a bent where a pile has been previousl y driven and will be used by the Engineer to establish new pile lengt hs. The length and location of the pile to be driven will be deter mined by the Engineer. If the Contract specifies that the beari ng capacity will be 744 determined by Method C, dynamic testing of the pile will be required. The cost of such dynamic testing shall b e at no cost to the Department. The pile driven as a test pile shall b e paid for at the contract unit price bid for Steel Piling, Steel She ll Piling, or Concrete Piling. The Contractor has the following two options after the new pile length has been established:
1.Order new piles of the proper length. The paym ent will be based on this new pile length and any cut-off or build-up will be measured and paid according to Subsections 805.14 and 805.15.
2.Use the existing piles from the original establ ished pile length. • If the new pile length is longer than the original length any build-up will be paid only when it exceeds the new established pile length. Any cut-off will paid onl y when the final length in place is less than the original length. • If the new pile length is shorter than the original length any build-up will be paid only when it exceeds the original length. Any cut-off will be paid only whe n the final length in place is shorter than the new estab lished length.
805.09 Determination of Bearing Values. The bearing capacity
of piles will be determined by the Engineer as prov ided in the Contract by one or a combination of the following m ethods. Method A, Empirical Pile Formulas, will be used unl ess otherwise specified. At any time, the Engineer may direct th at driving be discontinued to prevent damage to a pile.
a.Method A -- Empirical Pile Formulas. The safe bearing values for piles will be determined by the followin g formulas: Hammer Type U.S. Standard Metric (SI) Gravity /g1842/g3404/uni0032/g1849/g1834 /g1845/g3397/uni0031/uni002E/uni0030 /g1842/g3404/g1849/g1834 /uni0036/uni0031/uni0032 /g4666/g1845/g3397/uni0032/uni0035 /uni002E/uni0034/g4667 Single Acting Power /g1842/g3404/uni0032/g1849/g1834 /g1845/g3397/uni0030/uni002E/uni0031 /g1842/g3404/g1849/g1834 /uni0036/uni0031/uni0032 /g4666/g1845/g3397/uni0032/uni002E/uni0035/uni0034 /g4667 Double Acting Power /g1842/g3404/uni0032/g1831 /g1845/g3397/uni0030/uni002E/uni0031 /g1842/g3404/g1831 /uni0036/g4666/g1845/g3397/uni0032/uni002E/uni0035/uni0034 /g4667 745 Where: P = safe bearing value in pounds (kilonewtons), W = weight, in pounds (kilograms), of striking part s of hammer, H = height of fall (stroke) in feet (mm), S = the average penetration in inches (mm) per blow for the last 5-10 blows for gravity hammers and the last 10-20 b lows for power hammers, and E = equivalent energy per blow in foot-pounds (joul es). The above formulas are applicable only when:
1.The hammer has a free fall.
2.The head of the pile is not broomed or crushed.
3.The penetration is reasonably quick and uniform.
4.There is no detectable bounce of the hammer afte r the blow.
5.A follower is not used. For a test pile, the penetration per blow shall be measured during initial driving. For piling other than test piling , the penetration per blow shall be measured either during initial drivin g or during redriving. Redriving, when allowed, shall be with a warmed-up hammer operated at full energy after a pile set per iod, as determined by the Engineer. A warmed-up hammer is defined as a hammer that has applied at least 20 blows to another pile immediately before being used. If bounce is detected, twice the height of the boun ce of the hammer shall be deducted from "H" to determine its value in the formulas. When a double acting steam or air hammer is used, t he Contractor shall furnish tables from the manufactur er to equate the operating speed to equivalent energy. The equivale nt energy used in calculating the safe bearing value shall not exceed 85% of the manufacturer's maximum energy rating. When water jets are used in connection with the dri ving, the bearing value shall be determined by the above form ulas from the results of driving after the jets have been withdra wn. The character of the soil penetrated; conditions of driving; distributions, sizes, lengths, and weights of piles driven; and the computed load on the pile shall also be considered in determining the safe bearing value. 746 (1) Test Piles. The required safe bearing value shall be considered to have been obtained when the value rem ains at or above the specified value throughout the last 5 fee t (1.5 m) of driving. Driving shall continue until the top of t he pile is at plan grade unless practical refusal has been reached or damage to the pile is imminent. Practical refusal for test piles occu rs when the calculated safe bearing value is three times the re quired safe bearing value. In no case shall the pile be driven less th an that specified in Subsection 805.08(e).
2.Piling. Piling shall be driven until the required safe bearing is obtained. Driving shall continue until the top of the pile is at plan grade unless practical refusal has been reached or damage to the pile is imminent. The required safe bearing value shall be considered to have been obtained when the safe bear ing value has been maintained for at least 5 feet (1.5 m). Pract ical refusal for production piling occurs when the calculated safe b earing value is two times the required safe bearing value. In no c ase shall the pile be driven less than that specified in Subsection 80 5.08(e). If the required safe bearing value has not been obt ained when the top of the pile is at plan grade, the pile shall be driven until one of the following conditions has been satisfied as appr oved by the Engineer: • Soil may be excavated from around the pile, if nec essary, and the pile driven until the required safe bearing has been obtained. Such excavation will not be paid for sep arately, but full compensation therefor will be considered inclu ded in the contract unit price bid for Steel Piling, Steel She ll Piling, or Concrete Piling. • The pile shall be built-up and driven until the re quired safe bearing has been obtained. Measurement and payment for build-up will be made under Subsections 805.14 and 805.15.
b.Method B -- Wave Equation Analysis (WEAP). The ultimate bearing capacity of a pile will be determi ned by using a Wave Equation Analysis. Soil, pile, and driving eq uipment properties to be used in this analysis will be dete rmined by the Engineer using data obtained from the Contractor, t est borings, and the plans. Driving equipment shall comply with the requirement s of Subsection 805.07. 747 Based on the Wave Equation Analysis, the Engineer w ill provide a bearing graph that shows a hammer blow count rela tionship for the required ultimate bearing capacity. Depending on t he type hammer used, the bearing graph will be one of the followin g types: 1) stroke vs. blow count; 2) bounce chamber pressure vs. blow count; or 3) capacity vs. blow count. The design bearing capacity of a pile shall be 0.36 4 of the calculated ultimate bearing capacity as determined from a Wave Equation Analysis. From the beginning of driving until the end of driv ing, the Engineer will measure the stroke and/or chamber pre ssure and count the number of hammer blows in 12" (300 mm) incremen ts. Measurement of stroke and/or chamber pressure will not be required when a capacity vs. blow count type bearing graph i s used.
1.Test Piles. Test piles shall be driven using driving equipment established by the Wave Equation Analysis before other piles are ordered or driven. Test piles shall be driven until: 1) the required u ltimate bearing capacity or greater, as determined by the bearing g raph, has been obtained for 3 feet (1.0 m); and 2) the top of the pile is at plan grade; but not to more than when 3) a hammer blow count of 20 blows per 1 inch (25 mm) has been obtained. In no case shall the pile be driven less than that specified in Subsection 805.08(e). If the test pile has been driven to plan grade and has not satisfied conditions required to cease driving, the Engineer may direct the Contractor to excavate around a concrete pile to be low plan grade to facilitate additional driving and testing in order to satisfy conditions required to cease driving. Steel piles shall be bu ilt-up and driving continued. The excavation or build-up and addition al driving must be completed during the same day as the initial dri ving. The excavation will not be paid for separately, but ful l compensation therefor will be considered included in the contrac t unit price bid for Test Pile. If the conditions to cease driving on a concrete te st pile are not obtained with the excavation and additional driving , or if additional excavation is not allowed by the Engineer, the pile will be considered an unsuccessful test pile and the Engine er shall order a new test pile be driven. The length and location o f the new test pile shall be determined by the Engineer. 748 The unsuccessful test pile shall be paid for at the contract unit price bid for Test Pile, and shall be built-up and driven to meet the requirements for piling as specified in Subsection 805.09(b)(2). Payment for the build-up will be made at the unit p rice bid for Concrete Piling. The new test pile will be paid for at the contract unit price bid for Test Pile. Payment for build-up of a successful t est pile will be made at the contract unit price for Test Pile.
2.Piling. Except as noted herein, piling shall be driven continuously until: 1) the required ultimate bearin g capacity or greater, as determined by bearing graph, has been o btained; and
2.the top of the pile is at plan grade; but not to more than when 3) a hammer blow count of 20 blows per 1 inch (25 mm) ha s been obtained. In no case shall the pile be driven less than that specified in Subsection 805.08(e). Steel piling shall be dri ven until: 1) the required ultimate bearing capacity or greater, as d etermined by bearing graph, has been obtained; but not to more t han when 2) a hammer blow count of 20 blows per 1 inch (25 mm) ha s been obtained. If directed by the Engineer, the top of the pile shall be driven to plan grade. In no case shall the pile be driven less than that specified in subsection 805.08(e). If the required ultimate bearing capacity has not b een obtained when the top of the pile is 6" (150 mm) above the p lan grade, the pile shall be driven until one of the following con ditions has been satisfied as approved by the Engineer: • Soil may be excavated from around the pile, if necessary, and the pile driven until the required u ltimate bearing capacity has been obtained. Such excavatio n will not be paid for separately, but full compensat ion therefor will be considered included in the contrac t unit price bid for Steel Piling, Steel Shell Piling, or Concrete Piling. • The pile shall be built-up and driven until the re quired ultimate capacity has been obtained. Measurement a nd payment for build-up will be made under Subsections 805.14 and 805.15. • After a 24 hour waiting period, the pile shall be struck with 20 blows from a warmed-up hammer and the penetration measured to determine if the required 749 ultimate bearing capacity has been obtained. A war med- up hammer is defined as a hammer that has applied a t least 20 blows to a pile immediately before being u sed. If this option is selected, initial driving shall c ease when the top of the pile is 6" (150 mm) above the plan g rade. An allowance of 3 linear feet (1 m) of piling will be made for each pile struck with the warmed-up hammer in addition to the actual length of accepted pile i n place.
c.Method C -- Dynamic Load Test. This subsection outlines the dynamic testing procedures to be used on the te st piles indicated on the plans to establish a bearing graph that show s a hammer blow count relationship for 90% and 100% of the required ultimate bearing capacity for piling. The design bearing ca pacity of a pile shall be 0.40 of the ultimate bearing capacity as d etermined by dynamic testing.
1.General. The Contractor shall employ a specialty engineering firm experienced in the use of the wave equation analysis of piles computer program (WEAP), dynamic testing using the Case method, a pile driving analyzer (PDA), and the Case Pile Wave Analysis Program - Continuous Model (CAPWAPC) to perform the dynamic testing on the test pile. This firm shall furnish all equipment and make the analysis as outlined in this subsection. A written report as specified in ASTM D 4945 shall be furnished to the Engineer showing the results and conclusions from the test. The report shall be submitted promptly to allow amp le time for the Department to consider its contents and establish t he bearing graph for the required ultimate bearing capacity. PDA fi eld results for at least every other blow shall be included in the wri tten report for the complete driving of the test pile.
2.Driving Equipment. The driving equipment shall meet the requirements of Subsection 805.07. Driving equ ipment meeting the requirements of a successful dynamic load test on the test piles indicated on the plans will be considered acceptabl e for use on all test piling and piling for bridge site(s) or substr ucture units specified on the plans. If dynamic testing indicates the driving equipment is not acceptable on the first test pile driven with the p roposed driving equipment, the Contractor shall drive a new test pi le in that bent with a different pile driver using dynamic testing as outlined herein. 750 The length and location of the new test pile shall be determined by the Engineer. The new test pile driven with accept able driving equipment will be paid for at the contract unit pri ce bid for Test Pile and dynamic testing will be paid for at the contrac t unit price bid for Dynamic Pile Load Test. The test pile driven with unacceptable driving equi pment will be paid for at the contract unit price bid for Test Pi le and the dynamic testing will be paid for at 50% of the contract uni t price bid for Dynamic Pile Load Test. This test pile shall be bu ilt-up, if required, and driven to meet the requirements for piling as s pecified in Subsection 805.09(c)(8). Payment for the build-up will be based on the unit price bid for Steel Piling, Steel Shell P iling, or Concrete Piling, as the case may be.
3.Wave Equation Analysis. Before driving, a wave equation analysis is required on all test piles use d to check the acceptability of the driving equipment. The above data will be used to determine the adequa cy of the hammer, the axial stresses in the pile, and the re quired number of blows per unit of penetration the hammer must deliv er to obtain the required ultimate bearing capacity. This will be determined by the specialty engineerin g firm and furnished to the Engineer in the form of bearing gr aphs. The Contractor will be notified of the acceptance or re jection of the graphs within seven business days of their receipt by the Engineer. No test piles shall be driven before the graphs are approved by the Engineer. After evaluation by the wave equation, any changes in the driving equipment may require reevaluation, but in all case s such changes shall be approved by the Engineer before driving.
4.Dynamic Pile Load Test. The Contractor shall drive test piles requiring dynamic testing at locations indica ted on the plans using driving equipment established by the wave equ ation analysis, subject to change due to actual hammer performance and soil strength change. Dynamic testing shall be performe d on the test pile during driving and shall comply with ASTM D 4945. Pile driving shall cease when dynamic testing indicates: 1) the required ultimate bearing capacity or greater has been maintained for 3 feet (1 m); and
2.when the top of the pile is at plan grade; but n ot to more than when 3) a hammer blow count of 20 blows per 1 inch (25 mm) has 751 been obtained. In no case shall the pile be driven less than that specified in Subsection 805.08(e). The Engineer will measure the stroke and/or chamber pressure and count the number of hammer blows in 12" (300 mm ) increments from the beginning of driving until the required ul timate bearing capacity is first obtained and in 3" (75 mm) increm ents for the remainder of driving. Measurement of stroke and/or chamber pressure will not be required when a capacity vs. b low count type bearing graph is used. Approval of the driving equ ipment shall be based on the average blow count per 1 inch (25 mm) measured for the first 3" (75 mm) increment where the required u ltimate bearing capacity has been maintained by the PDA. Also, the CAPWAPC analysis must indicate a capacity at least 90% of t he required ultimate bearing capacity. If the test pile has been driven to plan grade and has not satisfied conditions required to cease driving, the Engineer may direct the Contractor to excavate around a concrete pile to be low plan grade to facilitate additional driving and testing in order to satisfy conditions required to cease driving. Steel piles shall be bu ilt-up and driving continued. The excavation or build-up and addition al driving must be completed during the same day as the initial dri ving. The excavation will not be paid for separately, but ful l compensation therefor will be considered included in the contrac t unit price bid for Test Pile. The additional driving and testing will not be considered a successive dynamic pile load test but a continuat ion of the initial drive. If the conditions to cease driving on a concrete te st pile are not obtained with the excavation and additional driving , or if additional excavation is not allowed by the Engineer, the pile will be considered an unsuccessful test pile and the Engine er shall order a new test pile be driven with dynamic testing. The length and location of the new test pile shall be determined b y the Engineer. The unsuccessful test pile shall be paid for at the contract unit price bid for Test Pile, and shall be built-up and driven to meet the requirements for piling as specified in Subsection 805.09(c)(8). Payment for the build-up will be made at the unit p rice bid for Concrete Piling. Dynamic testing for the unsuccess ful test pile will be paid for at the contract unit price bid for Dyna mic Pile Load Test. 752 The new test pile will be paid for at the contract unit price bid for Test Pile. Dynamic testing for the new test pile w ill be paid for at the contract unit price bid for Dynamic Pile Load T est. Payment for build-up of a successful test pile will be made at the contract unit price for Test Pile. The Case method using a PDA shall be used to evalua te hammer and driving system performance, pile driving stress es, pile structural integrity, and pile bearing capacity. If necessary, the Contractor shall reduce the drivi ng energy transmitted to the pile by using additional cushion s or reducing the energy of the hammer in order to obtain acceptable stresses in the pile as specified in Subsection 805.07. If non-axi al driving is indicated by dynamic test measurements, the Contrac tor shall immediately realign the driving system.
5.CAPWAPC Analysis. The CAPWAPC analysis made after driving shall be used to predict the test pil e's static bearing capacity and resistance distribution. This informa tion shall be used to check Case method assumptions and to indicate th e distribution of soil static resistance, quakes, and damping factors required for a wave equation analysis. A CAPWAPC analysis will be required for each test p ile requiring dynamic testing. The blow for a CAPWAPC analysis shall be selected from the last blows in the first 3" (75 mm) increment where the required ultimate bearing capac ity was maintained by PDA. If the CAPWAPC analysis indicat es an ultimate bearing capacity less than 90% of the requ ired ultimate bearing capacity, a blow shall be selected from the last blows for each successive 3" (75 mm) increment for a CAPWAPC analysis until 90% of the required ultimate bearing capacity is obtained. If the CAPWAPC analysis still indicates a bearing c apacity less than 90% of the required ultimate bearing capacity at the point where driving was stopped, the test pile shall be d riven until one of the following conditions has been satisfied: 1) the pile shall be driven a minimum of 2' (0.6 m) additional, or deepe r, to obtain the required ultimate bearing capacity; or 2) after wai ting up to 24 hours and after the first 20 blows of the hammer, the bea ring capacity shall be determined based on 1 inch (25 mm) of penetratio n or 20 blows of the hammer, whichever occurs first. Dynamic tes ting and a CAPWAPC analysis will be required during the redriv ing and will 753 be considered a successive dynamic pile load test. If necessary, the soil may be excavated from around the pile below pl an grade, as approved by the Engineer, to facilitate driving and testing. After a CAPWAPC analysis has been made at the end o f driving a test pile, the Specialty Engineering firm shall e stablish a hammer blow count relationship for the required ultimate b earing capacity. A bearing graph shall be provided that shows the re lationship for 90% and 100% for the required ultimate bearing capa city for piling. Depending on the type of hammer used, the bearing g raph shall be one of the following types: 1) stroke vs. blow cou nt; 2) bounce chamber pressure vs. blow count; or 3) capacity vs. blow count. This information shall be developed using the refin ed wave equation (WEAP) with input data obtained from the CAPWAPC an alysis.
6.Successful Dynamic Load Test. A successful dynamic load test is one where: 1) the test pile has been d riven with acceptable driving equipment to the proper length; and 2) at least 100% of the required ultimate bearing capacity as d etermined by dynamic testing and at least 90% of the required ul timate bearing capacity as verified by the CAPWAPC analysis has be en obtained.
7.Test Piling not Requiring Dynamic Testing. Test piles not requiring dynamic testing shall be driven until : 1) the required ultimate bearing capacity or greater, as establishe d by the bearing graph, has been maintained for 3 feet (1.0 m); and 2) the top of the pile is at plan grade; but not to more than when 3) a hammer blow count of 20 blows per 1 inch (25 mm) has been obtai ned. In no case shall the pile be driven less than that specified i n Subsection 805.08(e). If the top of a test pile has been driven to plan g rade and has not satisfied conditions required to cease driving, the Engineer may direct the Contractor to excavate around a concrete pile to below plan grade to facilitate additional driving and tes ting in order to satisfy conditions required to cease driving. Stee l piles shall be built-up and driving continued. The excavation or build-up and additional driving must be completed during the sam e day as the initial driving. The excavation will not be paid f or separately, but full compensation therefor will be considered inclu ded in the contract unit price bid for Test Pile. If the conditions to cease driving on a concrete te st pile are not obtained with the excavation and additional driving , or if additional 754 excavation is not allowed by the Engineer, the pile will be considered an unsuccessful test pile and the Engine er shall order a new test pile be driven. The length and location o f the new test pile shall be determined by the Engineer. The unsuccessful test pile shall be paid for at the contract unit price bid for Test Pile, and shall be built-up and driven to meet the requirements for piling as specified in Subsection 805.09(c)(8). Payment for the build-up will be made at the unit p rice bid for Concrete Piling. The new test pile will be paid for at the contract unit price bid for Test Pile. Payment for build-up of a successful te st pile will be made at the contract unit price for Test Pile. The Engineer will observe all pile driving from beg inning to end. Before the pile obtains the required ultimate beari ng capacity, the Engineer will measure the stroke and/or chamber pre ssure and count the number of hammer blows in 12" (300 mm) incremen ts. Measurement of stroke and/or chamber pressure will not be required when a capacity vs. blow count type bearing graph i s used.
8.Piling. Piling shall be driven continuously until: 1) at le ast 90% of the required ultimate bearing capacity, as d etermined by the bearing graph, has been obtained; and 2) the top of the pile is at plan grade but not to more than when 3) a hammer blow co unt of 20 blows per 1 inch (25 mm) has been obtained. In no case shall the pile be driven less than that specified in Subsecti on 805.08(e). If 90% of the required ultimate bearing capacity ha s not been obtained when the top of the pile is 6" (150 mm) ab ove the plan grade, the pile shall be driven until one of the fo llowing conditions has been satisfied as approved by the Engineer: • Soil may be excavated from around the pile and the pile driven until at least 90% of the required ultimate bearing capacity has been obtained. The excavation will no t be paid for separately, but full compensation therefor will be considered included in the contract unit price b id for Steel Piling, Steel Shell Piling, or Concrete Pilin g. • After a 24 hour waiting period, the pile shall be struck with 20 blows from a warmed-up hammer. The results from the re-strike will be used to ascertain if at least 90% of the required ultimate bearing capacity, as 755 determined by the bearing graph, has been obtained. A warmed-up hammer is defined as a hammer that has applied at least 20 blows to a pile immediately bef ore being used. If this option is selected, initial driving shall cease when the top of the pile is 6" (150 mm) above the plan g rade. An allowance of 3 linear feet (1.0 m) of piling wil l be made for each pile struck with the warmed up hammer in addition to the actual length of accepted pile i n place. • The pile shall be built-up and driven until at lea st 90% of the required ultimate capacity has been obtained . The Engineer will observe all pile driving from beg inning to end. Before the pile obtains the required ultimate beari ng capacity, the Engineer will measure the stroke and/or chamber pre ssure and count the number of blows in 12" (300 mm) increments. Me asurement of stroke and/or chamber pressure will not be required when a capacity vs. blow count type bearing graph is used.
805.10 Order Lists for Piling. The Contractor shall furnish
piles according to an itemized list, which will be furnished by the Engineer, except as otherwise provided in Subsectio n 805.02, showing the number and length of piles. In determi ning lengths of piles for ordering and for quantities to be include d in the Contract, the lengths given in the order list shall be based on the lengths that are assumed to remain in the completed structure. If the minimum bearing is not attained with the length of piling e stablished by the Engineer, the Engineer will establish the length of pile build-up. The Contractor may, at no cost to the Department, i ncrease the lengths given to provide for fresh heading and for such additional length as may be necessary to suit the Contractor's method of operation.
805.11 Cut-off and Build-up of Piles. (a) Steel an d Steel Shell
Piles. After the pile has been driven to the minimum spe cified penetration and bearing resistance, it shall be dri ven, cut off, or built up, as necessary, to bring the finished top to plan grade. When the full approved pile length has been driven without a ttaining minimum bearing, the length of build-up shall be according to Subsection 805.10. Cut-offs shall be made with a cutting torch or othe r acceptable method that will produce the desired smooth, level end of pile at the 756 proper elevation. Build-ups shall be made by weldi ng a splice on a section of pile in such manner as to fully develop the section of the pile according to the plans. Welding shall comply with Subsection 805.03(f). Where the top of the pile is appreciably deformed o r otherwise damaged below plan grade, the damaged portion shall be cut off and replaced with a new section spliced in place. No a dditional compensation will be allowed for the material and w ork for this replacement.
b.Concrete Piles. After the pile has been driven to the minimum specified penetration and bearing resistanc e, it shall be driven, cut off, or built up, as necessary, to brin g the finished top to plan grade. When the full approved pile length has been driven without attaining minimum bearing, the pile shall b e built up according to Subsection 805.10. Cut-offs shall be accomplished by methods that will produce the desired end of pile at the proper elevation. The u se of explosives to accomplish cut-off will not be allowed. Cut-off ma terial shall not be used as piling but shall be disposed of according t o Section 201. When build-up is required, the concrete at the end of the pile shall be cut away leaving the reinforcing steel exp osed for a length as shown on the plans. The final cut of the concre te shall be perpendicular to the axis of the pile. Reinforceme nt, as required by the plans, shall be securely fastened to the projec ting steel and the necessary form work shall be placed, care being tak en to prevent leakage along the pile. Prestressed piles may be b uilt up using reinforcing shown for precast piles of the same siz e or an equivalent area of steel. The concrete used for the build-up shall comply with Section 802 for Class S(AE) concrete. Just before placing concrete, the top of the pile shall be thoroughly wetted and covered with a thin coating of neat cement, mortar, or other suitable b onding material. The forms shall remain in place a minimum of 24 hou rs, then carefully removed and the entire build-up finished and cured according to Subsection 805.04.
805.12 Pile Encasement When specified on the plans, a
reinforced concrete encasement shall be placed arou nd a driven steel pile. The encasement shall be constructed accordin g to the details and at the locations shown on the plans. Lengths o f pile encasement 757 may be adjusted by the Engineer to fit the conditio ns at the time of construction. The materials and construction requirements for thi s item shall comply with Section 802 and Section 804 for concret e and reinforcing steel respectively. The encased portio n of a pile will not require painting.
805.13 Filling Steel Shell Piles. After driving and splicing is
completed, the steel shell shall be free of buckles , water, and other foreign matter, and shall be of required shape and dimensions before filling with concrete. The Contractor shall provid e electric lights that may be lowered into the shell, mirrors, and ot her equipment and facilities necessary for the proper inspection of t he shells. The tops of the shells shall be kept covered after inspectio n until placement of the concrete begins. Concrete shall be placed in each shell in a single continuous operation with the flow of concrete directed down t he center of the shell so as to consolidate the concrete by impact. The use of a tremie will not be required. Vibration or rodding of concrete will only be required to a depth of 5' (1.5 m) below the top of the shell. Placement of concrete shall continue after the shel l is full until good quality concrete is evident at the top of the shell . The concrete shall be struck off flush with the top of the shell and f inished to a smooth surface.
805.14 Method of Measurement. (a) General. Steel Piling,
Steel Shell Piling, Concrete Piling, and Test Piles will be measured by the actual number of linear feet (meters) of acc epted pile remaining in the finished structure after build-ups and/or cut-offs have been made, based upon lengths shown on the pla ns or established by the Engineer.
b.Cut-off and Build-up. Allowance for pile cut-off, where piles have been furnished or built up according to the lengths shown on the plans or established by the Engineer, will b e as follows: Steel Piles 50% of cut-off length, plus 1 foot (0.3 m) Concrete Piles 50% of cut-off length, plus 3 feet ( 1 m) No allowance for cut-off will be made on piling for any length in excess of the lengths shown on the plans or establi shed by the Engineer. 758 For piles furnished according to the lengths shown on the plans or established by the Engineer that are found to be too short and are spliced according to these specifications, an allow ance of 3 linear feet (1 m) of piling will be made for each steel pi le splice and 6 linear feet (2 m) for each concrete pile splice in addition to the actual length of accepted pile in place. No allowance will be made for cut-off or build-up i n any portion of a pile that has been damaged, for splices made f or the convenience of the Contractor, for extra length ord ered for the Contractor's convenience, or for cutback necessary for splicing. Cut-off material shall be the property and responsi bility of the Contractor.
c.Steel Piles Over 18 m (60') in Length. When the order length for steel piling established according to Su bsection 805.10 is greater than 60' (18 m), the Contractor may, at his option:
1.Furnish a pile that is spliced to obtain the spe cified order length. An allowance of 3 linear feet (1 m) will be made for this spliced pile in addition to the ac tual length of the pile furnished; or
2.Furnish an un-spliced pile of the specified orde r length. For either of the above options, cut-off and/or add itional build-up will be measured according to Subsection 805.14(b).
d.Pile Encasement. Pile Encasement will be measured by the linear foot (meter). The measurement will be made parallel to the longitudinal centerline of the steel pile.
e.Dynamic Pile Load Test. Dynamic Pile Load Test will be measured by the unit.
f.Preboring. Preboring, when specified on the plans or in the Contract, will be measured by the linear foot (mete r). Preboring performed for the Contractor's convenience will no t be measured or paid for separately, but full compensation therefor will be considered included in the contract unit price bid for other items in the Contract.
805.15 Basis of Payment. (a) Piling. Work completed and
accepted and measured as provided above will be pai d for at the contract unit price bid per linear foot (meter) for Steel Piling, Steel 759 Shell Piling, Concrete Piling, or Test Pile, as the case may be, of the size and type actually furnished. The price shall be full compensation for furnishing materials, including re inforcing steel in concrete piling; brackets, lugs, cap plates, pile tips, and driving points on steel piling; for transportation; for cas ting and handling; for driving, jetting, drilling, excavating, and pai nting; for furnishing and placing concrete in steel shell piling; for cut -off, splicing, and build-up; and for all labor, equipment, tools, and incidentals necessary to complete the work. Unless otherwise s pecified, cut-off and build-up of successful test piles will be paid for at the contract unit price bid for Test Pile. Unless otherwise spe cified, cut-off and build-up of unsuccessful test piles will be paid fo r at the contract unit price bid for Steel Piling, Steel Shell Piling , or Concrete Piling, as applicable.
b.Pile Encasement. Work completed and accepted and measured as provided above will be paid for at the contract unit price bid per linear foot (meter) for Pile Encaseme nt, which price shall be full compensation for furnishing materials , forms, and bracing; for any required excavation; for placing a ll materials; and for all labor, equipment, tools, and incidentals ne cessary to complete the work.
c.Dynamic Pile Load Test. Work completed and accepted and measured as provided above for the wave equation an alysis, the dynamic pile load test, and the CAPWAPC analysis wi ll be paid for at the contract unit price bid each for Dynamic Pil e Load Test, which price shall be full compensation for furnishi ng materials and for all labor, equipment, tools, and incidentals ne cessary to complete the work. Each successive dynamic pile load test o n the same pile will be paid for at 50% of the unit price bid for D ynamic Pile Load Test.
d.Preboring. Work completed and accepted and measured as provided above will be paid for at the contract uni t price bid per linear foot (meter) for Preboring, which price shal l be full compensation for boring holes as required; for disp osal of excess material; for furnishing and placing material in th e void around the pile; and for all labor, equipment, tools, and inci dentals necessary to complete the work. 760 Payment will be made under: Pay Item Pay Unit Steel Piling (___) Linear Foot (Meter) Steel Shell Piling (__" [___mm]dia.) Linear Foot (M eter) Concrete Piling (__" [__mm]__) Linear Foot (Meter) Test Pile (____)(____) Linear Foot (Meter) Pile Encasement Linear Foot (Meter) Dynamic Pile Load Test Each Preboring Linear Foot (Meter)
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