100 general provisions
Yüklə 7,65 Mb.
|
- Bu səhifədəki naviqasiya:
- ITEM 504 SHEET PILING LEFT IN PLACE 504.01 Description 504.02 Materials 504.03 Driving 504.04 Method of Measurement
- 504.03 Driving.
- 504.05 Basis of Payment.
- ITEM 505 PILE DRIVING EQUIPMENT MOBILIZATION 505.01 Description 505.02 Basis of Payment 505.01 Description.
- 505.02 Basis of Payment.
- 506.03 Application of Load.
- 506.04 Basis of Payment.
- Item Unit Description
- 507.06 Cast-in-Place Reinforced Concrete Piles 507.07 Steel H-Piles 507.08 Timber Piles 507.09 Splices
- 507.04 Driving of Piles
- 507.05 Determination of Required Blow Count.
- 507.07 Steel H-Piles .
- 507.08 Timber Piles .
- 507.10 Defective Piles .
- 507.12 Method of Measurement.
- 507.13 Basis of Payment.
Item Unit Description 503 Lump Sum Cofferdams, Cribs, and Sheeting 503 Cubic Yard Unclassified Excavation
503 Lump Sum Unclassified Excavation 503 Cubic Yard Unclassified Excavation Including Rock
503 Cubic Yard Unclassified Excavation Including Shale (Cubic Meter) 503 Cubic Yard Unclassified Excavation (Cubic Meter) Including Rock and/or Shale 503 Cubic Yard Rock Excavation (Cubic Meter) 503 Cubic Yard Shale Excavation (Cubic Meter) ITEM 504 SHEET PILING LEFT IN PLACE 504.01 Description 504.02 Materials 504.03 Driving 504.04 Method of Measurement 504.05 Basis of Payment 504.01 Description. This work consists of furnishing and driving steel sheet piling to be left in place, including furnishing and installing any specified anchors or other attachments to structures. 504.02 Materials. Furnish new sheet piling conforming to 711.03. The Contractor may use used sheet piling in good condition that conforms to project requirements provided it is inspected and approved by the Engineer. 504.03 Driving. Drive steel sheet piling to the tip elevation shown on the plans. 504.04 Method of Measurement. The Department will measure Steel Sheet Piling Left In Place [Minimum Section Modulus of ____ cubic inches per foot (____ mm3/m)] of Wall by measuring the number of square feet (square meters) in the plane of the face of the sheeting, completed and accepted in place. 504.05 Basis of Payment. The Department will pay for accepted quantities at the contract price as follows: Item Unit Description 504 Square Foot Steel Sheet Piling Left In Place [Minimum (Square Meter) Section Modulus of____ cubic inches per foot (____ mm3/m)] of Wall ITEM 505 PILE DRIVING EQUIPMENT MOBILIZATION 505.01 Description 505.02 Basis of Payment 505.01 Description. This work consists of mobilizing pile driving equipment to and from the project site and, as necessary, to install the required piling. This work includes the fixed costs that are related to the installation of the required piling. 505.02 Basis of Payment. The Department will pay for accepted quantities, after the first service pile is installed, at the contract price as follows: Item Unit Description 505 Lump Sum Pile Driving Equipment Mobilization ITEM 506 STATIC LOAD TEST 506.01 Description 506.02 General 506.03 Application of Load 506.04 Basis of Payment 506.01 Description. This work consists of applying a static load to a driven pile and furnishing instruments and facilities to obtain load-settlement data required to determine the ultimate bearing value of the pile. The Director will when specified determine whether subsequent static tests are to be performed and the location of all piles to be tested. 506.02 General. Use the hammer selected for driving the test pile to drive all piles represented by the test. If the Contractor finds it necessary to use a different hammer, the Director will determine if an additional static load test is necessary. If using anchor piles to apply load, locate piles not closer than 7 feet (2.1 m) center-to-center from the loaded pile. If possible, install anchor piles parallel to the axis of the loaded pile. The Contractor may use battered piles as anchor piles; provided the horizontal forces in the anchor system are balanced and excessive bending stresses are not induced in the piles. The Contractor may also use bearing piles meeting these requirements as anchor piles. After the test has been completed, remove or cut off at least 1 foot (0.3 m) below the bottom of the footing or finished surface of the ground all anchor piles outside the limits of the footing. Cut off anchor piles, other than bearing piles, within the limits of the footing 3 inches (75 mm) above the bottom of the footing. Redrive all bearing piles used as anchor piles that are displaced upward during the application of the test load according to the plan requirements. Furnish a calibrated load cell to determine the load applied and a recent verification of the calibration of the gages and devices by a reliable agency equipped to do the testing. For the duration of the test, provide adequate facilities to record load and settlement readings 24 hours per day. To avoid column buckling of the pile, ensure that tested piles are substantially vertical and that the load is applied to the pile at a point as near the ground surface as possible. Determine if piles on the plan order list for cast-in-place reinforced concrete piles have a shell wall thick enough to withstand the maximum required static test load of twice the ultimate bearing value. The minimum wall thickness to support twice the ultimate bearing value is:
Apply a concentric load using a method that allows definite determination and control of the load acting on the pile at all times. Furnish a backup system for measuring the settlement of the pile being tested. For the initial loading, use approximately one-fifth of the plan ultimate load. For subsequent loadings, use increments of approximately one-tenth the plan ultimate load, and apply these increments 1 hour after all measurable settlement due to the loading has ceased. Measurable settlement is defined as 0.01 inch (0.3 mm) or more in a 20-minute time interval. The Engineer will record all settlement readings. Apply the load until the load to the test pile reaches two times the plan ultimate load or until reaching the load test ultimate capacity of the pile plunging failure. Plunging failure is defined as a settlement rate of 0.03 inch per ton (0.8 mm/9000 N) for the load increment applied. To determine the test load ultimate bearing value (Q), first plot the settlement versus load on the pile. Next, draw a line parallel to the slope line through the zero (O) point and the 0.2R load value but offset by the settlement formula, 0.15 inch + 0.008D (3.8 mm + 0.008D). The ultimate bearing value (Q) is the load corresponding to where the offset slope line crosses the plot. 
If plunging failure is reached before the total applied load exceeds 1.5 times the plan ultimate load, apply an additional increment of load to ensure that the failure load has been established. If the amount of settlement per increment is repeated or increased, stop applying the load. If the amount of settlement per increment is not repeated or increased, continue applying the load increments until the pile’s ultimate capacity is reached or until a total load of two times the plan ultimate load is applied. If the pile’s load test ultimate capacity has not been reached after applying the last required load increment, continue applying the total load for at least 1 hour after all measurable settlement has ceased. Unload the pile in 25 percent decrements every 5 minutes. The Engineer will continue to obtain settlement recovery measurements for 3 hours after totally unloading the pile. If it is necessary to remove and reapply the load, use the same procedures to apply the initial loads except apply load increments 15 minutes after all measurable settlement has ceased. 506.04 Basis of Payment. If the Contractor subsequently finds it necessary to use a different hammer, the Director will determine if an additional static load test is necessary; the Contractor shall complete any such additional test at no additional cost to the Department. The cost of furnishing the thicker shell wall test pile is included under Static Load Test. The Department will pay for accepted quantities at the contract prices as follows:
506 Lump Sum Static Load Test 506 Each Subsequent Static Load Test
Reinforcing steel 509 Concrete, Class C 511 Chemical admixture for concrete, Type F 705.12 Steel H-piles 711.03 Steel pile points 711.01 or 711.07 Galvanized steel 711.02 Timber 711.26 The material properties for the metal shells of cast-in-place reinforced concrete piles are not specified. Provide mill certifications showing domestic origin. Provide a concrete slump from 6 to 8 inches (150 to 200 mm) with the use of a superplasticizer. 507.04 Driving of Piles. Drive piles to refusal on bedrock; until obtaining the required ultimate bearing value, which may include a modification for scour, set-up, or negative skin friction; or to the minimum penetration pile tip elevation shown on the plans. If piles begin to crush, immediately cease driving and repair or replace the pile. The counting of blows will cease until the crushed pile is either repaired or replaced. If bearing capacity is obtained before the pile has penetrated 80 percent of its estimated depth, notify the Director before appreciably overdriving the pile. The Director will study the conditions and determine the final penetration, the driving requirements, the use of another pile type, and the use of prebored holes. All piles raised during the driving of adjacent piles shall be driven down again. Use a hammer that will achieve the required ultimate load for the pile with a blow count of at least 30 blows per foot (100 blows per meter) and large enough to permit a dynamic load test to verify that the ultimate bearing capacity shown on the plans can be achieved. The ram of an air-operated or diesel hammer shall weigh at least 2700 pounds (12,000 N). The ram of a drop hammer for permanent piles shall weigh at least 3000 pounds (13,300 N). The height of fall for drop hammers shall not exceed 7 feet (2.1 m). Do not use drop hammers to drive piles that are to be driven to an ultimate load in excess of 70 tons (620 kN). When using open ended diesel hammers, provide equipment for the Engineer’s use to accurately measure each stroke within 6 inches (150 mm). Attach a gage to closed end diesel hammers, accessible to the Engineer, to monitor the pressure in the bounce chamber. Include a graph with the gage to convert pressure to energy. Attach an impact energy monitor, or a method to accurately measure the stroke within 2 inches (50 mm) to hydraulic hammers, accessible to the Engineer, to monitor the energy of each blow. Use securely anchored driving leads and a cap device with sliding jaws to engage the leads to guide the pile and maintain the pile alignment with the stroke of the hammer. Accurately align the travel of the hammer with the axis of the pile. Cushion the hammer and pile to prevent the impact of driving forces from damaging the top of the pile. Shape the cap and pile top to uniformly distribute the hammer blow to the top surface of the pile. Do not use a follower unless approved by the Director. If the Director does approve the use of a follower, make an allowance for the increased energy loss. If a static load test is required, the Contractor may not drive piles except the test and anchor piles before conducting the test and the required depth of penetration has been determined. Do not use water jets. After being driven, cut off the piles at the elevation and angle shown on the plans. 507.05 Determination of Required Blow Count. Determine the required blow count to achieve the ultimate bearing value of a driven pile as if the pile was a single isolated pile using the results of dynamic pile testing as specified in Item 523. 507.06 Cast-in-Place Reinforced Concrete Piles. Provide cast-in-place reinforced concrete piles conforming to one or more of the types described below. Measure the pile diameter as follows: A. Plain cylindrical casing, the outside diameter. B. Cylindrical casings with vertical fluting, the diameter of a circle circumscribing the outermost points or ridges. C. Cylindrical casing with circumferential corrugations, the average of the outside diameters measured at the bottom and top of the corrugations or continuously welded helical corrugations with diameters measured at tops of the corrugations. D. Tapered piles, the top diameter as determined in 507.06.A, 507.06.B, or 507.06.C, but the pile tip diameter shall not be less than 8 inches (200 mm). Ensure that the pile casings are water tight after being driven. If furnished, shoes or points shall not project more than 1/4 inch (6 mm) outside the vertical surface of the casing. For plain cylindrical casings, the minimum pile wall thickness, t, is the greater of either 0.250 inches (6.66 mm) or the thickness determined using the following formula:
For cast-in-place piles containing reinforcing steel, place reinforcing steel as stated in the second and third paragraph of 524.09 and place concrete per 524.11. After installation, cover the tops of driven casings, until the concrete is placed. Before placing concrete, remove accumulated water or other foreign matter in a driven casing. Maintain a minimum radius of 15 feet (4.5 m) between simultaneous work of placing concrete and driving pile casings. If concrete is placed within the 15-foot (4.5 m) radius, suspend driving operations until the concrete has cured for 5 days. Place concrete for cast-in-place piles using methods that prevent voids, however, do not vibrate the concrete.
The Engineer may allow installation of steel piles of the specified type, which the Contractor has from previous projects or stock, if the Contractor furnishes mill certifications and the pile sections are identified with the material specification number, grade, and heat number. This identification may be in the form of information painted on the steel piles or a tag physically attached to the steel. 507.08 Timber Piles. Provide timber piles of sufficient length to remove broomed or split portions caused by driving. Symmetrically trim piles right truncated cone at the tip. If steel shoes or points are specified, carefully shape the tip of the pile so that the steel shoe or point fits snugly and symmetrically. Handle and store timber piles to prevent warping. If specified, provide creosoted piles conforming to 712.06.
Align segments to make the axis of all segments common. Use full penetration butt welds to splice structural shapes according to 513.21, except delete the requirement to use temporary extension bars. Do not splice timber piles. 507.10 Defective Piles. Piles entirely underground are defective if the pile location at the ground surface is more than the 1 foot (0.3 m) from the location shown on the plans. Piles projecting above the ground are defective if the pile location at the ground surface is more than 3 inches (75 mm) from the location shown on the plans. Pipe piles are defective if not water tight or if damage reduces the cross-sectional area by more than 20 percent. Provide the Engineer with a light that allows inspection of the entire length of the interior of a driven casing. Replace, repair, or drive a substitute pile beside the defective pile. The location tolerance for underground piles does not apply to substitute piles beside defective underground piles. The off-location limits do apply to the substitute pile that project above the ground. If a defective pile is removed, fill the hole remaining in the ground with sand. Cut off a defective pile left in place under a footing 3 inches (75 mm) above the elevation of the bottom of the footing. Cut off a defective pile left in place but not under a footing at least 1 foot (0.3 m) below ground level. Fill defective pipe piles left in place with concrete. When the outside rows of bearing piles are not located within tolerances specified above, increase the size of the footing to provide a minimum distance between the pile and footing edge of at least 75 percent of that shown on the plans.
A. For round piles, from 2 inches (50 mm) less to 4 inches (100 mm) more than the pile diameter. B. For steel H-piles, from 6 inches (150 mm) less to 2 inches (50 mm) more than the pile’s diagonal dimension but shall be such as to produce satisfactory pile driving results. Backfill voids between the pile and the prebored hole with a granular material satisfactory to the Engineer.
The Department will measure piles furnished by the number of feet (meters) of plan specified order length plus any additional order length specified by the Engineer. The Engineer will include the length of undriven piles as furnished, but the Contractor will not receive additional compensation for hauling the piles off the project. For plan specified prebored holes, the Department will measure Prebored Holes by the number of feet (meters) of prebored hole lengths for non-defective piles measured from the surface of ground at the time of boring to the bottom of the hole. The Department will not measure preboring to facilitate the pile driving operation. The Department will measure steel pile splices by the number of splices authorized by the Engineer to lengthen non-defective piles beyond the plan specified length. Instead of plan specified steel pile splices, the Contractor may choose to furnish steel piles longer or shorter than the plan specified pile order lengths. 507.13 Basis of Payment. Preboring to facilitate the pile driving operation is included in the unit price bid for piles driven. The Department will consider the cost of furnishing and installing the reinforcing steel to be included in the unit price bid for piles driven. The Department will not pay for any splices due to the Contractor furnishing pile lengths shorter than plan order lengths. The Department will not pay for increased pile lengths made by the Contractor unless the Engineer determines that the additional lengths are needed to achieve bearing. If additional penetration is necessary in order to achieve the required bearing, the Department will pay for required splices at a negotiated price. The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 507 Foot (Meter) Steel Piles HP________, Furnished 507 Foot (Meter) Steel Piles HP________, Driven 507 Foot (Meter) ___" (___ mm) Cast-In-Place, Reinforced Concrete Piles, Furnished 507 Foot (Meter) ___" (___ mm) Cast-In-Place, Reinforced Concrete Piles, Driven 507 Foot (Meter) Timber Piles, Creosoted 507 Foot (Meter) Timber Piles, Untreated 507 Foot (Meter) Prebored Holes 507 Each Steel Points or Shoes
Do not allow the maximum deflection in the longitudinal falsework members at the edges of the concrete deck to exceed 1/2 inch (13 mm) or the amount obtained by the following formula, which ever is greater.  
where: d = the maximum deflection in inches (millimeters) S = the distance between supports in inches (millimeters) For transverse falsework members, and for longitudinal falsework members other than those near the edges of the deck, increase the permissible deflection obtained from the above formula by 75 percent. If, due to vertical clearance or spanning an existing road or channel, unusual requirements exist, the Director may approve falsework with excessive deflection. To compensate for falsework deflection, build camber into the falsework. In addition to falsework defection, build the following amounts of camber into the falsework to compensate for slab deflection after falsework is released: A. Equal to 1/800 of the span for continuous spans. B. Equal to 0.000018 S3 (0.016 S3) for simple spans, where S is the length of the slab span in feet (meters) for camber expressed in inches (millimeters). Provide camber to conform to the profile grade. If, due to vertical clearance or spanning an existing road or channel, unusual requirements exist, the Director may approve falsework with excessive deflection provided the concrete properly reforms. If the falsework does not rest in rock, shale, or other firm foundation material, support falsework on piling driven to sufficient penetration to carry the superimposed loads according to Item 507, but not less than 16 tons (16 metric tons) per pile. Perform dynamic load testing to determine required blow count if piles are not driven to rock. Do not use expansion anchors to support falsework on piers or abutments. Use double hardwood wedges as necessary to facilitate vertical adjustment. Remove and replace any part of the structure made unsatisfactory by incorrect camber, settlement or form deformation. Construct falsework for arches so it may be released gradually. Remove falsework only after the concrete conforms to 511.16 and before final acceptance of the structure. Cut off or pull falsework piling. Cut off piles to at least the slope line, riprap line, or stream bed. Locate the lower contact point of overhang falsework within 8 inches (200 mm) of the top of the rolled beam or steel girder’s bottom flange. For bridges over 20-foot (6.1 m) span whose main supporting members are cast-in-place concrete, submit falsework plans according to 501.05. If a thickened edge is shown on the plans, the Contractor may develop the edge by sloping the bottom of the slab for a minimum of 9 feet (2.7 m) from the edge, instead of the section shown. Do not place spandrel walls, decks of arches, sidewalks and curbs, or any superimposed concrete to be completed after constructing the main supporting member or the deck until the falsework for the main supporting member has been removed or released. For continuous concrete slab or beam superstructures, do not place concrete on a span until the falsework and forms are complete for the adjacent spans. Do not release or remove falsework from a span until the concrete in adjacent spans has been placed a sufficient length of time to meet all requirements for the removal of falsework as set forth in 511.16. Yüklə 7,65 Mb. Dostları ilə paylaş:
|
