714 - PAINTING STRUCTURAL STEEL
700-74 Store the waste containers on an impermeable surface that accommodates sweeping or
vacuuming; Do not accumulate h azardous waste for more than 90 days. If an extension of time is needed, seek approval from the ESS; and The Engineer is designated the “Emergency Response Coordinator” and is responsible for coordinating all emergency response meas ures outlined in K.A.R. 28-31-40(h).
b.In order to classify generate d waste as non-hazardous for on s ite storage, obtain a minimum of 2 composite samples at the direction of and in the presence of the Engineer. The sample must be representative of the total volume of waste generated through that point in time, as determined by the Engineer. Submit the samples to a KDHE cer tified laboratory and test for lead according to the TCLP Method SW 1311/7420, pursuant to 40 CFR 261, Appendix II. Maintain proper Chain of Custody forms at all times. The Contractor shall bear the costs of all sampling and analyses. If the sample analyses indicate the waste to be non-hazardous, less than 5 mg/L, the analytical results serve as representative documentation for the remainder of the waste generated on that project site, provided changes are not made to the method of paint removal, the type of blast media or any other portion of the paint removal operation that would render the samples non- representative of the total volume of waste. These criteria will be evaluated at the discretion of the Engineer; KDOT reserves the right to conduct random sampling at any time to assure that paint removal operations have not been altered in such a way as to compromise the representative nature of the original samples. KDOT w ill bear the cost of any random sampling ordered unless said sample analyses determines the waste to be hazardous, whereupon the Contractor will be responsible for the cost of samp le analyses. If the waste is found to be hazardous through random sampling, the entire volume of waste generated shall be considered hazardous; Store non-hazardous waste material in secu red containers and place on an impermeable surface which accommodates sweeping or vacuuming; and Mark each storage container with the KDOT project number and date upon which the period of accumulation began.
3.Sampling and Analysis of Waste Material. Collect representative composite samples of the wa ste material at the di rection of and in the presence of the Engineer. Sampling and testing procedures and contaminant limits are described in subsection 714.4f.(2)(b) ; A minimum of 2 samples are required and may be the same 2 samples described as initial waste characterization in subsection 714.4f.(2)(b) . Additional samples shall be required in order to total a minimum of 2 samples per ton of waste generated. The Contractor shall bear the cost of all sampling and analyses; All samples collected must fall below the 5 mg/L TCLP regulatory requirement in order to dispose of any of the waste as non-h azardous, pursuant to K.A.R. 28-29-109.
4.Disposal of Waste Material.
a.If all samples indicate a lead content below 5 mg/L, dispose of the entire volume of waste generated as follows: Provide documentation confirming the disposal of said waste at a KDHE permitted landfill to the Engineer within 15 business days of the disposal. If documentation is not submitted, the Engineer may stop work on th e project until such documenta tion has been received by the Engineer and ESS; or Recycle according to subsection 714.4f.(4)(b) ; DO NOT DISPOSE OF THIS MATERIAL AS A HAZARDOUS WASTE.
b.If any sample indicates a lead content at or above 5 mg/L, recycle the entire volume of waste generated as follows. Recycle waste material through an EPA approved lead recycling facility, pursuant to 40 CFR 261.1. For the purposes of transport, the waste may be designated as “recyclable”; 714 - PAINTING STRUCTURAL STEEL
700-75 Prior to commencement of the project, provide the Engin eer documentation confirming the
pre-acceptance of the recyclable ma terials by the recycling facility; Provide the Engineer documentation identifying the volume of waste transported from the project site; and Within 15 business days of acceptance by the EPA approved recycling facility , provide the Engineer and ESS documentati on confirming the acceptance of the waste and the volume as delineated above. If documentation is not submitted, the Engineer may stop work on the project until such documentation has been received by the Engineer and ESS. DO NOT DISPOSE OF THIS MATERIAL AS A HAZARDOUS WASTE.
g.Inspection Staff. KDOT will not inspect the surfaces from which the paint has been removed by abrasive blasting until the air quality inside the enclosure is below the Permissible Exposure Limit (PEL), and preferably below the Action Level (AL). This inspection will occur before any paint is applied to the surface. Provide the necessary facility for removal of and disp osal of protective clothing. Provide a location and facility for the Inspector to wash exposed body areas.
h.General Site Cleanup. The Contractor is responsible for genera l cleanup of the job site after paint removal and painting operations have been completed. This includes but is not limited to cleanup of all debris associated with paint removal and painting operations, tr ash generated by Contractor personnel, as well as any excess blast media and/or paint chips. Cleanup will also include re-establishment of any vegetative cover disturbed by abatement activities, including damage caused by storing equipment and traffic at the site. Clean up lead-bearing waste according to subsection 714.4f . This determination will be made by the Engineer. 714.5 MEASUREMENT AND PAYMENT The Engineer will not measure painting of new structural steel for payment. Payment for painting new structural steel is included in the payment for the structural steel. The Engineer will measure bridge painting, environm ental protection and power washing, of existing steel by the lump sum. Payment for "Bridge Painting", "Environmental Protection" and "Power Wash" at the contract unit prices is full compensation for the specified work. 715 - PRESTRESSED CONCRETE MEMBERS
700-76 Section 715
PRESTRESSED CONCRETE MEMBERS 715.1 DESCRIPTION Manufacture, cure, handle and install prestressed concrete bridge beams and panels to the dimensions specified on the Contract Do cuments. Manufacture and cure concrete piling to the dimensions specified on the Contract Documents. BID ITEMS UNITS Prestressed Concrete Beams (*)(**) Linear Foot Prestressed Concrete Panels Square Foot *Type **Size 715.2 MATERIALS Provide materials that comply w ith the applicable requirements. Concrete ................................................................................................................ SECTIONS 401 & 404 Reinforcin g Steel ................................................................................................... DIVISION 1600 Bearings and Pads For Structures .......................................................................... DIVISION 1700 Steel St rand ........................................................................................................... DIVISION 1600 Welded Steel Wi re Fabric ..................................................................................... DIVISION 1600 Provide a copy of mill certifications for reinforcing bar and wire mesh, as required in DIVISION 1600 , to the Inspector prior to concrete placement. Steel strand mill certifications and KDOT test reports are required prior to concrete placement. Due to variations in the modulus of elasticity, only one source of st rand will be allowed in any un it. No more than 1 broken wire will be permitted in a bed. Bearing plate mill certification is required. Coating for the plate will be tested for the requirements of ASTM A 123 or SECTION 714 for painting. Mill certifications and KDOT test reports are required for miscellaneous items, such as bolts, etc. 715.3 MANUFACTURE OF CONCRETE BRIDGE BEAMS, PILING AND PANELS
a.General. A minimum of 2 weeks before starting the production of prestressed concrete units, submit shop drawings according to SECTION 105 . With the exception of prestressed piles, which do not require drawings, do not perform any production until the approved shop drawings are in the hands of the Inspector and producer, and the Engineer has authorized production. Changes to approved shop drawings are subject to the approval of the Engineer. Do not revise the number or location of coil inserts or other connection devices shown on approved drawings without the approval of the Engineer. Submit revised sheets of the same size as the shop drawings originally approved. Include information covering the following items in the shop drawings. The method of forming, placing and securing the reinforcement. The plan for prestressing the units, including the type, number, size and location of the prestressing elements. The method of releasing units with draped strands. Descriptions and allowable loads for hardware items (e.g. hold down devices, threaded inserts, etc.). Identify the proposed concrete mix, including the slump desired at point of delivery. The casting length center to center of bear ings and the calculated prestress shortening. Manufacture units within the tolerances in TABLE 715-1 , unless shown otherwise on the Contract Documents. 715 - PRESTRESSED CONCRETE MEMBERS
700-77 Table 715-1: Dime Nsional Tolerances
DOUBLE TEE AND INVERTED BEAM Unit Feature Tolerance Length ± ½ in. Width (overall) ± ¼ in. Depth ± ¼ in. Stem Thickness ± ⅛ in. Flange Thickness + ¼ in., - ⅛ in. Position of Block-out ± ½ in. Horizontal Alignment (Deviation from straight line parallel to centerline of the member.) ¼ in. (up to 40 ft. lengths) ⅜ in. (40 ft. to 60 ft. lengths) ½ in. (greater than 60 ft. lengths) Camber deviation from design camber ± ¼ in. per 10 ft, but not greater than ¾ in. Differential camber between adjacent members of the same design ¼ in. per 10 ft, but not greater than ¾ in. Tendon position ± ¼ in. in c.g. of strand group Tolerance between tendons ± ⅛ in. Position of handling devices ± 6 in. Position of deflection points for deflected strands ± 6 in. Stem to edge of top flange ± ⅛ in. Distance between stems ± ⅛ in. Position of weld plates ± 1 in. Squareness of ends (vertical and horizontal alignment) ± ¼ in. Stirrup bar spacing (indivi dual or accumulative) ± 1 in. Stirrup bar height ± ½ in. SINGLE TEE BEAM Unit Feature Tolerance Length ± ¾ in. Width (overall) + ⅜ in., - ¼ in Depth ± ¼ in. Width (stem) + ⅜ in., - ¼ in Thickness (flanges and fillets) + ¼ in., - ⅛ in. Position of block-outs ± ½ in. Side inserts (center to center and center to end) ± ½ in. Bearing area deviation from plane ± ⅛ in. Bearing plate (center to end of beam) ± ¼ in. Horizontal Alignment (Deviation from straight line parallel to centerline of the member.) ¼ in. (up to 40 ft. lengths) ⅜ in. (40 ft. to 60 ft. lengths) ½ in. (greater than 60 ft. lengths) Camber deviation from design camber ± ¼ in. per 10 ft., but not greater than ±¾ in. Differential camber between adjacent beams ¼ in. per 10 ft., but not greater than ¾ in. Tendon position ± ¼ in. in c.g. of strand group Tolerance between tendons ± ⅛ in. Position of handling devices ± 6 in. Position of deflection points for deflected strands ± 6 in. Position of weld plates ± 1 in. Squareness of ends (vertical and horizontal alignment) ± ½ in. Stirrup bar spacing (indivi dual or accumulative) ± 1 in. Stirrup bar height ± ½ in. 715 - PRESTRESSED CONCRETE MEMBERS
700-78 TABLE 715-1 (continued)
BRIDGE I-BEAM Unit Feature Tolerance Length ± ¾ in. Width (flanges and fillets) + ⅜ in., - ¼ in. Depth (overall) + ½ in., - ¼ in. Width (web) + ⅜ in., - ¼ in. Depth (flanges and fillets) ± ¼ in. Bearing plates ( center to center) ± ⅛ in. per 10 ft., but not greater than ± ¾ in. Horizontal Alignment (Deviation from straight line parallel to centerline of the member.) ⅛ in. per 10 ft. of span, but not greater than 1 in. Camber deviation from design camber ± ⅛ in. per 10 ft. of span, but not greater than ± ½ in. Differential camber between adjacent members 1 in. maximum Stirrup Bars (projection above top of beam) ± ¾ in. Tendon position ± ¼ in. in c.g. of strand group Tolerance between tendons ± ⅛ in. Position of handling devices ± 6 in. Position of deflection points for deflected strands ± 6 in. Exposed beam ends (deviation from square or designated skew) Horizontal: ± ¼ in. Vertical: ± ⅛ in. per 1 ft. of beam depth Bearing plates (center to end of beam) ± ¼ in. Side Inserts (center to center and center to end) ± ½ in. Bearing area deviation from plane ± ⅛ in. Stirrup bar spacing (indivi dual or accumulative) ± 1 in. Stirrup bar height ± ¾ in. Position of post tensioning duct ± ¼ in. Position of weld plates ± 1 in. PRESTRESSED PILE Unit Feature Tolerance Length ± 1 in. Width or diameter ± ⅜ in., - ¼ in. Head out of square ⅛ in. per 1 ft. of width Horizontal alignment (deviation from straight line parallel to centerline of pile) ⅛ in. per 10 ft. of pile Position of void ± ¼ in. Position of stirrup bars and spirals ± ¾ in. Position of tendons ± ¼ in. Position of handling devices ± 6 in. Position of steel driving tips ½ in. PRESTRESSED PANELS Unit Feature Tolerance Length ± ¼ in. Width ± ¼ in. Thickness + ¼ in., - ⅛ in. Square ends (deviation from square) ± ¼ in. Deviation from straightness of mating edge + ⅛ in. Position of strands ± ⅛ in. vertical, ± ½ in. horizontal 715 - PRESTRESSED CONCRETE MEMBERS
700-79 Notify the Engineer a minimum of 2 business days for in-state production and 5 business days for out-of-
state production, in advance of the date when casting is to begin to afford an opportunity for inspection of the casting beds and forms, the equipment for placement and tensioning of the strands, the equipment for proportioning, mixing, placing and consolidating the concrete, and the equipment for handling the units.
b.Equipment.
1.Condition. Repair or replace unsafe or inadequately operating equipment.
2.Concrete Mixers. Mix concrete in truck mixers or in a central mixing plant that comply with SECTION 154 . When concrete is mixed in a central mixing plant and can not be adequately mixed according to SECTION 401 , conduct tests, as required by the Engineer, to determine the minimum mixing time to achieve uniformity of the concrete mixture. For air-entrained concrete, the maxi mum mixing time may not exceed the mixing time established from uniformity tests by more than 60 seconds.
3.Casting Beds. Portable casting beds are prohibited. The supporting foundations for casting beds must be such that no settlement will occur during the casting and curing of the units.
4.Forms. Use forms that are true to line, mortar tight and provide access for placement of the reinforcement and concrete.
5.Stressing Jacks. For stress application, use jacks equipped with hydraulic gauges or other approved stress measuring devices as a check against the applied load as measured by elongation. Recalibrate gauges when directed by the Engineer.
6.Curing Enclosures. Use stea m curing enclosures reasonably fr ee from steam leakage and providing adequate circulation of steam. Arrange steam jets so th at the steam shall not play directly on the forms or the concrete as it enters the enclosure. If non-waterproof tarpaulins are used for the enclosure, use a minimum of 2 layers. Use only waterproof tarpaulins or plastic sheeting for enclosures when prestressed concrete units are cured by radiant heat. (7) Instruments. When accelerat ed curing is used, install instruments during the curing period for measuring and recording temperature and humidity inside curing enclosures and for measuring and recording temperature in the concrete for each 200 feet of casting be d. Provide a minimum of 2 instrument installations of each type for each enclosure. The locatio n of each instrument must be approve d by the Engineer. Humidity level indicators may be waived by the Engineer.
c.Manufacturing Requirements.
1.General. Except as modified by the Contract Documents or approved by the Engineer, follow the latest edition of the Prestressed Concrete Institute’s, "Manual fo r Quality Control for Plants and Production of Precast and Prestressed Concrete Products".
2.Reinforcement. Install reinforcing bars as shown in the Contract Documents, and rigidly secure them to prevent movement during placement of the concrete. Welding of reinforcing steel bars is prohibited. Substituting deformed welded steel wire fabric in prestressed beams for reinforcing bars is acceptable, provided the spacing of the wires is less than or equal to the spacing shown in the plans, and the area of steel per foot is equivalent or greater than the reinforcing bars s hown in the plans. Use the ta ble shown in the plans for area of steel equivalences. Higher yield strength welded st eel wire fabric is allowed, but will not change the equivalences. Post production welding of wire fabric is prohibited. Accurately position steel strand within the tolerances sp ecified in the Contract Do cuments. Rigidly secure the strand so it shall be retained in the specified locations. The minimum horizontal spacing, center to center of strands at the ends, is 2 inches. Install supports to pr event dead load sag. The roller size on the holddown device must match the strand size used. Provide strand supports as shown in the Co ntract Documents that consist of a device with freely turning rollers a minimum of ⅞ inch in diameter at each defl ection point. A yoke type device may be used for top depressing of strands when approved by the Engineer. The prestress force and center of gravity must be as shown in the Contract Documents. Perform tensioning and elongation according to the Contract Documents. No tensioning of strands or placement of concrete will be permitted when the ambient air temperature is below 20ºF. At the option of the Engineer, strand shall be brought to within 25 F of the concrete at placement in lie u of corrections in elongation due to temperature. The Engineer may use suitable equipment to determine if the strand tension is proper throughout the entire bed length. Make corrections as required.
Source: Kansas Standard Specifications for State Road and Bridge Construction, 2015 Edition. Pages 405–410 of 978.