504 – DOWEL BAR RETROFIT-REPAIR NEW PCCP
500-42 Place and consolidate the grout as recommended by the manufacturer. Cure the surface of the grouted slots
with a liquid membrane-forming compound. The extended grout must obtain a minimum of 2000 psi compressive strength before the roadway can be opened to traffic, but no sooner than 2 hours. Provide data that accounts fo r actual temperatures work is being performed. Saw the transverse joint through th e patched areas within 24 hours of the placement of the grout. Saw and seal the joint as shown in the Contract Documents. 504.4 MEASUREMENT AND PAYMENT This work is subsidiary to bid items in DIVISIONS 501 and 502. 505 – TIE BAR INSERTION-REPAIR NEW PCCP
500-43 Section 505
TIE BAR INSERTION-REPAIR NEW PCCP 505.1 DESCRIPTION Drill holes and anchor deformed tie bar reinforcemen t diagonally across all longit udinal cracks and only those transverse cracks that extend partial depth, as determined through coring, to repair the newly constructed Portland Cement Concrete Pavement (PCCP) that is damaged. See Standard Drawing RD723, latest version. 505.2 MATERIALS
a.Tie Bars. Provide epoxy-coated (including the ends) deformed reinforcing steel bars, hereafter referred to as tie bars that comply with SECTION 1600 .
b.Anchoring System . Use Type IV, Grade 1 - low viscosity Epoxy-Resin-Based Bonding System and the Class that complies with SECTION 1700 . 505.3 CONSTRUCTION REQUIREMENTS
a.Equipment. Use hydraulic or handheld pneumatic or electri c drills with tungsten carbide bits. Control the forward and reverse travel of the drills by mechanically applied pressure . Mount the drill on a suitable piece of equipment such that it is quickly transported and positioned. Rest and reference the drill rig frame on and to the pavement surface such that the drilled hol es are cylindrical and repeatable in terms of position and alignment on the surface being drilled. Handheld drills may be used when th ey can be demonstrated to produce the same results as hydraulic drills with regard to drilling cylindrical holes and repeatable in terms of position and alignment. The Engineer may establish production rates for the hand-held drills.
b.General. Drill the holes in a slab at the offset, depth and angle shown in the Contract Documents. Drill such that the: Centerline of the holes is perpendi cular to the crack/joint (in plan view) at each location being drilled. Adjacent holes are drilled in opposite directions across the crack/joint. Repair cracks and spalls that result from drilling with a partial or full-depth repair as directed by the Engineer. Clean the drilled holes (and chipped areas at the surface resulting from drilling) in accordance with the anchoring material manufacturer’s written recommendations. Submit recommendations to the Engineer before drilling any holes. As a minimum, clean holes with oil -free and moisture-free compressed air. The Engineer will check the compressed air stream purity w ith a clean white cloth. Use a comp ressor that delivers air at a minimum flow volume of 120 cubic feet per minute and develops a minimum nozzle pressure of 90 psi. Insert the nozzle to the back of the hole to force out all dust and debris. Place the anchoring system material into the back of the hole using a no zzle or wand of sufficient length. Insert the tie bar such that the anchoring material is evenly distributed around the tie bar. Use an amount that slightly extrudes out the hole as the tie bar is inserted. Remove the excess and trowel the anchoring material smooth to the pavement surface, filling any chipped areas. Do not allow traffic on the repa ired area until the anchoring material is cured as recommended by the manufacturer’s specifications. 505.4 MEASUREMENT AND PAYMENT This work is subsidiary to bid items in DIVISIONS 501 and 502. 601 - ASPHALT APPLICATION TEMPERATURES
600-1 Section 601
ASPHALT APPLICATION TEMPERATURES 601.1 DESCRIPTION The application temperatures for the va rious type and grades of asphalts sh all be within the ranges listed in TABLE 601-1 or as specified on the aspha lt producer’s Bill of Lading. TABLE 601-1: ASPHALT A PPLICATION TEMPERATURES TYPE AND GRADE TEMPERATURE RANGE (ºF) Spraying Plant Mixing Min. Max. Min. Max. Asphalt Binder 275 340 * * Asphalt Cement (AC-20-5TR) 325 350 NA NA Asphalt Cement (AC-20-XP) 325 350 NA NA Asphalt Cement (AC-10-2TR) 300 350 NA NA Asphalt Cement (AC-10-XP) 300 350 NA NA Cutback Asphalt, MC 30 88 125 88 125 Cutback Asphalt, MC & RC 70 &250 125 200 125 200 Cutback Asphalt, MC & RC 800 & 3000 150 250 150 250 Asphalt Rejuvenating Agent, ARA-1P 70 150 70 150 Emulsified Asphalt, CRS-1H, RS-1H, SS-1HP, CMS-1, MS-1, HFMS-1, RS-1HP, CRS-1HP 100 180 100 180 Emulsified Asphalt, SS-1H, CSS-1H None 150 None 150 Emulsified Asphalt, C SS-1HM, CSS-Special None 120 None 120 EBL 120 180 NA NA * Use the Producer’s recommended mixing temperature range. All asphalt binders and cutback asphalts reheated to temperatures 50ºF more than the maximum in TABLE
601-1 will be considered overheated and may be rejected pe nding re-sampling and re-testing of the material at the
discretion of the Engineer. All emulsified asphalts reheated to temperatures above the maximum shown above will be considered overheated and may be rejected pending re-sampling and re-testing of the material at the discretion of the Engineer.
Source: Kansas Standard Specifications for State Road and Bridge Construction, 2015 Edition. Pages 236–238 of 978.