199 SECTION 410 DESCRIPTION
410.01.01 General. This work consists of rubblizing and compacting existing Portland cement concrete
pavement for full width and full depth. This work also consists of cracking and seating existing Portland cement concrete pavement for full width and full depth. MATERIALS
410.02.01 General. Material shall conform to the following Sections and Subsection:
Bituminous Materials .............................................................................................................................................................. Section 703 Base Aggregates ................................................................................................................................................................... Section 704 Aggregates for Bituminous Courses ....................................................................................................................................... Section 705 Commercial Mineral Filler ........................................................................................................................................ Subsection 705.03.03 CONSTRUCTION
410.03.01 Equipment. (a) Rubblizing Equipment. Use equipment that is capable of rubblizing the existing
concrete pavement into particles conforming to the following sieve requirements: Sieve Size Percent Passing by Mass 225 mm (9 in.) ............................................................................. 100 150 mm (6 in.) ........................................................................... 85-100 Equip the rubblizing unit with a water system to suppress dust generated by the rubblizing operation.
b.Crack and Seating Equipment. Provide an impact hammer of the guillotine type capable of impacting the pavement with a variable force which can be controlled in force and point of impact in order to produce continuous full depth cracking while maintaining aggregate interlock between pieces. Do not use equipment that will cause extensive surface spalling along the crack, that will punch holes in the pavement, or cause shattering of the pavement or base. Spalling over 25 mm (1 in.) in depth will be considered extensive surface spalling. Unguided free falling weights such as “headache” or “wrecking” balls will not be permitted.
410.03.02 Rubblizing. Before beginning the rubblizing operations, the Engineer will designate a 30 m (100 ft)
long test strip location full width of one lane and adjacent shoulder. Rubblize the concrete pavement in the test strip until the material conforms to the specified size requirements for the full depth of the pavement. Excavate a section of the test strip to assure that full depth rubblizing is being achieved. Excavate full depth approximately 1 m x 4 m (3 ft x 13 ft) in size. Use the equipment and operation approved in the test strip for the remainder of the work. During rubblizing operations, excavate one additional 1 m x 4 m (3 ft x 13 ft) section per day of the rubblizing operation, and any locations so designated, to assure that full depth rubblizing is being achieved. Repeat this excavation procedure whenever the equipment, rubblizing pattern, or breaking force is changed. Backfill excavated areas with Type 1 Class B aggregate base in accordance with Section 302 at own expense. Provide a positive means of protecting passing traffic from flying debris during the rubblizing operations. Restrict the rubblizing equipment to within 600 mm (24 in.) of the existing joint filler next to approach slabs. Provide equipment suitable for rubblizing these small restricted areas adjacent to the approach slabs. Remove all visible joint material after rubblizing operations. Compact the rubblized pavement prior to placing the leveling course using vibratory steel wheel and pneumatic tired rollers in the following sequence: 1.One complete coverage with a vibratory roller. 2.Two complete coverages with a pneumatic tired roller. 3.Two complete coverages with a vibratory roller; the last coverage just prior to placing the prime coat and bituminous leveling course. 410 CONCRETE PAVEMENT RESURFACING 200 A complete coverage is defined as a roller pass for ward and back within a given area. Use a vibratory steel wheel roller weighing not less than 9.1 metric tons (10 tons). Operate the vibratory rollers in the maximum vibration mode. Use pneumatic tired rollers weighing a minimum of 27 .2 metric tons (30 t ons) consisting of not less than 7 wheels equipped with pneumatic tires of equal size and diameter mounted on 2 axles attached to a rigid frame. Equip pneumatic tired rollers with a loading platform or body suitable for ballast loading so that the total we ight of the roller can be equally distributed to all wheels. The minimum width between the outer edge of the outside tires on a given axle shall be 1.5 m (5 ft). Provide tires with satisfactory treads. The tires on the rear axle shall be so spaced that the entire gap between adjacent tires on the front axle will be covered by 1 tread of the following tires. The tires shall be uniformly inflated so that the air pressure in the seven tires will not vary more than 35 kPa (5 psi). Inflation pressure shall be a minimum of 1,034 kPa (150 psi). Do not operate rollers at a speed in excess of 1.8 m/s (6 ft/s).
410.03.03 Crack and Seating. (a) General. Accomplish cracking of the existing concrete pavement one lane at
a time. A lane is considered the width of a concre te slab. The number of passes required to achieve full width cracking on any lane will be determined by test sections. Remove all existing asphalt overlays before the cracking and seating operation as specified in Subsection 108.04. Remove joint filler w hich becomes debonded during the cracking and seating operation and is left loose and exposed on the surface. Exercise care during the cracking and seating operation to prevent damage to underground utilities and drainage facilities.
b.Construction Req uirements. Before cracking and seating operations begin, the Engineer will designate a 30 m (100 ft) long test section full width of one lane and adjacent shoulder. Immediately prior to cracking the test section slabs, apply water to the surface of the sla bs in sufficient quantity that the existing cracking can readily be determined. Crack the pavement in the test section to establish the impact energy and the number of transverse passes necessary to crack full width and full depth. Achieve cracking without causing longitudinal cracks under the wheel path. To verify that the procedure is producing full depth and full panel width cracked pavement as specified, take at least 4 cores, 100 mm (4 in.) or more in diameter, in the cracked pavement test section. The exact location where cores are to be taken will be determined. Fill core holes as directed. The established impact energy and the striking pattern required to crack full width and full depth shall be used for the remainder of the contract. If the cracked concrete pavement does not conform to the requirements of this Subsection, or the equipment, impact energy, or cracking pattern is changed, crack additional test sections until the equipment and procedure produce cracked pavement as required. During crack ing operations, core the cracked pavement at locations designated at intervals of not less than 1 core per lane kilometer (2 cores per lane mile) for each machine. Consider a 3 m (10 ft) shoulder as a lane. Immediately prior to cracking the concrete paveme nt, in areas where cores are to be taken, apply water to the surface in sufficient quantity that existing cracking can readily be determined. In the event the cores indicate that cracking is unsatisfactory or if the equipment or procedures are changed, an additional test section will be selected and marked. Crack the additional test section until the equipment and procedure produce cracked pavement as required.
c.Cracking. Crack existing concrete pavement perpendicular to the centerline to produce indivi dual pavement elements approximately 450 to 500 mm (18 to 20 in.) in size per side without dislodging the cracked pieces or causing surface spalling. Do not allow the pavement cracking tool to impact the pavement within 300 mm (12 in.) of another break lin e or the edge of pavement. Crack transition areas before the milling/grinding operation begins. Prior to opening the cracked pavement to traffic, sweep the pavement of all loose debris, and repair joints, cracks and spalls which are greater than 18 mm (0.7 in.) in width and greater than 50 mm (2 in.) in depth by patching with premixed bituminous paving material according to Sections 401 and 404. Joints, cracks, and spalls less than 50 mm (2 in.) may be patched with premixed bituminous paving material. After patching, sweep the pavement again and remove all loose debris prior to opening to traffic. Maintain the surface and place premixed bituminous paving material as directed. CONCRETE PAVEMENT RESURFACING 410 201 Crack and seat the existing surface full width before overlaying. Do not crack adjacent to paved lanes.
d.Seating. Seat the cracked concrete by making not less than 3 complete coverages over the cracked concrete with a pneumatic tired roller. A complete coverage is defined as a roller pass forward and back within a given area. Us e a pneumatic tired roller weighing a minimum of 27 .2 metric tons (30 tons) and consisting of not less than 7 wheels equipped with pneumatic tires of equal size and diameter mounted on 2 axles attached to a rigid frame. Equip the pneumatic tired roller wit h a loading platform or body suitable for ballast loading so that the total weight of the roller can be equally distributed to all wheels. The minimum width between the outer edge of the outside tires on a given axle shall be 1.5 m (5 ft). Provide tires wi th satisfactory treads. Space the tires on the rear axle so that the entire gap between adjacent tires on the front axle will be covered by 1 tread of the following tires. Uniformly inflate the tires so that the air pressure in the 7 tires will not vary mo re than 35 kPa (5 psi). Use a minimum inflation pressure of 1,034 kPa (150 psi). Operate the roller at a speed not to exceed 1.8 m/s (6 ft/s). After all segments have been seated, clean loose debris from all joints an d cracks by suitable compressed air equ ipment.
e.Resurfacing. Place plantmix leveling course within 24 hours of completing the seating operation. Do not allow traffic on the cracked and seated pavement, except for ramp access, before the plantmix leveling course and at least one lift of the plantmix bituminous surface is in place. Pave full depth through the plantmix bituminous surface within the same construction season the concrete surface is cracked and seated. Do not place plantmix paving joints over longitudinal joints in the concrete pavement. METHOD OF MEASUREMENT
410.04.01 Measurement. Rubblize concrete pavement will be measured by the square meter (square yard).
Crack and seat concrete pavement will be measured by the square meter (square yard). Premixed bituminous paving material will be measured according to Section 404. BASIS OF PAYMENT
410.05.01 Payment. The accepted quantities, measured as provided above, will be paid for at the contract
price per unit of measurement for the pay items listed below that are shown in the proposal. Payment will be full compensation for the work prescribed in this Section. Payment will be made under: Pay Item Pay Unit Rubblize Concrete Pavement ................................ ................................ ................................ ....................... Square Meter (Square Yard) Crack and Seat Concrete Pavement ................................ ................................ ................................ ............ Square Meter (Square Yard) 203 SECTION 418 MICRO-SURFACING DESCRIPTION
418.01.01 General. This work consists of placing a mixture of aggregate, mineral filler, bituminous material,
set-control additives, and water. MATERIALS
418.02.01 General. The bituminous material shall be Micro-Surfacing Emulsion conforming to Section 703 for
the type specified . Submit a 3.75 L (1 gal) sample of emulsified bituminous material for approval at least 14 days before use. Aggregate shall conform to Subsection 705.03.06 for the type specified. Produce, stockpile, sample, and test each specified aggregate size according to Section 106. Mineral filler , as required by the mix design, shall conform to Subsection 705.03.03. Use a set-control additive as required by the mix design. Water shall conform to Section 722 and shall be compatible with the mixture. Store materials in an area capable of preventing water saturation and contamination of stockpiled aggregates. Empty on-site emulsion storage tanks and clean of all residual asphalt prior to delivery of the first load of approved emulsion.
418.02.02 Mix Design. Before commencing micro-surfacing operation, submit a signed original of the mix
design for the micro-surfacing material. A separate signed original mix design for each aggregate and emulsion combination will be required. Have the design performed by a qualified laboratory approved by the International Slurry Seal Association (ISSA). Perform the design using materials that are to be used on the project. In the mix design, show the results of tests performed on the individual materials, comparing their values to the specification. Include the test result from the aggregates, emulsion, and micro-surfacing mixture. In the mix design, report the quantitative effects of moisture content on the unit weight of the aggregate (bulking effect). In the lab report, clearly show the proportions of aggregate, mineral filler (minimum and maximum), water (minimum and maximum), additives (usage) and asphalt based on dry aggregate weight. The mix design shall further show recommended changes in cement, water, and additive proportions for high temperature weather conditions by reporting proportions of materials required for 60 seconds of mix time. The micro-surfacing mixture shall conform to the following: TEST TEST METHOD REQUIREMENT Residual Asphalt, % of dry w eight of aggregate — 5.5 - 9.5 Mineral Filler, % of dry w eight of aggregate — 0.0 - 3.0 Wet Cohesion, 30 minute set ISSA TB139 12 kg/cm Minimum Wet Cohesion, 60 minute set ISSA TB139 20 kg/cm Minimum Excess Asphalt by LWT and Sand Adhesion ISSA TB109 50 g/ft2 Maximum Wet Stripping, % coating ISSA TB114 90 Minimum Wet Track Abrasion, 1 hour soak, loss ISSA TB100 50 g/ft2 Maximum Wet Track Abrasion, 6 day soak, loss ISSA TB100 75 g/ft2 Maximum Lateral Displacement ISSA TB147 5% Maximum Specific Gravity after 1000 cycles @ 125 lb ISSA TB147 2.10 Maximum Classification Compatibility ISSA TB144 (AAA, BAA) 11 grade points Minimum Mix Time @ 25 °C (77 °F) ISSA TB113 Controllable to 120 sec onds Minimum Mineral filler will be considered as part of the dry aggregate for the mixture.
Source: Nevada Standard Specifications for Road and Bridge Construction, 2014 Edition. Pages 205–208 of 610.