421MICROSURFACING

411.05 Basis of Pa yment. The Department will pay for accepted quantities at

the contract price as follows: Item Unit Description 411 Cubic Yard Stabilized Crushed Aggregate (Cubic Meter) ITEM 421 MICROSURFAC ING

421.01 Description

421.02 Materials

421.03 Proportioning

421.04 Quality Control Program

421.0 5 Weather Limitations 421.0 6 Mixing Equipment

421.07 Equipment Calibration

421.08 Spreading Equipment

421.09 Surface Preparation

421.10 Test Strip

421.11 Application

421.12 Quality Control

421.1 3 Acceptance

421.14 Performance Review

421.15 Method of Measurement

421.16 Basis of Payment

421.01 Description . This work consists of constructing a cold laid polymer

modified emulsified asphalt pavement course to fill ruts or provide a leveli ng and/or surface course for existing pavements. Warrant the microsurfacing for two years.

421.02 Materials . Use a polymer modified emulsified asphalt binder (Binder)

consisting of the following: Use a quick -traffic CSS -1hM modified emulsified asphalt (Binder) meeting the requirements in Table 421.02 -1. Use only Binder certified according to Supplement 1032. Do not use port addition of the polymer to the emulsified asphalt. Provide to the Engineer certified test data and a statement from the Binder supplier with each load of Binder that the Binder is the same base asphalt binder, polymer, polymer percentage as formulated and used in the mix design. Include the percent residue on the Bill of Ladin g. Ensure the Binder meets the following and specification limits will be producible for at least 30 days from sample date: 421.02 211 TABLE 421.02 -1 Tests on emulsion, AASHTO T 59, unless otherwise designated: CSS-1hM [1] Viscosity, Saybolt Furol at 77 °F (25 °C) (SFS) 20 to 100 Storage Stability Tests, 24 -hr (% difference), max. 1 Particle Charge Test Positive Sieve Tests (%) (Distilled Water), max. 0.10 Distillation to 177 °C, Residue % solids, min.[2] 62 Tests on distillation residue: Penetration, 25 °C, 100 g, 5 sec (dmm) AASHTO T 49 40 to 90 Ductility, 25 °C, 5 cm/min, (cm), min. AASHTO T 51 40 Solubility in trichloroethylene, (%), min. AASHTO T 44 [3] 97.5 Elastic Recovery, 10 °C, 20 cm (%), min. AASHTO T 301 [4] 50 Softening Point, Ring & Ball (°C), min. AASHTO T 53 60 [1] Pre-blend only: Use a minimum of 3.0% SBR solids based on weight of the asphalt binder. Use Natural SBR latex modifier or synthetic SBR latex modifier conforming to 702.14. Use only one type of latex. Mill or blend the SBR Emulsion into the emulsified solution prior to the emulsification process. [2] See Supplement 1013. For natural latex, use the Oven Evaporation method in AASHTO T 59 in place of distillation and use this residue for further testing. [3] On the base as phalt only. Solubility in N -Propyl Bromide (ASTM D7553) can be used in place of trichloroethylene. [4] Straight molds. Hold at test temperature for 90 minutes. Place in ductilometer and elongate 20 cm at 5 cm/min. Hold for 5 minutes and cut. After 1 hour r etract the broken ends to touch and measure the elongation (X) in centimeters to the nearest 0.01 cm. Use the following formula to calculate the elastic recovery: Percent Recovery = ((20 -X)/20) x 100. Report results to nearest 0.1%. Conform to 703.01 and 703.05 for aggregate, except as follows: TABLE 421.02 -2 Percent by weight of fractured pieces 100 Sand Equivalence ( AASHTO T176 ) 55 minimum Conform to Table 421.02 -3 Gradation A for the aggregate for surface courses , Gradation B for the aggregate for rut fill courses , and Gradation A or B for the aggregate for leveling courses. Stockpile tolerance will be based on target gradation stated in the mix design but will not exceed design gradatio n band for No. 200 sieve. TABLE 421.02 -3 Sieve Size Total Percent Passing A B Stockpile Tolerance 3/8 inch (9.50 mm) 100 100 No. 4 (4.75 mm) 85 to 100 70 to 90 ± 5.0% No. 8 (2.36 mm) 50 to 80 45 to 70 ± 5.0% No. 16 (1.18 mm) 40 to 65 28 to 50 ± 5.0% No. 30 (600 µm) 25 to 45 19 to 34 ± 5.0% No. 50 (300 µm) 13 to 25 12 to 25 ± 4.0% No. 100 (150 µm) – 7 to 18 ± 3.0% No. 200 (75 µm) 5 to 15 5 to 18 ± 2.0% Screen the aggregate for oversize material prior to use using a 3/8 inch (9.5 mm) screen size. When a blend of aggregates is to be used to meet gradation A or B, proportion the aggregates in a separate stockpile and blend to a uniform consistency 421.03 212 prior to screening. Screen the aggregate to complete the blendin g process and to remove any oversize material prior to use. If oversize material becomes present in the mixture, screen the aggregate directly into material support units. For mineral filler, use Portland cement conforming to ASTM C 150, Type I. Adjustment s in the quantity of mineral filler added to the mixture are permitted to improve mixture consistency, mix time, or set time. Do not exceed ± 0.5% from the mix design during placement. Use water conforming to 499.02. Add water to the mixture to control mix ture consistency only and not to control mix time. Use mix set additives as stated in the mix design to control the mixture’s mix and set time. If mix set additives are used during production of mixture, include as part of the mix design. Ensure ad ditives are compatible with the other components of the mix.

421.03 Proportioning. Develop a mix design to comply with the mix design

criteria and submit to OMM on approved forms, at least two weeks prior to the start of calibration, for preliminary JMF approval. OMM may require additional time prior for preliminary approval to perform tests on lab materials to ensure mix compliance. OMM will notify the Contractor if additional time for testing is required. Final JMF approval will be granted upon success ful placement in the field. OMM may require the Contractor to design and submit for a new JMF for lack of mix compliance or lack of field performance. Submit the mix design and proposed materials to OMM. Include a minimum of 11 pounds (5,000 g) of each a ggregate, one quart (1 L) sample of Binder , 3.5 ounces (100 g) of mineral filler, and one pint (0.5 L) of additive, if used, and a complete mix design packet prepared by an AASHTO -accredited laboratory in Pavement Preservation. P repare the mix design by designing the mixture using the minimum, mid-point, and maximum residual binder content for gradations A or B and present all test data for all tests specified in Table 421.03 -1. Determine the residual binder content and present re lated proportioning of total water (includes moisture in aggregate), mineral filler, and additive with tolerances for each in the final designed mixture. Verify during the mix design the compatibility of the aggregate, Binder, mineral filler, and other ad ditives. Produce the mix design using the same materials that will be used on the project. Approved JMF’s expire on December 31st.

421.04 Quality Control Program (QCP). Create and implement a Quality

Control Program (QCP) for each construction season. The QCP will cover processes 421.04 214 conducted to pr ovide a microsurface mixture at the project site that is uniform in composition, conforms to the specification requirements and project mix design, and that when placed is free of any defects (lack of mixing, inconsistent texture, inconsistent profile, exc essive overlap at joints, streaking, drag marks, roughness, raveling, rutting, holes, and debris, etc.) within the Contractor’s control at project completion. Submit a hard copy of the proposed QCP to OMM for review and acceptance. Submit by February 28 or a minimum of five (5) weeks before calibration. Submit a hard copy and a digital copy (if available) of the QCP acceptance letter and accepted QCP to District Testing a minimum of two weeks prior to calibration. Keep copies of the letter and the QCP with each Contractor’s Quality Control Manager and provide a copy of both to the Engineer. Digital copies of the QCP and letter in pdf format are allowed with the following requirements: The file icon must be appropriately labeled and be on the computer desktop . The QCP must contain page numbering and a Table of Contents inside the front cover locating all sections by page number and out of date QCPs must be removed from the computer desktop. Failure to comply with the approved QCP may result in work stoppage an d adversely affect the Contractor’s Prequalification rating. The QCP is a reflection of a Contractor’s sincerity and ability in producing a quality product. Development of this program beyond the minimum requirements specified below is encouraged. Include in the program:

421.05 Weather Limitations . Apply the mixture only when it is not raining,

pavement has no standing water, and the existing pavement surface and atmospheric temperature is a minimum of 45 F (7 C) and rising and there is no forecast of an atmospheric temperature below 32 F (0 C) within 24 hours from the time the mixture is applied. Between September 30 and May 1, do not apply the mixture if the existing pav ement surface temperature is less than 50 F (10 C).

421.06 Mixing Equipment. Produce the mixture in a self -propelled, front feed,

continuous loading mixing machine equipped with a conveyer belt aggregate delivery system and an interconnected positive displacement, water jacketed asphalt emulsion gear pump to accurately proportion a ggregate and asphalt emulsion or a variable displacement computerized rate control to accurately proportion aggregate and asphalt emulsion . Locate the mineral filler feed so the proper amount of mineral filler is dropped on the aggregate before discharge i nto the pugmill. Provide a spray bar to completely prewet the aggregate dropping into the pugmill with additive and water before introduction of asphalt emulsion. Ensure that the twin -shaft, multi - blade pugmill is a continuous flow type and minimum of 49 inches (1.25 m) long. Ensure that the blade size and side clearances meet the equipment manufacturer’s recommendations. Introduce the emulsion within the first one -third of the mixer length to ensure proper mixing of all materials before exit from th e pugmill. 421.07 216 Equip the machine with opposite side driving stations to allow full control of the machine from either side. Equip the mixer with a remote forward speed control at the back mixing platform so the operator controlling the mixture placement can control forward speed and level of mixture in the spreader or rut box. Provide material control devices that are readily accessible and positioned so the amount of each material used can be determined at any time. Equip the mixing machine with a water pressure system and nozzle type spray bar to provide a water spray ahead of and outside the spreader box when required. Apply water at a rate that will dampen the surface, but will not create free flowing water ahead of the spreader box. The Contract or may use truck -mounted batch machines with a conveyer belt aggregate delivery system and without the front feed, continuous loading feature on projects of less than 15,500 square yards (13,000 m2), on spot repairs, on projects with multiple routes where every route is less than 15,500 square yards (13,000 m2), or where specified in the plans .

421.07 Equipment Calibration. Before mix production, calibrate the mixing

equipment to the approved JMF in the presence of the Engineer according to Supplement 104 0. Verify that the project calibration is not affected by any previous calibrations and scale factors by removing or resetting prior to starting a new calibration . Generate documentation for the Engineer, including individual calibrations of each material at various settings. Perform a calibration for each JMF used on the project. Following calibration , do not make any further calibration adjustments to the mixing equipment without the Engineer’s approval. The Engineer may require additional calibrations following any equipment break down related to the aggr egate delivery belt, asphalt emulsion gear pump, or mixture performance issues. Submit the approved mix design information and JMF(s) to the Engineer and District Testing at least 48 hours prior to start of calibration .

421.08 Spreading Equipment. If a leveling or surface course is specified, apply

the mixture by means of a conventional spreader box attached to the mixer. If a rut fill course is specified, apply the mixture with a 5 to 6 foot (1.5 m to 1.8

421.09 Surface Preparation. Before applying the mixture, thoroughly clean the

surface. Remove raised pavement markers according to 621.08, when specified. Remove all existing pavement markings, e xcept 740.02 (traffic paint), using an abrasion method conforming to 641.10. Seal visible joints and cracks longer than 2 feet ( 600 mm ) in length and any joint or crack greater than 1/4 inch (6 mm) in width no matter the length using Item 423 TYPE II OR TYPE III SEALANT ONLY. Apply crack sealant material at a width of 2 to 4 inches (50 to 100 mm) and at a thickness of not less than 1/16 inch (2 mm) and not greater than 3/16 inch (5 mm). Apply a tack coat to the existing pavement surface conforming to ITEM 407 CSS- 1H OR 421.02 CSS -1HM , consisting of a minimum of 15% asphalt residue achieved by diluting with water. Apply the tack coat at a rate of 0.06 to 0.12 gallons per square yard (0.25 to 0.45 L/m ²) that provides uniform coverage without excess run -off and allow tack to break before releasing to construction traffic. Adjust application rate of tack coat based on surface texture and porosity. Apply the tack coat only to areas that will be covered by the microsurface during the same day. Do not apply tack coat on top of a leveling course prior to placing the surface course. Protect drainage structures, monument boxes, water valve, etc. during material application .

421.10 Test Strip. Construct a co ntinuous 1000 foot (300 m) long by lane width

test strip for each approved JMF(s) for the project. The test strip will demonstrate the mix and set time of the material and ability to perform under full traffic. If handwork will be performed on the project, include handwork in the test strip. Construct the test strip at the same time of day or night the full production will be applied. Perform a yield check to ensure the proper spread rate, surface quality requirements and compliance with JMF components are met. Submit results to the Engineer. The Engineer will evaluate the completed test strip and yi eld check report after a minimum of 12 hours under traffic , to determine if the mix design and application is acceptable. The Contractor may begin full production after the Engineer accepts the test strip. If the microsurfacing is being applied between May 1 and October 15 , the Department may waive the test strip if the Contractor has constructed a Department accepted test strip during the same time frame with the same materials and JMF(s) and with no documented project performance issues. Provide documentation (Project Number, District, Route, Test Strip Date, Engineer, etc.) and history from the previous test strip(s) and calibration(s) to the Engineer . 421.11 218 421.11 Application. Apply the microsurface mixture to the prepared surface in a manner to fill cracks, shallow potholes, and minor surface irregularities and achieve a uniform textured surface without causing streaking, drag marks, skips, lumps or tears. Carry a sufficient amount of material at all times in all parts of the spreader box to ensure complete and uniform coverage. Avoid overloading of the spreader box. Do not allow lumping, balling, or unmixed aggregate in the spreader box. When specified, place leveling courses to cover the entire pavement area as specified. Place the leveling course in a manner to maintain or improve the ride quality of the existing pavement. Provide a completed leveling course with no drag marks or tears g reater than 1/2 inch (13 mm) wide, 1/4 inch (6 mm) deep, or 12 inches (25 mm) in length. Provide a completed leveling course free of flushing, bleeding, or added roughness. The completed leveling course may exhibit minor raveling upon opening to traffic b ut will not exhibit any continued raveling after the first four hours of traffic. When specified, apply rut fill courses in widths from 5 to 6 feet (1.5 to 1.8 m) for each wheel path. Apply enough material to fill the wheel paths without excess crowning (overfilling). An excess crown is defined as 1/8 inch (3 mm) after 24 hours of traffic compaction. If rut depth exceeds 1.0 inches (25 mm), apply rut fill course in multiple courses . Provide a s mooth, neat seam where two rut fill passes meet. Take care to restore the designed profile of the pavement cross -section. After compaction by traffic, ensure the completed rut fill does not result in deviations in excess of 1/4 inch (6 mm) as measured across each wheel path using a 6 foot (1.8

421.12 Quality Control . Use the methods described in this section to control

the quality of the mixture and application, and to measure compliance. If any test results or measures of compliance exceed any of the identified quality control tolerances or specification requirements, stop placement and immediately notify the Engineer and District Testin g. Identify the cause of exceeding any of the identified quality control tolerances and document in detail the corrective action necessary to bring the deficiency into compliance. Implement the corrective action and resume work and immediately perform a t est or measure to confirm corrective action has resolved the deficiency. If upon resuming work the tolerances are exceeded, stop the work. Present a revised corrective action plan to, and obtain the Engineer’s approval before resuming work. Upon resuming work, immediately perform a test or measure to confirm corrective action has resolved the deficiency. The Department can obtain samples of materials at any time. Aggregate samples can be taken from sources, on -hand stockpiles, or from the mixing equipment. Work can be stopped and materials and JMF can be rejected on the basis of poor Department test results. If the Department reports non -compliance on any material test, the Department will compare results with the Contractors Quality Control Manager. The E ngineer will determine if the tests or compliance measurement has been satisfactory corrected. Prior to starting placement, verify the pH of the water to be used is within the acceptable range on the JMF. Verify again if source of water changes. Perform a minimum of four yield checks daily with one occurring within the first 1000 linear feet (300 linear meter) of continuous placement and the last occurring in the last 1000 linear feet (300 linear meter). Perform at least one yield check for each course a pplied. For cross -overs, driveways, and any other irregular areas, 421.12 220 determine yield checks by a means acceptable to the Engineer. Ensure yield checks are a minimum of 500 linear feet (150 linear meter) for continuous loading mixing machines or one full -loaded truck -mounted machine. Ensure yield checks meet and include documentation of compliance for sections 421.03, 421.05, 421.09, 421.11, and 421.13.

421.02 3. Do not begin production if not in compliance with gradation band and

stockpile tolerance. At a minimum test one sample taken from the stockpile randomly during each production day. Include additional testing when directed to sample and test by the Engineer. The Contractor may perform an additional aggregate test to verify results if first test is not in compliance with stockpile tolerance. Report and track all test results and monitoring trending of the aggregate gradation within the stockpile. Reject aggregate that does not meet the stockpile to lerance in Table 421.02 -3 compared to the approved JMF. Do not exceed the design gradation band for No. 200 sieve. For data collection by the Department, if requested by the Engineer, obtain a mix sample randomly during the day by dragging a tube sampler a cross material 421.12 221 under the mixer but before the spreader box as it moves forward. Obtain a 10 pound (4535 gram) minimum mix sample, put in a suitable plastic container, and provide to the Engineer.

421.14 Performance Review . Perform remedial actions for any defect

exceeding the threshold levels in Table 421. 14-1 for a period of two years from the date of substantial work complete as documented on the Department’s Form C -85. Contact the Department to schedule a final performance revi ew at least 60 days prior to the end performance review period. The Department will review the pavement before the end of the two -year performance review period to determine if remedial action is required. The Department will issue the results in writing t o the Contractor upon completion of the performance review. Remedial Actions. Perform Remedial Actions by October 15th of the same year as the review. If the Department determines that immediate repairs are necessary, due to a potential haza rd to the traveling public, the Department will notify the Contractor and establish a date that all repairs are to be finished. Provide construction traffic control when performing any work required or allowed by this specification in accordance with curr ent Department policy and the Ohio Manual of Uniform Traffic Control Devices. Obtain Department approval for the time the work will be performed. Provide approved materials, equipment, and labor to perform Remedial Actions at no additional cost to the Depa rtment. Prior to performing a Remedial Action, submit a Remedial Action plan to the DCE for approval. State in the plan when and how the Remedial Action will be performed; what material will be used; and how traffic will be controlled. Warrant Remedial Action work for the remainder of the warranty period. Use only microsurfacing for permanent repair and resurfacing areas. Perform temporary repairs using material approved by the DCE . Replace temporary repairs with a permanent repair as soon as weather permits. Replace pavement markings or raised pavement markers (RPM) removed, obliterated, or damaged while performing a Remedial Action with equivalent approved pavement markings or RPM products at no cost to the Department. The Contractor is not re sponsible for pavement damage beyond the Contractor’s control (i.e., car fire, oil spill, structural issues etc.). 421.15 224 TABLE 421.14 -1 Defect Type Threshold Level (6) (allowable distress levels) Non-uniform texture (1) 300 square feet (28 m2) Surface Loss (2) 20 square feet (1.8 m2) Raveling (3) 300 square feet (28 m2) Rutting (4) (5) 0.25 inch (6.5 mm) continuous in any Segment. Notes:

421.15 Method of Measurement. The Department wil l measure

Microsurfacing, Surface Course and Microsurfacing, Leveling Course by the number of square yards (square meters), complete and accepted in place. The Department will base the width of the pavement course on the width shown on the plans, specified in this specification, or directed by the Engineer. The Department will measure the length along the centerline of each roadway or ramp. The Department will measure the number of raised pavement markers removed. The Department will measure Microsurfacing, Rut Fill Course by the number of tons (metric tons) of dry aggregate used, complete and accepted in place. The Department will base the weight of the dry aggregate used on the calibrated unit weight as reported from the aggregate delivery belt .

421.16 Basis of Payment. The cost of tack coat and Item 423 Crack Sealing is

incidental to microsurfacing. The Department will pay for removal of existing pavement markings according to 421.08 under Items 643, 644, 645, 646, 647, and 648 as specified. The Department will pay for removal of existing raised pavement markers according to Item 621 Raised Pavement M arkers Removed. The Department will pay for the construction of accepted test strips at the individual bid prices for the courses constructed. The Department will pay for accepted quantities at the contract prices as follows : Item Unit Description 421 Square Yard Microsurfacing, Surface Course (Square Meter) 422.01 225 421 Square Yard Microsurfacing, Leveling Course (Square Meter) 421 Ton Microsurfacing, Rut Fill Course (Metric Ton) ITEM 422 CHIP SEAL

422.01 Description

422.02 Materials

422.03 Equipment

422.04 Weather Limitations

422.05 Test Strip

422.06 Surface Preparation

422.07 Binder Application

422.08 Cover Aggregate Application

422.09 Construction Operation

422.10 Quality Control

422.11 Acceptance

422.12 Performance Review

422.13 Method of Measurement

422.14 Basis of Payment

422.01 Description. This work consists of preparing and applying a single or

double chip seal. Warrant exposed chip seals for two years.

422.02 Materials. Use polymer emulsified binder conforming to 702.16 Type

A. Provide aggregate consisting of washed limestone or washed dolomite conforming to 703.05. Do not use an aggregate source designated with “SR” on the Aggregate Source Group list in accordance with 703.01.F. Additionally the following requirements apply: Stockpile the materia l to be used for the chip seal at the aggregate source. Obtain five (5) samples from the stockpile and perform gradation testing on each sample and determine the percent passing for each sieve size listed in Table 422.02 -

422.03 Equipment. Provide equipment conforming to the requirements of this

section. Obtain approval of equipment before starting the job. Use equipment for binder distribution conforming to 407.03, except ensure that it has a computerized rate control that automatically adjusts the binder pump to the unit ground speed and has a g auge or meter in plain view for reading gallons (liters). Use appropriate spray nozzles for the material and rate specified. Adjust spray bar and nozzles to provide triple lap coverage. Use Type II pneumatic tire rollers conforming to 401.13 with the excep tion of the requirements of Table 401.13 -1 Roller Capacity. Use a minimum of 3 Type II pneumatic tire rollers capable of ballast loading. The roller weight must be between 6 to 8 Tons (5 to 7 metric tons) each to achieve a minimum contact pressure of 80 psi (550 kPa). Tires must be inflated to the proper pressure as specified by the roller manufacturer. Use self -propelled aggregate spreaders with a variable width aggregate hopper capable of placing from 8 to 16 feet (2.4 to 4.8 m) in any increment and a com puterized rate control that automatically adjusts the aggregate output to the unit ground speed. Equip spreaders with pneumatic tires, a screen to remove 422.04 227 oversized material, revolving cylinders, and adjustments necessary to produce a uniform distribution o f particles at the specified rate. Furnish power sweepers, pickup sweepers, or rotary brooms as required for the initial surface preparation and for removing loose aggregate particles. Furnish accurate thermometers for determining any of the applicable te mperature requirements of this specification.

422.04 Weather Limitations. Place the chip seal when the pavement

temperature is between 60 F (16 C) and 140 F (60 C). Do not schedule the performance of this work for the time period before May 1 or after September 15. Do not place chip seal if any of the following conditions exist:

422.05 Test Strip. Construct a continuous 1000 foot (300 m) long by lane width

test strip in the presence of the Engineer. Do not waive test strips regardless if the same materials have been used on another project. Determine the initial binder application rates and aggregate application rates for the test strip to achieve 2/3 aggregate embedment. For a single chip seal, Type A, an initial target rate of 0.37 ±0.03 gallon per square yard (1.68 L/m²) is recommended for the test strip. For a single chip seal, Type B, an initial target rate of 0.35 ±0.03 gallon per square yard (1.58 L/m²) is recommended for the test strip. For double chip seal, a target rate of 0.36 ±0.03 gallon per square yard (1.63 L/m²) for the first c ourse and 0.33 ±0.05 gallon per square yard (1.49 L/m²) for the second course is recommended for the test strip. Notify the Engineer of the initial target rates. Calibrate the aggregate spreader to ensure a uniform application rate in both the transverse and longitudinal directions. Verify the application rates with a one square yard (one square meter) piece of cardboard or other material to collect and weigh the aggregate. Adjust spreader rates to maintain application rate within 10% of the target rate. Do not over apply cover aggregate relying on vacuum and broom sweeping to pick up all excess. Amounts of loose aggregate that create a nuisance to the public will result in work stoppage. If work is stopped by the Engineer recalibrate the aggregate spreader determining a new application rate and apply cover aggregate at the new rate. Verify the aggregate gradation meets 422.10.C. during the test strip and provide the results to the Engineer. The Engineer and Contractor will review the test strip the next wo rkday for streaking, ridging, bleeding, aggregate loss or other problems. If the review shows the test strip meets the requirements of 422.11 and the application rate and quality control tests show all is in control compared to the JMF, then progress with the work. Should problems be noted, the Engineer may require another test strip. 422.06 228 JMF gradation targets may be adjusted once within the limits of Table 422.02 -1 based on results of the approved test strip. Provide adjusted gradation targets to the Engineer and the DET prior to progressing with the work.

422.06 Surface Preparation. Clean the pavement according to 407.05. If

necessary, clean areas of the pavement with a hand broom. Remove all existing pavement markings, except 740.02 (traffic paint), using an abrasion method conforming to 641.10. Remov e the raised pavement markers according to 621.08 . Do not place material until the Engineer approves the existing surface.

422.07 Binder Application. Before applying binder, ensure that sufficient

cover aggregate is available for immediate application. Apply the binder at the target rate(s) established from a successful test strip. Ensure distributor spray bar and nozzles are set to provide triple overlap coverage with no streak or drill patterns on the road surface. Maintain the binder temperature from 15 0 to 185 F (65 to 85 C) during construction, including the start of each day. Reheat the binder at a rate of no more than 25 F (14 C) per hour, when the binder is allowed to cool below 150 F (65 C). If the target application rates are not the optimum application rates to achieve proper stone embedment during the actual application, immediately notify the Engineer. Proper stone embedment is 2/3 of the stone chip height and can be checked by pulling out several chips by hand. Adjust and document the new application rate by stationing. Recheck stone embedment after adjustment and obtain the Engineer’s approval of the new rate. Do not allow the binder to streak on the road surface. If the Engineer determines that streaking is occurring, cease operations until the Engineer is satisfied that streaking has been eliminated. At the beginning and at the end of a contract section, start and stop the application on a removable protective cover (paper, metal sheets, or other suitable material) sufficiently wide en ough to allow full application on the surface being treated. Make transverse and longitudinal laps in such manner to ensure that the texture of the finished surface is uniform and continuous. To prevent lapping at transverse junctions, promptly shut off th e binder spray at the end of the application. Before continuing the application, place a removable protective cover a sufficient distance back from the joint on the cover aggregate so the sprayers are operating at full force when the distributor has attain ed the predetermined speed upon reaching the uncovered surface. Upon completion, remove all removable protective covers.

422.08 Cover Aggregate Application. Verify the application rate with a one

square yard (one square meter) piece of cardboard or other m aterial to collect and weigh the aggregate before placing binder. Adjust if necessary and re -verify. Record final results and inform the Engineer. Immediately after applying the binder, apply cover aggregate uniformly without ridges or laps at the specifie d rate adjusted as directed by the Engineer to produce a minimum of excess loose particles. Spread the 422.09 229 material in such manner that the tires of the truck or aggregate spreader at no time contact the uncovered and newly applied binder. Before rolling, corr ect deficiencies in the application of cover aggregate in a manner satisfactory to the Engineer. After rolling, protect the surface from traffic damage during the period required for the binder to cure sufficiently and prevent dislodging of the aggregate p articles by normal traffic. During this period and as directed by the Engineer, correct deficiencies in cover aggregate by spreading additional aggregate or by light brooming. Apply cover aggregate at a rate necessary to provide full coverage of the binder and to avoid tracking. Do not over apply cover aggregate relying on vacuum and broom sweeping to pick up all excess. Nuisance to the public amounts of aggregate will result in work stoppage. If work is stopped by the Engineer recalibrate the aggregate spr eader determining a new application rate and apply cover aggregate at the new rate. If the target rate needs adjustment due to the gradation of the aggregate or due to existing surface conditions of the pavement, immediately notify the Engineer and documen t the new rate by stationing.

422.09 Construction Operation. Establish stations at 1000 foot (300 m)

intervals on the entire project before placing materials. Clearly identify and maintain the stations until project completion. Keep the binder distributor , aggregate spreader, and rollers as close to each other as possible. Do not allow the binder distributor to be more than 150 feet (45 m) ahead of the aggregate spreader. Perform rolling immediately after placing the aggregate, but before the binder sets u p. Do not leave aggregate unrolled for more than 5 minutes. Perform a minimum of two complete roller passes over the aggregate. A single complete pass is forward and backward over the same path. For each new pass, overlap the previous pass by about one -half the width of the roller. Use a minimum of three rollers, and roll in a longitudinal direction at a speed not greater than 5 miles per hour (8 km/h). Do not operate rollers at speeds that cause pick -up or dislodging of aggregate particles. Within 4 hours of placement but after the binder sets, sweep the pavement as needed to remove all loose aggregate. Use pickup sweepers in curbed areas and where aggregate shoulders do not exist. Do not sweep loose aggregate onto lawns, curbed areas, or intersections. If the pavement cannot be swept within the 4 -hour period due to problems associated with the stone moisture, binder, breaking, humidity, or other unknown, the Engineer may suspend the operation until the problem is resolved or more suitable conditions are obt ained to maintain the 4 -hour time frame for sweeping. Extend sweeping 1 foot (0.3 m) beyond the edge of the chip seal to help prevent migration of loose aggregate back onto the pavement. Do not re -use aggregate from a chip seal that is swept from the pavem ent or that is already loose off the pavement edge. Perform a final sweeping immediately before application of permanent pavement markings or a fog seal, if a fog seal is required. Use pickup sweepers in curbed areas and where aggregate shoulders do not e xist. Do not sweep loose aggregate onto 422.10 230 lawns, curbed areas, or intersections. The Contractor is responsible for claims of damage to vehicles prior to the final sweeping. Wait at least 24 hours before placing the second course of a double chip seal. Ensure the first course of a double chip seal meets the gradation of Table 422.02 -1 Type A and the second course meets the gradation of Table 422.02 -1 Type B. Ensure that the first course meets requirements of this specification and is cured and capable of withs tanding construction traffic without damage. If loose aggregate is evident, sweep the first course again just prior to placing the second course. Correct damage to the underlying chip seal before placing the second course. Place the longitudinal constructi on joint on a lane line or as directed by the Engineer. For double chip seal, place the longitudinal construction joint for the first course 6 inches (150 mm) off the centerline and place the second course so the longitudinal joint is at the centerline. Before opening to traffic, post the roadway with “Loose Gravel/Fresh Tar ” signs and a “35 mph” speed plaque mounted below the sign. Ensure that signs conform to Item 614. Place these signs in the advance warning area and just beyond each intersecting road throughout the length of the activity area . Remove the signs as directed by the Engineer . On two -lane roads or pavements where traffic is maintained on a chip seal constructed that workday, provide a traffic con trol pilot vehicle operated at no more than 25 miles per hour (40 km/h) in the immediate work area. Protect all utility castings, monument boxes, and other similar items using tarpaper or other approved material. Remove protection before sweeping and openi ng to traffic.

422.10 Quality Control

422.11 Acceptance . Inspect the chip seal daily for deficiencies resulting from

poor workmanship, flushing, tracking from equipment, surface patterns, loss of stone, and sweeping. Insp ect workmanship for untreated areas, minimum overlap on longitudinal joints, and minimum overlap on construction joints. Verify the following for daily acceptance:

422.12 Performance Review . Perform remedial actions for any defect

exceeding the threshold levels in Table 422.12 -1 for a period of two years from the date of substantial work complete as documented on the Department’s Form C -85. Contact the Department to schedule a final performa nce review at least 60 days prior to the end performance review period. The Department will review the pavement before the end of the two year performance review period to determine if remedial 422.13 233 action is required. The Department will issue the results in w riting to the Contractor upon completion of the performance review. Remedial Actions . Perform Remedial Actions between May 1 and September 1. If the Department determines that immediate repairs are necessary, due to a potential hazard to the traveling publ ic, the Department will notify the Contractor and establish a date that all repairs are to be finished. Provide construction traffic control when performing any work required or allowed by this specification during the warranty period in accordance with c urrent Department policy and the Ohio Manual of Uniform Traffic Control Devices. The Department will approve when the work is performed. Provide approved materials, equipment, and labor to perform Remedial Actions at no additional cost to the Department. Prior to performing a Remedial Action, submit a Remedial Action plan to the DCA for approval. State in the plan when and how the Remedial Action will be performed; what material will be used; and how traffic will be controlled. Warrant Remedial Action work for the remainder of the warranty period. Replace pavement markings or raised pavement markers (RPM) removed, obliterated, or damaged while performing a Remedial Action with pavement markings or RPMs equal approved products at no cost to the Department. The Contractor is not responsible for pavement damage beyond the Contractor’s control (i.e., car fire, oil spill, structural issues, etc.). TABLE 422.12 -1 Each segment will be 300 ft (91 m) in length and the width of the lane. The beginning point of a 300 f t (91 m) segment starts at the beginning of any individual defect type. For loss of aggregate, the beginning point of a 300 ft (91 m) lane segment will exclude locations where vehicles turn from or onto other state highways. Defect Severity Threshold Leve ls Surface Patterns Severe - light and heavy lines over the pavement surface 40% of segment length affected, continuous or localized Bleeding/ Flushing Moderate - excess binder on surface (loss of stone/tire contact) not subject to wearing off quickly 5% of segment length affected continuously or total of 20% localized problems Loss of Aggregate Moderate - patches of aggregate loss 10% of segment length affected continuously or total of 20% localized problems

422.13 Method of Measurement. The Depart ment will measure Single Chip

Seal or Double Chip Seal by the number of square yards (square meters), completed and accepted in place. The Department will determine the width by measuring the actual width of the chip seal. The Department will determine the length along the centerline of each roadway or ramp. 422.14 234 The Department will measure the number of raised pavement markers removed .

422.14 Basis of Payment. The Department will not pay for materials,

equipment, or labor to m ake corrections. The Department will pay for removal of existing pavement markings according to Items 643, 644, 645, 646, 647, and 648 as specified. The Department will pay for removal of existing raised pavement markers according to Item 621 Raised Pavement Markers Removed . The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 422 Square Yard Single Chip Seal, Type __ (Square Meter) 422 Square Yard Double Chip Seal (Square Meter) ITEM 423 CRACK SEALI NG, HOT APPLIED

423.01 Description

423.02 Materials

423.03 Equipment

423.04 Weather Limitations

423.05 Preparation

423.06 Mixing Type II and III

423.07 Application of Sealant

423.08 Opening to Traffic

423.09 Method of Measurement

423.10 Basis of Payment

423.01 Description. This work consists of preparing and sealing pavement

cracks with a hot applied crack sealant.

423.02 Materials. Furnish hot applied crack sealant, of the type specified,

conforming to: Type I ................................ ................................ ..... 705.04 Type II ................................ ................................ 702.17.B Type III ................................ ............................... 702.17.C Type IV ................................ ............................... 702.17.D Furnish Type I crack sealant material according to the Department’s TE -24 system before shipping to the project. Obtain approval of other crack sealants according to 702.17.

423.03 Equipment. Equipment used in the performance of this work is subject

to the Engineer’s approval and to the requir ements of 108.05. For Type I crack sealant, heat the sealant in a kettle or melter constructed as a double boiler, with the space between the inner and outer shells filled with oil or 423.04 235 other heat -transfer fluid. Use a kettle or melter with positive temperat ure control of the oil bath, and provide a mixing vat, mechanical agitation, and recirculating pumps. Do not apply direct heat to the sealant. For Types II, III, and IV crack sealants, heat the sealant in a kettle or melter constructed as a double boiler, with the space between the inner and outer shells filled with oil or other heat -transfer fluid. Use a kettle or melter with separate thermometers for the oil bath and mixing vat. Equip the kettle with a full sweep type agitator. Also, equip the kettle with a 2-inch (50 mm) minimum recirculating pump to provide circulation of the materials when not applying the crack sealant. Do not apply direct heat to the sealant. For Types I and IV crack sealants, use a mechanical applicator wand capable of continuously f eeding the sealant through nozzles shaped to penetrate the cracks. A positive sealant flow shutoff mechanism is required. Ensure that the wand produces a band according to the tolerances of 423.07. For Types II and III crack sealants, use a mechanical appl icator wand head capable of placing the crack sealant according to the tolerances of 423.07 while filling the cracks. A positive sealant flow shutoff mechanism is required. Use portable air compressors capable of furnishing at least 100 pounds per square inch (690 kPa) of air pressure at the nozzle. Use compressors equipped with traps that maintain the compressed air free of oil and water. Use water cleaning equipment capable of delivering water at 2000 pounds per square inch (14 MPa) of pressure from a noz zle to the crack being cleaned. Use a propane lance unit capable of producing a blast of hot air that operates at 1000 F (538 C) and a gas velocity of 2000 feet per second (600 m/s). Use mechanical and power driven routing and sawing equipment capable of following close to the path of cracks and of widening the cracks to the required dimension without causing excessive spalling or damage to the adjacent pavement. For sawing equipment, use diamond saw blades with a diameter of 8 inches (200 mm) or less.

423.04 Weather Limitations. Do not seal cracks if the surface is visibly damp

or the temperature is below 45 F (7 C).

423.05 Preparation. Fill all visible cracks according to 423.07 or as directed by

the Engineer. If routing is specified, rout cracks with an opening less than 3/4 inch (19 mm) to provide a sealant reservoir with a nominal size of 3/4 inch (19 mm) wide by 1 inch (25 mm) deep. If sawing is specified, saw all cracks to 3/4 to 7/8 inch (19 to 22 mm) wide and 7/8 to 1 inch (22 to 25 mm) deep. Use hand tools or a lightweight chipping hammer to remove all slivers of asphalt concrete less than 1 inch (25 mm) wide remaining along the crack after sawing. Immediately before sealing, sandblast both faces of the sawed crack to remove all contamination and to texture the faces. If the crack below the sealant reservoir is greater than 3/8 inch (10 mm) wide, insert a backer rod into the crack to form the bottom of the reservoir at the proper depth. 423.06 236 Before applying the hot sealant, clean cracks by an approved method or methods to remove dust, dirt, moisture, vegetation, and other foreign material. Keep the cracks clean and dry until all sealing operations are completed.

423.06 Mixing Type II and III. Use weigh tickets in determining the specified

proportion of fiber to blend into the binder. Add fibers to the binder, and mix thoroughly in the kettle. Do not allow the temperature of the sealant in the field application to exceed the safe heating temperature recommended by the manufacturer. Do not heat Type III crack sealant to greater than 295 F (146 C).

423.07 Application of Sealant. Perform the crack sealing operation within 250

feet (76 m) of the cleaning operation. Seal only cracks that are wide enough to permit entry of sealant. Seal tightly closed cracks (less than 1/4 -inch (6 mm) wide) only if they show signs of raveling or spalling. Do not seal cracks greater than 1 -inch (25 mm) wide, and do not seal spalls or cavities greater than 4 inches (100 mm) wide, unless otherwise directed. For Types I and IV crack sealants, fill the entire crack reservoir with the sealant from the bottom up to approximately 1/16 inch (2 mm) above the pavement surface. Immediately scrape the filled cracks with a V -shaped or U -shaped squeegee, or similar hand tool, to smooth the overfill. This may require more than one application of sealant. The Engineer will not accept the work if the band of sealant on the pavement surface is greater than 2 inches (50 mm) wide. For Types II and III crack sealants, place the sealant such that it fills the cracks with a band of sealant within 2 to 4 inches (50 to 100 mm) wide. The Engineer will not accept the work if the thickness on the pavement is greater than 3/16 inches (5 mm).

423.08 Opening to Traffic. Do not allow traffi c on the sealant until it has cured

and the possibility of tracking no longer exists. However, if the Engineer determines it is necessary to allow traffic to pass over the sealant before adequate curing, dust Portland cement or other approved material over sealed cracks to eliminate pickup or tracking.

423.09 Method of Measurement. The Department will measure Crack Sealing,

of the type specified, by the number of pounds (kilograms) of hot applied sealant in place, completed, and accepted. The Department wil l measure Crack Sealing, of the type specified, by the square yards of sealing completed and accepted.

423.10 Basis of Payment. The Department will pay for accepted quantities at

the contract prices as follows: Item Unit Description 423 Pound (Kilogram) Crack Sealing, Type I or Square Yard (Square Meter) 423 Pound (Kilogram) Crack Sealing with Routing, Type I or Square Yard (Square Meter) 424.01 237 423 Pound (Kilogram) Crack Sealing with Sawing, Type I or Square Yard (Square Meter) 423 Pound (Kilogram) Crack Sealing, Type II or Square Yard (Square Meter) 423 Pound (Kilogram) Crack Sealing, Type III or Square Yard (Square Meter) 423 Pound (Kilogram) Crack Sealing, Type II or III or Square Yard (Square Meter) 423 Pound (Kilogram) Crack Sealing, Type IV or Square Yard (Square Meter) ITEM 424 FINE GRADED POLYMER ASPHALT CONCRETE

424.01 Description

424.02 Composition

424.03 Materials

424.04 Mixing

424.05 Weather Limitations

424.06 Spreading, Compacting and Finishing

424.07 Surface To lerances

424.08 Acceptance

424.09 Method of Measurement

424.10 Basis of Payment

424.01 Description. This work consists of constructing a surface course of

aggregate and polymer modified asphalt binder mixed in a central plant and spread and compacted on a prepared surface. The requirements of 401 apply, except as modified by this specification.

424.02 Composition. For Type A mixes use 8.5 percent modified asphalt binder

by total mix weight. For Type B mixes, submit a proposed JMF according to 441.02 to t he Laboratory that meets the requirements of a Type 1 surface course, except as follows:

424.03 Materials. Furnish clean, uncoated aggregate conforming to the

applicable requirements of Table 424. 03-1 and quality requirements of 703.05. 424.04 238 Use a PG 76 -22M asphalt binder; or a PG 64 -22 asphalt binder modified by adding 5.0 ±0.3 percent by weight Styrene Butadiene Rubber (SBR) solids and meeting the requirements of PG 76 -22. Provide SBR conforming to 70 2.14. Provide mineral filler conforming to 703.07. Provide binders conforming to 702.01. Ten percent RAP may be used in a Type B mix if all requirements of footnote [3] are met by the RAP. Do not use RAP in a Type A mix. TABLE 424.03 -1 - MIX GRADATION Sieve Size Total Percent Passing Type A [1][2] Type B [1][3][4] 1/2 inch (12.5 mm) 100 3/8 inch (9.5 mm) 100 95 to 100 No. 4 (4.75 mm) 95 to 100 85 to 95 No. 8 (2.36 mm) 90 to 100 53 to 63 No. 16 (1.18 mm) 80 to 100 37 to 47 No. 30 (600 µm) 60 to 90 25 to 35 No. 50 (300 µm) 30 to 65 9 to 19 No. 100 (150 µm) 10 to 30 -- No. 200 (75 µm) 3 to 10 3 to 8 [1] Gradation includes any mineral filler and is specified in percent passing. [2] Use natural sand with at least 50 percent silicon dioxide by weight according to ASTM C 146. Include with a JMF submittal certified test data from an AASHTO accredited laboratory showing conformance to the 50 percent silicon dioxide requirement. Ensure data is no more than one year old at time of submittal. [3] Fine Aggregate - Use natural sand with at least 50 percent silicon dioxide by weight according to ASTM C 146. Include with a JMF submittal certified test data from an AASHTO accredited laboratory showing conformance to the 50 percent silicon dioxide requireme nt. Ensure data is no more than one year old at time of submittal. For 50 blow mixes, use no more than 20 percent limestone sand, No. 10 limestone, or combination of both by weight of total aggregate. For 75 blow mixes, use 20 percent limestone sand, No. 1 0 limestone, air cooled slag sand or combination thereof by weight of total aggregate. If 10 percent RAP is used the silicon dioxide content of the total natural sand blend must be at least 50 percent. Contact OMM for guidance on submitting RAP aggregate s ilicon dioxide data. [4] Coarse Aggregate - For 50 blow mixes, for the final blend of all coarse aggregate use a minimum 10 percent two or more fractured faces aggregate. For 75 blow mixes, use 100 percent two or more fractured faces aggregate. Meet the t wo or more fractured faces aggregate criteria of ASTM D5821 -13.

424.04 Mixing. Ensure the mixing plant conforms to 402. Discharge the mix

from the plant at temperatures from 335 °F to 370 °F (168 °C to 188 °C) for hot mix asphalt or 300 °F to 340 °F (149 °C to 171 °C) for warm mix asphalt.

424.05 Weather Limitations. Do not place the asphalt concrete when the

surface of the existing pavement is less than 60 °F (15 °C) or the air temperature is less than 60 °F (15 °C).

424.06 Spreading Compacting and Finis hing. Compact Type A or B mixes

conforming to 401.13 and 401.16. If compacting a mixture 1 inch (25 mm) thick or less do not use a spreading rate that exceeds twice the total capacity of the rollers in use. Use a minimum of two rollers. Do not allow traffi c on the compacted mixture until it has cooled sufficiently to prevent damage.

424.07 Surface Tolerances. Ensure the completed surface course conforms to

401.19 424.08

239 Remove raised pavement markers according to 621.08. The Contractor may fill the depression cau sed by the removal of the casting with material meeting this specification.

424.08 Acceptance. For Type A mixes comply with acceptance requirements of

301. For Type B mixes comply with all requirements of 448.

424.09 Method of Measurement . For Type A mixes use a unit weight

conversion of 1.75 tons/cubic yard (2.08 metric tons/cubic meter). The Department will measure the number of raised pavement markers removed.

424.10 Basis of Payment. The Department will pay for removal of existing

raised pavement marker s according to Item 621 Raised Pavement Markers Removed. The Department will make payment for accepted quantities, completed in place, at the contract price as follows: Item Unit Description 424 Cubic Yard Fine Graded Polymer (Cubic Meter) Asphalt Concrete, Type A 424 Cubic Yard Fine Graded Polymer (Cubic Meter) Asphalt Concrete, Type B ITEM 441 ASPHALT CON CRETE - MIX DESIGN A ND QUALITY CONTROL

441.01 Description

441.02 Composition

441.04 Antistrip Additive

441.05 JMF Field Adjustment

441.06 Monitoring

441.07 Quality Control Program

441.08 Testing Facilities

441.09 Quality Control Tests

441.10 Control Charts

441.11 Quality Control Reports

441.12 Mixture Deficiencies

441.13 Acceptance

441.14 Basis of Payment

441.01 Description . This work consis ts of constructing a surface course or an

intermediate course of aggregate and asphalt binder mixed in a central plant and compacted on a prepared surface. This specification includes general requirements applicable to all types of asphalt concrete pavemen ts where the Contractor is responsible for performing the mix design and quality control. Deviations from these general requirements will be covered in the specific requirements for each type. The requirements of Item 401 apply, except as follows. 441.02 240 Control all production processes to assure the Engineer that the mixture delivered to the paving site is uniform in composition, conforms to the specification requirements and that the placed mixture is free of any defect (e.g. segregation, tenderness, lack of mix ture and texture uniformity, raveling, flushing, rutting, holes, debris etc.) within the Contractor’s control at project completion. When specified, provide anti -segregation equipment for all courses of uniform thickness in accordance with 401.12.

441.02 Composition. Compose the asphalt concrete of approved aggregates,

asphalt binder and, if required, other modifiers. Develop a JMF to comply with the mix design criteria and submit it to OMM on approved forms at least two weeks prior to the start of product ion for preliminary approval. OMM may require additional time prior to preliminary approval to perform tests on lab or plant produced mixtures to ensure adequate mix performance. OMM will notify the Contractor if additional time for testing is required. Based on the results of this testing, OMM may require the Contractor to design a new JMF. Perform the mix design and supply all required data in a manner taught in Level 2 Asphalt Technician School, Level 3 Asphalt Mix Design School and in the Asphalt Instit ute Manual Series No. 2. OMM may visit the Level 3 mix design lab for review. Use a 2 hour cure for all mix samples. Ensure the cure temperature and specimen compaction temperature are the same. Select the JMF asphalt binder content using the Design Air V oids and ensure the JMF meets the other requirements of Table

441.02 1. Determine Air Voids from specimens prepared and tested according to

Supplement 1036. Provide a mix design with at least four asphalt binder content points, including a minimum of two p oints above and two points below the JMF asphalt binder content. Submit no more than two JMFs for each asphalt concrete pay item per project. Additional submittals are at the discretion of OMM. Unless otherwise directed submit a 5 pound (2500 g) minimum u ncompacted sample (all mixes) representing the JMF. Submit additional samples as requested by OMM. Do not start mix production without a preliminary JMF approval and 48 hour notification of District Testing. Final approval of a JMF will be based upon field verification. According to 441.12 the JMF can be rejected for failure to verify in the plant or at the project. Do not apply the gradation requirements of 703.05 for fine aggregate. If the F/A ratio using total asphalt binder content is greater than 1.0 recalculate it using the effective asphalt binder content. Calculate the effective asphalt binder content according to the Asphalt Institute Manual Series No. 2. The value (calculated to the nearest percentage point) of the Fifty to Thirty (F -T) value, is the percent of total aggregate retained between the No. 50 (300 m) and No. 30 (600 m) sieves, minus the percent of total aggregate retained between the No. 30 (600 m) and No. 16 (1.18 mm) sieves. Use a PG 64 -22 asphalt binder for a Type 1 Intermediate course unless RAP and/or RAS used according to 401.04 require a virgin binder grade change. Use a PG 64 -22 asphalt binder for a Type 2 intermediate course unl ess RAP and/or RAS used according to 401.04 require a virgin binder grade change. Use a PG 64 -22 441.02 241 asphalt binder and Type 1 surface gradation for asphalt concrete for driveways and under guardrails. Identify the PG Binder supplier, as well as the polymer ty pe if applicable, on the JMF submittal. A change in polymer asphalt binder or polymer source will require a redesign. Provide on one page neatly summarized, dated test results for the requirements of Table 702.01 -1. Ensure data is no more than two months o ld. If SBR polymer is added at the asphalt concrete mixing plant, provide in the JMF data from the SBR polymer supplier for total solids (percent) and ash (percent) according to the 702.14. As well, provide the target amount of SBR polymer greater than or equal to 3.5 percent to achieve the properties specified. Include a letter of certification from the polymer supplier verifying percent butadiene in the SBS or SBR polymer. Report in the JMF submittal results of temperature -viscosity testing for mixing and compaction temperatures. For polymer asphalt binders, supplier recommended temperatures may be used in lieu of the temperature -viscosity results, but the temperature -viscosity results must still be reported. 441.03 242 TABLE 441.02 -1 Asphalt Mixture Composition Property Type 1 Surface Type 1 Intermediate Type 2 Intermediate 1 1/2 inch (37.5 mm)[1] 100 1 inch (25.0 mm)[1] 95-100 3/4 inch (19.0 mm)[1] 85-100 1/2 inch (12.5 mm)[1] 100 100 65-85 3/8 inch (9.5 mm)[1] 90-100 90 to 100 No. 4 (4.75 mm)[1] 45-57 50-72 35-60 No. 8 (2.36 mm)[1] 30-45 30 to 55 25-48 No. 16 (1.18 mm)[1] 17-35 17 to 40 16-36 No. 30 (600 m)[1] 12-25 12 to 30 12-30 No. 50 (300 m)[1] 5-18 5 to 20 5 to 18 No. 100 (150 m)[1] 2-10 2 to 12 2 to 10 No. 200 (75 m)[1] Asphalt Binder[2] 5.8-10.0 5.0 to 10.0 4.0 to 9.0 F/A Ratio, max.[3] 1.2 1.2 1.2 F-T Value[4] +2 +2 Blows[5] 50 50 50 Stability, min., pounds[5] (N) 1200 (5338) 1200 (5338) 1200 (5338) Flow, 0.25 mm[5] 8 to 16 8 to 16 8 to 16 Design Air Voids[6] 3.5 3.5 4.0 VMA, min.[7] 16 16 13 [1] Sieve, percent passing [2] Percent of total mix [3] Using effective asphalt binder content [4] Percentage points maximum [5] T 245 [6] Percent, Supplement 1036 [7] Percent, Supplement 1037

441.03 Use of Reclaimed Pavement . Comply with the requirements of 401.04.

441.04 Antistrip Additive . If the proposed JMF contains any gravel coarse

aggregate, or contains more than 25 percent natural sand, or contains more than 20 percent reclaimed asphalt concrete pavement conta ining gravel coarse aggregate, or is designed according to Item 442 conduct the following tests: Moisture damage potential test Supplement 1051 Washed gradation AASHTO T 11 as modified by Supplement 1004 Adherent fines test for each component ASTM D 5711 441.05 243 Modify the mix with one of the following antistrip additives if the results of the moisture damage potential test show the Tensile Strength Ratio (TSR) of the asphalt concrete mix to be less than 0.80 for 442 mixes or 0.70 for all other mix types: Liquid Antistrip Material. Include liquid antistrip material at a rate of 0.5 to 1.0 percent by weight of the asphalt binder. However, if 442 is specified, include liquid antistrip material at a rate of 0.50 to 1.25 percent by weight of the asphalt binder. Ensure the TSR of the asp halt concrete mix is greater than or equal to 0.80 after the addition of the liquid antistrip material. Hydrated Lime. Include hydrated lime in the dry form at a rate of 1.0 percent by the dry weight of aggregate for asphalt concrete. Conform to AASHTO M 3 03, Type 1 for hydrated lime. Ensure the TSR of the asphalt concrete mix is greater than or equal to 0.80 after the addition of the hydrated lime. Provide the Engineer the following information for each shipment of hydrated lime: Letter of certification, Production date, Shipment date, Shipment destination, Batch or lot number and Net weight. The Laboratory may obtain samples of the hydrated lime at any time to verify quality. If the quality of the hydrated lime is in question, the Laboratory may require in dependent laboratory testing. Include the antistrip additive in the mix design. Submit the following to OMM with the proposed JMF:

441.05 JMF Field Adjustments. During the first three days of production the

Contractor may adjust the JMF gradation within the below limits without a redes ign of the mixture. For projects with less than 3 days of production, give District Testing 441.06 244 written notice of any JMF gradation adjustments within 1 workday following the last day of production. Limit adjustments of the JMF to conform to actual production, without a redesign of the mixture, to 3 percent passing each of the 1/2 inch (12.5 mm), No. 4 (4.75 mm), and No. 8 (2.36 mm) sieves and 1 percent passing the No. 200 (75 m) sieve. Do not exceed the limits in Table 441.02 -1 and Table 442.02 -2 in the adju sted JMF. The adjustment on the 1/2 inch (12.5 mm) sieve applies only to Type 2 mixes. Determine the need for any JMF gradation adjustments in the time specified. Should no adjustments be made, the Department will base acceptance on conformance to the orig inal JMF. After the time period specified, the Department will allow no further adjustment of the JMF . Should a redesign of the mixture become necessary, submit a new JMF according to the requirements for the initial JMF. A new acceptance lot will begin wh en a new JMF established by a redesign of the mixture becomes effective. Make any adjustment of this new JMF as provided for the original JMF. Record both the design JMF and the adjusted JMF in effect during production of an acceptance lot on the Quality C ontrol Report for that lot. In the event that a new JMF is proposed and approved, also make a notation on the ticket for the first load produced under the new JMF.

441.06 Monitoring. The Department will establish District Monitoring Teams

for the purpose o f verifying all Contractor mixture production processes. Verification may be accomplished by obtaining split samples from Contractor QC or independent samples from the plant or roadway. If independent samples are taken split them for Contractor testing. If the mixture quality verifies then production may continue. If mixture quality does not verify then the Monitoring Team and Contractor will cooperatively investigate and resolve the problem. Whenever results are disputed OMM will investigate and conduct ad ditional testing to resolve. Based on their review, the Monitoring Team may at any time disallow production to continue.

441.07 Quality Control Program. Submit a QCP according to 403.03. Include

an example control chart according to 441.10 with the QCP. Use quality control technicians working in the plant lab during all mixture production and that are approved by the Department. Technician approval will be according to Supplement 1041.

441.08 Testing Facilities. Provide testing facilities at the plant sit e conforming

to Supplement 1041.

441.09 Quality Control Tests. Perform quality control tests to control the asphalt

concrete mix within the specifications. As required by mix type, ensure that these quality control tests measure the asphalt binder content , gradation, air voids, and Maximum Specific Gravity (MSG) according to the Contractor’s QCP. Perform each quality control test a minimum of one time each half of a production day or night (two tests per production day or night), or one each 1400 tons (130 0 metric tons), whichever is less. Perform more sampling and testing than the minimum specified at the start of production. Additionally perform more sampling and testing than the minimum during production when the quality control tests show the asphalt concrete being 441.09 245 produced is outside the warning bands as shown in the Contractor’s QCP. Immediately resolve problems indicated by any test result exceeding the warning bands and immediately retest to validate corrections have returned the materials to within the warning band limits. The Contractor may determine the method of testing of the asphalt concrete beyond the minimum speci fied, and will detail the methods technicians will follow in the Contractor’s QCP. Should additional testing as required above not be performed District Testing, after consultation with OMM, will require the testing frequency be increased to all tests eve ry two hours of production for the remainder of the project. If this occurs, District Testing will request an opinion from the QCQC for action(s) against the technician and/or Contractor including but not limited to warning, removal and/or a change of the facility to Unconditional Acceptance. Record the results of every test performed. Perform the required quality control tests as follows:

441.10 Control Charts. Maintain up to date control charts showing each

individual test result and also the moving accumulative range as follows:

441.11 Quality Control Reports. Use Contractor Form TE -199 for the Quality

Control Report. Record all test results on the Quality Control Report. Document all decisions regarding responses to test results on the Quality Control Report (referring to the particular test), includin g reasons why a particular problem may exist, what action was taken to correct the problem (plant operation or testing), and what communication with Department personnel took place. Submit one Quality Control Report to District Testing no later than specif ied. Retain copies of all records documenting the quality control inspections and tests throughout the life of the Contract and furnish them to District Testing on request.

441.12 Mixture Deficiencies. Control all production processes to assure the

Engine er that the mixture delivered to the paving site is uniform in composition; within the specification requirements and limits; conforms to the JMF: and that the placed mixture is free of any defect (ex. segregation, tenderness, lack of mixture and/or textur e uniformity, raveling, flushing, rutting, holes, debris etc.) within the Contractor’s control. Correct obvious pavement problems according to 401.15. If the Department has any suspicion that other mixture composition or pavement problems exist, the Monito ring Team will conduct an initial investigation through review of data and/or sampling of the asphalt pavement. Should a Department investigation determine that the Contractor’s QCP is not controlling the mixture in a manner to achieve mixture quality as d escribed above, the Contractor quality control data may be rejected. In that case the Department will conduct a thorough investigation by testing samples from the roadway and use those test results in determining disposition of the non -specification materi al. 441.13 249 A mixture is not uniform in composition if multiple random non -specification individual tests or any four consecutive non -specification moving accumulative ranges exist. The mixture can be rejected, production can be stopped and/or a redesign can be ca lled for by the Department. OMM will not approve any redesign it determines is unsatisfactory to provide acceptable mix performance. Submit this new design for approval according to 441.02 and at no additional cost to the Department. When any out of speci fication material, based on quality control tests not within the limits of Table 441.01 -1, is sent to the paving site the Engineer will determine disposition of the material according to Supplement 1102.

441.13 Acceptance . The Department will base accepta nce of the asphalt concrete

mix on the item specified in the Contract item description. (i.e., 446, 447, 448).

441.14 Basis of Payment . The Department will pay for accepted quantities at the

contract prices as follows: Item Unit Description 441 Cubic Yard Asphalt Concrete Surface Course, (Cubic Meter) Type ___, (___), PG64 -22 441 Cubic Yard Asphalt Concrete Surface Course, (Cubic Meter) Type ___, (___), PG70 -22M 441 Cubic Yard Asphalt Concrete Intermediate Course, (Cubic Meter) Type 1, (448) 441 Cubic Yard Asphalt Concrete Intermediate Course, (Cubic Meter) Type 2, (___) 441 Cubic Yard Anti-Segregation Equipment (Cubic Meter) ITEM 442 SUPERPAVE A SPHALT CONCRETE

442.01 Description

442.02 Type A Mix Design

442.03 Type B Mix Design

442.04 Asphalt Binder

442.05 Quality Control

442.06 Compaction

442.07 Acceptance

442.08 Basis of Payment

442.01 Description. This work consists of gyratory mix design, material, and

quality control requirements for constructing a Superpave asphalt concrete pavement surface or intermediate course. The asphalt concrete pavement course consists of aggregate, and asphalt binder mixed in a central plant and spread and compacted on a prepared surface. The requirements of Item 441 apply, except as modified by this specification. When specified, provide anti -segregation equipment for all courses of uniform thickness in accordance with 401.12. 442.02 250 442.02 Type A Mix Design. Design the mixture composition for a Type A mix according to 441.02 and the most recent Asphalt Institute Manual Series No. 2 (MS -

401.04 Test design volumetric properties at N des. Test N max for the required criteria.

Ensure that the VMA is not less than the minimum values of Table 442.02 -3. TABLE 442.02 -3 VMA CRITERIA Mix VMA (percent minimum) 9.5 mm 15.0 12.5 mm 14.0 19.0 mm 13.0

442.03 Type B Mix Design. Apply the mix design specified in 442.02 for a

Type A mix except as modified by this subsection: Modify the Coarse Aggregate Angularity of Table 442.02 -1 according to Table

442.03 1.

TABLE 442.03 -1 Lane ADTT Coarse Aggregate Angularity <4000 65 [1] /65 [2] ≥4000 75 [1] /70 [2] [1] Percent fractured (one or more faces) according to ASTM D5821 [2] Percent fractured (two or more faces) according to ASTM D5821 Ensure that at least 50 percent by weight of virgin fine aggregate is aggregate meeting FAA or is crushed carbonate stone or air -cooled blast furnace slag. Modify the No. 8 (2.36 mm) sieve requirement for a 12.5 mm mix in Table 442.02 -2 to 34 to 40 percent. Apply an F -T value of +2 according to 441.02 and 441.09.

442.04 Asphalt Binder. Use a PG 70 -22M asphalt binder for surface courses

and a PG 64 -28 asphalt binder for intermediate courses. The minimum total asphalt binder content for a surface course is 5.7 percent. 442.05 252 442.05 Quality Control. Conform to 441.09, except as specified in this subsection. Ensure that plant operation and quality control testing conform to the Contractor’s Quality Control Program (QCP). For 12.5mm mi xes ensure the percent passing the No. 4 sieve does not exceed 63 in production. If two tests in a row or any two tests in two days (QC and/or 448 sublot) exceed 63 stop production and notify District Testing . Use a gyratory compactor conforming to the requirements of Superpave. If the gyratory compactor was moved to the plant before production, calibrate it and present the results to District Testing. Determine bulk gravity for air voids determination on specimens compacted to Ndes. If the design gradation requires an LWT test, take a sample sufficient to run a LWT test once each day for the first 3 days and test it according to Supplement 1057. The Cont ractor may perform the LWT test in the Contractor’s Level 2 laboratory, but must compact the sample the same day the sample was taken, cure it overnight, and test it the following day. Give the test result and sample density to District Testing the day of the LWT test. Report the LWT data on the Quality Control Report.

442.06 Compaction . Cease production if compaction causes bumps in the mix

or the mix is excessively tender.

442.07 Acceptance . The Department will base acceptance of the asphalt

concrete mix on the method specified in the Contract line item description (i.e., 446, 447, 448).

442.08 Basis of Payment . The Department will pay for accepted quantities at

the contract prices as follows: Item Unit Description 442 Cubic Yard Asphalt Concrete Surface Course, (Cubic Meter) (____ mm), Type ____ (___) 442 Cubic Yard Asphalt Concrete Intermediate Course, (Cubic Meter) (____ mm), Type ___ (___) 442 Cubic Yard Anti-Segregation Equipment (Cubic Meter) ITEM 443 STONE MATRI X ASPHALT CONCRETE

443.01 Description

443.02 Quality Control Program

443.03 Composition

443.04 Mixing

443.05 Storage

443.06 Quality Control

443.07 Construction

443.08 Acceptance

443.09 Basis of Payment 443.01

443.01 Description. This work consists of constructing a stone matrix asphalt

concrete (SMA) course consisting of aggregate, asphalt binder, and additives. The requirements of 442 and 446 apply except as follows. Do not use the warm mix asphalt method (402.04) for this item.

443.02 Quality Control Program. Update the Quality Control Program

meeting 403.03 to include a section for how the quality control, production and placement of SMA will meet this specification. Submit the revised program to OMM with the SMA mix design to be approved.

443.03 Composition. Discuss the mix design approach with OMM during the

mix design process and prior to submittal.

443.04 Mixing. Conform to the following additional requirements.

443.05 Storage. Do not store the SMA at the plant for more than 2 hours. Do

not exceed a mix temperature of 350 °F (180 °C). Provide SMA at a minimum of 300 °F (148 °C) when it arrives at the paver, unless otherwise approved by OMM. If draindown occ urs shorten the storage time and increase the fiber dosage.

443.06 Quality Control. Ensure an employee of the Contractor with a Level 3

rating is at the plant or construction site during production of the SMA for any test strips and through at least one fu ll production day satisfactory to the District. 443.07 256 Perform quality control tests every 3 hours of production. The increased frequency of quality control testing may require additional quality control personnel at the plant. Determine the asphalt binder conten t, gradation, moisture content, air voids, VMA, and MSG of the SMA. For each test series calculate the VCAMIX / VCADRC. If the limit of 1.0 is exceeded stop production until resolved. Perform a draindown test once each day of production and raise fiber dos age 0.1 percent if the test limit is exceeded. Do not exceed the No. 200 (75 µm) sieve design bands by the moving average of three tests. Compact specimens at 300 °F (149 °C) for PG 70 - 22M and 310 °F (154 °C) for PG 76 -22M. Due to sample variability with S MA, a larger than usual sample size from which material is obtained for the various tests is required.

443.07 Construction. At least 24 hours prior to beginning a test strip meet with

the Engineer and District Testing and provide a written summary of steps taken to assure mix quality and construction practices account for the special needs of SMA production and placement. Send a copy of the written summary to OMM.

443.08 Acceptance. After accepting the test strips, the Department will accept

SMA according to 446.04.

443.09 Basis of Payment. The Department will pay for ac cepted quantities of

Stone Matrix Asphalt Concrete, complete in place, including test strip, at the contract price as modified by 446.04, as follows: