602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-31 Payment for "HMA Base (*)(**)(***)", "HMA Surface (*)(**)(***)" and "HMA Ov erlay (*)(**)(***)" at
the contract unit prices is full compensation for the specif ied work. Any pay adjustments will both be applied and the payment adjusted accordingly. Sideroads, entrances and mailbox turnouts that are not shown in the Contract Documents that are to be surfaced shall be paid for at 1½ tim es the unit price for "HMA Surface (*)(* *)(***)" or "HMA Base(*)(**)(***)".
b."HMA Pavement" and "HMA Shoulder" Bid Items. The Engineer will measure HMA Pavement and HMA Pavement Shoulder by the square yard of the measured in-place material. All lifts, except the surface course, will be measured by the Contractor and verified by the Engineer. The Engineer will measure the surface course. Measure each shoulder width, each driving lane width and sublot length separately. Measure the lengths (to the nearest 0.1 inch) a minimum of once per sublot. The location of the width measurements will be the same location as the mainline cores which were established usin g random numbers. Before the end of the next working day, type and submit to the Engineer, the Contractor’s individual measurements and the sum of the 2 driving lanes. Likewise, when the surface course is completed the Engineer will provide a typed copy of the surface course measurements to the Contractor before the end of the next working day. If the driving lane and shoulder (measured from centerline) is less than 0.25 feet (per side) deficient, a deduction will be assessed. If the roadway is greater than 0. 25 feet (per side) deficient, correction will be required. The correction will be proposed by the Contractor and mu st be approved by the Engineer. After satisfactory correction by the Contractor, the deduction for the narrow roadway will be eliminated for the areas corrected. The Engineer will measure the sublot length and width (to the nearest 0.01 feet). Measure the width from the construction joint to the top of th e slope of HMA pavement. Calculate th e pay area for each lot to the nearest square yard. Unless the Engineer authorizes in writing to increase the area of HMA pavement, the Engineer will use dimensions shown in the Contract Documents and as measured in the field to calculate the final pay quantity. If the Engineer authorizes in writing to increase the area of HMA pavement or shoulder, the additional area will be measured and paid for as "HMA Pavement (#) (##)" or "HMA Pavement (#) Shoulder", respectively. The length will be measured horizontally along the centerline of each roadway or ramp. Payment for "HMA Pavement (#) (##)" and "HMA Pavement (#) Shoulder" at the contract unit prices is full compensation for the specified work. The Asphalt Pavement Thickness Adjustment and Aspha lt Pavement Area Pay Adjustment will be entered on the Contractor’s Payment Vouc hers (intermediates and final) after each lot of the surface course (driving lanes and shoulders) has been completed. The Contractor will receive no ad ditional compensation for overlaying or for removing and replacing areas of deficient thickness. Exploratory cores and cores taken to determine pavement thickness will not be measured for payment. The Engineer will apply a C ontract Deduct for surface course (driving lanes and shoulders) and top base course (driving lanes and shoulders) mi x not placed on the project as determin ed using Equation 14. The Contract Deduct will be computed by the spreadsheet and be an item added to the contract. If the project has a large amount of grinding required for pavement smoothness, the Engineer may require the Contractor to cut cores after the gri nding is complete. These cores will be used in the spreadsheet in place of the cores originally cut.
c.Emulsified Asphalt. The Engineer will measure emulsified asphalt used for tack by the ton. Payment for "Emulsified Asphalt" at the contract unit price is full compensation for the specified work.
d.Asphalt Core (Set Price). The Engineer will measure each asphalt core required by the Engineer to calibrate the nuclear density gauges (t ypically 3 cores for each calibration). No payment will be made for cores deemed unsuitable for calibrating the nuclear density gauges. No payment will be made for cores taken at the Contractor’s option to determine density. If during nuclear density dispute resolution, the Contracto r’s test results are used for payment, each core taken will be measured for payment at 1 ½ tim es the Asphalt Core (Set Price). If KDOT’s test results are used for payment, then no payment for cores will be made for nuclear density dispute resolution. Payment for "Asphalt Core (Set Price)" at the contr act set unit price is full compensation for the specified work.
e.Material for HMA Patching (Set Price). When the Contractor is required to remove any existing base course, subgrade or surface course (unless damaged by the Contractor) and provisions are not made in the Contract 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-32 Documents, the Engineer will measure the material used for repair and patching (either HMA-Commercial Grade or
a specified mix on the project) separately, by the ton at the time of delivery to the road. The Engineer will not measure the quantity of material used in the repair of dama ge due to the Contractor’s negligence. The Engineer will measure HMA materials by the ton. For mixes containing Reclaimed HMA Pavement (RAP) or Recycled Asphalt Shingles (RAS), compute the HMA material contained in the RAP and RAS using the binder content determined from ignition oven testing. Maintain this information for materials tracking purposes. No separate payment for HMA material in RAP and RAS will be made. Combined gradation results will be used for acceptance in accordance with TABLE 602-1 . Payment for "Material for HMA Patching (Set Price)" at the contract set unit price includes all excavation, compaction of subgrade or subbase if required, disposal of waste material and all material (including emulsified asphalt for tack), all labor, equipment, tools, supplies, incidentals and mobilization necessary to complete the work. Pay adjustments will not be applied to this material.
f.Quality Control Testing (HMA). The Engineer will measure Quality Control Testing (HMA) performed by the Contractor on a per ton basi s of HMA Surface, HMA Base, HMA Over lay and HMA Pavement placed on the project. No adjustment in the bid price will be made for overruns or underruns in the contract quantity. The bid price will constitute payment for all necessa ry mix design testing, field process co ntrol testing, the testing laboratory and all necessary test equipment. The Engineer will not measure for payment Quality Control Testing (HMA) for the bid item Material for HMA Patching (Set Price). Payment for "Quality Control Testing (HMA)" at the contract unit price is full compensation for the specified work. 603 - ASPHALT PAVEMENT SMOOTHNESS
600-33 Section 603
ASPHALT PAVEMENT SMOOTHNESS 603.1 DESCRIPTION Determine the smoothness of the pavement surface and co rrect the deficiencies as specified in the Contract Documents. For the purposes of this specification, define new construction to mean construction where pavement did not exist before, and where existing pavement is removed down to the base and subgrade. All other conditions should be considered rehabilitation construction. When projects contain both new and rehabilitation co nstruction, follow appropri ate guidelines for each type. B I D I T E M U N I T S Asphalt Pavement Smoothness Lump Sum 603.2 MATERIALS - None specified. 603.3 CONSTRUCTION REQUIREMENTS
a.Profilograph Testing. Determine the pavement smoothness by profiling the pavement surface of through traffic lanes and ramps. Excluded from profilograp h testing, and not eligible for pay adjustments, on all projects are: bridge decks acceleration and deceleration lanes of at-grade intersections turning lanes shoulders pavement on horizontal curves with centerline radius of curvature of less than 1000 feet, and pavement within the superelevation transition of such curves individual sections of pavement less than 50 feet in length the first (or last) 15 feet of a pavement section wher e the Contractor is not responsible for the adjoining surface side roads less than 250 feet in length county secondary projects existing roadways that are surfaced with a plan thickness of less than 4 inches of either hot mix asphalt (HMA) or warm mix asphalt (WMA) chip seals microsurfacing Profile and correct, if necessary, th e following categories of asphalt surfacing. These are not eligible for pay adjustments: existing roadways that are milled, then surfaced with a plan thickness of less than 4 inches of either hot mix asphalt (HMA) or warm mix asphalt (WMA). existing roadways that are surfaced with a plan thickness of less than 4 inches of either HMA or WMA that is placed in 2 or more lifts. existing roadways that are cold in -place recycled (CIR) with a plan depth of 2 inches or more, then surfaced with either Ultrathin B onded Asphalt Surface (UBAS) or a plan thickness of less than 4 inches of either HMA or WMA. existing roadways that are hot-in-p lace recycled (HIR) with a plan de pth of 2 inches or more, then surfaced with either UBAS or a plan thickness of less than 4 inches of either HMA or WMA. In addition to the asphalt surfacing above, profile and correct, if nece ssary, the following categories of asphalt base, prior to pl acement of the surface course. These ar e not eligible for pay adjustments: 603 - ASPHALT PAVEMENT SMOOTHNESS
600-34 CIR pavement with a plan thickness of 2 inches or more.
HIR pavement with a plan thickness of 2 inches or more.
b.Equipment. Use a California type profilograph, prequalified by the Bureau of Construction and Materials, to determine the pavement profile. If approved by the Bureau of Construction and Materials, other types of profilographs that produce results compatible to the Californ ia type profilograph may be used. If the profilograph has a mechanical recorder, provide a ProScan electronic scanner w ith motorized paper transport to reduce the trace. Use the motorized paper transport when scanni ng the profilograph traces. The Bureau of Construction and Materials can provide the information necessary for the Contractor to obtain a ProScan electronic scanner. If approved by the Bureau of Construction and Materials, other types of automated trace reduction equipment may be used. If the profilograph has a computerized recorder, the trace produced is evaluate d without furt her reduction.
c.Profilograph Operation. Provide an operator for the profilogra ph certified according to KT-46, Part V. Determine the pavement profiles for each lane according to the procedures for 1 lane shown in Kansas Test Method KT-46. Additional profiles may be taken only to define the limits of an out-of-tolerance surface variation. The Engineer may use a 10-foot straightedge (or other means) to detect irregularities outside th e required trace paths. The Engineer may also use the straightedge to deli neate the areas that re quire corrective action. Determine a profile index (in./mi.) fo r each pavement section of finished pavement. A pavement section is a continuous area of pavement surface 0.1 m ile long by 1 lane wide (12 feet nominal). A partial pavement section resulting from an interruption (such as a bridge) of the continuous pavement surf ace is subject to the same testing and evaluation as a whole section. For projects with asphalt smoothness pay adjustments, profile the pavement after final rolling, and within 24 hours of placement of the pavement. For projects with no asphalt smoothness pay adjustments, profile the pavement after final rolling, and within 72 hours of completing the asphalt paving on the project. At th e engineer’s discretion, the Contractor will profile the pavement after final rolling, and within 24 hours of placement of the pavement. If the Contractor elects to test intermediate lifts with the profilograph, make the profilograms available to the Engineer to review for evaluating the paving methods and equipment. On surfaces excluded from profilograph testing, the E ngineer will determine the pavement smoothness using a 10-foot straightedge. The Engi neer will select the locations to be tested. The variation of the surface from the testing edge of the straightedge shall not exceed ⅛ inch between any 2 contacts, longitudinal or transverse. Correct all irregularities exceeding the specified tole rance using equipment and methods approved by the Engineer. After the irregularities are corr ected, the Engineer will retest the area to verify compliance with the specified tolerance.
d.Profilograph Evaluation and Corrective Actions. Evaluate the profilograph results according to KT-
46.For projects with asphalt smoothness pay adjustments, provide the Engineer with the profilograms and their evaluation the first working day after placement of the pavement. For projects with no asphalt smoothness pay adjustments, provide the Engineer with the profilograms a nd their evaluation the first working day after profiling the roadway. Determine and evaluate the profile index (in./mi.) fo r each trace and the average profile index (in./mi.) for each section to identify where corrective actio n is needed. Determine the daily average profile index (in./mi.) for each day’s paving operation. A day’s paving operation is the pavement placed in a day (a minimum of 1 pavement section). If less than 1 pavement section is placed in a day, the day’s production is group ed with the next day’s production. If the production of the last day of project paving is less than 1 pavement section, it is grouped with the previous day’s production. The Contractor has the option of profiling the final portion of a da y’s production (not to exceed 5 sections) the first working day that paving is continued in the same lane. If the Contractor opts to profilograph the final portion of a day’s paving the next working day that paving is continued in the same lane, those results (the final portion of the previous day’s paving) are grouped with the day’s paving as the lane is continued.
1.For new construction bid items in SECTION 602, take the required corr ective actions according to TABLE 603-1 . 603 - ASPHALT PAVEMENT SMOOTHNESS
600-35 Table 603-1: Asphalt Pavement Su Rface Tolerances, Ne W Construction
SECTION 602 BID ITEMS Pavement Surface Tolerances (in./mi.) Required Corrective Action Through Lanes Speed Limit Greater than 45 mph Acceleration Lanes* Deceleration Lanes* Ramps* Through Lanes Speed Limit 45 mph or Less Profile Index per Section of 30 or less for an individual trace Profile Index per Section of 40 or less for an individual trace Correct all bumps and dips**. Profile Index per Section greater than 30 for an individual trace Correct the Profile Index of each individual trace to 30 or less per section**. Profile Index per Section greater than 40 for an individual trace. Correct the Profile Index of each individual trace to 40 or less per section**. Daily Average Profile Index greater than 40 Daily Average Profile Index greater than 65 Suspend the paving operations until corrective actions are taken to improve the paving operations. *Acceleration/deceleration lanes include the taper. Acceleration lanes that become through lanes are limited to 500 feet from the nose of the ramp. Ramps are from the nose to the intersection of the adjoining road. **Correct all areas within each section having high or low points (bumps or dips) with deviations in excess of 0.3 inches in a length of 25 feet or less regardless of the profile index value.
2.For all other rehabilitation construction bid items in DIVISION 600 , take the required corrective actions according to TABLE 603-2 . TABLE 603-2: ASPHALT PAVEMENT SU RFACE TOLERANCES, REHABILITATION
Division 600 — Bid Items (Except Section 602, New Construction)
Pavement Surface Tolerances (in./mi.) Required Corrective Action Through Lanes Acceleration Lanes* Deceleration Lanes* Ramps* 2" Surface Recycled Asphalt/Hot In-place Recycled Asphalt Pavement Cold Recycle Asphalt Construction Profile Index per Section of 30 or less for an individual trace Profile Index per Section of 40 or less for an individual trace Correct all bumps and dips**. Profile Index per Section greater than 30 for an individual trace Correct the Profile Index of each individual trace to 30 or less per section**. Profile Index per Section greater than 40 for an individual trace. Correct the Profile Index of each individual trace to 40 or less per section**. Profile Index per Section greater than 40 for an individual trace Profile Index per Section greater than 50 for an individual trace. Suspend the paving operations until corrective actions are taken to improve the paving operations. *Acceleration/deceleration lanes include the taper. Acceleration lanes that become through lanes are limited to 500 feet from the nose of the ramp. Ramps are from the nose to the intersection of the adjoining road. **Correct all areas within each section having high or low points (bumps or dips) with deviations in excess of 0.4 inches in a length of 25 feet or less regardless of the profile index value. 603 - ASPHALT PAVEMENT SMOOTHNESS
600-36 f. Corrections. Make the required corrections for pavement smoothness before making the pavement
thickness determinations. Use these methods for corrections: diamond grinding when the layer is the final riding surface when the layer will be covered with an asphalt seal or microsurfacing micro-milling or fine-lace milling (minimum of 60 teeth per foot) may be done in a continuous 100- foot segment provided there is at least 400 feet of the surface adj acent to the segment that is not milled or diamond ground diamond grind when more than 100 feet within a 400-foot segment requires correction. The Engineer may permit micro-milling if in the opini on of the Engineer the resulting surface is not detrimental to the functionality of the asphalt seal or the microsurfacing milling if the layer will be covered by another action remove and replace the entire pavement thickness remove the surface by milling, and replace the specified surface course overlay (not patch) with the specified surface course other methods that are approved by the Engineer Apply the corrective measure to the full-lane width of the pavement. The corrected areas shall have uniform texture and appearance. The beginning and ending of the corrected areas shall be squared normal to centerline of the paved surface. When grinding is performed, use vacuum equipment or other continuous methods to remove grinding slurry and residue. Remove from the project and properly dispose of the material. Do not allow the grinding slurry to flow across lanes being used by traffic, onto shoulder slopes, into stre ams, lakes, ponds or other bodies of water, or gutters or other drainage facilities. Do not place grinding slurry on foreslopes.
g.New Construction Bid Items in SECTIO N 602, and Eligible for Pay Adjustments. After the profilograph traces have been evalua ted, make corrections according to TABLE 603-3. TABLE 603-3: GRINDI NG REQUIREMENTS Condition Action* Greater than 25% (132 feet) of the 0.1 mi. section requires correction Continuously grind the entire 0.1 mi. section.** Greater than 25% (1320 f eet) of 1.0 mi. segment require correction Continuously grind the entire 1.0 mi. segment, when the areas requiring correction are dispersed throughout the 1.0 mi. segment. If the areas re quiring correction are isolated to 1/3 or ½ mi. within the 1.0 mi. segment, then only grind that 1/3 or ½ mi. * Continuously grinding requires a minimum of 98% of the pavement be ground. **If the skip length between areas to be ground (either within a 0.1 mi. section or between 0.1 mi. sections) is less than eith er grind length, combine the grinds so the area betw een is also ground. This additional gr ound area (area between) will apply to the computation of the 25% of the 0.1 mi. section. If the Contractor elects or is required by TABLE 603-3 to continuously grind the entire project, the following apply: the areas excluded in subsection 603.3a. are not required to be ground; at intersections constructed with multiple transiti ons for drainage (especially in urban areas), if smoothness meets SECTION 603 , the intersection is not required to be ground; and when transitioning from a ground area to an ungro und area, feather the grinding a uniform distance throughout the project. Grind and texture the entire surface of the pavement in the longitudinal direction. Provide positive lateral drainage by maintaining a constant cross slope between grinding passes in each lane. Maintain a uniform transverse slope that matches the existing cross slope to the extent possible with no depressions or humps greater than 1/4 inch in 12 feet when tested with a string line or straightedge. Do not exceed by more than 1/16 inch the vertical alig nment between adjacent passes of the cutting head. Be gin and end gr inding lines normal to the direction of vehicle travel. Grind the surface so corrugations are parallel to the pavement edge with ridges 1/16 inch, ±1/32 inch higher than the valleys of the corrugations. 603 - ASPHALT PAVEMENT SMOOTHNESS 600-37
g.Profilograms. After pavement sections are corrected, re -profile the pavement surface to verify compliance with the specified pavement smoothness. Provide the Engineer with the profilograms and their evaluation within 2 working days afte r correcting the pavement surface. The Engineer may perform profilograph testing on the pavement surface for monitoring and comparison purposes. If the Engineer determines th at the Contractor’s certified test resu lts are inaccurate, the Engineer may choose to test the entire project length. The Engineer will charge the Contractor for such testing at the rate of $500 per mile per profile track, with a minimum charge of $1000. Providing inaccurate test re sults may result in de-certification of the Contractor’s certified operator. 603.4 MEASUREMENT AND PAYMENT
a.General. The Engineer will base the pay adjustment for pavement smoothness on the initial average profile index of the pavement section before any corrective work is performed. If the Contractor elects to remove and replace a pavement section, the Engineer will base the pay adjustment for pavement smoothness on the initial average profile index of the pavement section after the replacement. For reconstruction projects, if the C ontractor elects or is required by TABLE 603-3 to continuously grind the entire project, pay adjustments will be based on the average profile index determined after all grinding is performed.
b.New Construction, Bid Items in SECT ION 602, Eligible for Pay Adjustments. The Engineer will apply the contract price adjustment according to TABLE 603-4 . Payments for "Asphalt Pavement Smoothness" are an added item to the contract. TABLE 603-4: ASPHALT PAVEMENT SMOOTHNESS PAY ADJUSTMENT NEW CONSTRUCTION Average Profile Index (in./mi. per lane per 0.1 mi. section) Contract Price Adjustment (per 0.1 mi. section per lane) 6.0 or less +$1000.00 6.0 to 10.0 +$835.00 10.1 to 15.0 +$625.00 15.1 to 18.0 +$310.00 18.1 to 30.0 0.00 30.1 to 40.0 0.00* 40.1 or more -$615.00* *Correct to 30.0 in./mi. (40.0 in./mi. as noted in TABLE 603-1 ). The pay adjustments in TABLE 603-4 are for 12" thick hot mix asphalt and 8" thick portland cement concrete pavements. Pay adjustments for pavements of different thicknesses will be reduced or increased proportionally, based on the typical section for the extent. (i.e. pay adjustment for a 9" hot mix asphalt pavement is equal to the adjustment from the TABLE 603-4 multiplied by 0.75).
c.Rehabilitation Construction, for all Other Bi d Items in DIVISION 600 and Eligible for Pay Adjustments, Take the Required Correcti ve Actions According to TABLE 603-5 . The Engineer will apply the contract price adjustment according to TABLE 603-5 . Payments for "Asphalt Pavement Smoothness" are an added item to the contract. TABLE 603-5 ASPHALT PAVEMENT SMOOTHNESS PAY ADJUSTMENT REHABILITATION CONSTRUCTION Average Profile Index (in./mi. per lane per 0.1 mi. section) Contract Price Adjustment (per 0.1 mi. section per lane) 7.0 or less +$152.00 7.1 to 10.0 +$76.00 10.1 to 30.0 0.00 30.1 to 40.0 0.00* 40.1 or more -$203.00* *Correct to 30.0 in./mi. (40.0 in./mi. as noted in TABLE 603-1 ). 604 - COLD RECYCLED ASPHALT CONSTRUCTION (CIR)
600-38 Section 604
COLD RECYCLED ASPHALT CONSTRUCTION (CIR) 604.1 DESCRIPTION Mill the asphalt pavement, mix the reclaimed asphalt pavement (RAP) material with hydrated lime slurry (use a minimum of 1% hydrated lime, based on the dry weight of the RAP) and emulsified asphalt, and spread and compact the mixture as specified in the Contract Documents. B I D I T E M S U N I T S Cold Recycled Asphalt Material Station L i m e ( H y d r a t e d ) ( S l u r r y ) T o n Emulsified Asphalt (CSS) (Special) Ton Emulsified Asphalt (CSS-1H or SS-1H) Cure (Set Price) Ton Blotter Sand (Set Price) Cubic Yard 604.2 MATERIALS Provide materials that comply w ith the applicable requirements. Emulsified Asphalt ................................................................................................ DIVISION 1200 Lime ...................................................................................................................... DIVISION 2000 Water ..................................................................................................................... DIVISION 2400 Blotter sand may be any fine sand approved by the Engineer. Provide processed RAP materi al that complies with TABLE 604-1 . TABLE 604-1: RAP MATERIAL FOR CIR Sieve Size % Retained 1 ¼" 0 Manufacture the hydrated li me slurry at the jobsite by slaking pebb le quicklime. Accompany each load of quicklime with a certification stating the purity for that load. 604.3 CONSTRUCTION REQUIREMENTS
a.Mix Design. Submit to the Engineer for approval a mix design complying with 5.3.4-Mix Design Procedures for CIR Material, Part V. Provide a technical representative from the asphalt emulsi on supplier on the job site at the beginning of the CIR to obtain proper asphalt emulsion performance. When required, provide a technical representative to check on the project and make adjustments to the asphalt emulsion formulation as needed.
b.Milling Operation. Mill the required depth and width in 1 or mo re passes. Process the RAP material to the required gradation and thoroughly mix with the specified amount of binder. Water may be added to the RAP material to facilitate mixing, provided it does not adversel y affect the binder. Deposit the recycled material in a windrow, a paver or load into trucks, without segregation. When deposited in a windrow, have equipment available to equalize the windrow as directed by the Engineer. If RAP is to become the property of the Owner, deliver and stockpile at locations shown in the Contract Documents. 604 - COLD RECYCLED ASPHALT CONSTRUCTION (CIR)
600-39 c. Mixing Operations.
1.Field Mixture Testing. Take all samples according to KT-1(3.1) or (3.2). Obtain a sample from each 0.6 mile before emulsion addition, and screened using a 1¼-inch sieve (or smaller sieve if required) to determine compliance with the maximum particle size requirement. Additionally, obtain 2 gradations each day and compare to the mix design gradations using KT-4 to determine any necessary changes to the emulsion content.
2.Asphalt Emulsion. Do not accept asphalt em ulsion with a temperatur e greater than 120ºF, TABLE
601-1 Sample and accept or reject from the shipping trailers prior to unloading into the C ontractor’s storage units.
3.Asphalt Emulsion Content. Check and record th e emulsion content for each segment in which the percentage is changed. Make emulsion content changes based upon mix design recommendations, which are based upon different mix designs for road segments of varying construction. Determine asphalt emulsion content from the belt scale totalizer and asphalt pump totalizer.
4.Lime Slurry Content. Add the amount of hydrated lime to the RAP determined by the mix design or directed by the Engineer, based on the weight of the dry RAP. Add pebble quicklime by weight to the required quantity of water to provide a uniformly hydrated lime slurry having a minimum dry solids content of 30%. When requested by the Engineer, determine the solids content of the hydrated lime according to “Che ck Percent Solids of Lime Slurry Procedure” (KT-62). Check and record the lime slurry content for each segment in which the percentage is changed. Make the lime slurry changes based upon mix design recommendations or as approved by the Engineer.
5.Water Content. Verify and record the water cont ent at the milling head for each segment in which the percentage is changed. Determine water quantities from the water metering device, and compare with the belt scale totalizer to determine daily quantities used. Make the water content adjustments based on mixture consistency, coating and dispersion of the recycled materials.
d.Paving Operations. Deliver the RAP, lime and/or water and em ulsion mixture to the paver immediately after mixing. The minimum temperature of the mixed materi al when placed is 50ºF. Pave in 1 continuous pass, utilizing an asphalt paver complying with SECTION 155 or other equipment approved by the Engineer. Without tearing the surface, spread and finish th e recycled material, to the lines and grades in the Contract Documents or established by the Engineer so it is smooth, free of segregation, uniform in density, texture and free from surface irregularities. Do not heat the paver screed. A pick-up machine may be used to transfer the windrowed material into the paver hopper. Maintain the asphalt paver within 150 feet of the mixing unit. If the process does not comply with these requirements, the Engineer will susp end paving until the deficiency is corrected.
e.Compaction and Density Requirements. Compaction and density requirements for each project shall be a minimum of 97% of the target density obtained on a test strip compacted under the following conditions: The minimum mix temperature of the test strip is 50ºF; Complete a minimum of 2 test strips to determine the target density and optimum sequence of rollers. These test strips shall remain in pl ace as part of the completed work; and The depth of the lift shall be representative of the requirements of the Contract Documents. Target density shall be the highest density achieved on the test strip using the rolling procedure approved by the Engineer. The rolling procedure used on the test strip shall have a minimum of 6 roller coverages. The Engineer will use a nuclear density gauge to establish a density growth curve for each procedure. Discontinue rolling when 4 consecutive coverages of the rollers fail to increase the density 1 pound per cubic foot. As a minimum, provide the following self-propelled rollers for use on the test strips: a double drum vibratory steel roller and a pneumatic tired roller. Provid e a vibratory roller complying with the requirements for hot asphalt pavement in subsection 151.5 and having a minimum operating weight of 10 tons and a minimum drum width of 6½ feet. The vibratory roller may be used in the static mode. Use a pneumatic tired roller with a minimum weight of 30 tons and a minimum tire pressure of 90 psi. The air pressure in each of the pneumatic tires shall be within 5 psi of each other. Suppl y a suitable tire pressure gauge. Change rolling or roller patterns when major displacement and/or cracking of the recycled material occur. Start rolling a maximum of 30 minutes after paving. Complete finish rolling a maximum of 1 hour after milling is completed. When possible, begin and end rolling sequences on previously compacted material or the existing pavement. 604 - COLD RECYCLED ASPHALT CONSTRUCTION (CIR)
600-40 Before and after opening to traffic, maintain the su rface of the recycled pavement in a condition suitable for
the safe movement of the traffic. Remove all loose particles that develop on th e pavement surface by power brooming. When there is a significant change in mix proportions, weather conditions or other controlling factors, the Engineer may require construction of a new test strip to check target density.
f.Surface Treatment or Overlay. When required by the Engineer, apply a light application of asphalt material (smoke coat) on the recycled surfa ce, and blot with fine sand, as necessary. Before placing a HMA surface course , or other applicable surface treatme nt, allow the CIR asphalt material to cure until the moisture of the material is a maximum of 2.0%, or approved by the Engineer. Under dry conditions, the CIR should comply with the moisture requirements within 48 hours. Cover each day’s production of CIR material with any subsequent treatment or overlay, as designated in the Contract Documents, within 21 calendar days. If the CIR material requires patching before the 21 days have expired, and damage is not the result of the Contracto r’s operations, KDOT will pay for the patching. If the Contractor has not covered the CIR material by the end of the 21-day period and the material requires patching, the Contractor shall be responsible for the patching. Begin patching within 3 days of being notified by the Engineer of required patching.
g.Maintenance of Traffic. Perform traffic control according to DIVISION 800 .
h.Weather and Seasonal Limitations. Complete milling, adding the liquid binder and laydown between May 1 and September 30, when the ambient air temperature is greater than 50°F and rising, the weather is not rainy or foggy and the weather forecast does no t call for freezing temperat ure within 48 ho urs after placement. The above requirement may be waived, when approved in writing by the Engineer.
i.Pavement Smoothness. Evaluate pavement smoothness according to SECTION 603 . 604.4 MEASUREMENT AND PAYMENT The Engineer will measure cold recycled asphalt material by the Station, along the centerline. On divided highways, the Engineer will measure cold recycled asphalt material by the Station, along the centerline of each divided direction. This includes all widened and irregular areas and irregular variations in depth. The Engineer will measure lime (hydrated) (slurry) and th e various types of emulsified asphalt by the ton. The Engineer will measure blotter sand by the cubic yard in the truck at the point of usage. The Engineer will not measure water for separate payment. Payment for "Cold Recycled Asphalt Material", "Lime (Hydrated) (Slurry)" and "Emulsified Asphalt (CSS) (Special)" at the contract unit prices and "Blotter Sand (Set Price)" and "Emulsified Asphalt (CSS-1H or SS-1H) Cure (Set Price)" at the contract set unit prices is full compensation for the specified work.
Source: Kansas Standard Specifications for State Road and Bridge Construction, 2015 Edition. Pages 268–277 of 978.