602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-14 compaction foreman shall document at a minimum of once every 2 hours th at the approved rolling
sequence is being followed. Documentation incl udes roller passes, the mat temperature at each pass, amplitude setting of rollers and roller speed. Provide the documentation to the Engineer. Determine and periodically update an approved rolling procedure and pe riodically, as outlined in this section. As a minimum, evaluate the initial rolling procedure using 3 rollers. If the hot mix plant is operating at over 275 tons per hour, use a minimum of 4 rollers in the initial evaluation. Operate vibratory rollers according to SECTION 151 . Evaluate HMA paver screed operation with the nuclear gauge at various vibration settings. For screed evaluation, take the nuclear gauge readings directly behind the screed and before rolling. The Compaction Foreman and Engineer will evaluate the densities obtained with the various roller combinations and screed settings to determine the initial approved rolling procedure. Together, the Compaction Foreman and Engineer will determine when new rolling procedures are required. HMA production may be stopped by the Compaction Foreman or Engineer whenever rolling is not being performed according to the approved rolling procedure.
c.For all lots, achieve the maximum density before the temperature of the HMA falls below 175 F. When using WMA, achieve the maximum density before the temperature of the WMA falls below oF. Do not crush the aggregate. Wh en the mat temperature falls below 175 F or 165F for WMA, roller marks may be removed from the mat with a self-propelled static steel roller. TABLE 602-10: DAILY PRODUCTION VS NUMBER OF SUBLOTS AND TEST REQUIREMENTS Daily Production (tons) Number of Sublots No. of Cores or Nuclear Density Tests** No. of Verification Cores or Nuclear Density Tests** 0-599 3* 6* 3* 600-999 4* 8* 4* 1000 or more 5 10 5 *Minimum number for mixes with a specified thickness of 1½ inches or greater: The Contractor may choose to obtain the number required for 1000 or more tons. If the Contractor choose s to test 5 sublots (10 tests) , KDOT will obtain 5 verification tests. **For mixes with a specified thickness less than 1½ inch: Verification testing may be perfo rmed, but is not required. Additional testing may be performed by the Cont ractor. A minimum of 10 tests are required.
7.Contact Surfaces. Coat contact su rfaces of curbing, gutters, manholes a nd similar structures with a thin uniform coating of asphalt material. Pl ace the HMA uniformly high n ear the contact surfaces so that after compaction it shall be approximately ¼ inch above the edge of such structures.
8.Adjustment of Manholes (Set Price). When required, this work will be performed and paid for under SECTION 816 .
9.Construction Joints.
a.Transverse Construction Joints. Use a met hod of making transverse construction joints to provide a thorough and c ontinuous bond, provide an acceptable surface texture and meet density requirements. Do not vary the surface elevation more than 3/16 inch in 10 feet, when tested longitudinally across the joint. When required, repair the joints or paving operations will be suspended.
b.Longitudinal Joints. Construct well bonded a nd sealed longitudinal joints to obtain maximum compaction at the joint. If deemed necessary by the Engineer to properly seal the joint, apply a light coat of asphalt emulsion or asphalt binder to the exposed edge before the joint is made. Before placing the fresh HMA against a cut joint or against old pavement, spray or paint the contact surface with a thin uniform coat of asphalt emulsion or asphalt binder. Where a finishing machine is used, make the longitudinal joint by depositing a sufficient amount of HMA to form a smooth and tight joint. Offset the longitudinal joint in successive courses by 6 to 12 inches. Comply with traffic lane edges for the width of the surf ace of top course placement.
10.Shoulder Surfacing and Widening. When the placement width of shoulders or uniform width widenings is less than can be accomplished with a regular paver, spread each course with a me chanical spreading device.
11.Rumble Strips. When designated, construct rumble strips according to the Contract Documents.
f.Maintenance of Traffic . Maintain traffic according to DIVISION 800 and the following: 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-15 Maintain one-way traffic, and restrict traffic speeds to 20 miles per hour in the vicinity of workers, unless
otherwise designated. Use pilot cars to lead traffic through the area of pavi ng and rolling operations , and if directed, through a curing area. The use of flaggers is allowed th rough patching operations, unless the patching area or distance between flaggers exceeds ½ mile, in which case the use of a pilot car shall be required. On overlay projects with 2 lanes or more in each direction for traffic use, the Engineer may waive th e pilot car requirements. Station one flagger ahead of the application of the tack coat and one flagger ahead of the area being protected from traffic. Take adequate protection for tr affic on side roads approaching the tack area.
g.Treatment of Adjacent Areas. Pave sideroads, entrances and turnouts for mailboxes as shown in the Contract Documents. Overlay all widening areas designated in the Contract Documents or ordered by the Engineer.
h.Pavement Smoothness. Evaluate pavement smoothness according to SECTION 603 and the following: TABLE 602-11: MAXIMUM VARIATION OF THE SURFACE Length (feet) Maximum Variation of the Surface (inches) 10 3/16 25 5/16 Correct all humps or depressions exceeding the specif ied tolerance by removing the defective work and overlaying with new material, or by other means approved by the Engineer. All necessary corrections are at the Contractor’s expense. 602.5 PROCESS CONTROL
a.General. Establish gradation limits and proportions fo r each individual aggregate, mineral filler and RAP and RAS, when applicable. Specify the limits and proportions such that the material produced complies with the applicable requirements of the designated mix type. The Contractor is responsible for all process control operations including testing. At no time will KDOT’s represen tative issue instructions to the Contractor or producer as to setting of dials, gauges, scales and meters. KDOT will collect and test verification samples and assurance samples and inspect the Contractor’s quality control operations.
b.JMF Adjustments. Produce a mixture of uniform composition closely complying with approved design JMF to obtain the specified properties when compacted. If, during production, results from quality control tests demonstrate a need to make adjustments to the mix design, then make adjustments to the design JMF single point gradation and binder content to achiev e the specified properties. The JMF adjustments shall produce a mix that complies with TABLE 602-1 for the specified mix designation. When necessary, adjust on a sublot basis. Report the new JMF to KDOT’s field representative and the DME before making such changes, and submit a new mix design for review and approval if required by the DME.
c.Specification Working Ranges. Establish acceptable limits for fiel d test results by applying the tolerances shown in TABLE 602-12 to the JMF or adjusted JMF for binder co ntent. Establish acceptable limits for the other listed mix characteristics by applying the tolerances shown in TABLE 602-12 to the requirements of TABLE 602-1 . 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA)) 600-16 TABLE 602-12: SPECIFICATION WORKING RANGES (QC/QA) Mix Characteristic Tolerance from JMF Single Test Value Plot 4 Point Moving Average Value Plot Binder Content ±0.6% * ±0.3% * Mix Characteristic Tolerance for Specification Limits Single Test Value Plot 4 Point Moving Average Value Plot Gradation (applicable sieves in TABLE 602-1 ) N/A * zero tolerance * Air Voids @ N des gyrations ±2.0% * N/A Voids in Mineral Aggregate (VMA) 1.0% below min. * zero tolerance * Voids Filled with Asphalt (VFA) N/A zero tolerance * Course Aggregate Angularity (CAA) zero tolerance N/A Sand Equivalent (SE) zero tolerance N/A Fine Aggregate Uncomp acted Voids (FAA) zero tolerance N/A %Tensile Strength Ratio (%TSR) zero tolerance * N/A Density @ N ini and N max N/A zero tolerance Dust to Effective Binder (D/B) Ratio zero tolerance * zero tolerance * * Plot data according to subsection 106.4 . For gradations, as a minimum, plot the No. 4, 8, 30 and 200 sieves. Plot G mm to third decimal point. Indicate Job Mix Formula (JMF) and specification working range lim its for single test results on the control charts using a green ink dotted line. Indicate the specification working range limits for the 4-poi nt moving average results with a green ink solid line.
d.Mixes with Reclaimed Asphalt Pavement (RAP). The intent of this section is to prevent more RAP going into a mix than is allowed in the Contract Document s. Totalizers are used to determine the %RAP in mix; however, this does not preclude the Engineer from using other methods for determining the %RAP in a mix. Provide the Engineer with the totalizer readings at the end of each day of produc tion. These shall include the final daily readings for the RAP, virgin aggregates and asphalt binder. The %RAP will be checked a minimum of twice a day by the Engineer. Take the readings a minimum of 2 hours apart and a maximum of 6 hours apart. Do not take the readings within the fi rst hour of start-up as adjustments to the plant are most frequent within this time frame. Calculate RAP percentages using the plant totalizers for the virg in aggregates (AGG v), and the RAP as follows: Equation A: AGGv RAP100* RAP%RAP %RAP is the percent RAP in the total aggregates (Virgin and RAP) rounde d to the nearest tenth. RAP is the difference between the current an d last reading of the RAP totalizer in tons. AGG v is the difference between the current and last reading of the Virgin Aggregate totalizer in tons. %RAP is considered out of complian ce when any of the following occurs: Any single test exceeds the maximum percentage allowed by specs by 3%. The 4-point moving average exceeds the maxi mum percentage allowed by specifications. Actions to be taken if the %RAP is out of compliance: If any single test exceeds 3% of the maximum allo wed %RAP stop production, perform the “0 check run” on the belts in the presence of the Engineer, and make adjustments to correct the discrepancy. If the 4-point moving average exceeds the maximu m allowed %RAP three consecutive times, stop production, perform the “0 check run” on the belts in the presence of the Engineer, and make adjustments to correct the discrepancy. 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-17 If the 4-point moving average ex ceeds the maximum allowed %RAP by more than 1% then the
Contractor will be assessed the following penalty. Equation B : Contract 100) RAP% max %RAP 4(*Q*BP eductD Contract Deduct is the Dollar amount to be subtracted from the contract. BP is the Bid Price of the mix. Q is the Quantity, in tons, of material represented by the 4-point moving average. This value shall be based on the weigh tickets taken from the time of the 1 st test of the 4-point moving average through the time of 4th test. %RAP 4 is the 4-point moving average of %RAP. %RAP max is the Maximum %RAP from the Project Special Provision. Contract Deducts for RAP will be an item added to the contract. Any time production is stopped due to non-compliant %RAP, restart the 4-point moving average provided the belt had the “0 check run” performed in the presence of the Engineer, and adjustments were made to the mix proportioning to correct previous discrepancies. The in itial start-up at the beginning of each work day does not constitute a stop in production due to non-compliant %RAP. If at any time the Contractor chooses to stop production in order to correct discrepancies in the mix proportioning concerning the %RAP, the most recent data ( not to exceed 4 points) will be averaged. If the average exceeds the maximum allowed %RAP by more than 1% then a Contract Deduct will be a ssessed as calculated above with the following substitutions: In the case where less than 4-points are available for the 4-point moving average, the most recent test is substituted for the 4 th test, and the %RAP 4 may be a single test, a 2-point moving average or a 3-point moving average.
e.Mixes with Reclaimed Asphalt Pavement (RAP) and Recycled Asphalt Shingles (RAS). The intent of this section is to prevent more RAP and RAS going into a mix than is allowed in the Contract Documents. Totalizers are used to determine the %RAP and %RAS in a mix; however, this does not preclude the Engineer from using other methods for determining the %RAP and %RAS in a mix. Provide the Engineer with the totalizer readings at the end of each day of produc tion. These shall include the final daily readings for the RAP, RAS, virgin aggregates and asphalt binder. The %RAP and %RAS will be checked a minimum of twice a day by the Engineer. Take the readings a minimum of 2 hours apart and a maximum of 6 hours apart. Do not take the readings within the first hour of start- up as adjustments to the plant are most frequent within this time frame. Calculate RAP percentages using the plant totalizers for the virgin aggregates (AGG v), RAP and the RAS as follows: Equation C: AGGv RAS RAP100* RAP%RAP %RAP is the percent RAP in the to tal aggregates (Virgin, RAP and RAS) rounded to the nearest tenth. RAP is the difference between the current an d last reading of the RAP totalizer in tons. RAS is the difference between the current an d last reading of the RAS totalizer in tons. AGG v is the difference between the current and last reading of the Virgin Aggregate totalizer in tons. %RAP is considered out of complian ce when any of the following occurs: Any single test exceeds 13%. The 4-point moving average exceeds 10%. Actions to be taken if the %RAP is out of compliance: If any single test exceeds 13% stop production, perform the “0 check r un” on the belts in the presence of the Engineer, and make adjustments to correct the discrepancy. 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-18 If the 4-point moving average exceeds 10% three consecutive times, stop production, perform the “0
check run” on the belts in the presence of th e Engineer, and make adju stments to correct the discrepancy. If the 4-point moving average exceeds 11% then the Contractor will be assessed the following penalty. Equation D : Contract 100) RAP% max %RAP 4(*Q*BP eductD Contract Deduct is the Dollar amount to be subtracted from the contract. BP is the Bid Price of the mix. Q is the Quantity, in tons, of material represented by the 4-point moving average. This value shall be based on the weigh tickets taken from the time of the 1 st test of the 4-point moving average through the time of 4th test. %RAP 4 is the 4-point moving average of %RAP. %RAP max is 10%. Calculate RAS percentages using the plant totalizers for the virgin aggregates (AGG v), RAP and the RAS as follows: Equation E: AGGv RAS RAP100* RAS%RAS %RAS is the percent RAS in the to tal aggregates (Virgin, RAP and RAS) rounded to the nearest tenth. RAP is the difference between the current and last reading of the RAP totalizer in tons. RAS is the difference between the current an d last reading of the RAS totalizer in tons. AGG v is the difference between the current and last reading of the Virgin Aggregate totalizer in tons. %RAS is considered out of complian ce when any of the following occurs: Any single test exceeds 6%. The 4-point moving average exceeds 5%. Actions to be taken if the %RAS is out of compliance: If any single test exceeds 6% stop pr oduction, perform the “0 check run” on the belts in the presence of the Engineer, and make adjustments to correct the discrepancy. If the 4-point moving average exceeds 5% three consecutive times, stop production, perform the “0 check run” on the belts in the presence of th e Engineer, and make adju stments to correct the discrepancy. If the 4-point moving average exceeds 6% then the Contractor will be assessed the following penalty. Equation F : 100RAS% RAS%*5*Q*BPDeduct Contract max 4 Contract Deduct is the Dollar amount to be subtracted from the contract. BP is the Bid Price of the mix. Q is the Quantity, in tons, of material represented by the 4-point moving average. This value shall be based on the weigh tickets taken from the time of the 1 st test of the 4-point moving average through the time of 4th test. %RAS 4 is the 4-point moving average of %RAS. %RAS max is 5%. The deduct for RAP and RAS will each be paid for under a separate Contract Deduct bid item. Any time production is stopped due to non-compliant %RAP or %RAS, restart the 4-point moving average provided the belt had the “0 check run” performed in the presence of the Engineer, and adjustments were made to the mix proportioning to correct previous discrepancies. The initial start-up at the beginning of each work day does not constitute a stop in production due to non-compliant %RAP or %RAS. 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-19 If at any time the Contractor chooses to stop production in order to correct discrepancies in the mix
proportioning concerning the %RAP or %RAS, the most recent data (not to exceed 4 points) will be averaged. If the average exceeds the maximum allowed %RAP or %RAS by mo re than 1% then a Contract Deduct will be assessed as calculated above with the following substitutions: In the case where less than 4-points are available for the 4-point moving average, the most recent test is substituted for the 4th test, and the moving average may be a single test, a 2-point moving average or a 3-point moving average. 602.6 COMPACTION TESTING
a.General. Make the density determination of the compacted mixture using test results on random samples selected by the Contractor or Engineer (see subsection 602.2i.(1) ) from each lift placed. Select sites according to the approved QCP. Take th e nuclear density tests or core samples before placement of the next lift and before opening to construction or public traffic, and no later than the next working day following the date of placement. Exception to coring after any traffic on the overlay. Do not use this procedure mo re than twice on any one project or tied projects, unless approved by the Engineer. The Contractor may request re-evaluation by coring. (Testing and coring shall be subsidiary items.) When cori ng is requested, the follow th ese procedures for the lot under re-evaluation.
1.Immediately prior to coring, determine nuclear gauge densities in the presence of the Engineer in the locations previously tested. The average nuclear gauge density after traffic will be determined. A Contractor density correction factor will be calculated as follows: th e average nuclear gauge density after traffic minus the average nuclear gauge density before traffic. If the calculated Contractor density correction factor is a negative value, the Contractor’s density correction factor will be se t equal to zero (normally the density correction factor will be a positive number).
2.Immediately before coring, nuclear gauge densities will be determined by the Engineer in the presence of the Contractor in the locations previously tested. The average nuclear density after traffic will be determined. A KDOT density correction factor will be calculated as follo ws, the average nuclear gauge density after traffic minus the average nuclear gauge density before traffic. If th e calculated KDOT density correction factor is a negative number, KDOT’s density correction factor will be set equal to zero. (3) Determine the Traffic Density Correction Factor. It will be the larger of the Contractor’s density correction factor or KDOT’s density correction factor determined in subsections 602.6a.(1) and (2).
4.With the Engineer present, obtain 1 core from each of the C ontractor and KDOT nuclear gauge locations. Mark each core as they are taken. Take the co res to KDOT’s field laboratory for drying and evaluation. Together, the Contractor and Engineer will determine the density of each core. Determine the corrected core density for each Contractor and KDOT core as follows: the core density minus the Traffic Density Correction Factor.
5.Using the corrected Contractor core densities and the corrected KDOT core de nsities, the Engineer will re-evaluate this lot using the procedures outlined in subsection 602.9 . Based on this re-evaluation, the Engineer will inform the Contractor of the lots disposition and density pay adjustment factor. For shoulders with a plan width of less than or equal to 3 feet and placed at the same time as the traveled way, the density pay adjustment factors for the traveled way applie s. Acceptance of or pay adjustment for density on all shoulders with a plan width greater than 3 feet and any shoulder not placed at the same time as the traveled way shall be according to subsection 602.9 . A lot consists of a day’s production for each lift pl aced and contains the number of density locations as outlined in TABLE 602-11 . Base lot acceptance on 2 test results from each sublot unless the Engineer’s results (1 test per sublot) are used. V a lots and density lots are normally of different sizes. If the lane being placed is to be opened to traf fic that day, the Engineer and the Contractor may predetermine the sublot size based on anticipated production. If actual production does not meet anticipated production, the sublot size will be adjusted. The number of tests shall be as outlined in TABLE 602-11 . The minimum number of density tests is as listed in TABLE 602-11 . The Contractor has the option to take additional tests to provide 10 test results to determine pa yment. The density pay adjustment factors are computed using formulas in subsection 602.9 . The density pay adjustment factors do not apply to sideroads, entrances, crossovers and other incidental surfacing.
b.Nuclear Density Tests (For mixes with a speci fied thickness of 1½ inches or greater.). Take 2 nuclear density tests at random within each sublot. The En gineer will take 1 random nucl ear density verification test 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-20 per sublot. Perform nuclear density testing to be used in the determination of the traveled way pay adjustment
factors and control of shoulder density. Do not take nuclear gauge readings within 1 foot of a longitudinal joint or edge, nor within 20 feet of a transverse joint. For shoulders with a plan widt h of less than or equal to 3 feet, and placed at the same time as the traveled way, do not take nuclear density read ings on the shoulder nor within 1 foot of the shoulder unless the pavement section is uniform across the entire roadway. Mark the outline of the nuclear gauge on the pavement at each location tested with a method of marking that shall last a minimum of 24 hours. Take the nuclear density test at the random location. Do not move the gauge from this location to maximize or minimize the density results. If the Co ntractor doubts the accuracy of any of the nuclear density test results, the pavement may be cored at the nuclear gauge test locations . If coring is chosen to determine the density for pay adjustment purposes, then all nuclear density test results representing the lot shall be voided and cores taken as prescribed in subsection 602.6c . Take verification nuclear density tests, 1 per sublot, at random locations selected by the Engineer. Payment factors will be based on the Contractor’s nuclear density test resu lts, provided those results are validated by KDOT’s nuclear density tests. The Engineer will determine a calibrati on factor for the Contractor’s nuclear density device at the same time as a calibration factor is determined for KDOT’s device. The C ontractor will be afforded the opportunity to observe the calibration procedure whether it is performed at the district laboratory or on the project site. The Engineer should provide calibration factors by the end of the working day following the date of collecting the cores. In cases where this is not possible, the Contractor and the Engineer may agree in advance to accept a zero pay adjustment for the concerned lots. The Engineer and Contractor will compare nuclear densit y test results before any traffic is allowed on the roadway. If the Contractor or KDOT density values are su spect, the Engineer may approve re-testing the locations in question. When re-testing is approved, substitute the new nuc lear density values for the values in question. Before traffic is allowed on the roadway, the Contractor needs to determine if cores will be taken.
c.Cores (For mixes with a specified thickness of 1½ inches or greater.) Take 2 cores at random locations within each sublot. It may be necessary to chill the compacted mixture before coring so that the samples may be removed intact without distortion. Cut the samples using a 4-inch coring device, unless a 6-inch coring device is approved by the Engineer. Mark all samples w ith the lot number, sublot number and core number. Transport the cores to the laboratory as soon as possible to prevent damage due to improper handling or exposure to heat. Cut all cores including the Engineer’s verification cores. The Contractor will be paid only for cores cut to calibrate the nuclear gaug e, when requested by the Engineer. Use KT-15 Procedure III to determine core density. Do not take cores within 1 foot of a longitudinal joint or edge, nor within 20 feet of a transverse joint. For shoulders with a plan width of less than or equal to 3 feet , and placed at the same time as the traveled way, do not take cores on the shoulder nor within 1 foot of the shoulder unless the pavement section is uniform across the entire roadway. Take 1 verification core per sublot (at locations selected by the Engineer) for testing at KDOT’s laboratory. Density pay adjustment factors and control of shoulder dens ity are based on the core results, provided those results are validated by the verification co res sent to KDOT’s laboratory. Dry the core holes, tack the sides and bottom, fill with the same type of material and properly compact it by the next working day. 602.7 WEATHER LIMITATIONS Do not place HMA on any wet or froz en surface or when weather conditi ons otherwise prevent the proper handling and finishing of the mixture. Only place HMA when either the mi nimum ambient air temperature or the road surface temperature shown in TABLE 602-13 is met. 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-21 Table 602-13: Minimum Hma Placement Temperatures
Paving Course Thickness (inches) Air Temperature (ºF) Surface Temperature (ºF) HMA WMA Foam WMA Chem HMA WMA Foam WMA Chem Surface All 50 45 40 55 50 45 Subsurface <1.5 50 45 40 55 50 45 Subsurface ≥1.5 and < 3 40 35 30 45 40 35 Subsurface ≥ 3 30 30 30 35 32 32 602.8 MIXTURE ACCEPTANCE
a.General. Test each mix designation at each plant for compliance with TABLE 602-1 . Acceptance will be made on a lot by lot basis contingent upon satisfactory test results. Obtain test samples of the mix designation from the roadway behind the paving operation before compaction. The sampling device and procedures used to obtain the samples must be approved by the Engineer. Use KT-25 for obtaining HMA from the roadway and splitting of the sample. The Contractor’s quality control tests will be used for acceptance provided those results are verified by KDOT. A load or loads of mixture which, in the opinion of the Engineer, are una cceptable for reasons such as being segregated, aggregate being improperly coated, foaming aggr egate or being outside the mixing temperature range may be rejected. Verification samples will be taken by the Engi neer at randomly selected locations from behind the paver. Fill all sample locations before compaction. The V a test values will also be used to determine V a pay adjustments according to subsection 602.9d . V a pay adjustments apply to the HMA placed on the traveled way and shoulders (including ramps and acceleration and deceleration lanes).
b.Lot Definition for Mix Production Sampling and Testing. A lot is defined as an isolated quantity of a specified material produced from a single source or operation. Each lot shall normally be represented by 4 contiguous test results. A lot may be represented by test results on samples taken from 1 or more day’s production.
c.Lot Investigation. The Engineer may examine materials represented by individual test results which lie beyond the Contractor’s normal quality control testing variation. The investigation may be based on either Contractor or KDOT test results. Th e information from additiona l testing (including testing of in-place HMA) may be used to define unacceptable work according to SECTION 105 . The Engineer may apply appropriate price reductions or initiate corrective action. For any test, if a dispute exists between the Engineer and Contractor about the validity of the other’s test results, the KDOT District Materials Labor atory or the MRC will perform refer ee testing, except for nuclear density dispute resolution and V a dispute resolution. If the disputed KDOT te st results were genera ted at the District Laboratory, the MRC will perform the referee tests. If the disputed KDOT test result was generated at the MRC, an independent laboratory agreeable to both parties will be selected. The Laborat ory shall be accredited by the AASHTO Accreditation Program in the a ppropriate testing category. If referee testing indicates that KDOT test results are co rrect, the Contractor pays for the additional testing, including referee testing performed at the MRC. This will be paid using the bid item Contract Deduct which will be an item added to the contract. If the referee testing indicates that C ontractor test results are correct, KDOT pays for the additional testing. Pay the independent lab for the testing and submit the pa id invoice to KDOT. The Engineer will reimburse the Contractor (based on the invoice price) as Extra Work, SECTION 104 .
1.For nuclear density dispute resolution (the statistical comparison fails and the Contractor questions KDOT’s results), the following procedure applies: Discard pay factors previously established with the nuc lear gauge, and use the core results to establish the pay factors. With the Engineer present, take 1 core from each of the locations previously tested with the Contractor’s nuclear gauge and KDOT’s nuclear ga uge (normally 15 cores). Mark all cores with the lot number, sublot number and core number. 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-22 Take the cores to the field laboratory and dry to a cons tant weight before testing. The Contractor and the
Engineer, working together, wi ll determine the core dens ities (KT-15, Procedure III). A statistical comparison will be made between Contract or and KDOT core results. If the t-test passes, KDOT will pay for all cores. The Contractor’s test results will be used to calculate the density pay factors. If the t-test fails, KDOT will not pay for the cores. KDOT test results will be used to calculate the density pay factors.
2.For V a dispute resolution (the statistical comparison fa ils and the Contractor questions KDOT results), the following procedure applies for the lots in question: Determine which lots to dispute. Only dispute the lot produced immediately prior to the lot currently under production and being tested. Notify the Engineer, prior to the completion of all Contractor V a testing for this lot. (When production is completed for any mix, the last lot may be challenged the day production is completed). When the hot mix plant shuts down for the winter, the Contractor has a maximum of 7 calendar days to dispute the last lot produced prior to winter shut down. Discard V a and V a pay adjustment factors previously determined within the lots being questioned. All saved gyratory compacted V a quality control and verification samples and back half of samples within the lots in question will be taken by KDOT to the District Materials Laboratory. All back half of samples shall be a minimum of 35 pounds. Failing to obtain enough material removes the right to dispute resolution. Copies of all paperwork, including work sheets, associated with previous V a calculations for the disputed lots will also be taken to the District Materials Laboratory. The following retesting will be completed by KDOT: Check the samples to be sure they are dry before re testing. Reweigh the original gyratory compacted Va quality control and verification samples. Determine the G mb at N des revolutions for all saved gyratory plugs. Compare retest results with origin al test results. Use this information to isolate potential testing errors, but continue with the remainder of the retesting steps. Determine the G mm using the back half of all samples within each lot being questioned. Normally, there will be 5 back halves (4 Contractor ’s and 1 KDOT) to test within each lot. Compact the back halves to N max revolutions and determine the G mb at N des revolutions. Use G mm determined above and the G mb determined from the recomp acted samples to calculate V a at Ndes revolutions for the lots in question. Using the retest V a results, a statistical comparison will be made . If the t-test passes, the Contractor’s retest results will be used to calculate the pay factor and KDOT will pay for all retesting. Use the procedures shown in subsection 602.9d . If the t-test fails, KDOT’s retest results will be used to calculate the pay factor, and the Cont ractor will pay for all retesting.
d.Resampling of Lots. Take no samples for retest for pay adjustment purposes except as noted in subsections 602.6b. and 602.8c .
e.Multiple Projects. If multiple projects are supplied from 1 or more plants using the same mix, carry over the lots at each hot mix pl ant from project to project.
f.Lot Size. A standard size mix production lot (density test lots are defined in subsection 602.6a.(5) ) consists of 4 equal sublots of 750 tons each of HMA (lot size is 3,000 tons). It is anticipated that lot size shall be as specified. However, with the Engineer’s approval, the Contractor may re-define lot size for reasons such as, but not limited to, change in contract quantities or interruption of the work. Take 1 sample during production of each sublot and utilize it to determine di sposition of the lot in which it occurs.
g.Increased Lot Size. After 8 consecutive sublots have been produced within the tolerance shown for all mix characteristics listed in TABLE 602-12 and without a V a penalty, the sublot size may be increased to 1,000 tons (lot size of 4,000 tons), provided the normal production rate of the plant is greater than 250 tons per hour. Provide immediate notification of lot size changes to the Engineer any time a change is made. After 8 additional consecutive sublots have been produ ced at the 1,000 ton sublot size, the sublot size may again be increased to 1,250 tons per sublot ( lot size of 5,000 tons), provided all 8 consecutive 1,000 ton sublots have been produced within the tolerances shown for all mix characteristics listed in TABLE 602-12 , without a V a 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-23 penalty, production rates for the previous 2 days have been greater than 3,750 tons per day, and a minimum of 2 of
the last 3 segregation profile checks comply with TABLE 602-14 . TABLE 602-14: SEGREGATION PROFILE CHECKS FOR INCREASED SUBLOT SIZE Mix Designation Maximum Density Range (highest minus lowest) Maximum Density Drop (average minus lowest) All 3.1 lbs./cu. ft. 1.9 lbs./cu. ft. If subsequent test results fall outside the tolerances shown for any mix characteristic listed in TABLE 602- 12 or a V a penalty is incurred, decrease the sublot size to 750 tons. If the production rates fall below 3,750 tons per day for 2 consecutive days or a minimum of 2 of the last 3 segregation profile checks fail the above requirements, then reduce the 1,250 ton sublots size to 1,000 ton per sublot provided the TABLE 602-12 criteria is met and no V a penalty is incurred. When the increased lot size criteria are again met for 4 consecutive sublots, the sublot may be increased as the limits given above.
h.Decreased Lot Size for Small Quantities. This is to be used when a small quantity (less than 3,000 tons) of a particular mix will be used. Use the plan quantity for the lot size. Reduce the sublot size below 750 tons by dividing the lot into 3 or 4 equal sublots. Before beginning production, provide the Engineer with the number and size of the sublots.
i.Pre-Production Mix. Test and evaluate a pre-production mix, limited to a maximum of 200 tons from each plant and type of mix before produc tion of that mix. Evaluate the pre- production mix at in itial start-up and after suspension of production resulting from failing test results. Do not adjust V a payment for pre-production mixes. Provide a pre-production mix that complies with the gradation, D/B ratio, binder content, VMA, level of compaction for N ini, N des, N max and laboratory V a requirements prior to starting or resuming production. For binder content, V a at N des and VMA, use the "Single Test Value" listed in TABLE 602-12 for comparison. For the other tests listed, use the values listed in TABLE 602-1 for each mix. Except for initial start-up, normal delivery of material to the project before completion of certain test results on pre-production mixes may be authorized by the DME. Place the material produced for th e pre-production mix in locations a pproved by the DME. On projects where HMA is paid by the ton, consider placing the pre-production mix in non-critical areas such as side roads, entrances, shoulders or deep in the base. The Engineer w ill pay for material as the material produced, not in the location placed. However to prevent potential cost overruns, do not run an excessive number of “higher cost” pre- production mixes (as determined by the Engineer) on shoulders or entrances. On projects in which the HMA is paid by the squa re yard, place pre-productio n mixes where required by the Contract Documents. A higher qua lity pre-production mix may be placed at no additional expense to KDOT. If HMA materials which are designated to be placed in the top 4 inch es of the pavement structure are placed deeper than 4 inches as a pre-production mix, do not count the material toward the re quirement to place th e material in the top 4 inches of the pavement section. At the direction of the Engineer, remove the pre-production mix if it is both out of specification and the material shortens the pavement life or changes the intended function. The Engineer will pay for the replacement of one pre-production mix at 100% of the co ntract unit price for each mix in the co ntract (not each mi x design). If the HMA is paid by the square yard, then the removed material w ill be paid for at a rate of $40 per ton. The Engineer will create a change order ( SECTION 104 ) adding the item of work with a unit price of $40/ton. The payment will be full compensation to the Contractor for the placement and removal of that pre-production mix. KDOT will not be financially responsible for any subsequent failed pre-pro duction mixes (that require removal) for that mix. The removed material is the property of the Contractor. The Engineer will not pay for pr e-production mixes that are requir ed to be replaced due to poor workmanship or equipment failure. The Engineer will make the final decision to remove a failed pre-production mix with input from the Contractor.
j.Suspension of Mix Production. Suspend production of the mix until appropriate corrections have been made, if 2 consecutive test results for any single mix characte ristic fail to fall within the limits established by the tolerances shown in the single test value column of TABLE 602-12 . Additionally, suspend production of the mix 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-24 until appropriate corrections have been made, if any 4-po int moving average value for any single mix characteristic
fails to fall within the limits established by the toleran ces shown in the 4-point moving average value column of TABLE 602-12 . Production remains suspended pending the satisfactory results of a pre-production mix, unless waived by the DME. The Engineer may stop production of HMA at any time the mix or process is determined to be unsatisfactory. Make the necessary corrections before production will be allowed to resume. Failure to stop production of HMA subjects all subsequent material to rejection by the Engine er, or acceptance at a reduced pr ice, as determined by the Engineer. 602.9 BASIS OF ACCEPTANCE
a.General. Acceptance of the mixture will be contingent u pon test results from both the Contractor and KDOT. The Engineer will routinely compare the variances (F -test) and the means (t-test) of the verification test results with the quality control test results for V a, G mm and density using a spreadsheet provided by KDOT. If KDOT verification test results do not show favorable comparison with the Co ntractor’s quality control test results, then KDOT test results will be used for material acceptance, material rejec tion and the determination of any pay adjustment on the V a and roadway density. Disputed test results will be handled according to subsection 602.8c . KDOT will use a spreadsheet program to calculate pay adjustments for density and V a, and to compare Contractor QC and KDOT QA test results (including G mm). KDOT will provide a copy of this program to the Contractor, when requested. Microsoft Excel software is required to run this program; it is the Contractor’s responsibility to obtain the correct software. Values computed using equations referenced in this specification may vary slightly from the spreadsheet values due to rounding of numbers. In such cases, the numbers computed by the spreadsheet will govern. The comparison of quality control and verification tests will be completed using the t-tests to compare their population means and the F-test to compare their variances. The F & t tests, along with the Excel Spreadsheet used to compare the Contractor’s QC results and KDOT’s QA results, are described in Section 5.2.6 – Comparison of Quality Control and Verification Tests, Pa rt V. (Examples of Air Voids F & t tests, along with Density F & t tests are shown in this section.) Additional information on the program may be obtained from the Bureau of Construction and Materials.
b.Asphalt Density Pay Adjustment for "HMA Overlay" Bid Items. Mixes with specified thickness of less than 1½ inches are not subject to the asphalt density pay adjustments. For mixes with specified thickness of 1½ inches or greater: Asphalt density pay adjustment for compaction of the completed pavement shall be by lot, based on the percentage of G mm obtained. Compute the asphalt density pay adjustment (incentive or disincentive) by multiplying the density pay adjustment factor (P D) times the number of tons included in the lot times $40 per ton. (Air voids lots and density lots are normally of different sizes.) This adjustment will be paid for under the bid item Asphalt Density Pay Adjustment. Density pay factors will be determined from TABLE 602-15 . (For TABLE 602-15 , average the percent of Gmm values to 0.01% and calculate the density pay adjustment factors rounded to the thousandths). TABLE 602-15: DENSITY PAY FACT ORS FOR SPECIFIED THICKNESS4 Specified Thickness → ≥ 2" ≥ 1½" All Continuous Action5 No Continuous Action6 % of G mm Average of 10 Density Tests1 Pay Factor2 Pay Factor2 93.0% or greater 1.040 1.040 92.0 to 92.9% A1 A1 91.0 to 91.9% 1.000 1.000 90.0 to 90.9% A2 1.000 89.0 to 89.9% 0.840 or Remove3 A3 less than 89.0% 0.840 or Remove30.840 or Remove3 1For low daily production rates less than 1000 tons, or when the Engineer’s verification tests are to be used for asphalt density pay determination, the lot sample size is as determined in TABLE 602-11 . 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-25 2Shoulders: For shoulders with a plan width greater than 3 feet and any shoulder not placed at the same time as the
traveled way, compact the HMA in the lot to a minimum of 90.00% (if specified thickness is ≥2") or 89.00% (if the specified thickness is from 1½" to 1 ⅞") of the G mm. Otherwise, the Engineer will de termine whether the HMA in the lot may remain in place or be removed. Any such material left in place shall have a density pay factor of 0.950 or less. 3Low Density: The Engineer will determine if the traveled way, shoulders with a plan width of 3 feet or less and placed with the traveled way, ramps, acceleration and deceleration lane s may remain in place or be removed. The Engineer will notify the Contractor before 11:00 AM of the next working day if the area is to be removed. Any such material left in place shall have a density pay factor of 0.840. 4Specified thickness is the total thickness shown in the Contract Documents for the mix being placed. 5Use for ≥1½" when another continuous action, such as milling, surface recycling, cold recycling or overlay is completed ahead of this overlay. 6Use for ≥1½" when another continuous action is not completed before the overlay. Calculations for Density Pay Factors A1, A2 and A3: A1 = [100 + 4 (% of lot G mm - 92.00)] 100 A2 = [84 + 16 (% of lot G mm - 90.00)] 100 A3 = [84 + 16 (% of lot G mm - 89.00)] 100 Density Pay Adjustment Factor Calculation: Density Pay Adjustment Factor (P D)* = Density Pay Factor - 1.000 * P D rounded to the nearest thousandth
c.Asphalt Density Pay Adjustment for "HMA Surface", "HMA Base" and "HMA Pavement" Bid Items. Asphalt Density Pay Adjustment for compaction of the completed pavement shall be by lot, based on the percentage of G mm obtained. This adjustment will be paid for under the bid item Asphalt Density Pay Adjustment. Compute the Asphalt Density Pay Adjustment (positive or negative) by multiplying the Density Pay Adjustment factor ( PD) times the number of tons included in the lot times $40 per ton. The Asphalt Density Pay Adjustment will be added or subtracted on the pay estimate. For shoulders with a plan width of less than or equal to 3 feet, and placed at the same time as the traveled way, the PD for the traveled way will apply. The PD does not apply to sideroads, entrances, crossovers and othe r incidental surfacing. Use KDOT test results for the lot to determine the PD when the statistical comparison between the quality control and the verification tests fail (see subsection 602.9a. ). Lot Size: A lot shall normally be comprised of the resu lts of 10 tests performed on a day’s placement of a given mix placed in a given lift. Lot size is defined in subsection 602.6 . (Air void lots and density lots are normally of different sizes). Shoulders: For all shoulders with a plan width greater than 3 feet and any shoulder not placed at the same time as the traveled way, the lower specification limit (L SL) is 90.00%. When the lower percent within limits (PWL LD) is 50.00% or more for the lot, PD is zero. When the PWL LD is less than 50.00% for the lot, the Engineer will determine whether the HMA in the lo t may remain in place or be removed. Any such material left in place will have a PD of -0.050, unless the Engineer establishes lower values for PD (-0.100, -0.200, -0.300 , etc.) as a condition of leaving the material in place. Determination of PD and PWL LD: Calculate the lower density quality index ( QLD) for each lot using Equation 1 and round to hundredths. Locate the QLD value in the left column of the Percent Within Limits (PWL) Table in Section 5.2.1 - Statistics, Part V. Select the appropriate PWL LD value by moving across the selected quality index row to the column representing the number of samples in the lot. If QLD is greater than the largest quality index value shown in the table, use 100.00 as the value for PWL LD. If PWL LD is less than 50.00% for the lot, the Engineer will determine if the material in the lot may remain in place. If the material is left in place, the value of PD for the lot will be equal to -0.160, unless the Engineer establishes lower values for PD (-0.200, -0.300, etc.) as a condition of leaving the materi al in place. Otherwise, calculate PD using Equation 2 and round to thousandths. Equation 1: SLSL X QLD Xis the average measured percent of G mm of all samples within a lot rounded to hundredths. LSL is the lower specification limit for density and is defined as 91.00% of G mm for traveled way plan thickness 2 inches and less and 92.00% of G mm for traveled way plan thic kness greater than 2 inches. 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-26 S is the standard deviation of the measured density of all samples within a lot and is calculated using
equation (4) in Section 5.17.09, Part V, rounded to hundredths. Equation 2: 0.360 0.004 * LD D PWL P
d.Asphalt Air Void Pay Adjustment. Asphalt Air Void (V a) Pay Adjustment will be made on a lot basis and based on measured V a from samples of plant produced material. This adjustment will be paid for under the bid item Asphalt Air Void Pay Adjustment. The V a pay adjustment factor ( PV) (positive or negative) will be determined and used to compute the V a Pay Adjustment by multiplying PV times the number of tons included in the lot times $40 per ton. The V a Pay Adjustment will be added or subtracted on the pay estimate. When the statistical comparison between the quality control and the verification tests pass, use the procedures in subsection 602.9d.(1) to compute PV. When the statistical comparison fails, calculate PV using procedures in subsection 602.9d.(2) . Lot Size: A lot shall normally be comprised of the results of 4 contiguous individual V a tests performed on gyratory compacted samples of a given mix design. Lot size is defined in subsections 602.8f. , 602.8g. and 602.8h . When there are 1 or 2 tests remaining, such as at the end of a project or season, combin e them with the previous 4 tests to create a 5 or 6 test lot, respec tively. When there are 3 tests remaining, combine the 3 tests into a lot. (Air voids lots and density lots are normally of different sizes).
1.Air Voids Pay Adjustment Factor (Passing t-test). Calculate the upper and lower V a quality indices (QUV and QLV) for each lot using Equations 3 and 4, respectively and round to hundredths. Locate the QUV value in the left column of the Percent Within Limits (PWL) Tabl e in Section 5.2.1 – Statistics, Part V. Select the appropriate upper percent within limit value ( PWL UV) by moving across the selected quality index row to the column representing the number of samples (N) in the lot. Repeat the process using the QLV value and select the appropriate value for the lower percent within limits ( PWL LV). If the QUV or QLV value is greater than the largest quality index value shown in the table, then a value of 100.00 is assigned as the value for PWL UV or PWL LV, respectively. If both QUV and QLV exceed the values shown in the table, a value of 100.00 is assigned as the value for both PWL UV and PWL LV. If either QUV or QLV is a negative value or PWL UV + PWL LV is less than 150.00, the Engineer will determine if the material in the lot may remain in pl ace. If the Engineer determines that the material may remain in place then the maximum value of PV for the lot will be equal to –0.120. The Engineer may establish lower values for PV (-0.200, -0.300, etc.) in such instances. Otherwise, calculate PV using Equation 5 and round to thousandths. Equation 3: SX USL QUV Equation 4: SLSL X QLV X is the average measured V a of all samples within a lot rounded to hundredths. USL is the upper specification limit for V a and is defined as 5.00%. LSL is the lower specification limit for V a and is defined as 3.00%. S is the standard deviation of the measured V a for all samples within a lot and is calculated using equation
4.in Section 5.2.1 - Statistics, Part V, rounded to hundredths. Equation 5: P V = ((PWL UV + PWL LV - 100.00)(0.003)) – 0.270 PWL UV is the upper percent within limits value for V a. PWL LV is the lower percent within limits value for V a.
2.Air Voids Pay Adjustment (Failing t-Test). If th e t-test fails, KDOT’s test result will be used to calculate the PV for the lot. Follow the procedures given in subsection 602.9d.(1) to determine the PV or disposition of the lot. Use the values from TABLE 602-16 to calculate QUV, QLV, PWL UV and PWL LV in Equations 3, 4 and 5 in subsection 602.9d.(1) . 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-27 TABLE 602-16: Statistical Values for Air Voids Pay Adjustment for Failing t-Test
Term Definition Value X Average or Mean KDOT’s test result for the lot S Standard Deviation 0.50 USL Upper Specification Limit 5.50% LSL Lower Specification Limit 2.50% N Sample Size 3 602.10 DETERMINATION OF THICKNESS, THICKNESS PAY ADJUSTMENT AND AREA PAY ADJUSTMENTS FOR "HMA PAVEMENT" AND "H MA PAVEMENT SHOULDER" BID ITEMS
a.General. Construct the pavement to the dimensions shown in the Contract Documents. Inform the Engineer when a section is ready for coring and measurement of width and length. Complete all paving of the shoulder and driving lanes within this sectio n, unless otherwise approved by the Engineer. A driving lane is defined as mainline lanes, accel eration lanes (including ta pers), deceleration lanes (including tapers), aux iliary lanes, ramp lanes or combination thereof. When shoulders, medians and widenings are placed mono lithically with the adjacen t driving lane, and there is not a separate bid item for shoulders, then the should ers are considered as part of the driving lane, and are subjected to the same unit price adjustment as the driving lane.
b.Measurements. The Engineer will divide the projects into lots. A lot is comprised of 5 sublots with the same plan thickness. A sublot is defined as a single driv ing lane or a single shoulder, with an accumulative length of 1000 feet. If the last lot has 1 or 2 sublots (such as at the end of a project or seas on), combine them with the previous lot to create a lot with 6 or 7 sublots, respectively. Consider as a single lot if there are 3 or 4 sublots in the final lot. The Engineer will generate 1 random location for coring within each sublot. Do not take a core within 1 foot of a longitudinal joint or edge. Obtain the cores with the Engineer present. Take a 4-inch diameter core from the selected sites. Mark each core with its lot and sublot number, and transport to the KDOT field lab. For information only, the Engineer will determine the thickness of each HMA mixture and the total HMA base for each core. The Engineer will determine the total core thickness for pay by taking 3 caliper measurements at approximately 120° apart and record each to the nearest 0.1 inch. The av erage of the 3 caliper measurements rounded to the nearest 0.1 inch shall represent the aver age measured thickness. The Engineer will use the total pavement thickness measurements to determine thickness pay adjustment factors. The Engineer will provide a copy of the results to the Contractor before the end of the following working day. Prior to coring, the Contractor may request that ar eas trimmed without automatically controlled equipment be handled separately. (This would require the Contractor to designate the area as a lot before knowing the actual core thickness.) When requested and approved by the Engin eer, each area will be considered a lot. Divide the area into 5 sublots and obtain 1 core from each sublot. For Percent Within Limits (PWL) thickness analysis, if any sublot thickness exceeds the design thickness by more than 1.0 inch, the Excel spreadsheet will automatica lly consider that sublot thickness to be 1.0 inch more than the design thickness. The spre adsheet will recalculate a new lot mean and sample standard deviation based on the adjusted value. Dry the core holes, tack the sides and bottom, fill them with a HMA mixture (approved for the project) and properly compact it by the end of the next working day. c. Deficient Measurements for Driving Lanes. When any full depth core for driving lanes is deficient by 1.0 inch or greater from the specified thickness, take exploratory cores at intervals a minimum of 50 feet in each direction (parallel to the centerline) from the deficient core. Continue to take exploratory cores in each direction un til a core is taken that is deficient a maximum of 0.5 inch. Exploratory cores are used only to determine the length of pavement in a lot that is to be overlaid, as approved by the Engineer. 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-28 The minimum overlay length (with surface mix) shall be equal to the distance between the cores that are
deficient by a maximum of 0.5 inch, and the width to be paved shall be full width of the roadway (driving lanes and shoulders) when this occurs. The minimum overlay thickness is 3 times the nominal maximum aggregate size. Complete the overlay to the satisfaction of the Engineer . Mill butt joints on the ends of the overlay area. The Engineer will not pay for any milling costs. The exploratory cores are not used to determine thickn ess pay adjustment factors. Randomly select another core (outside the overlay ar ea) to represent the sublot.
d.Deficient Measurements for Shoulders. When any full depth core taken from the shoulders is deficient by greater than 1.5 inches, take exploratory cores at intervals a minimum of 50 feet in each direction (parallel to the centerline) from the deficient core. Continue to take exploratory cores in each direction until a core is only deficient a maximum of 0.8 inches. Exploratory cores are used only to determine the length of pavement in a lot that is to be removed and replaced, or accepted at a reduced price (in addition to any disincentive assessed on that lot), as approved by the Engineer. The minimum repair length is equal to the distance between the cores that are deficient a maximum of 0.8 inches, and the full width of the shoulder. Mill butt joints on the ends of the overlay area. The Engineer will not pay for any milling costs. Unless approved by the Engineer, replacing includes complete removal of all HMA within the area defined by the results of the exploratory cores. Rework, stabilize (if required) and regrade the subgrade. When required, reconstruct the base and replace all HMA mixes shown in the Contract Documents. Obtain 1 random co re within this sublot and use its core length to determine the thickness pay adjustment factor.
e.Asphalt Pavement Ar ea Pay Adjustment. Determine the areas for pay and pay adjustment as shown in TABLE 602-18 . The KDOT spreadsheet program will calculate these areas. This adjustment will be paid for under the bid item Asphalt Pavement Area Pay Adjustment. Irregularly shaped areas may have to be calculated outside the program and the area entered into the program. Compute pay per lot for areas placed and not placed (deducted) as shown in Equations 10, 11, 12 and 13. Equation 10: Pay for Driving Lane = ( ∑PDLA)(BP) Equation 11: Pay Deduct for Driving Lanes = 2( ∑PDLDA)(BP) Equation 12: Pay for Shoulder = ( ∑PSA)(BP) Equation 13: Pay Deduct for Shoulder = 2( ∑PSDA)(BP) ∑PDLA = Pay Driving Lane Area per Lot, Square Yard ∑PDLDA = Pay Driving Lane Deduct Area per Lot, Square Yard ∑PSA = Pay Shoulder Area per Lot, Square Yard ∑PSDA = Pay Shoulder Deduct Area per Lot, Square Yard BP = Bid Price for either the driving lanes or the shoulder, as applicable TABLE 602-17: HMA AREA ABBREVIATIONS Abbreviation Definition Units PDLA = Pay Driving Lane Area per Sublot Sq Yd PDLDA = Pay Driving Lane Deduct Area per Sublot, Sq Yd PSA = Pay Shoulder Area per Sublot Sq Yd PSDA = Pay Shoulder Deduct Area per Sublot Sq Yd MDLW = Measured Driving Lane Width Ft MSW = Measured Shoulder Width Ft MTLW = Measured Total Lane Width (includes shoulder, if any) Ft PDLW = Plan Driving Lane Width Ft PSW = Plan Shoulder Width Ft PTLW = Plan Total Lane Width (includes shoulder, if any) Ft EDLW = Excess Driving Lane Width Ft SL = Sublot Length Ft
Source: Kansas Standard Specifications for State Road and Bridge Construction, 2015 Edition. Pages 251–265 of 978.