3Bureau of Construction and Maintenance

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1 Promptly sign and date on the line below, then IT BACK TO KDOT, EVEN IF NOT BIDDING. Or you may still FAX IT TO the Estimating Section at (785) Any instructions not followed will result in your bid being declared irregular. If these changes affect any of your subcontractors or suppliers, IT IS YOUR RESPONSIBILITY to inform them. These changes are part of the contract for this project(s). Please contact me at (785) , if there are questions. Thank you for your cooperation. 1BTo: 2BFrom: 4BKansas Department of Transportation 3Bureau of Construction and Maintenance 0BEstimating Section Prime Contractor Bid Holders Shane Houser, P.E. - Estimating Engineer 5BDate: April 15, 2018 Proposal/Contract No.: Subject: Project Notice for the April 18, 2018 Letting GOVE COUNTY GRADING, BRIDGE AND SURFACING Special provision 15-PS0064-R1 SUBGRADE MODIFICATION WITH IN-PLACE MATERIAL (FULL DEPTH RECLAMATION) is being replaced by -R2 same name. Special provision 15-PS0133 GENERAL CONCRETE is being replaced by -R1 same name. This revised the Special Provision List. To view this document, choose Addendum #1 from our website ( We also recommend that you check the Bid Express Questions and Answers ( to review any questions that may have been posted for this project. (Company Name) (Signature) (Date) C: District 3 & Oakley Office KA0726.doc

2 KANSAS DEPARTMENT OF TRANSPORTATION SPECIAL PROVISION LIST PAGE: DATE: 1 04/15/18 STATE PROJECT NO: I KA STATE CONTRACT NO PREPARED DATE: REVISED DATE: PRIMARY DISTRICT: DESCRIPTION: NOTE: 3 WAGE AREA: PRIMARY COUNTY: 1 GOVE GRADING, BRIDGE & SURFACING. I-70 1 MI W OF K-23 SPUR (E JCT) E TO 4 MI E OF K-211 IN GOVE CO. LENGTH IS MI. THE FOLLOWING LIST OF SPECIAL PROVISIONS ARE FOR THIS PROJECT. OMISSION OF ALL OR PART OF A SPECIAL PROVISION IN THE ATTACHED PROPOSAL (CONTRACT) DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR OBTAINING THE COMPLETE PROVISION AS LISTED. PROVISION NO R R R R R R R R R R R01 KS FHWA R R28 15-ER-1-R R R R R02 DESCRIPTION REQUIRED CONTRACT PROVISION-NONCOLLUSION / HISTORY-DEBARMENT REQUIRED CONTRACT PROVISION-FINANCIAL PREQUALIFICATION REQUIRED CONTRACT PROVISION-CONTRACTUAL SERVICES-LEGISLATOR REQUIRED CONTRACT PROVISION-LIMITS OF FED FUNDS FOR LOBBYING REQUIRED CONTRACT PROVISION-PRICE ADJUSTMENT FOR FUEL REQUIRED CONTRACT PROVISION-PRICE ADJUSTMENT FOR ASPHALT REQUIRED CONTRACT PROVISION-DBE CONTRACT GOAL REQUIRED CONTRACT PROVISION-NOTICE FOR AFFIRMATIVE ACTION REQUIRED CONTRACT PROVISION-EEO REQUIREMENT NOTICE TO CONTRACTORS (USDOT HOTLINE) REQUIRED CONTRACT PROVISION-TAX CLEARANCE CERTIFICATE MINIMUM WAGE RATE (AREA 1) REQUIRED CONTRACT PROVISION-FEDERAL-AID CONSTRUCTION CONTRACTS REQUIRED CONTRACT PROVISION-DBE SUPPLIERS/REGULAR DEALERS REQUIRED CONTRACT PROVISION-UTILIZATION OF DBE'S ERRATA SHEET FOR STD SPEC BOOK FOR RD & BR CONST, 2015 ED REQUIRED CONTRACT PROVISION - ELECTRIC LIGHTING SYSTEM POLICY AGAINST SEXUAL HARASSMENT INFORMATION TO CONTRACTORS (STATUS OF UTILITIES) HIGHWAY CONSTRUCTION TRAINEES FUEL ADJUSTMENT ASPHALT ADJUSTMENT ENVIRONMENTAL CONCERNS - MIGRATORY BIRD TREATY ACT PROSECUTION AND PROGRESS CARGO PREFERENCE ACT CONTROL OF MATERIALS CONTROL OF WORK BIDDING REQUIREMENTS AND CONDITIONS REMOVAL OF EXISTING STRUCTURES STRUCTURAL CONCRETE ON GRADE CONCRETE GENERAL CONCRETE CONCRETE STRUCTURE CONSTRUCTION STRUCTURAL STEEL FABRICATION STRUCTURAL METALS FABRICATION

3 KANSAS DEPARTMENT OF TRANSPORTATION SPECIAL PROVISION LIST PAGE: DATE: 2 04/15/18 STATE PROJECT NO: I KA STATE CONTRACT NO PREPARED DATE: REVISED DATE: PRIMARY DISTRICT: DESCRIPTION: NOTE: 3 WAGE AREA: PRIMARY COUNTY: 1 GOVE GRADING, BRIDGE & SURFACING. I-70 1 MI W OF K-23 SPUR (E JCT) E TO 4 MI E OF K-211 IN GOVE CO. LENGTH IS MI. THE FOLLOWING LIST OF SPECIAL PROVISIONS ARE FOR THIS PROJECT. OMISSION OF ALL OR PART OF A SPECIAL PROVISION IN THE ATTACHED PROPOSAL (CONTRACT) DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR OBTAINING THE COMPLETE PROVISION AS LISTED. PROVISION NO R R R R R R R R R R R R R05 DESCRIPTION QUALIFICATION OF FIELD WELDERS HIGH MAST LIGHT TOWERS COURTESY TOWING PERMANENT SIGNING CONCRETE SAFETY BARRIER STORMWATER POLLUTION MANAGEMENT MULCHING STONE FOR RIPRAP, DITCH LINING AND OTHER MISCELLANEOUS USES AGGREGATE FOR HMA AGGREGATES FOR CONCRETE NOT PLACED ON GRADE AGGREGATE FOR ON GRADE AGGREGATES FOR SUBGRADE MODIFICATION OR RECONSTRUCTION GENERAL REQUIREMENT DIVISION 1200 AIR-ENTRAINING ADMIXTURES FOR CONCRETE SHEET MATERIALS FOR CURING CONCRETE HOT JOINT SEALING COMPOUND STRUCTURAL STEEL TUBING STEEL SIGN POSTS STEEL WIRE & WELDED WIRE FABRIC FOR CONCRETE REINFORCEMENT MATERIALS FOR FENCING PORTABLE CHANGEABLE MESSAGE SIGNS GEOFOAM RELEASE COMPOUND FOR ASPHALT MIXES USES OF PIPE CMP AND END SECTIONS SEEDS THERMOPLASTIC MULTI - COMPONENT LIQUID PAVEMENT MARKING MATERIAL PAVEMENT MARKING PAINT IMAGE SYSTEMS WOOD POSTS WOOD FENCE POSTS PART V CONSTRUCTION MANUAL - PART V MATERIALS CERTIFICATIONS

4 KANSAS DEPARTMENT OF TRANSPORTATION SPECIAL PROVISION LIST PAGE: DATE: 3 04/15/18 STATE PROJECT NO: I KA STATE CONTRACT NO PREPARED DATE: REVISED DATE: PRIMARY DISTRICT: DESCRIPTION: NOTE: 3 WAGE AREA: PRIMARY COUNTY: 1 GOVE GRADING, BRIDGE & SURFACING. I-70 1 MI W OF K-23 SPUR (E JCT) E TO 4 MI E OF K-211 IN GOVE CO. LENGTH IS MI. THE FOLLOWING LIST OF SPECIAL PROVISIONS ARE FOR THIS PROJECT. OMISSION OF ALL OR PART OF A SPECIAL PROVISION IN THE ATTACHED PROPOSAL (CONTRACT) DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR OBTAINING THE COMPLETE PROVISION AS LISTED. PROVISION NO. 15-PS0064-R02 15-PS0133-R1 15-WS0076 DESCRIPTION SUBGRADE MODIFICATION WITH IN-PLACE MATERIAL PORTLAND CEMENT CONCRETE PAVEMENT(QC/QA) WORK SCHEDULE END OF SPECIAL PROVISION LIST

5 KANSAS DEPARTMENT OF TRANSPORTATION SPECIAL PROVISION TO THE STANDARD SPECIFICATIONS, EDITION PS0064-R2 Sheet 1 of 3 Add a new section to DIVISION 300: SUBGRADE MODIFICATION WITH IN-PLACE MATERIAL (FULL DEPTH RECLAMATION) 1.0 DESCRIPTION Pulverize the in-place material to the depth shown in the Contract Documents and incorporate cement, water, and set retarder (if used). Compact, trim, and cure the mixture. BID ITEMS Manipulation for In-Place Material Subgrade Modification (Cement) Cement Water (Subgrade Modification) (Set Price) UNITS Square Yard Ton M Gallon 2.0 MATERIALS Provide materials that comply with the applicable requirements. Emulsified Asphalt (SS-1H or CSS-1H)... DIVISION 1200 Portland Cement / Blended Hydraulic Cement... DIVISION 2000 Water for Full Depth Reclamation... DIVISION 2400 Admixtures / Retarders... DIVISION 1400 Concrete Curing Materials...DIVISION 1400 Pulverize the in-place material to the requirements in TABLE 1. TABLE 1: CEMENT MODIFIED SUBGRADE % Retained - Square Mesh Sieves 2 inch ½ inch , maximum 3.0 CONSTRUCTION REQUIREMENTS (1) General. Perform the subgrade modification to the depths shown in the Contract Documents. (2) Road Preparation. If required, mill or remove the existing pavement to the depths shown in the Contract Documents. Clean the surface to remove all foreign material. (3) Reclaiming. Pulverize the existing pavement and underlying base or subgrade materials using a selfpropelled reclaimer with a recycling or mixing drum capable of pulverizing to the specified depth. The cutting drum must have the ability to operate at various speeds (rpm), independent of the machine s forward speed, in order to meet the specified gradation. Operate the cutting drum in the "up" direction. If rain is expected and cement is not added to the pulverized material the same day, seal and properly drain the pulverized material. The Engineer will conduct laboratory tests on the pulverized material to verify gradation and establish optimum moisture content. (4) Mixing. Distribute the cement at the rate shown in the Contract Documents in a manner that minimizes loss of the material. Do not apply cement if conditions are such that it will be lost due to the wind or rain. When specified, apply a uniform coverage of a retarder to the additive, immediately following the spreading of the additive. If the moisture content of the pulverized material will accommodate additional moisture, the retarder may be diluted with water to obtain a uniform application. On projects having more than 20,000 square yards of subgrade modification, apply cement using a controlled application system. This system may be pressurized or mechanical in nature, utilizing vane or augers feeding cement through a funnel or hood at a controlled rate. The Engineer will check the application rate of the cement by having

6 15-PS0064-R2 Sheet 2 of 3 the Contractor blade a flat area in the path of the application, place a planar surface with a minimum surface area of 1 square foot (e.g. a straight-sided pan) on the prepared area and allow the cement distributor to pass over the surface. Weigh the test surface before and after the cement application and calculate the application rate. Other methods to check the application rate may be used. On projects having less than 20,000 square yards of subgrade modification, and in irregular areas, submit a Plan to the Engineer for approval that includes equipment and procedures that address the application process to spread the cement at the specified rate. On projects having more than 20,000 square yards of subgrade modification, and consisting of multi-phased construction, contact the District Office for approval to waive the use of the controlled application system for the cement. Consideration will be based on the Contractors proposed alternate method of applying the cement, the square yards of subgrade modification in each phase, and the size of individual areas within each phase. Mix the pulverized material, cement and water to the specified depth using a self-propelled reclaimer with a mixing or recycling drum and an automatic water proportioning system. Continue mixing until a homogeneous mixture is obtained. Complete the mixing within 30 minutes of adding the water to the pulverized material and cement. The Engineer will perform moisture content tests at a frequency dictated by conditions in the field but no less than once per day. The uniform moisture content of the mixture immediately before compaction shall be within ±3% of the optimum moisture content as established by standard compaction testing for granular materials in DIVISION If the moisture content of the mixture exceeds the optimum moisture content, incorporate additional cement to lower the moisture content as directed by the Engineer. (5) Compacting. Use a tamping (sheepsfoot) roller to obtain the required density. Compact the mixture to a minimum of 95% of the combined materials dry density in a single lift. The compacted subgrade shall have uniform density and remain stable under construction traffic. Complete the compaction operations within 2 hours of mixing the cement into the pulverized material. Do not operate rollers in vibratory mode after 90 minutes from mixing the cement into the pulverized material. If any of these requirements are not satisfied, incorporate additional water and cement as directed by the Engineer and recompact and refinish the deficient areas. (a) Test Strip. The Compaction Foreman and Engineer will evaluate the densities obtained with the various roller combinations to determine the initial approved rolling procedure on a test strip. The test strip will remain in place as part of the completed work. (b) Acceptance. At a minimum the Engineer will take one nuclear gauge reading per 5,000 square yards of completed work to evaluate the approved rolling procedure. Together, the Compaction Foreman and Engineer will determine when new rolling procedures are required. (6) Trimming. Trim the surface to the specified lines and grades. On projects having more than 20,000 square yards of subgrade modification, use automatic grade controlled equipment to trim the compacted subgrade. In irregular areas, trim the subgrade by wetting, blading and rolling. Compact the trimmed surface of the subgrade with a smooth-faced steel roller. If necessary during the final rolling, lightly scarify and blade the surface to eliminate equipment imprints. Trim on the same day the modified subgrade is compacted. Alternatively, trim after the 72-hour cure period. Repair damage to the surface to the satisfaction of the Engineer. (7) Curing and Protection. Protect the subgrade against drying for 72 hours after compaction by spraying with water to maintain a continuous moist condition. The Contractor may apply an asphalt prime coat or a liquid membrane-forming compound immediately after trimming instead of keeping the surface moist with water. Apply SS-1H or CSS-1H at the rate of 0.22 gallons per square yard to achieve a minimum of 0.13 gallons per square yard residue. Multiple light applications may be necessary to obtain the specified rate of application without run-off. Apply liquid membrane-forming compound at a rate of 0.12 gallons per square yard. Do not dilute the compound. Thoroughly mix the compound at all times during usage. It is acceptable to trim the subgrade after the 72-hour cure period regardless of which curing method is used. Avoid placing construction loads or operating equipment until the treated subgrade has cured and can withstand the loads without damaging the subgrade. If the subgrade deforms under the construction loads and cannot return back to its original condition, or if it deflects more than 1 inch, allow the subgrade additional curing time before operating equipment on the subgrade. Repair any damaged subgrade. Cover the finished treated subgrade with surfacing before it is subjected to freezing. If the finished treated subgrade is subjected to freezing, the Engineer will determine when the subgrade needs to be reworked. KDOT will not pay for the replacement and refinishing of the treated subgrade if the material loses the required stability, density or finish before the next course is placed.

7 15-PS0064-R2 Sheet 3 of MEASUREMENT AND PAYMENT The Engineer will measure water used for the subgrade modification by the M Gallon using calibrated tanks or water meters. The Engineer will measure water used for mixing, compacting and curing the modified subgrade. The Engineer will not measure water used for dust control, water wasted through the Contractor s negligence or water in excess of the quantity required for mixing, compacting, and curing. If the Contractor opts to use an asphalt prime coat or liquid membrane-forming compound to cure the modified subgrade, the Engineer will not measure the material for payment. The Engineer will measure cement by the ton. The Engineer will not measure additional cement added to the mixture to reduce moisture content or to facilitate recompaction. The Engineer will measure the Manipulation for In-Place Material Subgrade Modification by the square yard. Payment "Manipulation for In-Place Material Subgrade Modification" and "Cement" at the contract unit prices and "Water (Subgrade Modification) (Set Price)" and "Aggregate for Subgrade Modification (Set Price)" at the contract set unit prices is full compensation for the specified work C&M (BTH) April-18 Letting

8 KANSAS DEPARTMENT OF TRANSPORTATION SPECIAL PROVISION TO THE STANDARD SPECIFICATIONS, EDITION PS0133-R1 Sheet 1 of 8 SECTION 401 GENERAL CONCRETE 401.3i: Delete the first sentence and replace with the following: i. Air Content. Determine air content by KT-86 (Super Air Meter) b: Delete the next to the last sentence and replace with the following: Determine the air content of the trial mix by KT-86 (Super Air Meter) d: Delete the last sentence and replace with the following: Perform the test for air content at the delivery site of the concrete KT-86 (Super Air Meter) e: Delete the first sentence and replace with the following: e. Control of the Air Content During Paving Operations. Maintain an air content behind the paver as determined by KT-86, which meets subsection 403.3e e: Delete the second paragraph and replace with the following: Determine the air loss due to paving operations at a minimum of two sublots per day, once on the first sublot of the day and once on the first sublot in the afternoon. Determine the SAM number each time the air content is determined. Determine the difference between the air content from concrete sampled before the paver, and concrete sampled behind the paver. Designate this value as the air-loss correction factor. QC/QA samples may be obtained in front of the paver and then corrected by subtracting the most recent air-loss correction factor obtained prior to or with the QC/QA sample. Loss of air due to paving operations may adversely affect the spacing factor. SECTION 501 PORTLAND CEMENT CONCRETE PAVEMENT (QC/QA) 501.2e: modify the list of required control chart properties to include: Add System Air Metric (SAM) number below Combined aggregate gradation (as a minimum, plot the 3/8" and No. 8 sieves) for required values to plot.

9 501.2g: delete the last 2 paragraphs and replace with the following: 15-PS0133-R1 Sheet 2 of 8 If a dispute exists between the Engineer and Contractor about the validity of any test results other than compressive strengths, thickness, measured air content, or volume of permeable voids determination, the KDOT District Materials Laboratory or MRC will perform referee testing. If one of the disputed KDOT test results was generated at the MRC, then an independent laboratory agreeable to both parties will be selected. The AASHTO Accreditation Program shall have approved the selected laboratory for the appropriate test procedure. If referee testing indicates that KDOT test results are correct, the Contractor is responsible for the cost of additional testing, including referee testing performed at the MRC. If the referee testing indicates that the Contractor test results are correct, KDOT is responsible for the cost of additional testing. Follow the procedures outlined in subsection 501.5g.(4) if a dispute arises for any test determining compressive strengths, thickness, measured air content, or volume of permeable voids i. Protection and Curing of Concrete. Replace references of liquid membrane-forming compounds and Type 2 White Liquid Membrane- Forming Compound with Poly-Alpha Methylstyrene (AMS) Membrane Curing Compound. Cure all concrete pavements with Poly-Alpha Methylstyrene (AMS) Membrane Curing Compound. Use products that are on Minnesota DOT s Approved/Qualified Products listing for Mn/DOT Spec Poly-Alpha Methylstyrene (AMS) Membrane Curing Compound. The link to this listing is The note concerning products used on the project that are past the expiration date is applicable. Basis of acceptance: The AMS Curing Compound is on MnDOT s Approved/Qualified Products list: and Receipt and approval of a Type C certifications as specified in DIVISION g: delete and replace with the following: g. Pavement Thickness, Compressive Strength, Measured Air Content, and Volume of Permeable Voids Determination. (1) General. Make the required corrections for pavement smoothness before making the pavement thickness determinations. Determination of pavement thickness, pavement compressive strength, and volume of permeable voids for the purpose of establishing pay adjustments will be based on test results from cores taken from each lot of pavement. Determination of measured air content for the purpose of establishing pay adjustments will be based on test results from plastic concrete taken at the point of placement from each lot of pavement. For mainline pavement, pay adjustments will be made for thickness, compressive strength, volume of permeable voids, and measured air content. For acceleration lane, deceleration lane, frontage road, side road and ramp pavement, pay adjustments will be made for thickness only unless the Contract Documents specifically require compressive strength, volume of permeable voids, or measured air content pay adjustments. For gore areas, bridge approach slabs, intersection curb returns, entrances, shoulders, medians and widenings, pay adjustments will not be made and pavement cores will not be required. Where coring is not required, verify that the thickness of the pavement meets or exceeds the Contract Document requirements by use of stringline, survey or other suitable depth measurement. Where pay adjustments will not be made for measured air content, verify that the air content meets or exceeds the Contract Document requirement by testing the plastic concrete at the minimum frequency required for QC/QA concrete. For pavement types not cored for strength, use only concrete mix designs approved for use in the mainline pavement. The Engineer will observe and document the Contractor s measurement or other means of ensuring the appropriate thickness and air content of the plastic concrete, and the Engineer will verify that only approved mixes are used. Prior to placing any pavement not specifically defined above, reach an agreement with the Engineer as to the applicability of pay factors. (2) Lots and Sublots Defined.

10 15-PS0133-R1 Sheet 3 of 8 (a) For mainline and other pavement subject to coring for thickness, strength, and volume of permeable voids; and plastic concrete testing for measured air content for pay adjustments, a lot is defined as the surface area of mainline pavement placed in a single day. For coring, normally divide a lot representing a day s production into 5 sublots of approximately equal surface area. For measured air content, a sublot is defined as every 500 cubic yards of mainline paving or every two hours, whichever is more frequent. Use KT-86 (System Air Meter) to conduct tests for measured air content. For high daily production rates, rates exceeding 6000 square yards per day, the Contractor may choose to divide the day s production into 2 approximately equal lots consisting of 5 sublots each for coring. Prior to taking any core samples, notify the Engineer of the decision to divide a day s production into 2 approximately equal lots. For low daily production rates (and not in an urban PCCP environment), the Contractor may choose to divide the lot into a lesser number of sublots for coring as shown in TABLE When daily production rates are less than 1000 square yards, and not in an urban PCCP environment, combine the day s production with the next day s production to form a lot. When a day s production involves less than 1000 square yards while completing a particular mix design or project, combine with the previous day s production and treat as a single lot. For low daily production rates less than 1000 square yards in an urban PCCP environment, consider each day s production as a separate lot. Contractor will core a minimum of two randomlydetermined sublots per day; one in the morning and one in the afternoon. Each randomlydetermined location will be tested for strength, thickness, and volume of permeable voids. Obtain measured air content once every two hours. Insert the results of the plastic and hardened concrete testing into the Urban PCCP worksheet for pay adjustment. TABLE 501-1: PCCP SUBLOT BREAKDOWN Daily Production Rate in square yards Number of Sublots Under 1000 (Urban) or more 5 (b) For pavement that is to be cored for thickness only, group each continuous section of acceleration lane, deceleration lane, side road, frontage road and ramp pavement of equal plan thickness and contract unit price into a lot a maximum of 5000 square yards in area. Divide each lot into a minimum of 3 sublots of approximately equal surface area. Sublots shall be a maximum of 1000 square yards in size. Sample each sublot in a manner so that each square yard of pavement has a chance of being randomly selected for coring. (3) Coring. The Engineer reserves the right to generate the random locations. If KDOT plans to generate the random locations, the Contractor will be notified before taking cores for thickness determination. (a) For mainline and other pavement subject to coring for pay adjustments for thickness, strength, and volume of permeability voids, take 2 core samples having a minimum diameter of 4 inches from a randomly selected site within each sublot. The first core is for thickness and compressive strength determination. The second core is for volume of permeable voids determination. The Contractor has the option of taking an additional core sample having a minimum diameter of 2 inches from a randomly selected site within each sublot for the purpose of making an early determination of the pavement thickness only. Select sites according to the approved QCP. Additionally, take 2 companion cores having a minimum diameter of 4 inches per each lot at a randomly selected site as designated by the Engineer. The first core is for thickness and compressive strength determination. The second core is for volume of permeable voids determination. Repair all core holes in a manner approved by the Engineer. Perform all coring for the purpose of determining strength and volume of permeable voids a minimum of 21 days after the pavement has been placed, and in time to determine 28-day compressive strengths and volume of permeable voids. Coring prior to the 21- day minimum will be permitted with approval of the Engineer, when opening to early traffic is

11 15-PS0133-R1 Sheet 4 of 8 desired. If the companion cores will be measured and tested by the MRC, the Engineer will deliver the companion cores to the MRC within 25 days after the pavement has been placed. No initial QC compressive strength data will be accepted for concrete paving that is more than 28 days of age, unless approved by the Engineer. (b) For all other PCCP subject to coring for pay adjustment, thickness only, define the lots prior to placement with the Engineer s approval. After placement, randomly select each sublot location. Take 1 core sample having a minimum diameter of 2 inches. Repair all core holes in a manner approved by the Engineer. Coring may be performed at any time after all pavement in the lot has been placed. (4) Mark each core with the lot and sublot number from which it was selected and whether it will be a compressive strength test or a volume of permeable voids test. Transport the cores to the laboratory as soon as possible and perform the thickness determination on the compressive strength core if a separate 2 inch core was not taken for thickness measurement. Take 3 caliper measurements on each core at approximately 120º apart. Record these 3 measurements to the nearest 0.01 inch, and average them to represent the height of that core. Do not test 2-inch core samples for compressive strength or volume of permeable voids. Do not measure 4- inch cores for pavement thickness determination if a separate 2-inch core sample was taken in a sublot for that purpose. The measured core height will represent the constructed pavement thickness for each pavement sublot. The Engineer will witness thickness determinations and initial the Contractor s documentation. Moist cure the 4-inch cores to be tested for compressive strength and volume of permeable voids as required in KT-49 and KT-73, respectively until they are tested. Perform the 28-day volume of permeable voids test in accordance with KT-73 on a sample cut from the top of a 4-inch core sample. Perform the 28-day compressive strength testing on the entire length of the core after squaring the ends according to KT-49. Enter the measured compressive strength, capped core length, and core diameter into the KDOT spreadsheet. The spreadsheet adjusts the measured compressive strength based on the length-to-diameter ratio in accordance with KT-49. The Engineer will witness all compressive strength tests for each sublot and initial the Contractor s documentation. Companion cores will be measured and tested at KDOT s laboratory and companion plastic concrete tests will be conducted at the point of placement to verify the Contractor s test results. Supply 28-day compressive strength, thickness, 28-day volume of permeable voids, and measured air content data to KDOT. Acceptance of the pavement and pay adjustments will be on the basis of Contractor quality control test results on random samples taken from a lot, provided the statistical comparison is favorable. KDOT will routinely compare the variances (F-test) and the means (t-test) of the verification test results with the quality control test results as appropriate using a KDOT Spreadsheet. The F and t-tests, along with the KDOT Spreadsheet used to compare the Contractor s Quality Control (QC) results and KDOT s verification (QA) results, are described in Section Comparison of Quality Control and Verification Tests, Part V. If KDOT verification test results do not show favorable comparison with the Contractor s quality control test results, KDOT verification test results for that property will be used for material acceptance, material rejection and the determination of any pay adjustment for compressive strength, thickness, volume of permeable voids, and measured air content, as applicable. Follow the requirements stated in subsection 501.5h.(8) for failing t-tests. If the Contractor disputes KDOT s verification test results, and the Contractor and the Engineer cannot mutually agree on the use of KDOT test results to determine pay adjustments, the test results in question will be voided for the lot. When the Compressive Strength is disputed, new cores to represent each sublot will be taken on a 2-for-1 frequency, tested in the presence of the Engineer, and a new pay factor will be calculated using the KDOT spreadsheet. These cores shall be obtained in time to determine the 35-day compressive strengths. When the Volume of Permeable Voids is disputed, the original samples will be retested in time to determine the 35-day volume of permeable voids with both parties present. A new pay factor will be calculated using the KDOT spreadsheet. When Measured Air Content is disputed, cores will be taken at the stations that the original test samples were obtained. The Air Content will be determined using ASTM C 457 by KDOT on the top portion of the core. A new pay factor will be calculated using the KDOT spreadsheet. Thickness cannot be disputed. Both parties should be present when the original thickness determinations of the cores are made. If the new pay factor results in the same or less pay due the Contractor than the voided pay factor, no payment will be made for the additional coring, and the contractor will pay for the ASTM C 457 testing when applicable. If

12 15-PS0133-R1 Sheet 5 of 8 the new pay factor results in greater payment to the Contractor, KDOT will pay for each additional core at the contract set unit price. (5) When the measurement of any core is deficient by more than 1 inch from plan thickness or has a 28-day compressive strength less than 2900 psi, or volume of permeable voids is greater than 13.7%, take exploratory cores at a minimum of 10 foot intervals along a line passing through the deficient core and parallel to the centerline of the pavement unit. Continue along this line until an exploratory core taken in each direction exceeds the minimum requirements depending on which case is being investigated. Exploratory cores will be used only to determine the length of pavement in a unit that is to be removed and replaced as provided below. Discard the original core representing the sublot. Randomly select another core (outside the defective area if left in place) to represent the remainder of the sublot and use to compute the pay factor for the lot. All exploratory cores will be obtained in time to determine the compressive strengths and the volume of permeable voids, as applicable, within 35 days from the time the pavement was placed, unless approved by the Engineer. Obtain all cores representing the remainder of the sublot and used to compute the pay factor for the lot in time to determine the 35-day compressive strengths and volume of permeable voids, as applicable, unless approved by the Engineer. When the Engineer determines that deficient pavement must be removed, the Contractor is required to remove the deficient areas and replace them with pavement of satisfactory quality, strength, permeability, measured air content, and thickness. When it is necessary to remove and replace a length of pavement and one end of the deficient pavement is less than 10 feet from an expansion, contraction or construction joint, remove and replace the entire pavement up to the joint. Remove the area so that new joints are a minimum of 10 feet apart. No additional compensation for materials or labor involved in the removal or replacement of the deficient concrete pavement will be made. (6) For sublot thickness results greater than 1 inch more than design thickness, change the sublot thickness result to 1 inch more than the design thickness. The KDOT spreadsheet will calculate a new lot mean and sample standard deviation based on the corrected value h: delete and replace with the following: h. Pay Adjustments for Mainline and Other Specified Pavement. (1) General. A single combined pay adjustment for thickness, compressive strength, volume of permeable voids, and measured air content will be made on a lot-by-lot basis and will be based on Contractor quality control test results on all quality control samples representing the lot of the completed pavement provided the statistical check is favorable. Otherwise follow subsection 501.5g.(4). Compute the combined pay factor (P) (positive or negative) as shown in Equation 5. Combined Pay Adjustment = P (the number of square yards included in the lot) (the contract unit price per square yard) The thickness component of the combined pay factor (P) will be based on the measured core length values and the lower specification limit (LSL). The compressive strength component of P will be based on the corrected measured compressive strength of core samples taken from the pavement and the LSL. The volume of permeable voids component of P will be based on the volume of permeable voids of core samples taken from the pavement and the LSL. The measured air content component of P will be based on the average measured air content of samples taken from the fresh concrete, corrected with the aggregate correction factor, and the LSL. The pay adjustment amount will be added or subtracted as Concrete Pavement Composite Pay Adjustment on the pay estimate. Note 1: A lot for thickness, compressive strength, and volume of permeable voids will normally be comprised of the results of 5 tests performed on a day s placement of a given pavement type. A sublot for measured air content will consist of one test performed on plastic concrete as defined in Appendix B, Part V. Note 2: The sample standard deviation (S) will be computed as shown in Section Statistics, Part V. (2) Thickness Quality Index (Q T) Computation. Calculate Q T for each lot as shown in 5.2.1, Part V, using the following definitions, and round to hundredths.

13 15-PS0133-R1 Sheet 6 of 8 Where: X is the average measured core length of all QC samples representing a lot, rounded to the nearest 0.1 inch. LSL is the lower specification limit for thickness, and equals plan thickness minus 0.2 inch. S is the sample standard deviation of the measured core lengths of all QC samples representing a lot, rounded to the nearest hundredth. (3) Compressive Strength Quality Index (Q S) Computation. Calculate Q S for each lot as shown in Section Statistics, Part V, using the following definitions, and round to hundredths. Where: X is the average measured compressive strength of all QC core samples representing a lot, rounded to 1 psi. LSL is the lower specification limit for compressive strength and is defined as 3500 psi. S is the sample standard deviation of the compressive strength of all QC samples representing a lot, rounded to the nearest tenth. (4) Volume of Permeable Voids Index (Q VPV) Computation. Calculate Q VPV for each lot as shown in 5.2.1, Part V, using the following definitions, and round to hundredths. Where: X is the average volume of permeable voids of all QC samples representing a lot, rounded to the nearest 0.1 percent. USL is the upper specification limit for the volume of permeable voids and is defined as 13.0%. S is the sample standard deviation of volume of permeable voids of all QC samples representing a lot, rounded to the nearest hundredths. (5) Measured Air Content Quality Index (Q A) Computation. Calculate Q A for each lot as shown in 5.2.1, Part V, using the following definitions, and round to hundredths. Where: X is the average measured air content of all QC samples representing a lot, rounded to the nearest 0.1 percent. LSL is the lower specification limit for air content and is defined as 5.5%. S is the sample standard deviation of the measured air contents of all QC samples representing a lot, rounded to the nearest hundredths. (6) Determination of the Percent within Limits Values. First, use the computed Q T to determine the thickness percent within limits value (PWL T) by locating Q T in the left column of the Percent Within Limits (PWL) Table in Section Statistics, Part V. Select the appropriate (PWL T) by moving across the selected Q row to the column representing the number of samples in the lot. Next, follow the same procedure using the computed Q S, Q VPV, and Q A value to select the appropriate percent within limits values (PWL). If any of the computed Quality Indices are a negative value ( X is less than LSL or X is greater than USL), the Engineer will determine if the material in the lot may remain in place. If the material is left in place, a value of is assigned as the PWL for that measured property. If any of the computed Quality Indices are greater than the largest Q shown in the table, a value of is assigned as the PWL for that measured property, except for compressive strength. The maximum compressive strength PWL is No bonus will be paid for compressive strengths exceeding PWL. (7) Computation of Combined Pay Factor. Compute P for thickness, compressive strength, volume of permeable voids, and measured air content using Equations 1 through 4 shown in Table and round to the nearest

14 15-PS0133-R1 Sheet 7 of 8 TABLE 501-3: PAY ADJUSTMENT EQUATIONS Equation Property PWL Individual Pay Factor Max Incentive /Disincentive 1 Thickness 90 P T= PWL T / Compressive Strength Volume of Permeable Voids Measured Air Content 90 P S= PWL S / P VPV= PWL VPV / P A= PWL A / Compute the combined pay factor P (positive or negative) as shown in Equation 5. Equation 5: P = PT + PS + PVPV + PA (8) Failing t-test. If the t-test fails, KDOT s test result will be used to calculate that particular pay factor for the lot. Follow the procedures given in subsection 501.5h.(4) to determine the pay factor or disposition of the lot. Use the following values to determine the quality indices Q: Where: X will be KDOT s test result for the lot. N is equal to the number of Contractor s sublots. S will be ⅜ inch for thickness, 500 psi for strength, 0.75% for volume of permeable voids, and 0.50% for air content. LSL and USL will be as stated in subsection 501.5h for determining QT, QS, QVPV, and QA.

15 Modifications to the Sampling and Testing Frequency Chart in Appendix B, pages 3 and 4 of 14. Add the SAM Number and the Hardened Air Content and Spacing Factor requirements as shown below. Replace the Air Content and Permeability requirements with the following: 15-PS0133-R1 Sheet 8 of 8 CONSTRUCTION OR MATERIAL TYPE 2015 Std. Spec. (SS 2015) TESTS REQUIRED (RECORDED TO) SAMPLING AND TESTING FREQUENCY CHART CONTRACTOR QUALITY CONTROL TESTING TEST METHOD CODE QUALITY CONTROL BY CONTRACTOR CODE VERIFICATION BY KDOT DIVISION 500 PORTLAND CEMENT CONCRETE PAVEMENT Sec. 501 & 503 Concrete (continued) Air Content (0.25%) SAM Number (0.01 psi [0.1 kpa]) Permeability (0.01%) Hardened Air Content and Spacing Factor KT-86 a 1 per 500 yd 3 (500 m 3 ) or every 2 hours (mainline), every 4 hours (other slipformed pvmt), whichever more frequent. Determine the air loss due to paving operations once in the AM and once in the PM. Determine the difference between the air content from concrete sampled before the paver, and concrete sampled behind the paver. 1 per day. KT-86 Same frequency as Air Content 1 per day KT-73 ASTM C 457 As required in SS 2015 section 501.5g 1 per lot 1 4 x8 cylinder per day C&M (RAB) April-18 Letting