2301Concrete Pavement

2301.1DESCRIPTION

This Work consists of constructing Portland cement concrete pavement on a prepared base. A Definitions For the purpose of the Work specified in section 2301, “Concrete Pavement,” the Department defines: Paving Concrete Includes concrete mainline, Ramps, Loops, integrant curb, Shoulders, and curb and gutter placed adjacent to the concrete mainline with the same mixture used in the paving . Integrant curb is a curb constructed monolithically with the pavement. Primary Concrete Plant A concrete plant that provides the majority of the concrete to a paving Project. Use either a paving plant or a certified ready-mix plant as the Primary Concrete Plant. Only one Primary Concrete Plant per Project is allowed unless otherwise approved by the Engineer.

B Contracts with 3,500 cubic Yards or Greater of Paving Concrete The Engineer will determine the quantity of Paving Concrete prior to the start of Concrete Paving operations. If the Contract does not include a cubic yard quantity for Paving Concrete, the Engineer will calculate the cubic yard quantity by multiplying the planned pavement area by the planned pavement thickness. If the Contract includes 3,500 cubic yards or greater of Paving Concrete, 2301.3C.3, “Optimized Aggregate Gradation,” and 2301.3C.7, “Coarse Aggregate Quality” apply for Paving Concrete provided by the Primary Concrete Plant. If the Contract includes 3,500 cubic yards or greater of Paving Concrete, 2301.3C.6, “Water/Cement (W/C) Ratio Determination” applies for Paving Concrete (except High-early concrete) provided by the Primary Concrete Plant and hauled in dump trucks, agitator trucks, or both.

2301.2MATERIALS

A.1 Slipform Placement ................................................................................... Mix No. 3A21 A.2 Fixed Form Placement ............................................................................... Mix No. 3A41 B Cementitious Materials Provide only cementitious Materials from the APL. Use Type I or Type I/II cement complying with total alkalis (Na2Oe) no greater than 3.0 pounds per cubic yard of concrete resulting from the Portland cement. Use Type IL, IS or IP cement complying with total alkalis (Na2Oe) no greater than 3.0 pounds per cubic yard of concrete resulting from the Portland cement content of the blend The Concrete Engineer defines Class F fly ash for the purposes of ASR mitigation as having a maximum CaO content of 18.0 percent. B.5 Ternary Mixes Ternary mixes are defined as Portland cement or Type IL and two other supplementary cementitious Materials, Type IT blended cement, or blended cement (excluding Type IT) and one other supplementary cementitious Material. C Concrete Aggregate Requirements Provide Aggregates from sources listed on the Concrete Aggregate Properties list and in accordance with the following: Test each Aggregate fraction proposed for use in accordance with Table 2301.2-1.

Table 2301.2-1 Aggregate Testing Requirements Aggregate Fraction Testing Required Tested by Department in the last 3 years No additional testing unless required by the Concrete Engineer Not tested by the Department in the last 3 years Preliminary Aggregate testing in accordance with 2301.2C.1, “Required Preliminary Aggregate Testing.” New source New source concrete Aggregate testing in accordance with 3126, “Fine Aggregate for Portland Cement Concrete,” 3131, “Intermediate Aggregate for Concrete,” and 3137, “Coarse Aggregate for Concrete.” C.1 Required Preliminary Aggregate Testing After the Department awards the Contract and as soon as coarse and fine Aggregates are available for testing, contact the Engineer to coordinate preliminary sampling of A ggregate for Concrete Paving. The Engineer, in conjunction with the Concrete Engineer, will sample and test the Aggregate to verify specific gravity, absorption data, and Aggregate quality. The Department will perform other tests as determined necessary by the Engineer, in conjunction with the Concrete Engineer. C.2 Fine Aggregate Requirements Provide fine Aggregates complying with quality requirements of 3126.2B, “Quality.” C.2.a Fine Aggregate Alkali Silica Reactivity (ASR) Testing Requirements The Department will routinely test fine Aggregate sources for alkali silica reactivity (ASR) in accordance with the following:

ASTM C1260, Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method), MnDOT Modified

supplementary cementitious Materials in accordance with ASTM C1567, Standard Test Method for Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method), MnDOT Modified C.2.b Fine Aggregate Alkali-silica Reactivity (ASR) Requirements The Concrete Engineer, in conjunction with the Engineer, will review the 14-Calendar Day fine Aggregate expansion test results to determine the acceptability of the proposed fine Aggregate and cement combination in accordance with the following:

Department, the Concrete Engineer will use the average of 14-Calendar Day unmitigated test results for an individual fine Aggregate source to determine necessary mitigation in accordance with Table 2301.2-2.

combination requires less mitigation than the average 14-Calendar Day unmitigated test result, the Concrete Engineer will allow mitigation at the lesser rate in accordance with Table 2301.2-2.

Potential Alkali Reactivity of Aggregates (Mortar-Bar Method), MnDOT Modified and ASTM C1567, Standard Test Method for Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method), MnDOT Modified test results are available on the MnDOT Concrete Engineering Unit website. The Concrete Engineer considers the average 14-Calendar Day expansion result to represent every fine and intermediate Aggregate from a single source. Table 2301.2-2 Fine and Intermediate Aggregate ASR Mitigation Requirements 14-Calendar Day Fine and Intermediate Aggregate Unmitigated Expansion Limits Class F Fly Ash Class C Fly Ash Slag Ternary (Maximum of 40 percent) Slag/Class F Fly Ash Slag/Class C Fly Ash IS(20)/ Class F Fly Ash IS(20)/ Class C Fly Ash ≤ 0.150 No mitigation required >0.150 –0.200 minimum 20 percent minimum 20 percent 35 percent 20 percent Slag with a minimum of 15 percent Class F fly ash 20 percent Slag and 20 percent Class C fly ash Type IS(20) with a minimum of 15 percent Class F Type IS(20) with a minimum of 15 percent Class C > 0.200 – 0.300 minimum 20 percent minimum 30 percent 35 percent > 0.300 The Department will reject the fine Aggregate

The Concrete Engineer may reject the fine Aggregate if mortar bar specimens exhibit an indication of external or internal distress not represented by the expansion results. The Concrete Engineer will make the final acceptance of the Aggregate. C.3 Intermediate Aggregate Requirements Provide intermediate Aggregates complying with the quality requirements of 3131.2D, “Quality.” For any intermediate Aggregate size not previously tested by the Department, the Concrete Engineer reserves the right to test for alkali silica reactivity, in accordance with ASTM C1260, Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar -Bar Method), MnDOT Modified, before allowing incorporation into the concrete mix design. C.4 Coarse Aggregate Requirements Provide coarse Aggregates complying with the requirements of 3137, “Coarse Aggregate for Concrete,” for each individual fraction. C.4.a Coarse Aggregate Alkali Silica Reactivity (ASR) Requirements When using coarse Aggregate identified as quartzite or gneiss, the Concrete Engineer will review ASTM C1293, Standard Test Method for Determination of Length Change of Concrete Due to Alkali-Silica Reaction, testing to determine the necessary ASR mitigation requirements in accordance with Table 2301.2-3.

Alkali silica reactivity (ASR) ASTM C1293 test results are available on the Concrete Engineering Unit website. Table 2301.2-3 Coarse Aggregate ASR Mitigation Requirements ASTM C1293* Expansion Results Class F Fly Ash Class C Fly Ash Slag Slag/Class F Fly Ash Slag/Class C Fly Ash IS(20)/Class F Fly Ash IS(20)/Class C Fly Ash ≤ 0.040 No mitigation required >0.040 minimum 30 percent not allowed 35 percent 20 percent Slag with a minimum of 15 percent Class F fly ash 20 percent Slag and 20 percent Class C fly ash Type IS(20) with a minimum of 15 percent Class F Type IS(20) with a minimum of 15 percent Class C * ASTM C1293, Standard Test Method for Determination of Length Change of Concrete Due to Alkali-Silica Reaction Provide admixtures from the APL for concrete grades shown in Table 2301.2-4. Use of any of the following admixtures are at the Contractor’s discretion:

Use of Type F, High Range Water-Reducing; and Type G, High Range Water Reducing and Retarding Admixtures require approval from the Concrete Engineer. D.1 Accelerating Admixtures Use of the Type C, Accelerating Admixture; and Type E, Water-Reducing and Accelerating admixtures require approval of the Concrete Engineer, in conjunction with the Engineer, unless otherwise allowed in the Contract. The Engineer will permit the use of Type C or Type E accelerating admixtures only when all of the following conditions exist:

36°F or less within the next 24 hours

G Concrete Joint Sealers I Curing Materials L Contractor Concrete Mix Design The Contractor assumes full responsibility for the concrete mix design and performance of the concrete. Acceptance of concrete is contingent on meeting all specification requirements, including but not limited to requirements related to field placement and performance. L.1 Concrete Mix Design Requirements The Department defines the concrete mix design requirements for Concrete Pavement in accordance with Table 2301.2-4.

Table 2301.2-4 Concrete Mix Design Requirements Concrete Grade Estimated Concrete Contract Quantity

Mix Number Maximum w/c ratio Minimum Cement Content (lbs/yd3) Cementitious Content (lbs/ yd3) ║ Air Content Percent Gradation Requirements Minimum Aggregate Size Required Maximum Percent SCM (Fly Ash/ Slag/ Ternary) † Slump Range

Spec. Fly Ash Cement Only/ Slag/ Ternary A ≥ 3,500 3A21 0.40 0.42 385 475 – 615 7.0 Job Mix Formula 1 1/2” nominal 33/35/40 ½ - 2” ‡ 2D.3 3A41 0.40 0.42 2 – 5” < 3,500 and Minor Work and fill-ins not provided by the primary paving plant # 3A21S 0.42 0.42 385 475 – 615 7.0 3126 and Table Or Job Mix Formula 3/4” nominal 33/35/40 ½ - 2” ‡ 2D.3 3A41S 0.42 0.42 2 – 5” 3A42 § 0.42 0.42 385 475 – 615 7.0 3126 and Table 3/4” nominal 33/35/40 § 2 – 5” Engineer Approved or Plan Allowed High-Early 3A21HE ** 0.40 0.42 385 > 475 – 750 7.0 3126 and Table Or Job Mix Formula 3/4” nominal 33/35/40 ½ - 2” ‡ 2D.3 3A41HE ** 0.40 0.42 2 – 5” * Determined by multiplying the planned pavement area by the planned pavement thickness. ║ Provide additional cementitious material to meet requirements in accordance with this section at no additional cost to the Department. † Refer to Table 2301.2-2 and Table 2301.2-3 for ASR mitigation requirements. ‡ Adjust slump in accordance with 2301.3E.1, “Consistency.” # The 5th digit “S” indicates the concrete is for a small concrete paving Project or delivered from a secondary concrete plant for minor Work or fill-ins. The Concrete Engineer considers minor Work or fill-ins as gaps in concrete pavement, turn lanes, Intersections, or other pavement sections as determined by the Engineer, in conjunction with the Concrete Engineer. § The Concrete Engineer will allow a non-Project specific 3A42 mix design provided by a MnDOT certified ready-mix plant submitted in accordance with the first two paragraphs of 2461.2F.3, “Submittal Requirements.” If the sand source requires mitigation with a minimum of 30 percent Class C fly ash in accordance with Table 2301.2-2, the Concrete Engineer will require a minimum of 30 percent Class C fly ash, 30 percent Class F fly ash, or 35 percent slag for all 3A42 mixes. ** The Contractor may use 100 percent Portland Cement for High Early Concrete, provided no mitigation is required for the fine Aggregate and intermediate Aggregate in accordance with Table 2301-2 and coarse Aggregate in accordance with Table 2301.2-3. If mitigation is required, the Contractor is required to use a minimum of 15 percent of any supplementary cementitious material when designing High Early Concrete. The Contractor may use 100 percent Portland Cement for any concrete, provided no mitigation is required for the fine Aggregate or intermediate Aggregate in accordance with Table 2301.2-2 or the coarse Aggregate in accordance with Table 2301.2-3. If mitigation is required, the Contractor is required to use a minimum of 15 percent of any supplementary cementitious Material.

L.2 Concrete Mix Design Submittal Requirements Design Grade A concrete mixes based on an absolute volume of 27.00 cubic feet and a target air content of 7.0 percent. At least 21 Calendar Days before initial placement of the concrete, submit the appropriate Project specific mix design form to the Concrete Engineer for review. When required by Table 2301.2-4, include a job mix formula in accordance with 2301.2L.3, “Job Mix Formula.” Use the most current forms, specific gravity, and absorption data available from the MnDOT Concrete Engineering website. MnDOT will review the Contractor’s proposed mix design solely for compliance with the applicable mix design properties in Table 2301.2-4 and 2301.2-5. The Department makes no guaranty or warranty, either express or implied, that compliance with mix design properties ensures compliance with any other requirements. L.3 Job Mix Formula A job mix formula (JMF) contains the following:

each Sieve in accordance with Table 2301.2-5 Table 2301.2-5 Job Mix Formula Working Range Sieve Sizes Working Range, percent * 2 inch ±5 1 1/2 inch ±5 1 inch ±5 3/4 inch ±5 1/2 inch ±5 3/8 inch ±5 No. 4 ±5 No. 8 ±4 No. 16 ±4 No. 30 ±4 No. 50 ±3 No. 100 ±2 No. 200 ≤ 1.6 * Working range limits of the composite gradation based on a moving average of 4 tests (N=4).

2301.3CONSTRUCTION REQUIREMENTS

Use “slipform” as the standard construction method for concrete paving, unless otherwise allowed in the Contract or by the Engineer. A Notice of Inspection Notify the Engineer at least 24 hours before placing concrete to allow for inspection. Do not place concrete until the Engineer approves preparations for concrete placement . If the Contractor fails to notify the Engineer at least 24 hours before concrete placement, the Engineer may not allow concrete placement in accordance with 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work.”

B Contractor and Equipment Qualifications Provide paving operations supervision in accordance with 1506, “Supervision by Contractor.” Provide an organizational chart listing names and phone numbers of individuals and alternates responsible for mix design, Quality Control administration, and inspection to the Engineer. Post the organizational chart in the Contractor's on-site facility. B.1 Contractor Paving Plant Personnel Provide the following personnel:

of this section. The QC Plant Technician shall hold a current Department Concrete Plant Certification.

paving batch plant operations. The Quality Control Supervisor shall hold a current Department Concrete Plant Certification and is required to remain on-site during concrete production or have cellular phone availability.

Supervisor and all batch plant operations. The Quality Control Manager and Quality Control Supervisor can be the same person. B.2 Contractor Flatwork Certification The concrete Contractor, or Subcontractor, shall have at least two people with a current ACI concrete flatwork associate, concrete flatwork finisher, or advanced concrete flatwork finisher certification, and at least one of them must be on-site for concrete pours. B.3 Concrete Paving Plant Certification Provide notice 16 hours in advance of Concrete Paving production. Calibrate and correlate the testing Equipment in accordance with 2461.3D, “Batching Requirements.” In conjunction with the Engineer, perform a thorough on-site inspection of the concrete plant and complete CONC-403, “Contact Report Paving.” Sign the report to certify compliance with the paving requirements and to certify review of the continual maintenance of the plant . Provide a separate combination plant lab – office for use during Concrete Paving in accordance with 2301.3B.3.a, “Combination Plant Lab – Office Requirements.” If concrete is provided by a certified ready-mix plant, complete CONC-403, “Contact Report Paving” in accordance with 2301.3B.3.b “Certified Ready-mix Plant Lab - Office Requirements.” B.3.a Combination Plant Lab – Office Requirements The Concrete Paving Contractor QC technicians and the Department QA technicians will equally share a combination plant lab – office during Concrete Paving. Provide a separate combination plant lab – office in accordance with 1604, “Plant Inspection – Commercial Facility,” except as modified by the following characteristics and requirements:

location, as approved by the Engineer

least 224 square feet

144 square feet

80 square feet

temperature between 72° and 85°F

water

needs

pressurized water supply) connected to the sink faucet

samples

by 144 inches

a water supply, faucet, and an outside drain

convenient locations, totaling at least 8 linear feet by 8 inches

required Materials testing

additional burners to perform required Aggregate testing per the Schedule of Materials Control

(900 Watt), heat resistant glass pan (approx. 9 inches by 9 inches by 2 inches), plain weave fiberglass cloth (10 ounce per square yard and 14 mils thick), metal scrapper, and grinding pestle

testing

Contractor, with total exterior dimensions of at least 30 inches by 60 inches

Do not begin Concrete Paving operations until the Engineer approves the combination plant lab–office. B.3.b Certified Ready-mix Plant Lab – Office Requirements For Concrete Paving Projects supplied by a certified ready-mix plant, provide the following:

needs

pressurized water supply) connected to the sink faucet

Materials testing

Schedule of Materials Control

with turntable or wave deflection fan (900 Watt), heat resistant glass pan (approx. 9 inches by 9 inches by 2 inches), plain weave fiberglass cloth (10 ounce per square yard and 14 mils thick), metal scrapper, and grinding pestle B.3.c Paving Plant Sampling and Testing The Contractor and Engineer will perform testing in accordance with the Concrete Manual and determine testing rates in accordance with the requirements of the Schedule of Materials Control. B.4 Contractor Project Documentation Maintain and keep control charts current using the following MnDOT provided charts:

Provide batch tickets and test results to the Engineer daily. The Engineer may suspend plant operations if the Contractor fails to provide daily test results. Provide reports, records, and diaries developed during the progress of construction Activities to the Engineer. C Batching and Mixing Batch and mix the concrete in accordance with 2461, “Structural Concrete,” and the following: C.1 Batching Requirements For a concrete paving batch plant, use an electronic meter approved by the Engineer to record the water, including Temper water, added to the mix that prints the amount of total water on each batch ticket. For a ready-mix plant, record the total water added to the mix, including Temper water, on the computerized Certificate of Compliance. Perform the initial spot check of the measuring Equipment in accordance with the Concrete Manual for accuracy and sensitivity before starting production operations . Provide a copy of the inspection certificate to the Engineer. Provide to the Engineer a computerized batch ticket that includes the following:

including cementitious and admixture abbreviations or MnDOT 5 digit pit numbers

If satisfactory consolidation, finishing and curing of the pavement does not occur, as determined by the Engineer, suspend batching and mixing operations. C.2 Job Mix Formula The Engineer will determine the sampling location by using a random number chart and multiplying the random number by the sampling rate as defined in the Schedule of Materials Control. Test and record the individual gradation results using the QC - JMF Concrete Aggregate Report. Calculate the moving average of 4 Contractor Aggregate gradation test results during production using the JMF Moving Average Summary workbook. C.2.a JMF Adjustments If the Contractor expects a future JMF adjustment, submit a new mix design including JMF in accordance with 2301.2L.3, “Job Mix Formula.” If, during concrete batching, the moving average of 4 Contractor Aggregate gradation tests falls outside the allowable JMF working range:

within the limits specified in Table 2301.3-1

comply with Table 2301.3-1 both the Contractor and Engineer will sign the JMF Adjustment Worksheet. Once signed by both, resume paving

working range, stop production and provide a new mix design including JMF to the Concrete Engineer

Table 2301.3-1 Allowable JMF Adjustments Sieve Size Allowable Adjustment percent ≥No. 4 ±5 No. 8 – No. 30 ±4 No. 50 ±3 No. 100 ±2 C.2.b Department Verification of JMF The Engineer will randomly verify the Contractor combined Aggregate gradation results as defined in the Schedule of Materials Control.

If the individual fraction on any split sample results in a variation between the Contractor and the Engineer greater than that set forth in Table 2301.3 -2, the parties shall follow the procedures for test result dispute resolution available from the Laboratory Manual. Table 2301.3-2 Allowable Variations on Percent Passing Sieves Sieve Size Allowable Percentage 2 inch – 1 inch ±8 3/4 inch – 3/8 inch ±6 No. 4 – No. 40 ±4 No. 50 ±3 No. 100 ±2 No. 200 ±0.6

C.3 Optimized Aggregate Gradation The Engineer will use the Contractor’s combined Aggregate gradation (JMF) test results (QC and Verification) documented in the QC - JMF Concrete Aggregate Workbook, as verified by the Engineer in accordance with 2301.3C.2.b, “Department Verification of JMF,” to determine eligibility for the Incentive in accordance with 2301.5I.1, “Optimized Aggregate Gradation Incentive.” The Department establishes the optimized Aggregate gradation band, on a percent retained per Sieve size basis and the coarse sand percent retained and fine sand percent retained in accordance with Table 2301.3-3. Table 2301.3-3 Optimized Aggregate Gradation Band Sieve Size Percent Retained 2 inch 0 1 1/2 inch ≤ 5 1 inch ≤ 16 3/4 inch ≤ 20 1/2 inch 4 - 20 3/8 inch 4 - 20 No. 4 4 - 20 No. 8 ≤ 12 No. 16 ≤ 12 No. 30 4 - 20 No. 50 4 - 20 No. 100 ≤ 10 No. 200 ≤ 2 coarse sand percent retained (No. 8 to No. 30 Sieve) >15 fine sand percent retained (No. 30 to No. 200 Sieve) 24 - 34

The Engineer will use statistical analysis of the Contractor’s combined (averaged) Aggregate gradation samples for well-graded Aggregate on a per lot basis representing one day’s paving. Each combined Aggregate gradation is considered a sublot. The lot will represent the cumulative average of the sublot values on each Sieve for the gradation band.

If the quantities of concrete produced results in no gradation testing for any given day, include the untested quantity of concrete into the next day’s production and include that quantity of concrete in the sampling rate. If the untested quantity is on the last day of production, add that quantity to the previous day’s production. C.4 Aggregate Moisture Content The Contractor and Engineer will perform Aggregate moisture content testing in accordance with the Schedule of Materials Control. C.5 Water/Cement (W/C) Ratio Provide and place concrete with a water/cement ratio not to exceed 0.40 when using fly ash and 0.42 when using cement only, slag or ternary. Make any adjustments immediately when the water/cement ratio exceeds 0.40 when using fly ash and 0.42 when using cement only, slag or ternary. C.6 Water/Cement (W/C) Ratio Determination For Projects with 3,500 cubic yard or greater of Paving Concrete, the Engineer will sample, test, and record the individual results in accordance with 2301.3C.6.a “Water Content Determination,” and 2301.3C.6.c, “Cementitious Content Determination,” at a rate defined in the Schedule of Materials Control. The Engineer will use the W/C Ratio Calculation worksheet for determining the Incentive/Disincentive in accordance with 2301.5I.2, “W/C Ratio Incentive/Disincentive.” The Engineer will base the statistical analysis of acceptance for water/cement ratio on a per lot basis representing one day’s paving. Each individual water/cement ratio determination is considered a sublot. The lot will represent the cumulative average of the sublot values. The Engineer will start a new lot and test if either of the following occurs:

when using fly ash and 0.42 when using cement only, slag or ternary, or

If the quantities of concrete produced result in no Engineer moisture testing for any given day, include the untested quantity of concrete into the next day’s production and include that quantity of concrete in the sampling rate. If the untested quantity i s on the last day of production, add that quantity to the previous day’s production. C.6.a Water Content Determination The Engineer will determine the water content for calculating the water/cement ratio using the average water calculated from 10 batch tickets or Certificates of Compliance surrounding the randomly selected batch ticket sample (4 previous tickets, ticket representing the random sample, and the 5 following tickets). C.6.b Water Content Verification The Engineer will use plastic concrete taken at the plant site to verify the water content in the mix as determined in accordance with 2301.3C.6.a, “Water Content Determination.” Sample the plastic concrete as directed by the Engineer. The Engineer will verify the water content in the plastic concrete mixture using the test procedure specified in AASHTO T 318 Standard Method of Test for Water Content of Freshly Mixed Concrete Using Microwave Oven Drying. The Engineer will begin the test within 15 minutes after the water has contacted the cement. Provide the

microwave oven and the ancillary Equipment as required by the Engineer to perform this test. C.6.c Cementitious Content Determination The Engineer will determine the cementitious content for calculating the water/cement ratio using the average total cementitious calculated from 10 batch tickets or Certificates of Compliance surrounding the randomly selected batch ticket sample (4 previous tickets, the ticket representing the random sample, and the 5 following tickets). C.7 Coarse Aggregate Quality The Engineer will accept the coarse Aggregate for Paving Concrete by statistical methods and in accordance with other concrete Aggregate quality requirements of 2301, “Concrete Pavement.” C.7.a Sampling and Determination of Lots The Engineer will use the Coarse Aggregate Quality Workbook to determine the random sampling locations in accordance with the Schedule of Materials Control and to calculate the Incentive/Disincentive in accordance with 2301.5I.3, “Coarse Aggregate Quality Incentive/Disincentive.” The Engineer will consider the entire Project as a single lot for each of the 2 fractions containing the highest percentage by weight. If the Project is planned for construction over multiple years and before placing any concrete pavement, request that the Engineer calculate the Incentive/Disincentive payment on a yearly basis. The Engineer, in conjunction with the Concrete Engineer, will modify the sampling and testing rates as necessary. The Engineer will establish a new statistical family for each change in A ggregate source, fraction, or both. The Engineer will divide a lot representing the Plan cubic yards of concrete by the number of samples to form sublots. The Engineer will multiply the number of cubic yards in a sublot by a random number to obtain the position in the sublot for the sample. The Engineer will split the samples and leave half of the samples for the Contractor. The Engineer’s laboratory will test the samples and report the individual results. The Engineer will calculate a Quality Index (QI) for each fraction in accordance with the following: ) (s k XQI + = Where: ∑= = n X i meanX

Xi = individual test results ( ) ( )∑ − −== 1deviation standards n x xi

k = Adjustment Factor based on number of tests as shown in Table 2301.3-4: Table 2301.3-4 Adjustment Factor “k” k No. of Tests 1.09 3 1.20 4 1.23 5 1.26 10 1.27 ≥15 C.8 Concrete Ingredient Summaries If delivering bulk cementitious Materials directly to the concrete batching plant in railroad cars or sealed transport trucks, submit copies of the bill of ladings to the Engineer on the same day received from the transporting company. Advise the Engineer of the method and schedule of cementitious Material unloading. Do not unload cementitious Materials until the Engineer approves the operation. Each day of Concrete Paving production, provide the Engineer with a production summary in an electronic format that includes the following:

the percent overrun/underrun Provide final Project total quantities in electronic format for (1) and (2) to the Engineer at the end of the Project. D Subgrade and Aggregate Base Preparations Prepare the Subgrade and Aggregate base in accordance with 2106, “Excavation and Embankment – Compacted Volume Method,” 2112, “Subgrade Preparation,” and 2211, “Aggregate Base,” and the following: Fine grade the Aggregate base to the shape and grade shown on the Plans, allowing construction of the pavement to the thickness and cross-section shown on the Plans. Use an approved fine grading machine mounted on crawler tracks. Complete base construction of a sufficient width outside the edge of the pavement to support the slipform paver treads without distortion of the alignment or grade line . Shape and maintain the Shoulders to allow surface water to drain away from the pavement and off the Shoulders. E Concrete Equipment and Paving Operations Provide self-propelled spreading and finishing machines capable of consolidating and finishing the concrete, and producing a dense and homogenous finished surface meeting the requirements specified in 2301, “Concrete Pavement.” E.1 Consistency Maintain the concrete at a uniform consistency. The Engineer will not allow an edge slump greater than 1/8 inch or irregular edge alignment.

For slipform concrete pavement placement, place the concrete with a slump value that optimizes placement, except ensure the concrete does not slough or slump and is adequately consolidated and meets all other requirements of 2301, “Concrete Pavement.” For fixed form placement, place the concrete with a slump no greater than the maximum allowable slump in accordance with Table 2301.2-4. E.2 Slipform Construction Place concrete using a slipform paver or combination of pavers designed to spread, consolidate, screed, and float-finish the freshly placed concrete with minimum hand finishing. Provide a slipform paver with a non-oscillating extrusion plate with an adjustable angle of entry. Place the concrete pavement before placing curb and gutter. If the sequence of operations includes placing the curb and gutter before the concrete pavement, submit a jointing Plan to the Engineer for approval. Submit the jointing Plan to the Engineer a minimum of 7 Calendar Days before placing the curb and gutter. Equip the paver with automatic grade control capable of maintaining both the elevation and longitudinal line shown on the Plans on both sides of the paver. When using stringline to achieve the line and grade reference, tightly stretch a string line set parallel to the established grade for the pavement surface to achieve the grade reference. Set the control reference and support the line at intervals to maintain the established grade and alignment. When constructing concrete overlays, set and use string lines for grade control on both sides of the Roadway during paving operations. Operate the slipform paver with a continuous forward movement coordinating mixing operations, providing adequate concrete hauling units, and spreading concrete to provide uniform progress with minimal stopping and starting of the paver. Consolidate the full width and depth of concrete pavement placed by a single pass of a series of internal vibrators. Operate full-width vibrators from 3,600 VPM to 7,000 VPM in concrete, and from 4,150 VPM to 8,000 VPM when checked in air. Deliver the vibrator impulses directly to the concrete and operate at an intensity to consolidate the concrete uniformly throughout the entire depth and width of the concrete. The Contractor may increase the vibrator frequency as approved by the Engineer. Perform additional testing as directed by the Engineer at no additional cost to the Department. If the vibrator fails, suspend operations and remove unconsolidated concrete. Regulate the rate of progress of the vibratory Equipment and the duration of the application to fully, but not excessively, vibrate the concrete. If the forward progress of the paver stops, suspend the operation of vibrators. Attach vibrators to spreading or finishing Equipment. Do not allow vibrators to come in contact with preset dowel basket assemblies, the grade, pavement reinforcement, or side forms . Do not allow the operation of vibrators to cause separation or segregation of the mix ingredients, including the downward displacement of large Aggregate or the accumulation of laitance on the concrete surface. The Contractor may reduce the vibration frequency within the specified range if reducing the forward progress of the paver to avoid segregation of the concrete mix. Connect the power to vibrators so that they cease when the machine motion is stopped . Stop paving operations if a vibrator fails to operate within the range specified above.

E.2.a Electronic Vibration Monitoring Device For Projects with greater than 3,500 cubic yards, provide an electronic monitoring device meeting the following characteristics and requirements to display the operating frequency of each individual internal vibrator for concrete pavement placed by the slipform method:

paver operator and to the Engineer

sequencing for each of the individual vibrators

5 minutes of time:

VPM Provide an electronic copy containing the record of data after the completion of the concrete paving operation. Provide vibration data daily as directed by the Engineer. E.3 Fixed Form Construction E.3.a Setting Forms Provide forms meeting the following requirements and characteristics:

section

10 foot section

For pavements with radii no greater than 100 feet, use flexible or curved forms approved by the Engineer. Provide devices to securely set forms and withstand operation of the paving Equipment without springing, settlement, or lateral displacement. Provide forms with joint locks to tightly join the ends of abutting form sections. Connect individual form sections using methods that create a continuous form. Set the forms to the alignment and grade shown on the Plans for a distance equal to at least 3 hours ahead of concrete placement. Remove and rest the forms as necessary to allow drainage.

Compact the foundation before placing the forms in accordance with 2301.3D, “Subgrade and Aggregate Base Preparations.” Ensure the forms have a firm and uniform bearing over the entire base area, are tightly joined and securely staked, and are clean and free of accumulations of hardened concrete. Coat the contact faces of the forms with an approved form coating Material in accordance with 3902, “Form Coating Material,” before placing the concrete. E.3.b Fixed Form Placement Place concrete using one or more machines to spread, screed, and consolidate between previously set side forms. Accomplish vibration of these areas using hand-held or machine-mounted internal vibrators. If not using an electronic monitoring device, use a tachometer or similar device to demonstrate to the Engineer that the paving Equipment vibration meets the requirements in this section. Use hand-held vibrators to consolidate concrete adjacent to side forms and fixed structures. Operate the hand-held vibrators at a speed of at least 3,600 VPM. Do not allow the vibrator head to contact the joints, load transfer devices, reinforcement, grade, or side forms. If the vibrator fails, suspend operations and remove unconsolidated concrete. Continue vibration to achieve adequate consolidation, without segregation, for the full depth and width of the area placed. Provide an adequate number and capacity of machines to perform the W ork at a rate equal to the concrete delivery rate. Strike-off concrete with a clary screed, unless otherwise approved by the Engineer. Finish small or irregular areas that are inaccessible to finishing E quipment using other methods as approved by the Engineer. Discontinue any operation that causes displacement of the side forms from the line or grade or causes undue delay, as determined by the Engineer, due to mechanical difficulties. E.3.c Removal of Forms Do not remove side forms of pavement and back forms on integrant curb earlier than 12 hours after placing the concrete, unless otherwise approved by the Engineer. Remove forms without exerting shock or strain, including temperature variations, on the pavement or curb. Cure concrete in accordance with 2301.3M.1.a, “Membrane Curing Method.” F Placing Concrete Construct mainline pavement in a single Layer of concrete. Place the concrete pavement in one complete pass of the paving machine to minimize the need for hand finishing. The Engineer will not allow the edges of the pavement, including longitudinal joints, to deviate from the line shown on the Plans by greater than 1/2 inch at any point. Place concrete without any vertical surface deviations of the plastic concrete when matching into the beginning and end of the Project, Bridge approaches and decks, unless otherwise allowed by the Engineer. Correct high and low spots identified within the 10 foot straightedge.

Coordinate paving operations for mixing, delivering, spreading, and extruding the concrete to provide uniform progress of the paver. Use sufficient trucks to ensure a steady forward progress of the paver. If the forward movement of the paver stops for a period long enough to create a cold joint or honeycombing, construct a header joint in accordance with 2301.3F.5 “Constructing Headers.” Do not add water to the surface of the concrete to aid in finishing without the approval of the Engineer. The Engineer will give approval to replace evaporated surface water directly behind the paver caused by a halt in forward progress from a short-term breakdown in Equipment or supply of concrete. The Contractor can request approval to add water to the surface when cutting bumps or filling dips in the plastic concrete each time additional water is needed. If the Contractor adds water to the pavement surface without approval by the Engineer, the Department will not pay Incentives for water/cement or pavement Smoothness on sections where the water is added. The Engineer may also reject the pavement in accordance with 1512, “Unacceptable and Unauthorized Work.” Set frame and ring castings to the elevation shown on the Plans during the paving operations. Do not form “box-outs” of castings unless approved by the Engineer. Placement of ring castings not to exceed 1/4 inch higher than the final pavement surface. Adjust frame castings to provide positive drainage not to exceed 1/4 inch lower than the final pavement surface. Dump or discharge concrete without causing grade displacement or damage to the existing asphalt or bond breaker Layer. Protect the grade, asphalt, or bond breaker Layer as necessary for concrete trucks. Repair damage to the grade in accordance with 2301.3D, “Subgrade and Aggregate Base Preparations,” and existing asphalt or bond breaker Layer as approved by the Engineer at no additional cost to the Department. F.1 Placement on Aggregate Base Maintain the base in a moist condition until placement of concrete. F.2 Placement on Asphalt or Asphalt Bond Breaker When placing concrete on asphalt or asphalt bond beakers, comply with the following:

temperature greater than 120°F

not greater than 120°F before placing the concrete; the Engineer will allow the Contractor to apply water, whitewash of hydrated lime and water, or both to cool the asphalt surface, or other methods allowed by the Engineer

sweeping and patch as shown on the Plans in accordance with 2231, “Bituminous Surface Reconditioning,” or as directed by the Engineer F.3 Placement on Type 8 Non-woven Geotextile Interlayer Furnish Type 8 Geotextile from the APL in accordance with 3733, “Geosynthetic Materials.” When placing concrete on the geotextile interlayer, comply with the following: F.3.a Handling and Placement Requirements

deteriorated surfacing in accordance with 2231.3, “Bituminous Surface Reconditioning, Construction Requirements” or as directed by the Engineer. The Contractor may propose a cementitious Material, or other equivalent patching Material as approved by the Engineer. The patch shall provide a flat, tight surface before placement of the geotextile interlayer.

without excess wrinkles and folds. Place the geotextile within 7 Calendar Days of concrete paving in such a way that free drainage of water within the geotextile is not impaired.

geotextile should overlap by 8 inches +/- 2 inches. In no location should more than 3 Layers of geotextile overlap.

assemblies, the geotextile width should extend longitudinally 2 to 3 inches outside each side of the bottom rungs of the dowel bar basket assembly for the entire width of the Roadway.

edge of the new concrete or extended out to the location shown in the Plan.

Layer as shown in the Plan.

overlying PCC pavement thickness will meet minimum design requirements.

recommended cylinder spray adhesive for geotextiles to attach the geotextile to the underlying concrete or asphalt. Apply a minimum 12 inch wide adhesive bond to attach any edge of geotextile to the underlying substrate or to another piece of geotextile. Apply pressure to the geotextile to set the adhesive before placing the concrete. The Contractor may propose and demonstrate, to the Engineer for approval, alternate methods for satisfactorily anchoring the geotextile.

placement. F.3.b Maintenance Requirements Maintain the geotextile interlayer during and after placement throughout its entire length until placement of the concrete overlay. During this maintenance period, correct any deficiencies to the satisfaction of the Engineer. The bond breaker L ayer shall always drain properly. Do not place geotextile on areas subject to excess traffic until immediately before concrete placement. During construction, keep the geotextile and associated drain trenches free of fine soils or other contaminates. If contamination of the geotextile interlayer occurs, remove and replace or clean the surface to the satisfaction of the Engineer to assure drainage capacity as designed at no cost to the Department. If a rain event occurs after placement of the geotextile, remove excess water from the geotextile by use of rollers or any method acceptable to the Engineer. F.4 Placement Adjacent to In-Place Concrete Secure preformed joint filler Material for expansion joints in-place to maintain the position shown on the Plans during concrete placement. Screed newly placed pavement to the same elevation as the in-place concrete to 1/4 inch or less.

When placing concrete adjacent to in-place concrete, protect the following:

Engineer; the Engineer will allow sawing through the existing joint when sawing the newly placed concrete

F.5 Constructing Headers Use any approved construction header method as shown in the Standard Plan 5-297.221 when constructing construction headers, terminal headers, and permanent headers as shown on the Plans. The Contractor may propose and demonstrate alternative construction header methods to the Engineer for approval. In the plastic concrete, the Engineer may evaluate headers for vertical surface deviations with a 10 foot straightedge. Correct high and low spots identified within the 10 foot straightedge. The Engineer will not allow incorporating any concrete accumulated in the grout box of the paver into the pavement. Construct headers such that the concrete contained in the grout box is removed from the Project. Use internal vibration to consolidate the concrete along header joints before final finishing. F.6 Air Content Place Type 3 paving concrete meeting the air content requirements in the Work. Sample and test the air content of the concrete in accordance with the Schedule of Materials Control. Using the Air Content Workbook, record air content test results. F.6.a Air Content before Consolidation Measure the air content of the plastic concrete after placement on the grade but before consolidation. Maintain the air content of Type 3 paving concrete at the specified target of 7.0 percent (plus 2.0 percent / minus 1.5 percent) of the measured volume. Make adjustments immediately to maintain the desired target air content, in accordance with Specification 1503, “Conformity with Contract Documents.” G Pavement Reinforcement Provide epoxy coated reinforcement in accordance with 2472, “Metal Reinforcement,” except pavement reinforcement bars are not required to have epoxy coated ends. Place epoxy coated reinforcement bars including tie bars, taper steel, and stopper bars as shown on the Plans. Construct tied longitudinal joints in accordance with the following:

assemblies, or by appropriate Equipment for depressing the bars to the specified location as shown on the Plans.

attached to the spreader or paver to place tie bar steel required for L1T joints as shown on the Plans. Space and depress the tie bar steel to the depth and location sho wn on the Plans. Do not place tie bars within 18 inches of transverse contraction joints.

construction with a pavement design thickness of 10 inches or greater.

the process to the Engineer for review and approval.

concrete surface or edge, the Engineer will require the Contractor to discontinue the tie bar placement method and drill and grout the remaining tie bars until an accepta ble method is approved by the Engineer. In accordance with Standard Plate 1070, provide supplemental pavement reinforcement in single units for lane widths shown on the Plans, unless otherwise approved by the Engineer. H Dowel Bars Place dowel bars parallel to the substrate surface and parallel to the centerline of the pavement. Before placing the concrete, mark the location on both sides of each transverse joint as approved by the Engineer. Ensure the proposed sawcut is centered on the dowel bars and that the dowels remain parallel to the Roadway centerline. Transfer the markings to the top surface of the fresh concrete immediately after completing the final finishing operations. If dowel bars are not pre-coated with a manufacturer-applied bond breaker material or the coating has rubbed off, coat the dowel bars with a uniform coating of Material in accordance with 3902, “Form Coating Material,” with the approval of the Engineer. H.1 Dowel Basket Assemblies Secure dowel bar assemblies with anchors to hold the dowel bars in the correct position and alignment while preventing movement during concrete placement. Fasten the baskets to the substrate surface so that they do not move vertically or horizontally more than 1/4 inch. In accordance with Standard Plate 1103, provide dowel bar assemblies manufactured in single units for the lane widths shown on the Plans, unless otherwise approved by the Engineer. For non-typical lane widths, do not (splice) use more than two dowel bar assemblies in any one doweled joint. Provide a Quality Control Plan for anchoring dowel basket assemblies in accordance with 2301.3H.1.a, “Quality Control Plan for Anchoring Dowel Basket Assemblies.” H.1.a Quality Control Plan for Anchoring Dowel Basket Assemblies At least 7 Calendar Days before the beginning of concrete paving, provide a Quality Control Plan in writing to the Engineer for acceptance that provides a method for keeping the dowel basket assemblies anchored to the grade, the existing concrete, or into the asphalt or bond breaker Layer and into the underlying concrete. The Quality Control Plan shall include the following at a minimum:

concrete placement, one lane at a time, anchor all basket assemblies during the concrete placement operation, etc.)

placement Before the beginning of concrete pavement placement and each day before beginning paving, demonstrate the fastening method to the Engineer for approval.

The Engineer will suspend paving operations if the Contractor fails to comply with their Quality Control Plan. H.2 Dowel Bar Inserter The Contractor may use a mechanical dowel bar inserter to place dowel bars in the pavement as approved by the Engineer, in conjunction with the Concrete Engineer . If using a dowel bar inserter, initially and on each production day, demonstrate to the Engineer that the inserted dowel bars in the completed concrete pavement are parallel to the surface and centerline slab and are located at mid-depth of the slab thickness. I Definition of a Lot and Sublot for Concrete Field Testing The Engineer will select random locations for lots for concrete field testing as defined in the Schedule of Materials Control J Dowel Bar and Tie Bar Placement Testing in Plastic Concrete For concrete paving Projects greater than 3,500 cubic yard, provide a MIT-SCAN non-destructive testing device in accordance with this section for concrete pavement placed by the slipform method. J.1 MIT-SCAN-T2 or T3 (MIT SCAN) Non-Destructive Testing Device The Contractor shall furnish a MIT-SCAN non-destructive testing device or approved equal, as determined by the Concrete Engineer, having the ability to locate pavement reinforcement and dowel bars, and measure concrete pavement thickness in a single device. Department and Contractor personnel shall mutually use this non- destructive testing device to locate dowel bar and tie steel placement in the plastic concrete during pavement construction. Department observations do not relieve the Contractor of the requirement to properly place the concrete reinforcement and dowel bars as shown in the P lans. In addition, the Engineer reserves the right to reject the pavement in accordance with 1503, “Conformity with Contract Documents” and 1512, “Unacceptable and Unauthorized Work.” The Engineer will not provide additional payment for furnishing the above E quipment for the Department's use. J.2 Minimum Plastic Concrete MIT-SCAN Testing Rates The Engineer will identify the MIT-SCAN random testing locations using the MnDOT Thickness, Texture and MIT-SCAN workbook in accordance with the Schedule of Materials Control. Offset the location of the dowel bar test to the closest contraction joint. Before the start of paving, the Engineer will provide the MIT-SCAN report generated from the MnDOT Thickness, Texture and MIT-SCAN workbook to the Contractor. Unless otherwise approved by the Engineer, perform testing with the MIT-SCAN device in the presence of the Engineer. Locate the entire span of the dowel bar and machine placed tie bar (L1T) steel in the plastic concrete, utilizing a walk Bridge that spans the width of the pavement and perform the following:

upstream and downstream edges of the dowel bar baskets

the tie bar

J.3 Alignment Tolerances Ensure the dowel bar and tie bar placement complies with the following tolerances:

and the dowels remain anchored parallel to the Roadway centerline

J.4 Non-conforming Placement If a dowelled contraction joint has dowel bars out of acceptable alignment during placement in accordance with 2301.3J.3, “Alignment Tolerances,” and the Standard Plan 5-297.221, scan both upstream and downstream from the misaligned transverse dowelled joints, from concrete placed in the same operation, until at least 3 joints comply . If a panel along the tied longitudinal (L1T) joint is found to have 2 or more tie bars missing or out of acceptable alignment tolerances specified in 2301.3J.3, “Alignment Tolerances,” scan joints on both ends until 3 consecutive panels meet the correct number of tie bars installed and acceptable tie bar alignment tolerances. If at any time the Engineer determines the dowel bar anchoring or tie bar placement processes are unacceptable due to alignment/tolerance issues, the Engineer may request the Contractor amend the placement process for the operation in question to achieves atisfactory placement of the dowel bars and tie bars. The Engineer will consider concrete pavement that fails to comply with the alignment tolerances as unacceptable Work in accordance with 1512, “Unacceptable and Unauthorized Work.” The Engineer, in conjunction with the Concrete Engineer, will evaluate the defective concrete pavement in accordance with 2301.3Q “Workmanship and Quality.” K Surface Finishing Use a 3/8 inch radius edging tool to finish edges of the pavement. Do not add water to the surface of the concrete to aid in finishing without the approval of the Engineer . If satisfactory finishing of the pavement does not occur, as determined by the Engineer, suspend batching and mixing operations. After consolidating, screeding, and floating the concrete, give the pavement surface a final finish texture in accordance with 2301.3K.1, “Pavement Texture.” K.1 Pavement Texture Pull the carpet drag longitudinally over the finished surface to produce a uniform final finish textured surface. Provide a texture depth of at least 1.00 millimeters in accordance with ASTM E965-87, Test Method for Measuring Surface Macrotexture Depth Using a Sand Volumetric Technique. Provide artificial grass type carpeting for the carpet drag meeting the following characteristics and requirements:

Mount the drag on a Bridge having external alignment control. Provide a drag as wide as the concrete placed without causing edge slump. Maintain continual contact between the drag and the pavement surface during texturing. Apply down pressure on the pavement surface as necessary to achieve uniform texturing.

The Contractor may use manual methods including brooms to achieve similar results on the edges of the pavements and Ramps and other locations as approved by the Engineer. The Contractor may use other texturing Equipment to obtain an equivalent texture as approved by the Engineer in conjunction with the Concrete Engineer. For concrete pavements with a posted vehicle speed less than or equal to 45 miles per hour, use either a carpet drag or broom drag longitudinally to achieve a uniform final finish textured surface. K.1.a Texture Testing The Engineer will identify the texture testing locations in accordance with the Schedule of Materials Control. The Engineer will verify the volume of the Contractor’s testing container prior to performing texture testing. The Engineer will use the MnDOT Thickness, Texture and MIT SCAN workbook to determine the random texture locations and will provide the Concrete Texture report to the Contractor before the start of paving. Perform surface texture testing of the concrete pavement in the presence of the Engineer and provide the test results to the Engineer no later than 48 hours after pavement placement unless otherwise approved by the Engineer. K.1.b Non-conforming Texture The Engineer will evaluate the texture results in accordance with Table 2301.3-5 and the following:

operation immediately to achieve the minimum required texture.

represented by random testing appear to not meet the minimum texture required, the Engineer reserves the right to require additional testing in those specific areas to determine compliance.

test location to determine the limits of any individual failing test until an acceptable minimum texture of 1.00 millimeters is obtained. Table 2301.3-5 Pavement Texture Depth Texture Depth Test Results for Individual Tests Resolution ≥ 1.00 millimeter Meets requirements – no action required <1.00 millimeter to ≥0.80 millimeter The Engineer will accept the Work if the Contractor amends the operation to achieve the required depth of at least 1.00 millimeter as approved by the Engineer. If the Contractor fails to correct the operation, the Engineer will suspend the paving operation until corrections produce the required results. < 0.80 millimeter Perform concrete grinding of the pavement represented by this test to attain the minimum texture of 1.00 millimeter as required by the Engineer. L Pavement Thickness Requirements Provide pavement with a finished pavement thickness as shown on the P lans or as modified, in writing, by the Engineer.

L.1 Thickness Evaluation Procedure The Engineer will evaluate each differing concrete pavement thickness required on the Project in accordance with the following:

MIT-SCAN workbook to determine the random testing locations in accordance with the Schedule of Materials Control.

Thickness, Texture and MIT-SCAN workbook to the Contractor before the start of paving.

pavement edge and within 4 feet of any transverse or longitudinal joint or other obstructions. If the pavement is placed to a variable cross -section thickness, adjust the location to within 2 feet of the outside lane edge. L.2 Contractor Quality Control Probing or Scanning Perform QCP on concrete paving Projects 3,500 cubic yards or less and concrete overlays Projects where the underlying pavement at any depth is concrete. Perform QCS on concrete paving Projects greater than 3,500 cubic yards when the concrete is placed directly on grade or the concrete overlay is placed on an existing asphalt pavement with no underlying concrete. Perform the thickness measurements in the presence of the Engineer unless otherwise approved by the Engineer. Record the results on the field probing or scanning report. Provide daily summary reports listing the results of the day’s QCP or QCS thickness measurements and additional probing or scanning results to the Engineer. L.2.a Contractor Probing L.2.a(1) QCP Probing Equipment Provide the following Equipment as approved by the Engineer to perform probing:

requirements:

pavement for measuring

with a diameter allowing for easy maneuvering along the length of the probing rod

between the top plate and the probing rod at 90 degrees when locked

requirements:

660 micrometer ± 10 micrometer thick, steel (ASTM A653, Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process, Type 2 Commercial 1 Grade, G90) circular plate supplied by Kessler Soils Engineering Products, Inc. or approved equal

be pushed against it without flexing

requirements:

the probing device

length capable of measuring the depth of penetration of the probing device into the plastic concrete pavement L.2.a(2) QCP Probing Method Perform probing in accordance with the following:

and anchor the plates to prevent movement during concrete placement. Mark the locations of the base plates to ensure ease of locating the plates after the paver has passed.

locate each point.

perpendicular to the pavement surface, insert the rod into the plastic concrete until the rod strikes the base plate.

the pavement surface then lock to the probing rod.

plastic concrete from the underside of the top plate to the end of the probing rod. Record this measurement to the nearest 1/8 inch.

L.2.b Contractor Scanning L.2.b(1) QCS Scanning Equipment Provide the following Equipment as approved by the Engineer to perform scanning:

660 micrometer ± 10 micrometer thick, steel (ASTM A653, Standard Specification for Steel Sheet, Zinc- Coated (Galvanized) or Zinc-Iron Alloy-Coated

Commercial 1 Grade, G90) circular plate supplied by Kessler Soils Engineering Products, Inc. or approved equal. L.2.b(2) QCS Scanning Method Perform scanning in accordance with the following:

and anchor the plates to prevent movement during concrete placement. Mark the locations of the base plates to ensure ease of locating the plates after the paver has passed.

(e.g. reinforcement, dowel bar baskets) should not be within 4 feet of the base plate. The base Material should be level under the base plate.

pressing the search button and moving the sensor head over the base plate.

must be in contact with the concrete during the test. Before starting the measurement, position the MIT-SCAN sensor head approximately 1 foot centrally in front of the base plate. A measurement is performed by pressing the measurement button and passing the sensor head over the middle of the base plate. The measurement run is approximately 4.5 feet.

base plate and average the 3 measurements to determine the final individual scan thickness.

millimeters and converted to inches. L.2.c Individual Deficient Probe or Scan If a final individual probe or scan measurement shows a thickness deficiency greater than 1/2 inch from Plan thickness, take a quality control core (QC Core) at the probe or scan location to determine if the pavement is defective. The Engineer will use the QC-Core results in lieu of the QCP or QCS results.

L.3 Quality Acceptance Testing – Coring After concrete pavement placement, the Engineer will mark the QAC core locations in accordance with the Schedule of Materials Control. The Engineer will also mark any QC Core locations identified by QCP or QCS testing showing a thickness deficiency greater than 1/2 inch from Plan thickness. The Contractor will core all marked locations. The Engineer will allow coring after the concrete meets the requirement of 2301.3O, “Opening Pavement to Traffic.” Use 3U58M concrete or another concrete mix approved by the Engineer to fill the core holes within 72 hours of coring at no additional cost to the Department. Provide traffic control for coring. Cut 4-inch Nominal diameter cores at marked locations. Lay the cores next to the holes in a curing condition. Take precautions to ensure the quality of cores. The Engineer will not accept cores out of round, not perpendicular, or containing ridges. The Engineer will field measure the core thickness to the nearest 1/8 inch, verify (field ID number) the cores, and record the field measurement on the field coring report generated from the MnDOT Thickness, Texture and MIT-SCAN workbook. The Engineer will pick up the cores from the pavement and submerge the cores in a water tank maintained at a temperature from 60°F to 80°F at the Department field office for at least 28 Calendar Days after concrete placement. The Engineer will transport the cores in a curing condition, unless older than 28 Calendar Days, to the MnDOT Office of Materials and Road Research. The MnDOT Office of Materials and Road Research will determine the final pavement thickness by measuring the length of the cores (QC Core and QAC cores) using nine probe testing devices to obtain the average length of the core in one operation. The Departm ent will report the lab measured core length to the nearest 0.05 inch. The Individual lab measured cores may require exploratory coring in accordance with 2301.3L.4, “Final Evaluation of Thickness Measurements.” After Department thickness verification, the Department will test the cores for compressive strength at 60 Calendar Days of age for information only. The Department will test 3 of the cores from the entire Project for rapid chloride permeability (RCP) in l ieu of compressive strength testing for information only, unless otherwise directed by the Concrete Engineer. L.4 Final Evaluation of Thickness Measurements The Engineer will evaluate the MnDOT lab measured thickness cores and QCS scans to determine the final average thickness for each Plan thickness (PT) in accordance with Table 2301.3-6. If all cores and scans meet the design Plan thickness requirements of the Project, the Engineer will consider the final average core thickness for each Plan thickness acceptable.

Table 2301.3-6 Concrete Pavement Thickness Individual Lab Measured Cores and QCS Scans Exploratory Coring Required Resolution ≥ PT No The Engineer will evaluate in accordance with 2301.5I.5.b, “Final Average Thickness” ≤ PT – 1/2 inch No The Engineer will evaluate in accordance with 2301.5I.5.b, “Final Average Thickness” > PT – 1/2 inch to 1 inch 2301.3L.5, “Exploratory Coring” The Engineer will evaluate in accordance with 2301.5I.5.a(1), “Defective Pavement Area > 1/2 inch to 1 inch > PT – 1 inch 2301.3L.5, “Exploratory Coring” The Engineer will evaluate in accordance with 2301.5I.5.a(2), “Defective Pavement Area > 1 inch L.5 Exploratory Coring The Engineer will require an exploratory core in the adjacent lane if placed in the same paving operation. If the length of the exploratory core in the adjacent lane is at least equal to the Plan thickness minus 1/2 inch, the Engineer will not require additional cores in the adjacent lane. Take exploratory cores in accordance with the following procedure:

and at the same distance from the pavement centerline. If the length of each of the first exploratory cores is at least equal to the Plan thickness minus 1/2 inch, the Engineer will not require additional cores from this location .

exploratory cores at 25 foot intervals and at the same distance from the pavement centerline, as directed by the Engineer.

length at least equal to the Plan thickness minus 1/2 inch in each lane separately. The Engineer will use exploratory cores to determine the extent of deficient pavement thickness for adjusting the Contract Unit Price or requiring pavement removal and replacement. M Concrete Curing and Protection After completing final finishing operations, cure exposed concrete surfaces . Use one of the following curing methods:

curing compound conforming to 3754, “Poly-Alpha Methyl styrene (AMS) Membrane Curing Compound,” or 3755, “Linseed Oil Membrane Curing Compound,” within 30 minutes of concrete placement or once the bleed water has dissipated, unless the Engineer directs otherwise in accordance with 2301.3M.1.a, “Membrane Curing Method.” Place the membrane curing compound on the edges within 30 minutes after permanent removal of the forms or curing blankets, unless the Contract requires otherwise.

accordance with 2401.3G.2.b, “Curing Blanket Method,” as soon as practical without marring the surface.

Whenever weather conditions are such as to cause unusual or adverse placing and finishing conditions or Equipment failures occur, expedite the application of a curing method or temporarily suspend the mixing and placing operations, as the conditions require. If necessary to remove the coverings to saw joints or perform other required W ork, and if the Engineer approves, remove the covering for the minimum time required to complete that W ork. M.1 Curing Methods M.1.a Membrane Curing Method Before application, agitate the curing compound as received in the shipping container to obtain a homogenous mixture. Protect membrane curing compounds from freezing before application. Handle and apply the membrane curing compound in accordance with the manufacturer’s recommendations. The Engineer will only approve fully automatic, self-propelled mechanical power sprayer equipped with a recirculating bypass system that provides for continuous agitation of the reservoir Material, separate filters for the hose and nozzle, check valve nozzles, multiple or adjustable nozzle system that provides for variable spray patterns, a shield to control loss of Material by wind action, and a spray-bar drive system that operates independently of the wheels or track drive system. When using the fully-automatic, self-propelled mechanical power sprayer to apply the curing compound operate the Equipment to direct the curing compound to the surface from two different lateral directions. Do not allow the sprayer to ride on the pavement surface. Ensure the sprayer covers the entire lane width and atomizes the curing compound. If puddling, dripping, or non-uniform application occurs, suspend the operation to perform corrections as approved by the Engineer. Apply the curing compound in accordance with the following:

area.

white, opaque coverage on exposed concrete surfaces (equal to a white sheet of copy paper) at the time of application. Some Department approved curing compounds may have a base color (i.e. yellow) that cannot comply with the above requirement. In this case, provide a uniform, solid, opaque consistency meeting the intent of the above requirement.

immediately repair the damaged area by respraying. If the Engineer determines that the initial or corrective spraying result in unsatisfactory curing, the Engineer may require the Contractor to use the blanket curing method, at no additional cost to the Department. For pavements that are 10 feet wide or less and irregular shaped surfaces, the Engineer will only approve airless spraying machines equipped with a recirculating bypass system that provides for continuous agitation of the reservoir Material , separate filters for the hose and nozzle, and multiple or adjustable nozzle system that provides for variable spray patterns.

M.1.b Curing Blanket Method After completion of the finishing operations and without marring the concrete, cover the concrete with curing blankets. Install in a manner that envelops the exposed concrete and prevents loss of water vapor. After the concrete has cured, apply membrane curing compound to the concrete surfaces that will remain exposed in the completed Work. M.2 Protection Against Rain Do not start concrete placement when it is raining. Protect the concrete from damage due to rain. Have available, near the site of the Work, Materials for protection of the edges and surface of the concrete. Should any damage result, the Engineer will suspend operations until corrective action is taken and may subject the rain-damaged concrete to 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work.” If corrective Work is performed to the satisfaction of the Engineer, the Department must pay Incentives provided the concrete meets all other requirements of 2301, “Concrete Pavement.” M.3 Protection Against Cold Weather If the National Weather Service forecast for the construction area predicts air temperatures of 36°F or less within the next 24 hours and the Contractor wishes to place concrete, the Contractor shall submit a cold weather protection P lan. Protect the concrete from damage, including freezing due to cold weather . Should any damage result, the Engineer will suspend operations until corrective action is taken and may subject the damaged concrete to 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work.” M.3.a Cold Weather Protection Plan Submit a proposed time schedule and Plans for cold weather protection of concrete in writing to the Engineer for acceptance that provides provisions for adequately protecting the concrete during placement and curing. Do not place concrete until the Engineer accepts the cold weather protection Plans. M.4 Vibratory and Backfilling Protection Protect newly placed concrete from damage by adjacent vibratory or backfilling operations for a minimum of 24 hours. Resume vibratory and backfilling operations after the concrete has reached a minimum compressive strength of 2,000 pounds per square inch or a flexural strength of 250 pounds per square inch. Cast concrete control specimens in accordance with 2461.3G.5, “Concrete Strength.” The Engineer will test the control specimens. If the Engineer discovers evidence of damaged concrete, the Engineer will suspend W ork until the Contractor corrects the Work. The Engineer may reject damaged concrete in accordance with 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work.” The Contractor may use hand-operated concrete consolidation Equipment, walk-behind vibratory-plate compactors, rollers in “static” mode, and fine grading machines 24 hours after placing the concrete, and other Equipment as approved by the Engineer, in conjunction with the Concrete Engineer. N Joint Construction Operations Unless otherwise shown on the Plans, construct joints perpendicular to the grade. If the sequence of operations includes placing the curb and gutter before the concrete pavement, submit a jointing Plan to the Engineer for approval. Submit the jointing Plan to the Engineer a minimum of 7 Calendar Days before placing the curb and gutter.

Space contraction joints at the intervals shown on the P lans, except shorten the spacing at the following to provide panel lengths at least 5 feet:

N.1 Joint Sawing Equipment Provide wet-cut saws for joint establishment in the concrete. If the Contractor would like to use lighter weight dry-cut saws, commonly referred to as “early entry,” submit a Quality Control Plan to the Engineer defining the intended use for the early-entry saws. The Engineer, in conjunction with the Concrete Engineer, will evaluate the QC Plan to determine if their use is acceptable. When using early-entry saws, use saw blades and skid plates specifically designed for the type coarse Aggregate used in the concrete in accordance with the saw manufacturer’s recommendation. N.2 Joint Establishment Provide joint sawing as shown on the Plans. For concrete pavement 10 feet or less in width, the Concrete Engineer will allow tooling for initial joint establishment. Sawing of tooled joints is required. Perform the sawing as soon as the concrete will support the joint sawing operation without raveling and before random cracking occurs. If raveling of joints occurs due to the sawing operations, review the sawing operation and make immediate correction to the sawing operations. The Engineer, in conjunction with the Concrete Engineer, will evaluate the raveled joints in accordance with 2301.3Q, “Workmanship and Quality.” During sawing of joints, provide one or more backup saws and an adequate supply of blades. Immediately after completing the wet-cut sawing of the joints, use water under nozzle pressure to remove the sawing residue from each joint and the pavement surfaces. Immediately after completing early-entry sawing of the joints, use air blasting to remove the sawing residue from each joint. If widening is necessary, do not widen the joints to full width until the concrete is at least 24 hours old, or longer if the sawing causes raveling of the concrete. Extend transverse joints constructed in the pavement through the integrant curb. N.3 Joint Sealing When joint sealing is required by the Contract, provide a joint sealant in accordance with 3725, “Hot-Poured, Extra-Low Modulus, Elastic-Type Joint and Crack Sealer,” unless the type of sealant for contraction joints is otherwise specified in the Contract. If the concrete mixture contains Class B coarse Aggregate as defined in 3137, “Coarse Aggregate for Concrete,” do not seal joints with silicone. Perform joint sealing as shown on the Plans and in accordance with the following:

dirt, dust, and other foreign matter, including accumulations of concrete

air under pressure of at least 85 pounds per square inch

used to seal the pavement joints

the Plans at no additional cost to the Department Handle and place joint sealer Material as recommended by the manufacturer and in accordance with the following requirements: N.3.a Hot-Poured Sealers Heat hot-poured sealers in a double-boiler type kettle or melter. Fill the space between inner and outer shells with oil or other Material as allowed by the manufacturer. Provide heating Equipment with automatic temperature control, mechanical agitation, and recirculating pump. Use heating Equipment as recommended by the manufacturer of the sealer Material. Do not melt quantities of sealer Material greater than the quantity used within the same day. After heating the sealer Material to the application temperature, maintain the Material temperature until placement. Place the sealer Material within 4 hours after the initial heating to the application temperature. Apply sealant to the pavement at ambient pavement temperatures greater than 39°F. N.3.b Silicone Sealers Install silicone sealers as recommended by the manufacturer. N.3.c Preformed Sealers Provide preformed seals in one continuous length for each joint, except the Contractor may use butt splices in transverse joints at longitudinal joints. Do not stretch the preformed sealer Material in the installation process by greater than 5 percent of the joint length. O Opening Pavement to Traffic Do not open a new pavement slab to general public traffic or operate paving or other heavy Equipment on it for 7 Calendar Days, or until the concrete has reached a minimum flexural strength of 300 pounds per square inch, or minimum compressive strength of 2,000 pounds per square inch; whichever occurs first. If the pavement joints are widened, seal the joints before operating paving or other heavy Equipment and general public traffic on the pavement. Cast and cure the field control specimens in accordance with 2461.3G.5.d, “ Strength Specimens for Concrete Paving.” Provide moist curing environments in accordance with 2461.3G.5.b(2), “ Moist Curing Environment.” The Engineer will test the field control specimens for flexural strength in accordance with the Concrete Manual or compressive strength in accordance with 2461.3G.5.d, “ Testing Cylinders.”Perform operations on new pavement as approved by the Engineer and in accordance with the following:

pavement slab.

Equipment in accordance with 1513, “Restrictions on Movement and Storage of Heavy Loads and Equipment.” Sweep the pavement surface free of debris before placing the protective Material or tracked paving Equipment onto the slab.

operations and take corrective action as approved by the Engineer. Do not operate the Equipment wheels or tracks within 4 inches of the slab edge.

pavement surface free of debris by sweeping or other method as approved by the Engineer to prevent spalling of the pavement joints. O.1 Early Opening of Pavement to Traffic For earlier opening to general public traffic as required by the Engineer, the Engineer will allow the Contractor to design and construct a section of pavement of High -early strength concrete in accordance with 2301.2-4 at important Road crossings, Intersections, driveway entrances, or other locations as shown on the Plans or directed by the Engineer . P Pavement Smoothness – IRI (International Roughness Index) Provide concrete pavement Smoothness in accordance with 2399, “Pavement Surface Smoothness.” For any pavement sections not subjected to 2399, “Pavement Surface Smoothness,” the Engineer will use a 10 foot straightedge to evaluate the hardened concrete pavement in accordance with 2301.3Q, “Workmanship and Quality.” Q Workmanship and Quality The Engineer may use the 10 foot straightedge as necessary to determine any defects in the hardened concrete. When measuring the hardened concrete using the straightedge, the Engineer will:

transverse joint.

Q.1 Random or Uncontrolled Cracking Repair or replace pavement with random or uncontrolled cracks as directed by the Engineer, in conjunction with the Concrete Engineer. Submit the intended repair technique to the Engineer for approval. Perform pavement repairs at no additional cost to the D epartment. If the repair fails, replace the pavement at no additional cost to the Department. The Engineer will accept repairs in accordance with 1516, “Acceptance.” Q.2 Pavement Smoothness after Corrective Work In any location where the Contractor must remove and replace concrete full depth pavement due to workmanship, the Engineer will require reprofiling in accordance with 2399, “Pavement Surface Smoothness.”

2301.4METHOD OF MEASUREMENT

A Dowel Bars The Engineer will measure dowel bars by the actual number of individual dowels placed. The Engineer will not measure dowels included in the Contract linear foot price for Dowelled expansion joints, design ___.

B Dowelled Expansion Joints The Engineer will separately measure dowelled expansion joints of each design designation as shown on the Plans by length along the joint line. C Integrant Curb The Engineer will separately measure integrant curb of each design by length. D Concrete Pavement and Concrete Pavement High-early If the Contract includes the Contract Item Concrete Pavement or Concrete Pavement High-early, the Engineer will measure in accordance with the following:

surface area of the pavement as constructed, including integrant curb

of concrete, width, or thickness of the pavement in a single measurement, except if the Plans include a Contract Item for High-early strength concrete E Place Concrete Pavement If the Contract includes the Contract Item Place Concrete Pavement, the Engineer will measure Concrete pavement placed by area based on specified dimensions, including integrant curb. This measurement will represent the surface area of the pavement as constructed. F Structural Concrete and Structural Concrete High-early If the Contract includes the Contract Item Structural Concrete or Structural Concrete High-early, the Engineer will measure the volume in accordance with the following:

using the average end-area method.

plant, as verified by 2301.3C.8, “Concrete Ingredient Summaries,” and the consideration of any waste as agreed with the Engineer.

grade, strength, width, or thickness of the concrete pavement, except if the P lans include a Contract Item for High-early strength concrete. G Supplemental Pavement Reinforcement The Engineer will measure supplemental pavement reinforcement by weight. H Reinforcement Bars The Engineer will not separately measure keyway bars, tie bars, taper steel, stopper bars, and other reinforcement bars.

2301.5BASIS OF PAYMENT

The Engineer may pay for Concrete Pavement meeting the requirements and tolerances in accordance with this section at the Contract Unit Price. Pavement that fails to meet the minimum requirements when placed and tested in the prescribed manner is considered defective. The Engineer may reject or adjust the payment for defective concrete pavement in accordance with 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work.” The Engineer will determine the limits of each individual defective pavement area. If applying a monetary deduction for defective payment, the Engineer will measure the area to the nearest whole square yard, except the Engineer will consider areas less than 1 square yard as 1 square yard. The Engineer will determine the condition of each individual defective area of pavement based on the calculation of greatest deficiency within the area.

A Dowel Bars The Contract each price for dowel bars includes the cost of constructing the joints complete as shown on the Plans, including the costs of providing and placing dowel bars and dowel bar assemblies. B Dowelled Expansion Joints The Contract linear foot price for Dowelled expansion joints, design ___ includes the cost of constructing the joints complete in-place as shown on the Plans, including the costs of providing and placing dowel bar assemblies, filler, and sealer Materials. C Integrant Curb The Contract linear foot price for Integrant Curb, Design ___ includes the cost of forming and finishing the curb and protecting and curing the concrete. D Concrete Pavement and Concrete Pavement High-Early Unless the Plans include a separate Contract Item, the Engineer will consider the Contract square yard price for Concrete Pavement to include the cost of constructing the pavement, including the cost of batch Materials and mixing operations; plant-lab office; producing the concrete; fine grading; forming, including headers; providing and installing keyway and keyway bars, tie bars, taper steel, stopper bars, and other reinforcement bars; delivering; depositing; placing; spreading; screeding; vibration monit oring; installing structural rumble strips; finishing; texturing; curing; protecting; sawing; sealing; probing; scanning; and coring and filling the core holes. If the Plans include a separate Contract Item for Concrete pavement High-early or if the Contractor requests High-early and the Engineer approves, the Department will not provide extra compensation for the production of High-early strength concrete. The Contract square yard price for Concrete Pavement High-early includes the cost of constructing the pavement, including the cost of batch Materials and mixing operations; plant-lab office; producing the concrete; fine grading; forming, including headers; providing and installing keyway bars, tie bars, taper steel, stopper bars, and other reinforcement bars; delivering; depositing; placing; spreading; screeding; vibration monitoring; finishing; texturing; curing; protecting; sawing; sealing; probing; scanning; and coring and filling of core holes. If the Plans do not include a separate Contract Item for Concrete pavement High-early and the Engineer orders High-early concrete, the Department will pay for the additional cement at a rate of the invoice cost plus 15 percent. E Place Concrete Pavement Unless the Plans include a separate Contract Item, the Engineer will consider the Contract square yard price for Place Concrete Pavement to include the cost of constructing the pavement, including fine grading; forming, including headers; providing and installing keyway and keyway bars, tie bars, taper steel, stopper bars, and other reinforcement bars; placing; spreading; screeding; vibration monitoring; installing structural rumble strips; finishing; texturing; curing; protecting; sawing; sealing; probing; scanning; and coring and filling of core holes. F Structural Concrete and Structural High-early The Contract cubic yard price for Structural Concrete and Structural Concrete High-early includes the cost of producing, delivering, and depositing the concrete, including the cost of the batch Materials , mixing operations, and the plant-lab office. If the Plans include a separate Contract Item for Structural Concrete High-early or if the Contractor requests High-early and the Engineer approves, the Department will not provide extra compensation for the production of High-early strength concrete.

Due to variations in the asphalt or asphalt bond breaker L ayer, the Contractor may request additional volume up to 102 percent of the Engineer’s field calculated final volume of Structural Concrete, Structural Concrete High-early¸ or both for the entire Project. If the Engineer finds the Contractor’s request for the additional final volume valid, the Engineer will pay for the additional volume up to 102 percent of the calculated quantity for the entire Project. If the Plans include a separate Contract Item for Structural Concrete High-early or if the Contractor requests High-early and the Engineer approves, the Department will not provide extra compensation for the production of High-early strength concrete. If the Plans do not include a separate Contract Item for Structural Concrete High-early and the Engineer orders High-early concrete, the Department will pay for additional cement at a rate of the invoice cost plus 15 percent. G Supplemental Pavement Reinforcement The Contract pound price for Supplemental Pavement Reinforcement includes the cost of providing and placing the metal reinforcement, including tie wires, supporting devices, and splicing. H Type 8 Geotextile The Department will pay for furnished and installed Type 8 geotextile in accordance with 2108.5, “Geosynthetic Construction Materials, Basis of Payment.” I Monetary Adjustments The Department must apply Incentives and Disincentives and may apply monetary deductions for Concrete Pavement. The amounts of these adjustments are deemed reasonable. I.1 Optimized Aggregate Gradation Incentive If the Contract includes 3,500 cubic yards or greater of paving concrete, the Department must apply an Incentive for Coarse Aggregate Quality on a per lot basis for any paving concrete provided by the Primary Concrete Plant in accordance with Table 2301.5-1. Table 2301.5-1 Optimized Aggregate Gradation Incentive Incentive per cubic yard* $2.00 per cubic yard *Apply Incentive for Concrete Pavement based on the theoretical volume of concrete used by multiplying the measured square yard of concrete by the thickness shown on the P lans. Apply Incentive for Structural Concrete based on the daily cubic yards batched of Structural Concrete as verified by the computerized batch ticket printouts from the plant, with consideration of any waste. I.2 W/C Ratio Incentive/Disincentive If the Contract includes 3,500 cubic yards or greater of paving concrete, the Department must apply an Incentive/Disincentive for W/C Ratio on a per lot basis for paving concrete (except High-early concrete) provided by the Primary Concrete Plant and hauled in dump trucks, agitator trucks, or both in accordance with Table 2301.5-2.

Table 2301.5-2 W/C Ratio Incentive/Disincentive When using fly ash When using cement only, slag or ternary W/C Ratio Lot Result Incentive/Disincentive per cubic yard* W/C Ratio Lot Result Incentive/Disincentive per cubic yard* ≤ 0.37 +$3.00 ≤ 0.39 +$3.00 0.38 +$1.75 0.40 +$1.75 0.39 +$0.50 0.41 +$0.50 0.40 $0.00 0.42 $0.00 0.41 −$0.50 0.43 −$0.50 0.42 −$1.75 0.44 −$1.75 ≥ 0.43 The Engineer, in conjunction with the Concrete Engineer, will determine the concrete suitability for the intended use in accordance with 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work.” This may include testing on the hardened concrete. ≥ 0.45 The Engineer, in conjunction with the Concrete Engineer, will determine the concrete suitability for the intended use in accordance with 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work.” This may include testing on the hardened concrete. *Apply Incentive/Disincentive for Concrete Pavement based on the theoretical volume of concrete used by multiplying the measured square yard of concrete by the thickness shown on the Plans. Apply Incentive/Disincentive for Structural Concrete based on the daily cubic yards batched of Structural Concrete as verified by the computerized batch ticket printouts from the plant, with consideration of any waste.

I.3 Coarse Aggregate Quality Incentive/Disincentive Coarse Aggregate Incentive/Disincentive does not apply to Class R Aggregates. If the Contract includes 3,500 cubic yards or greater of paving concrete, the Department must apply an Incentive/Disincentive for Coarse Aggregate Quality for any paving concrete provided by the Primary Concrete Plant in accordance with Table 2301.5-3. If the concrete mixture contains at least three fractions of coarse A ggregate, the Department may consider only the two containing the highest percentage by weight as eligible for a Coarse Aggregate Incentive/Disincentive.

Table 2301.5-3 Coarse Aggregate Quality Incentive/Disincentive Aggregate Class QI for Fraction, percent Incentive/Disincentive per cubic yard* Class A (including quartzite and gneiss) — $1.00 Class B (based on percent absorption) < 1.00 $1.00 1.01 – 1.45 $0.50 1.46 – 1.76 $0.00 1.77 – 1.85 −$1.00 > 1.86 As recommended by the Concrete Engineer, with coordination of the Engineer Class C (based on percent Carbonate) < 15.0 $1.00 15.1 – 24.0 $0.50 24.1 – 31.0 $0.00 31.1 – 35.0 −$1.00 > 35.1 As recommended by the Concrete Engineer, with coordination of the Engineer *Apply Incentive/Disincentive for Concrete Pavement based on the theoretical volume of concrete used by multiplying the measured square yard of concrete by the thickness shown on the P lans. Apply Incentive/Disincentive for Structural Concrete based on the daily cubic yards batched of Structural Concrete as verified by the computerized batch ticket printouts from the plant, with consideration of any waste. I.4 Air Content before Consolidation If the Contractor places Type 3 concrete not meeting the air content requirements into the Work, the Department may apply monetary deductions to nonconforming concrete. For the quantity of non-conforming concrete not meeting the required air content, the Engineer may make determinations regarding the disposition, payment, or removal in accordance with Table 2301.5-4.

Table 2301.5-4 Grade A Paving Concrete (Target Air Content 7.0 percent) Air Content Before Consolidation, percent Monetary Deduction > 9.0 The Engineer, in conjunction with the Concrete Engineer, will determine the concrete suitability for the intended use in accordance with 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work.” 5.5 – 9.0 No deduction for Materials placed as approved by the Engineer. > 5.0 – < 5.5 $25.00 per cubic yard or 25 percent of the Contractor-provided invoice for quantity represented by the Materials placed. > 4.0 – ≤ 5.0 The Engineer, in conjunction with the Concrete Engineer, will determine the concrete suitability for the intended use in accordance with 1503, “Conformity with Contract Documents,” and 1512, “Unacceptable and Unauthorized Work.” This may include testing on the hardened concrete as required by the Engineer, in conjunction with the Concrete Engineer. ≤ 4.0 Remove and replace concrete in accordance with 1503, “Conformity with Contract Documents” and 1512, “Unacceptable and Unauthorized Work” as directed by the Engineer. This may include testing on the hardened concrete as required by the Engineer, in conjunction with the Concrete Engineer. If the Engineer, in conjunction with the Concrete Engineer, determines the concrete can remain in place, the Engineer will not pay for the concrete and if the Engineer determines the surface is exposed to salt-brine freeze-thaw cycling, coat with an epoxy penetrant sealer from the APL. I.5 Pavement Thickness I.5.a Deficient Core Thickness For the purpose of the Work specified in section 2301.5I.5, “Pavement Thickness,” the Department defines defective pavement area as the entire area surrounding the deficient core within the entire width of the Traffic Lane and between acceptable cores. I.5.a(1) Defective Pavement Area > 1/2 inch to 1 inch For cores showing a pavement thickness greater than the P lan thickness minus 1/2 inch to 1 inch, the Contractor may choose one of the following:

additional cost to the Department

$20.00 per square yard for the defective pavement area, as approved by the Engineer I.5.a(2) Defective Pavement Area > 1 inch For cores showing a pavement thickness greater than 1 inch below the Plan thickness, the Engineer, in conjunction with the Concrete Engineer, will determine whether the Contractor will do one of the following:

additional cost to the Department

and apply a monetary deduction of $20.00 per square yard for the defective pavement area in accordance with 1503, “Conformity with Contract Documents” I.5.b Final Average Thickness The Engineer will determine the final average thickness using all of the cores and scans for each separate Plan thickness, except under the following conditions:

Engineer will exclude the cores within the defective pavement area from the final average thickness calculation and substitute the two outside exploratory cores that are within Plan thickness minus 1/2 inch for the defective pavement area.

the Engineer will limit the core or scan length to the plan thickness plus 0.30 inch.

more than the Plan thickness minus 0.10 inch, the Department may apply the monetary deduction to the Plan thickness in accordance with Table 2301.5-5 Table 2301.5-5 Monetary Deduction for Final Average Thickness (Each Plan Thickness) Thickness Deficiency Exceeding Permissible Deviations (inch) Monetary Deduction per square yard of payment 0.00 – ≤ 0.10 None (tolerance) 0.11 – ≤ 0.20 $0.20 0.21 – ≤ 0.30 $0.40 0.31 – ≤ 0.40 $0.70 0.41 – ≤ 0.50 $1.00 0.51 – ≤ 1.00 $20.00 I.6 Concrete Curing and Protection Failure to comply with 2301.3M, “Concrete Curing and Protection,” may result in the Engineer, in conjunction with the Concrete Engineer, applying a monetary deduction in accordance with 1503, “Conformity with Contract Documents.” When there is not a separate Contract Unit Price for Structural concrete, the Engineer may apply a monetary deduction of $30.00 per cubic yard or 50 percent of the Contractor- provided invoice amount for the concrete in question, whichever is less. I.7 Workmanship and Quality The Engineer will require corrective work on vertical surface deviations greater than 1/4 inch within the span of the straightedge in any direction. If the Engineer and Contractor mutually agree to not perform corrective W ork, the Engineer may assess a monetary deduction of $1,500.00 per event per lane. For corrected variations, the Engineer may accept deviations less than or equal to 1/4 inch within the span of a 10 foot straightedge in any direction.

J Schedule The Department will pay for concrete pavement on the basis of the following schedule: Item No. Item Unit

2301.502 Dowel Bar Each

3 Dowelled Expansion Joints, Design ___ linear foot

3 Integrant Curb Design ___ linear foot

4 Concrete Pavement ___ “ square yard

4 Concrete Pavement ___ “ High-Early square yard

4 Place Concrete Pavement ___” square yard

7 Structural Concrete cubic yard

7 Structural Concrete High-Early cubic yard

8 Supplemental Pavement Reinforcement pound