414Portland Cement Concrete Pavement

414.1DESCRIPTION

1 This section describes the requirements for construction of portland cement concrete pavement on a prepared sub-grade, base course, or other prepared surface.

DESCRIPTION

1 This section describes the requirements for construction of portland cement concrete pavement on a prepared sub-grade, base course, or other prepared surface.

414.2MATERIALS

1 Provide materials in accordance with the following:

Material

Subsection Admixtures 801.4 Aggregate for Concrete 803 Curing Materials 802.1 Dowel Bars and Tie Bars 811.2 Fly Ash 801.2 Slag Cement 801.6 Joint Sealer 807 Portland Cement 801.1 Water 814.1

2 If using fly ash or slag cement, incorporate only pre-approved fly ash or slag cement as listed in the Materials Testing Manual. Do not use class C fly ash.

3 If using hot-poured elastic sealant, ensure material meets ASTM D 6690, T ype IV WY Modified.

4 Ensure tie bars are epoxy coated with the exception of the bar ends.

5 Ensure dowel supporting units (baskets) are specifically manufactured for this purpose. Dowel bars may be arc or resistance welded to the basket assemblies at alternating ends of the bars. Welded areas on dowel bars need not be field epoxy coated. Ensure the basket assemblies are manufactured such that the dowel bars do not slip during concrete placement.

6 When specified, provide aggregate in accordance with Subsection 803.62, Polish Resistant Aggregate.

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7 For dowel bars, use approved graphite lubricant or other approved release agent. Ensure the graphite lubricant contains at least 10 percent graphite and is certified by the manufacturer.

414.3EQUIPMENT

414.3.1 Proportioning, Batching, and Mixing

1 Provide equipment meeting the following requirements:

Equipment Subsection Batch Plant 513.3.1 Mixers 513.3.2

2 Ensure the central mixing plant has a manufacturer’s capacity plate or operating instructions to clearly show the capacity and mixing speeds and a non-resettable batch counter to show the number of batches proportioned.

414.3.1.1 Scales

1 Ensure scales conform to the requirements of Subsection 109.1.4, W eighing Procedures and Equipment.

2 When beam type scales are used, provide provisions such as a telltale dial to indicate that the required load in the weigh hopper is being approached. Provide a device on the weighing beams to indicate the critical positions clearly.

3 For level of control I, furnish a plant with bins and hoppers for each type of aggregate, cement, and fly ash. Provide separate scales for the aggregate and the cement. If cement and fly ash are weighed in the same hopper, ensure the cement is weighed first. Weigh material using an automated weighing and charging system with a printed ticket showing the following:

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414.3.2 Hauling, Placing, and Finishing Equipment

1 Transport concrete in truck mixers, truck agitators, or non-agitating dump bodies. Provide an adequate number of vehicles to ensure a steady forward progress of the paver . Provide non-agitating truck bodies with a smooth, mortar tight, metal container capable of discharging the concrete at a controlled rate without segregation. Bed vibrators are required.

2 Provide finishing machines in accordance with Subsection 513.3.3, Placing and Finishing Equipment. Do not use steel trowels, steel floats, or fresnos.

3 For texturing pavement in locations with a design speed limit less than or equal to 40 mph [60 km/h], provide carpet drag, brooming, or tining equipment. For texturing locations with a design speed limit greater than 40 mph [60 km/h], provide tining equipment.

4 When employing carpet drag, provide a dense indoor/outdoor carpet material. Ensure equipment uses an independent work bridge with automatic line and grade control to produce a straight, consistent, longitudinal texture. Provide carpet material that will create an acceptable surface texture, as directed by the engineer, and does n ot roll or tear the surface.

5 For a broomed finish, use a mechanical broom device that drags stiff bristles transversely across the surface.

6 For longitudinal tining, use an independent work bridge with automatic line and grade control to produce a straight and consistent texture meeting the specified straightness. Ensure a maximum of ¾ in [18 mm] spacing between tines and a tine width of 3/32 in to ⅛ in [2 mm to 3 mm].

7 For transverse tining, provide a tine width of 3/32 in to ⅛ in [2 mm to 3 mm] and a random spacing of tines. Provide random transverse tine spacing with a minimum spacing of ½ in [12 mm] and a maximum spacing of 1 ½ in [37 mm], with no more than 50 percent of the spaces exceeding 1 in [25 mm]. Use a transverse tining rack with a minimum width of 3 ft [1 m].

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3.3Dowel Bar Insertion

1 A mechanical dowel bar inserter (DBI) may be used with approval of the engineer. Lubricate dowels in accordance with Subsection 414.4.10.10.1, Dowel Joints. Submit details and specifications of the proposed slip-form paver with bar inserter to the engineer

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at least 14 calendar days before the concrete pre- paving conference. Ensure the slip- form paver is specifically manufactured with dowel bar insertion capabilities. Assist the engineer with the inspection of the equipment relating to its condition and operation to determine if it is suitable to perform the work within the required tolerances.

2 Approval of the use of the proposed inserter equipment will be based upon the information submitted and the engineer’s inspection of the equipment. The conditions of approval include but are not be limited to:

then reinspect the slip-form paver;

concrete placement to ensure proper equipment operation; and

tolerances of final dowel position and concrete pavement smoothness as specified in the contract.

3 If the insertion performance during the test section is not satisfactory, demonstrate to the engineer that corrective actions have been taken by placing an additional test section. If the insertion performance is not satisfactory during the second test section, the equipment will be rejected for use in placing dowel bars. Either propose a different slip-form paver with DBI capabilities, or use basket assemblies. The department will not pay for delays and costs associated with the engineer’s rejection of proposed equipment.

4 Provide a pachometer, for use by the engineer. Ensure the pachometer is in good working order and available during all concrete placement operations and subsequent monitoring by the engineer. The engineer and the Materials Program will review the quality and effectiveness of an individual pachometer. If the results are not satisfactory, provide a new pachometer. Provide a core drill and operator at no additional cost to the department.

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3.4Smoothness Evaluation and Correction

1 Provide a two -sensor high speed inertial profiler (HSIP) meeting requirements of ASTM E950, class 1 . Ensure HSIP includes automated photo triggering device; can function while traveling at the posted speed limit. HSIP will measure and record elevation profile of roadway surface; computer software will process raw profile data to:

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Adjustment.

Ensure the HSIP and the operator are certified in accordance with Materials Testing Manual, Section 401.0, Verification and Certification of High Speed Inertial Profiler; provide proof of certification to engineer.

2 Provide 10-foot [3m] straightedge.

3 Provide a diamond grinder for corrective action. Ensure the grinder is a power-driven, self-propelled machine with minimum 3- foot [1 m] wide cutting head and ef fective wheelbase of not less than 12 ft [3.5 m]. Ensure the grinding equipment does not cause excessive raveling, aggregate fracturing, or spalling. Do not use bush hammers or other impact devices.

4 Provide all raw data files, in .ppf format (ProVAL), on a flash/thumb drive to the engineer and the State Materials Engineer within one working day of completion of final evaluation.

Submit the report for approval within one working day of completion of smoothness evaluation. The engineer will notify the contractor of approval no later than one working day after submittal. After approval of report, proceed with additional work.

414.4CONSTRUCTION

414.4.1 General

1 Before beginning any paving operations, schedule a pre-paving conference with the engineer at a mutually agreeable time to discuss the materials, equipment, and procedures.

414.4.2 Levels of Control

1 The extent of quality control and quality acceptance will be defined by the level of control, which will be shown in the contract. Testing requirements for each level of control are shown in Table 414.4.2-1, QC/QA Testing Requirements Versus Level of Control.

Table 414.4.2-1 QC/QA Testing Requirements Versus Level of Control LEVEL I LEVEL II LEVEL III LEVEL IV QC Testing (Contractor) Coarse Aggregate Gradation (3) 1 test per 2000 T [1 test per 2000 t] 1 test per 2000 T [1 test per 2000 t] 1 test per 2000 T [1 test per 2000 t] 1 test per 2000 T [1 test per 2000 t] Moisture Content 1 test min. per day 1 test min. per day 1 test min. per day 1 test min. per day

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Table 414.4.2-1 QC/QA Testing Requirements Versus Level of Control LEVEL I LEVEL II LEVEL III LEVEL IV Fractured Faces 1 test min. per 2000 T [1 test min. per 2000t] 1 test min. per 2000 T [1 test min. per 2000 t] 1 test min. 1 test min. Fine Aggregate Gradation (3) /Fineness Modulus 1 test per 2000 T [1 test per 2000 t] 1 test per 2000 T [1 test per 2000 t] 1 test per 2000 T [1 test per 2000 t] 1 test per 2000 T [1 test per 2000 t] Moisture Content 1 test min. per day 1 test min. per day 1 test min. per day 1 test min. per day Water/Cementitious Ratio 1 test min. per day 1 test min. per day 1 test min. per day 1 test min. per day Deleterious Substances 1 ea. Gradation test min. 1 ea. Gradation test min. 1 test min. 1 test min. Dowel Bar Placement 1 test min. per day 1 test min. per day 1 test min. per day 1 test min. per day Air Content/Slump At start-up (1) and 1 min. per 2000 SY [At start-up (1) and 1 min. per 2000 m2] At start-up (1) and 1 min. per 1000 SY [At start-up (1) and 1 min. per 1000 m2] At start-up (1) and 1 min. per 1000 SY [At start-up (1) and 1 min. per 1000 m2] At start-up (1) and 1 min. per 1000 SY [At start-up (1) and 1 min. per 1000 m2] Texture Straightness 1 test min. per day 1 test min. per day 1 test min. per day 1 test min. per day QA Testing (Contractor) “Gradation Lots” Lot Size: 20000 SY max. [Lot Size: 20000 m2 max.] Lot Size: 14000 SY max. [Lot Size: 14000 m2 max.] Lot Size: 14000 SY max. [Lot Size: 14000 m 2 max.] Lot Size: 20000 SY max. [Lot Size:: 20000 m 2 max.] Gradation 1 per sublot 1 per sublot 1 per sublot 1 per sublot QA Testing (WYDOT) “Paved Lots” Lot Size: 12000 SY max., 3 Sublots (2) [Lot Size: 12000 m2 max., (2)] Lot Size: 6000 SY max., 3 Sublots (2) [Lot Size: 6000 m2 max., 3 Sublots (2)] Lot Size: 6000 SY max., 3 Sublots (2) [Lot Size: 6000 m2 max., (2)] n/a Air Content 1 per sublot 1 per sublot 1 per sublot 1 per 3000 SY [1 per 3000 m2] Strength Tests 1 per sublot 1 per sublot 1 per sublot 1 set per 3000 SY [1 per 3000 m2] Thickness 1 per sublot 1 per sublot 1 per sublot 1 per 3000 SY [1 per 3000 m2]

exceeding 30 minutes.

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414.4.3 Weather and Seasonal Limitations

1 Provide adequate lighting when paving during dawn or dusk or at night. Do not place pavement during rainy weather. Ensure the concrete temperature is between 50 °F and 90 °F [10 °C and 30 °C] during placement. Provide uniform cooling or heating of the aggregate to maintain the mix in this temperature range.

2 Do not place concrete when the ambient temperature is below 40 °F [4 °C]. Cover and heat the pavement if the temperature drops below 35 °F [2 °C], and ensure a minimum pavement surface temperature of 50 °F [10 °C] for 72 hours and above 40 °F [4 °C] for an additional 96 hours. Ensure field-cured concrete test cylinders achieve 3500 psi [24 MPa] before removing covering and heating. Do not place pavement on frozen subbase or base. Do not place concrete when wind speeds exceed a sustained 20 mph [30 km/h], unless approved by the engineer.

414.4.4 Laboratory and Personnel Requirements

1 Ensure laboratories performing mix design obtain and maintain AASHTO accreditation in accordance with Subsection 114.2.1, Laboratory.

2 Provide field testing personnel in accordance with Subsection 1 14.3, Field Testing Laboratory and Personnel Requirements. Ensure that technicians testing concrete hold a current certification in concrete from the W yoming Materials Technician Certification Program.

3 Ensure test equipment to determine compressive strength is calibrated annually by an independent agency using calibration equipment traceable to the National Institute of Standards and Technology (NIST). Provide calibration documentation to the engineer.

4 Before testing, provide to the engineer documentation for all profilograph or inertial profiler operators that shows their experience or training. Prohibit personnel with no experience or prior training in equipment operation from PI testing.

414.4.5 Correlation

1 For slump, air content, and unit weight tests, use correlation testing performed by the technicians responsible for the quality control tests and quality acceptance tests to ensure results are free from equipment or procedural bias.

2 Conduct correlation testing of aggregate gradation in accordance with Subsection 114.3.3, Correlation.

414.4.5.1 Slump, Air Content, and Unit Weight Tests

1 Before placing concrete, perform correlation of slump, unit weight, and air content tests on a batch of at least 1 yd3 [1 m3]. Ensure the differences do not exceed the values in Table

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414.4.5.1-1, Slump, Air Content, and Unit Weight Tests.

Table 414.4.5.1-1 Slump, Air Content, and Unit Weight Tests Test Value Slump (when < 4 in [100 mm]) 0.5 in [12 mm] Slump (when ≥ 4 in [100 mm]) 1.0 in [25 mm] Air Content 0.4% Unit Weight 1 lb/ft3 [16 kg/m3]

2 If any one pair of the test results exceed the above limits, perform an inspection, calibration, or both on the equipment, review test procedures, and repeat the correlation. Incorporate different equipment if the correlation fails a second time, and conduct a third correlation. Continue this process until the cause for bias is identified and corrected.

3 Perform additional correlation tests if either the contractor or the department suspects equipment or testing bias. Perform new correlation tests if new equipment or personnel (department or contractor) are introduced during testing.

414.4.6 Dispute Resolution

1 Resolution of disputes will be conducted in accordance with Subsection 1 14.3.4, Resolving Test Discrepancies.

414.4.7 Proportioning Portland Cement Concrete Mixes

material source, admixtures, cement type, or fly ash source.

The fine and coarse aggregates may be adjusted up to 2 percent based on total weight [mass] of aggregate without the department requiring new mix design. Ensure the fine aggregate fraction does not exceed 44 percent of the total aggregate mass.

Original mix designs may be resubmitted for later jobs as long as the mix design is not more than 2 years old. Adjust for changes in aggregate absorptions, speci fic gravities, or both since the original mix design was conducted. Ensure the coarse and fine aggregate gradations of the samples submitted with the mix design are within 10 percent on all specification sieves of those shown on the mix design, and the fineness modulus of the fine aggregate is within 0.3 of that shown on the mix design.

Replacement of 20 to 25 percent of portland cement with class F fly ash, by mass, is allowed for concrete pavement mix designs. Replacement of 20 to 50 percent of portland cement with slag cement, by mass, is also allowed. A set accelerator may be required in the mix to control set times.

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including admixtures, to be used for producing a workable mix having the required properties. Prepare a mix design in accordance with procedure no. 610.0, Contractor Concrete Mix Design Procedure, of the Materials Testing Manual.

Design concrete pavement mixes using a cement content or combined cement plus fly ash/slag content between 564 lb/yd3 and 705 lb/yd3 [335 kg/ m3 to 418 kg/m3]. For mixes incorporating fly ash, ensure a minimum cement content of 470 lb/yd 3 [279 kg/m3].

Provide a mix within a slump range of 0.5 in to 2 in [12 mm to 50 mm] for concrete placed using a slip form paver or a maximum of 4 in [100 mm] (6 in [150 mm] if using a water reducer) for concrete placed in forms. Ensure an entrained air content of 4.5 to 7.5 percent and a water to cementitious materials ratio not to exceed 0.45:1.

For level of control I, a substitution of 20 to 25 percent of cement with class F fly ash or 20 to 50 percent slag cement is required.

Provide a concrete pavement mix that meets a design 28-day flexural strength of 650 psi [4.5 MPa], unless shown differently in the contract.

Concrete strength testing requires the use of cylinders for compressive strength. Correlate the mix design compressive strength to flexural strength using procedure No. 621.1, Correlation of Compressive Strength to FlexuralS trength, of the Materials Testing Manual.

Submit the mix design for review to the engineer at least 30 calendar days before the start of concrete placement. Use the mix design only following approval from the Materials Program. As part of the review process, the department may run a test batch using the proposed mix design proportions.

D ocument all concrete placements, and include mixture proportioning and water to cementitious materials ratio.

612.0, WYDOT Concrete Mix Design Procedure, of the Materials Testing Manual. The department will complete two concrete mix designs at no cost to the contractor. Do not make changes in materials sources, suppliers, or mix proportions without the written approval of the department.

Ensure the concrete meets the requirements of class A concrete in accordance with Subsection 513.4.4, Mix Design.

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414.4.7.1 Use of Admixtures

1 As applicable, use stabilizers, slump enhancers, air enhancers, and accelerators in accordance with Section 701 of the Materials Testing Manual.

2 When Stabilizers are used, use in accordance with the manufacturer’s recommendations to increase the maximum placing time, not to exceed an additional 90 minutes.

3 As applicable, admixture dosage rates in the approved mix design may be adjusted within the manufacturer’s normal dosage range without requiring a new mix design.

414.4.7.2 Alkali Silica Reactivity (ASR)

1 ASR testing is required when specified in the contract.

2 Test concrete aggregate in accordance with AASHTO T303 (ASTM C1260) Accelerated Detection of Potentially Deleterious Expansion of Mortar Bars Due to Alkali-Silica Reaction, or when fly ash is used in the mix, test 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).

3 Conduct the AASHTO T303 (ASTM C1260) or ASTM C1567 test using a combined sample of fine aggregate and coarse aggregate in the same proportions that will be used in the concrete mix design and using the cementitious material that is to be used in final concrete mix design.

4 Ensure the test results indicate an expansion at 16 days from casting of 0.10 percent or less.

5 Mitigate sources that indicate reactive through the use of a class F fly ash or slag cement approved for ASR mitigation in accordance with the Materials Testing Manual, lithium nitrate additive, or a combination. Ensure the AASHTO T303 (ASTM C1260) and ASTM C1567 tests are performed within 12 months before the submittal date. The Materials Program maintains the option to conduct AASHTO T303 (ASTM C1260) and ASTM C1567 testing for verification.

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4.8Quality Control

414.4.8.1 General

1 Perform quality control testing. Ensure all concrete materials, mixtures, and constructed concrete pavements submitted for acceptance conform to the contract, and either bring into compliance or reject out-of-specification material. Ensure all concrete materials, mixtures, and constructed concrete pavements meet the requirement of the contract.

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414.4.8.2 Quality Control Plan

1 Provide a Quality Control Plan for projects involving level of control I or II paving. Submit two copies of the Quality Control Plan to the engineer at least 14 calendar days before the pre-paving conference. The engineer must accept and approve the Quality Control Plan before concrete is placed.

2 The engineer will suspend operations when the Quality Control Plan is not followed.

3 Provide a Quality Control Plan that contains the following information at a minimum:

the concrete construction. The names, phone numbers, and qualifications of the individual(s) responsible for the contractor’s quality control program, including the quality control supervisor, and a listing of the certified technician(s) responsible for the quality control testing are to be shown.

organization that will perform the mix design and trial batch.

design. Include names and titles of personnel who have the authority to redose trucks on site.

scribe installation of dowel bar, tie bar, or both, including the method of dowel placement, type of supporting units, method of anchorage, and how the location and alignment is to be verified to meet tolerances.

and procedures for application.

the sawing and sealing.

settings, and equipment calibration data.

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414.4.8.3 Control Chart

1 Designate a display location for the quality control chart. Record quality control tests results on the control chart immediately upon completion of the test or receipt of the test results but no later than the end of the day on which the test is completed. Record the following parameters on the quality control chart:

2 Include the specification limits and each individual quality control test result. Ensure the control chart is displayed and accessible to the engineer at all times.

414.4.8.4 Smoothness Quality Control Testing

1 For levels of control I and II, measure smoothness for each lane of pavement as soon as possible to monitor placement. Summarize PI of each day’s production, and list defect areas. Cease paving operations if day’s PI average exceeds three times level specified until cause can be determined and corrected. Provide the engineer with HSIP profile traces one working day after measurements are taken.

2 For level of control III, measure smoothness for each lane of pavement as soon as possible to monitor placement. For continuous paved sections exceeding 200 ft [60 m], measure smoothness for PI and summarize PI and list defect areas within 1 week of paving. Cease paving operations if PI average exceeds three times level specified until cause can be determined and corrected.

3 Submit the report for approval within one working day of completion of smoothness evaluation. The engineer will notify the contractor of approval no later than one working day after submittal. After approval of report, proceed with additional work.

414.4.9 Independent Assurance

1 The department’s Materials Program will conduct an independent assurance program in accordance with the WYDOT Independent Assurance Manual. The differences between quality control and independent assurance tests will be evaluated to determine conformance with AASHTO or ASTM multi-laboratory precision statements or cement and

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concrete reference laboratory proficiency sample results. If biases are shown, the department will conduct an immediate investigation.

414.4.10 Paving

414.4.10.1 General

1 For level of control I, provide a test section of between 1000 ft and 1500 ft [305 m and 460 m] in length. The test section is subject to all contract specifications. Employ paving practices as specified in this section. During placement of the test section, the engineer and contractor must both be present to inspect paver operation. Correct any paver problems during the test section placement. Following placement of the test section shut down paving operations for the remainder of the day and the entire following working day to conduct a quality inspection of the placement. The engineer and contractor must be present during inspection. Inspectio n will include review of dowel bar placement (if applicable), joint sawing, texturing quality, curing compound application, and profile index for smoothness. The profile index of the last 528 ft [150 m] of the test section must meet the acceptance criteria of the contract with no corrective action.

2 Provide an additional test section if:

3 Begin full-scale paving operations only after an in-specification test section is placed and approved by the engineer.

4 Use a slip-form paver for level I pavements. For small or irregular placements, the engineer must agree that a slip-form paver cannot be used and must approve the new method. Ensure the full width paving of traffic lanes, including shoulders, is placed with one pass unless otherwise shown in the contract.

5 Provide longitudinal joints for all types of paving on lane lines unless otherwise shown in the contract.

414.4.10.2 Mixing and Delivery

1 Produce concrete for slip-form pavement in a central mixing plant at or near the project site. Ensure the plant is of a size and capacity to provide a uniform flow of material at the paving machine.

2 Replace blades that exceed wear limits. Ensure the flow of water is uniform and controlled so that a portion of the water is in the mixer ahead of the cement and aggregate.

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Ensure that all of the water is added to the batch within the first 15 seconds of the mixing time. Introduce admixtures in accordance with the mix design. Ensure mixing time is in accordance with the plant manufacturer’s recommendations but not less than 50 seconds.

3 If the concrete consistency does not meet the requirements of AASHTO M157, additional mixing time may be required to conform to this specification. Mixing time begins when all the dry materials are in the drum and ends with the start of the discharge.

4 During the charging and mixing phases run the mixer at operation speed. Do not exceed the manufacturer’s rated capacity of the mixer.

5 Ensure non-agitated concrete is placed within 35 minutes from the time mixed and within 60 minutes of the start of mixing if truck agitators are used.

6 Truck mixers and batch plants meeting the requirements of Subsection 513.4.9, Mixing and Delivery, will be allowed for projects less than one mile in length or urban streets.

7 Provide batch weights for each load delivered. Provide copies of batch tickets to the engineer upon request.

414.4.10.3 On-Site Mix Adjustment

1 Do not make more than two on-site mix adjustments, defined as the addition of water or an on-site admixture. Do not re-dose partial loads. Adjusting the mix on-site does not increase the allowable placing time requirements. Do not use air reducing admixtures.

2 Employ additional mixing revolutions in accordance with the admixture manufacturer’s recommendations. Mix for at least 30 additional revolutions at mixing speed if water is added at the site. Adjust the mix on-site while the concrete is plastic and within 45 minutes of the start of initial mixing. Do not add water or other materials to concrete that has started to set.

3 Document all re-dosing actions on the batch ticket.

414.4.10.4 Base Preparation

1 Provide base or sub-grade in accordance with Section 301, Aggregate Subbase, Base Courses, and Bed Course Material. For projects that overlay concrete or plant mix pavements, provide the required preparatory work as shown in the contract. Do not operate hauling units that cause rutting or displacement of the base or sub-grade. Repair rutted/displaced surfaces as directed by the engineer prior to concrete placement. Ensure the sub-grade or base is uniformly moist when the concrete is placed, unless waterproof sub-grade or base course cover material is specified. Sprinkle the sub-grade or base course if the surface becomes dry. Do not allow water to form mud or to pool.

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414.4.10.5 Forming and Grade Line

1 The engineer will provide grade hubs at a maximum of 50 ft [15 m] on one line for paving control, unless otherwise stated in the contract.

Set grade lines from the hubs provided.

2 Unless manual or hand placed and finished, provide steel forms with sufficient base width to support the paving machine without settling more than ⅛ in [3 mm]. Do not allow the form grade line to vary more than ⅛ in [3 mm] in grade. Use steel stakes to secure the forms at a spacing not to exceed 5 ft [2 m]. Clean and oil forms before each use. Remove forms in accordance with Subsection 513.4.5, Forms.

414.4.10.6 Slip-Form Method

1 Ensure the paver is automatically controlled from sensing devices for line and grade.

2 Ensure concrete placement that results in a uniform distribution with minimal handling and segregation. Ensure placement is continuous and provides for an even flow rate.

3 Ensure the slip-form paver operation will spread, consolidate, grade, and finish the pavement so that there is a minimal amount of hand finishing required. Do not use loaders or other equipment in front of the paver to spread the concrete. Repair damage to the subbase or base materials before placing concrete.

4 Provide internal type vibrators operating from arms spaced not more than 2 ft [0.5 m] apart across the width of the paver. V ibrate the concrete for the full width and depth. Operate vibrators between 7,000 to 12,000 impulses per minute. Provide electronic instrumentation for displaying the frequency of each vibrator to the operator. V ary the frequency with the rate of travel to result in a uniform density and air content. Suspend the paving operation when a vibrator becomes inoperable until repairs are made. Ensure vibrators automatically stop when the forward motion of the paver is stopped. Do not allow vibrators to come in contact with the reinforcing steel.

414. 4.10.7 Form Method

1 When formed paving is allowed under levels of control I, II, and III, provide a self - propelled mechanical spreader, finisher, and float. A machine may be used that combines these operations if the desired results can be achieved. Ensure the spreading machine uniformly spreads the concrete between the forms as it is placed. Verify that the concrete finishing machine is equipped with an approved screed. Ensure the spreading or finishing machine has internal vibrators that vibrate the concrete for the full width and depth. Operate vibrators at between 7,000 to 12,000 impulses per minute. Do not allow vibrators to come in contact with the reinforcing steel or forms. Ensure vibrators stop when the finishing head or motion of the machine is stopped.

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2 Manual or hand placement and finishing methods will be permitted for small or irregular areas and level of control IV paving. Use hand held vibrators for internal vibration. Screed surface to meet the required cross section with an even and smooth surface.

414.4.10.8 Texturing

1 Provide a burlap drag on the surface before texturing of the surface is started.

Begin texturing as soon as the finishing operations have been completed. Provide texture type in accordance with the contract. Unless otherwise shown in the contract, provide transverse tining.

2 Texturing options are as follows:

centerline and adequately straight to ensure no deviations exceeding 1 in [25 mm] parallel to the centerline in any 50-foot [15 m] length. Ensure the surface texture is maintained and approved by the engineer on the test section. Shut down paving operations and clean the carpet-drag material at least once per 5000 yd2 [5000 m2]. Shut down paving operations and review texturing operations if texture depth or straightness does not meet specifications.

1/16 in to ⅛ in [2 mm to 3 mm] deep, parallel to the transverse joints.

in [2 mm] deep. Ensure tining provides the specified grooves without undue surface damage. Hand tining may be done if approved by the engineer. Ensure transverse tining is parallel to the transverse joints. Ensure longitudinal tining is parallel to the paved direction and adequately straight to ensure no deviations exceeding 1 in [25 mm] parallel to the centerline in a 50-foot [15 m] length. Ensure longitudinal tining stops at the edge of the traveled lanes. Shut down operations and determine a corrective measure in the presence of the engineer if tining straightness or dimensions are out of specification.

414. 4.10.9 Curing

1 Apply a “premium white” impervious curing compound within 15 minutes after the surface texturing operations are completed. Apply the compound at the rate of 150 ft2/gal [3.5 m2/l]. Apply the compound with a mechanical sprayer covering the entire width and sides of the pavement. If delays occur in applying the curing compound, apply a fine mist of water or an approved evaporation retardant to the surface. Continue misting until the curing compound has been applied. Do not spray the curing compound on free standing water. Apply curing compound to the edges of the pavement upon removal of the forms. Do not apply curing compound to exposed reinforcing steel. If weather conditions do not allow uniform placement of the curing compound, immediately place

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wet burlap followed by plastic sheeting over the pavement, and halt paving operations until conditions improve.

414.4.10.10 Joints

1 Concrete pavement joints are designated as transverse expansion and weakened plane joints, longitudinal weakened plane joints, and construction joints. Ensure joints are placed in accordance with and are of the type shown in the contract. Unless otherwise specified, construction joints will have tie or dowel bars.

2 Secure tie bars by chairs or supports, or insert them during the paving operation to ensure placement within 1 in [25 mm] of the midpoint of the pavement section. Insert the tie bars in drilled holes when the pavement is being placed adjacent to an existing concrete pavement as shown in the contract. Anchor with an approved epoxy resin grout.

3 Provide sawed joints of 3/16 in [5 mm] width for all liquid applied sealants. Do not chamfer edges unless elastomeric compression joint seals are used.

4 Ensure joints are sawed in a timely manner. Remove and replace areas with uncontrolled cracking. Provide standby saws on the project site when work is in progress.

5 If using a c onventional wet sawing method, saw to a depth of T/3 (where T = slab thickness) where T is greater than 10 in [250 mm] or to a depth of T/4 where T is less than or equal to 10 in [250 mm].

6 If an early-entry, dry-cutting system is used, perform the work in accordance with the manufacturer’s recommendations and as approved by the engineer. Saw joints to a depth of 0.15T, unless otherwise recommended by the manufacturer. Replace saw blades in accordance with the manufacturer’s recommended frequency. Replace the anti-raveling skid plate each time the saw blade is replaced. End early-entry saw cuts before free edges to avoid spalling.

7 Ensure the longitudinal joints are cut on the lane and shoulder lines unless otherwise shown in the contract.

8 Ensure transverse joints are perpendicular to centerline. Install joints at the spacing shown in the contract. Ensure construction joints are not within 6 ft [2 m] of transverse weakened plane or expansion joints. Install a construction joint if concrete placement is interrupted for more than 30 minutes.

9 Repair spalls or overcut joints.

10 Construct transverse expansion joints as shown in the contract. Ensure the preformed expansion joint filler is continuous through the pavement. Furnish preformed expansion joint filler in lengths equal to the pavement width or equal to the width of one lane. Ensure the joint filler is held in a vertical position during concrete placement operations. Use an

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installing bar to secure the joint filler at the proper grade and alignment during placement and finishing of the pavement. Ensure there are no gaps or holes in the joint filler that would allow concrete to penetrate.

11 Ensure expansion dowels are held in position parallel to the surface and the centerline. Secure the dowels with a device that assures a free movement of the slabs. Coat the expansion dowels with a lubricant as required by Subsection 811.2.4, Dowel Bar Release Agent. Ensure the expansion sleeves fit the dowels tightly.

414.4.10.10.1 Dowel Joints

1 Construct joints as shown in the contract. Mark the location of all joints. Center transverse saw cuts over the doweled joints.

2 Place dowels using dowel supporting units (baskets), or use a mechanical dowel bar inserter.

3 Ensure the basket assemblies are installed so that the dowel bars do not slip during concrete placement. Ensure no portion of the dowel support assembly crosses the transverse joint. Submit shop drawings to the engineer and the Materials Program 21 calendar days before use of the proposed dowel baskets and proposed method of anchoring. The engineer will provide comments within 21 calendar days after submittal, but final acceptance of the baskets and anchoring will be based on performance during concrete placement operations. Provide a basket manufacturer representative on the project during initial placement, if requested by the engineer.

4 Within 24 hours before placing concrete, coat each dowel with a thin coating of an approved graphite lubricant or other approved release agent. Submit a 1 -pint [1 l] sample of release agent and the manufacturer’s product literature to the engineer at least 14 calendar days before the anticipated paving date. Apply the graphite lubricant or other approved release agent so that it will result in a thorough, thin, even covering of the entire dowel, including ends. Clean and re-coat with the approved lubricant any dowel bars that are contaminated with any foreign material or with an uneven coating before concrete placement.

5 Securely anchor and construct the dowel bar assemblies to firmly hold all the dowel bars at a depth of T/2 (concrete thickness/2), parallel to each other , and parallel to the pavement grade and alignment. Remove or cut spacer wires after the assemblies are staked in position. Ensure dowels are the only non-concrete material crossing a joint.

6 Place dowels in accordance with the following tolerances:

mm].

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[25 mm].

dowel to the end of the dowel): ± ⅜ in [10 mm].

7 Suspend operations after the placement of the concrete pavement test section until the engineer has completed the dowel positioning evaluation. The engineer will provide a written report of the evaluation within 1 working day after the initial placement.

8 Core the concrete pavement placed in the test section, as directed by the engineer, as a part of the dowel placement tolerance verification. Core at least 6 bars. Provide additional cores throughout the project, as directed by the engineer, to confirm pachometer readings. If the pachometer provides unsatisfactory results, provide additional coring throughout the project to confirm dowel placement.

9 Provide a work bridge for inspection of dowel and reinforcing steel placement at all times.

10 The engineer will randomly check dowel and rebar positioning during placement operations using the pachometer , coring, or other methods as required. Joints not meeting tolerances will be rejected. Replace rejected joints by sawing the slab full depth and replacing the joint and slab as shown in the contract. No additional payment will be made by the department for replacement slabs and joints required due to joints not meeting the specified tolerances. Removed undamaged dowels may be reused if re- coated with lubricant, inspected, and approved by the engineer prior to re-usage.

11 If baskets are used, 300 ft [100 m] of assembled baskets must be in-place and approved before paving. Stop paving at any time that less than 200 ft [70 m] of assemblies are in- place and approved in advance of the concrete placement operation. Approval of the initial placement of basket assemblies will not constitute acceptance of the final position of the dowel bars.

12 Suspend the paving operation if dowels are found to be installed improperly. Before the operation proceeds, demonstrate to the engineer that the problem which caused the improper dowel positioning has been corrected.

414.4.10.11 Sealing Joints

1 Ensure the joints comply to the contract dimensions before sealing. Install the joint sealant material in accordance with the manufacturer’s recommendations. Furnish copies of the manufacturer’s installation procedures and specifications to the engineer 15 calendar days before the joint sealing work is started. Provide a manufacturer’s technical representative on the project for the initial sealing operations for silicone and elastomeric sealing materials.

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2 Flush the joints after the final saw cut using wash water with sufficient pressure and volume to remove all of the cement dust and debris from the joints. Do not use water after initial flushing. Ensure the pavement and saw cuts are dry before the final cleaning is done. Coordinate the joint sawing, cleaning, and sealing operations so that other work does not contaminate or cause water to flow into the joints. Clean the joints with oil and moisture free compressed air. Ensure incompressible materials are removed from joint immediately before sealing. Seal joints within 2 hours after cleaning; otherwise, repeat cleaning immediately before sealing.

3 For any liquid applied sealant, fill the joint until the sealant is ⅛ in [3 mm] below the top surface of the pavement, and ensure it does not spill over on the surface of the pavement. If overfilled, remove all material spilled on the surface of the concrete pavement and clean the pavement surface.

4 Seal joints with self-leveling silicone sealant unless otherwise specified. Joint sealant procedures are as follows:

at a minimum depth of ½ in [13 mm] before installation of sealant. Install the joint sealant when the weather is dry and the ambient temperature is above 40 °F [4 °C]. Do not seal joints until the pavement is at least 7 days old. Use a power- operated pressure system to install sealant. Provide finished sealant that does not vary by more than 1/16 in [3 mm] from the dimensions shown in the contract. Do not allow traffic on the pavement until the sealant has cured for at least 24 hours.

the manufacturer as to the shelf life and compliance with the specifications. Ensure the work is completed in accordance with the manufacturer’s recommendation, including placement machine, weather limitations, concrete temperature, width and depth of the saw cuts, joint intersections, and installation depth. Ensure the seal for each joint is a single piece for the full width and depth required for the joint unless otherwise approved by the engineer. When more than one piece is used in a joint, fasten the abutting ends securely and hold accurately to shape by stapling or other means approved by the engineer. Ensure the saw cut widening is done when the concrete temperature is between 40 °F and 80 °F [4 °C to 26 °C]. Provide seal at least 11/16 in [17 mm] wide. Do not stretch seal during installation.

S ubmit a 9- foot [3 m] sample of the seal from each lot, with the lubricant, to the engineer at least 21 calendar days before the sealing work is to be started. Submit computations that show the material will be in compression over the temperature ranges for the project location.

a ⅜-inch [9 mm] backer rod to a minimum depth of 1 ½ in [37 mm]. Do not seal joints until the pavement is at least 7 days old. Seal the joints when the weather is dry, when the ambient temperature is above 50 °F [10 °C], and in accordance with the

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manufacturer’s recommendations. Provide finished sealant that does not vary by more than 1/16 in [2 mm] from the dimensions shown in the contract.

Ensure the equipment used to apply the sealant has a minimum melting capacity of 100 gal/hr [375 1/hr], is capable of heating the sealant mixture to at least 300 ° F [150 °C], and has a positive means of keeping the sealant mixture agitated and thoroughly mixed during sealing operations. Ensure the temperature of the sealant mixture does not exceed 390 °F [198 °C]. Additional sealant may be added to the mixing tank as long as the manufacturer’s recommended minimum temperature is maintained.

5 Do not allow traffic on the pavement until the sealant has cured for at least 1 hour.

414.4.11 Smoothness

1 Before checking calibration, provide documentation to the engineer indicating system specific measurement configuration of the HSIP.

2 Measure the surface smoothness of the pavement except the following locations:

or turning lanes less than 200 ft [60 m] in length;

40 mph [60 km/h] in secondary traffic direction only;

within 30 ft [10 m] of drainage transitions; and

3 Use a straightedge to measure surface smoothness of locations not tested by the HSIP. Measure smoothness in each wheel path over entire paved surface length at 3 ft [1 m] from lane edge or centerline unless otherwise shown in the contract.

4 Calculate the profile index, in/mi [mm/km], excluding bridge decks, in accordance with the Materials Testing Manual , Section 402.0, Pavement Profile Analysis . Calculate PI using a 0.1-inch [2.5 mm] (+0.05-inch [+1.25 mm], -0.05-inch [-1.25]) blanking band.

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5 Within two working days of measuring surface smoothness, provide the engineer with the HSIP printouts of the average profile index for each 0.1 mi [0.16 km] segment evaluated, along with printouts for areas with surface variations that exceed must -grind values in accordance with Table 414.4.12.2-1, Must-Grind and PI Acceptance Levels.

6 The department may perform independent verification of pavement smoothness . If verification results in average PI differing more than plus or minus 10 percent over any section at least 500 ft [150 m] in length, the department and the contractor will attempt to resolve differences. Submit a letter to the engineer outlining agreed upon resolution within two working days of meeting.

7 If referee testing is mutually agreed upon, the cost of third party testing will be paid by the department if contractor’s profiler results are confirmed by third party testing; however, the contractor will pay for third party testing if the department ’s profiler results are confirmed by third party testing.

8 After grinding, measure surface smoothness with the HSIP. Measure profile traces at distance of 3 ft [1 m] from, and parallel to, outside edge of traveled way and 3 ft [1 m] from centerline joint.

9 Within two working days of measuring final surface smoothness, provide the engineer with the HSIP printouts of the average profile index for each 0.1 mi [0.16 km] segment evaluated in accordance with Table 414.4.12.2-1, Must-Grind and PI Acceptance Levels.

10 Provide all raw data files, in .ppf format (ProVAL), on a flash/thumb drive to the engineer and State Materials Engineer within two working days of completion of final evaluation.

414.4.12 Quality Acceptance

1 The engineer may isolate and reject obviously defective material and pavement without regard to testing procedures.

2 Quality acceptance testing and pay adjustments are based on two different types of lots: paved lots and gradation lots. See T able 414.4.2-1, QC/QA Testing Requirements Versus Level of Control, for more information.

3 Provide gradation QA testing during concrete production. Gradation lots are independent of other paved lots. For gradation lots, there will be at least one lot in all cases, with 5 to 7 sublots per lot.

4 Collect and test aggregate gradation quality acceptance samples in accordance with Table 414.4.2-1, QC/QA Testing Requirements Versus Level of Control. The engineer will determine when to collect gradation quality acceptance samples by using random numbers. Collect two samples. Test one sample for quality acceptance, and the engineer may test the other sample for verification. Collect samples from the belt or conveyor in

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accordance with the Materials Testing Manual and in presence of the engineer. If using a mechanical sampler, correlate with belt samples in accordance with the Materials Testing Manual. Submit results of aggregate gradation quality acceptance tests to the engineer the day after sampling.

5 The engineer or an AASHTO-accredited laboratory contracted by the department will verify aggregate gradation testing in accordance with Subsection 401.4.8, Verification.

6 The engineer will perform quality acceptance testing for air content, strength, and pavement thickness based on paved lots. Quality acceptance pay factors apply to paved lots for levels of control I, II, and III. Test requirements and paved lot sizes are outlined in Table 414.4.2-1, QC/QA Testing Requirements Versus Level of Control. Ensure paved lots are divided into 3 sublots, with each comprising one-third of the surface area of the lot.

7 The Materials Program, or an independent third party under contract with the department, will conduct strength tests.

8 Thickness measurements are to be made in accordance with procedure No. 609.0, Measuring Length of Drilled Concrete Cores, of the Materials Testing Manual, using pavement cores.

9 Concrete with strength results failing to meet at least 85 percent of the design flexural strength will be rejected.

10 Paved sections with thickness of less than the design thickness minus ¾ in [19 mm] will be rejected.

414. 4.12.1 Quality Acceptance Testing for Air Content, Strength, and Thickness

414.4.12.1.1 Levels of Control I, II, and III

1 The department will perform acceptance tests on each paved lot of concrete based on independent samples. Provide the core samples for determining thickness. Any sublot with an entrained air content less than 3.3 percent will be rejected. Any paved lot with an average entrained air content of less than 4.0 percent will be rejected.

2 For strength tests, the engineer will collect one “set” of cylinders per sublot, with a “set” defined as three cylinders. The compressive strength value for the sublot will be the average of the three cylinders’ test results. This compressive strength value will then be converted to flexural strength by using the established correlation constant. Any sublot with a flexural strength less than 85 percent of design flexural strength will be rejected.

3 Take cores after grinding is completed and at locations marked by and in the presence of the engineer. Obtain one core per sublot for thickness determination.

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414.4.12.1.2 Level of Control IV

1 Quality acceptance for level of control IV paving is not based on paved lots. T est results will determine acceptance or rejection.

2 Concrete with air content results below 4.0 percent will be rejected.

414.4.12.2 Quality Acceptance Testing for Smoothness

414.4.12.2.1 PI-Based Acceptance

1 Upon paving completion, divide the project into segments, as directed by the engineer, and analyze each segment for PI. Define a segment as a continuous paved length that is the width of the lane and approximately 0.1 mi [0.16 km] long. When shorter paved lengths less than or equal to 0.05 mi [0.05 km] long occur, include these with an adjacent segment to make a continuous segment of up to 0.15 mi long. Define paved lengths greater than 0.05 mi [0.05 km] and less than 0.10 mi [2.5 km] long as separate segments.

2 Conduct quality acceptance testing for each segment in the presence of the engineer, as soon as possible after completion of paving operations. Testing will determine acceptance of surface, and pay factor adjustments, when applicable. Additional corrective actions may be required.

3 Provide pavement meeting requirements in T able 414.4.12.2- 1, Must -Grind and PI Acceptance Levels.

Table 414.4.12.2-1 Must-Grind and PI Acceptance Levels Speed Limit

Grind PI (1) Acceptance PI (2) Bonus PI (3) S > 55 >0.3 inch in 25 ft [7.5 mm in 8m] 32 10-16 <10 45 < S ≤ 55 and Interstate Ramps > 0.4 inch in 25 ft [10 mm in 8m] 43 14-22 < 14 35 < S ≤ 45 > 0.4 inch in 25 ft [7.5 mm in 8m] 50 22 – 30 <22 S ≤ 35 > 0.5 inch in 25 ft [12 mm in 8m] 60 26-36 <26

4 Apply corrective action to remove bumps and dips and to correct out-of- specification segments including bridge approach slabs and excluding the bridge deck. A segment is

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out-of-specification if either wheel path exceeds the acceptance PI. Evaluate each individual PI trace, or wheel path, within the out-of-specification segments to determine the areas where corrective actions are needed.

5 Acceptance will be determined for each segment following successful completion of any necessary corrective actions.

414.4.12.2.2 Straightedge-Based Acceptance

1 Ensure surface variations do not exceed ¼-inch in 10 ft [6.5 mm in 3m].

414.4.12.4.3 Corrective Actions

1 Make corrections using an approved grinding device or by removing and replacing the pavement.

2 Grind the full lane width. Ensure the corrected area has uniform texture and appearance. Keep the beginning and end of the corrected area squared normal to centerline of the paved surface. Feather edges of corrected areas.

3 Diamond groove all ground locations to match adjacent concrete pavement texture, including tine spacing and straightness requirements.

414.4.13 Repair of Defective Pavement

1 Replace areas with uncontrolled cracking, corner cracks, rough areas that grinding does not correct, or other unacceptable pavement sections. Replace full panels to the existing joints.

414.5MEASUREMENT and PAYMENT

414.5.1 General

1 The engineer will measure:

length placed and the lesser of the actual or specified width placed. The length will be the linear measurement along the centerline of each roadway.

the contract pay item CONCRETE PVMT ( in).

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2 The department will pay as follows:

Pay Item

Pay Unit Measure to the Nearest Pay to the Nearest Concrete Pvmt ( in) SY 0.1 ft SY Contractor Testing (1) LS LS LS

as follows: 25 percent of the Lump Sum bid price for Contractor Testing will be paid on the first monthly estimate; 50 percent of the Lump Sum bid price will be paid on the monthly estimate for the month in which the testing begins; and the final 25 percent will be paid upon completion of the Contractor Testing pay item. Additional compensation will not be made for additional testing required due to minor increases in quantities of contract items in this specification. Changes in quantities meeting the changed condition requirements specified in Subsection 104.2, Contract Amendment, will be sufficient justification for further adjustment.

414.5.2 Payment Adjustment

414.5.2.1 Concrete Pavement

1 Payment for Concrete Pavement will be determined as follows:

414.5.3, Determination of Pay Factors for Levels of Control I, II, and III, for each paved lot to determine the pay for that lot in accordance with the following:

Lot Pay = PF × LSp × UP

Where: PCCP Pay = Total pay for concrete placement

PF = Individual pay factor

LSp = Paved Lot Size (square yard)

UP = Unit Contract Price for the concrete pavement

The total project payment will then be determined by summing all lot payments.

Contract Price.

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414.5.2.2 Aggregate Gradation (All Levels of Control)

1 An independent lump sum pay adjustment for aggregate gradation will be made. The total gradation pay adjustment will be made by summing all individual gradation adjustments:

Total Gradation Adjustment = ∑PAg

where P Ag for each gradation lot determined as defined in Subsection 414.5.3.1, Determination of Pay Adjustment for Aggregate Gradation.

414.5.2.3 Smoothness (All Levels of Control)

1 An independent lump sum pay adjustment for smoothness bonus will be made. The total smoothness pay adjustment will be made by summing all individual segments

Smoothness Adjustment = SEGSUM

as defined in Subsection 414.5.3.2, Determination of Pay Adjustment for Smoothness.

414.5.2.4 Joint Sealant Installation Quality (All Levels of Control)

1 An independent lump sum pay adjustment for liquid joint sealing will be made. A $100 penalty will be applied to each transverse joint and any 100-foot [30 m] length of a longitudinal joint with more than 10 percent of its length overfilled. A summation of all joints falling under this penalty will comprise this pay adjustment.

414.5.3 Determination of Pay Factors for Levels of Control I, II, and III

1 Pay factor adjustments are based on air content, strength, and thickness. Pay factors will be determined per paved lot for each variable then combined for the final assessed pay factor for the lot, as described in the following list. The engineer will determine pay factors on each paved lot as follows:

The lot mean is determined as

 = (Σx)/n

Where: Σ = Summation

x = Individual sublot test value

n = T otal number of test values

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Round strength mean to nearest 1 psi [0.01 MPa].

Round thickness mean to nearest 0.1 in [2.5 mm].

Calculate pay factors for each variable as follows:

2.1Air Content (PFa):

PFa = 1.0 - 0.1 [(4.2 – AC1) + (4.2 – AC2) + (4.2 – AC3)]

Where: AC1 = Air content for sublot #1 in percent, etc.

If any sublot ACn ≥ 4.2, use ACn = 4.2 in equation.

Max PFa = 1.0

Sublots with AC ≤ 3.3 percent will be rejected and not included in this calculation.

Lots with average air content of less than 4.0 percent will be rejected.

2.2Strength (PFs):

The strength pay factor for any lot is based on the ratio of the mean flexural strength of the concrete supplied to the project and the design flexural strength.

PFs = 0.53 + 0.47 (Sc/Sd)

Where: Sc = Cc × (Cs)½

Cc = Established correlation constant, per Subsection 414.4.7, Proportioning Portland Cement Concrete Mixes

Cs = Mean 28 day compressive strength of delivered concrete

Sd = Design flexural strength

Max PFs = 1.0

If the mean flexural strength of any sublot is less than 85 percent of the design flexural strength, the sublot will be rejected.

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2.3Thickness (PFt):

The thickness pay factor depends on the lot mean thickness and the design thickness. Thickness pay factors are determined using the following equation:

For Tc < Td, PFt = 1 - 0.4 (Td - Tc)

For Tc ≥ Td, PFt = 1 + 0.08 (Tc - Td)

Where: Tc = As constructed measured lot mean thickness, inches

Td = Design thickness, shown in the contract, inches.

Max PFt = 1.02

If any sublot thickness is less than design thickness, Max PFt = 1.00.

Reject if PFt < 0.8.

For individual sublots where Tc < Td, the sublot will be rejected if Tc < (Td - 0.75).

The pay factor for each paved lot will be assessed as follows:

If [(PFs + PFt)] ≥ 1 and PFa = 1 then

PF = [(PFs + PFt) - 1].

If either [(PFs + PFt) – 1] < 1 or PFa < 1 then

PF = Minimum of [(PFs + PFt) – 1] and Pfa.

414.5.3.1 Determination of Pay Factors for Aggregate Gradation

1 Aggregate for all levels of control are subject to pay factors as determined by Subsection 113.1, Acceptance of Aggregate, with a maximum allowed pay factor of 1.0.

2 The engineer will determine gradation pay factors, PFgc (pay factor for coarse aggregate gradation) and PFgf (pay factor for fine aggregate gradation), in accordance with Subsection 113.1, Acceptance of Aggregate, with a maximum value of 1.0 allowed. Pay adjustments will then be applied based on gradation lots. Gradation lots are independent of other quality acceptance paved lots. The gradation lot size will be the same for coarse

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and fine aggregate and is referred to as LSg. A minimum of five test results and a maximum of seven will be required to represent a lot. The total lot size cannot represent more than 20,000 SY of concrete placed. For each gradation lot, the pay adjustment will be as follows:

PAg = PAc + PAf

Where: P Ag = Pay adjustment for the gradation lot

PAc = 0.1 * UP * % C * (PFgc - 1) * LSg

PAf = 0.1 * UP * % F * (PFgf - 1) * LSg and

PAc = Pay adjustment for coarse aggregate ($)

PAf = Pay adjustment for fine aggregate ($)

UP = Concrete pavement unit price (dollars)

%C = Percent coarse aggregate of total aggregate in mix design

%F = Percent fine aggregate of total aggregate in mix design

PFgc = Pay factor for coarse gradation for lot (max = 1.0)

PFgf = Pay factor for fines gradation for lot (max = 1.0)

LSg = Gradation lot size in square yards

414.5.3.2 Determination of Pay Adjustment for Smoothness

1 Pay adjustments apply only to locations accepted based on PI and are assessed per pavement segment, as defined in Subsection 414.4.12.2, Quality Acceptance Testing for Smoothness. Segments with no corrective action may be awarded a bonus based on the average PI of both wheel paths within the segment.

2 A pay potential will be applied for each segment with PI meeting the bonus PI, prior to corrective actions, in accordance with Table 414.5.3.4-1, Pay Potential Per Segment.

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Table 414.5.3.4-1 Pay Potential Per Segment Corrections in Segment Bonus for Segment None $500* (Spec PI/Test PI) Grinding Required No Bonus

Where: Spec PI is the lower limit of the acceptance PI.

Test PI is the PI average of both wheel paths for the segment.

Test PI must meet “bonus PI” level to be eligible.

Maximum pay potential per segment = $1500.

3 The engineer will determine the sum of all segment pay potentials, referred to as SEGSUM.

4 The engineer will determine overall smoothness pay adjustment using Table 414.5.3.4- 2, Overall Smoothness Pay Adjustment.

Table 414.5.3.4-2 Overall Smoothness Pay Adjustment %ISS Pay Adjustment 85% - 100% 1 * SEGSUM < 85% {1-[(0.85 - % ISS)/0.35]} *SEGSUM

Where: % ISS is the percentage of all segments that meet acceptance criteria prior to corrective action

Minimum Pay Adjustment = $0.00.