501QC/QA PORTLAND CEMENT CONCRETE PAVEMENT, PCCP

PCCP

501.01Description

This work shall consist of QC/QA portland cement concrete pavement, PCCP, placed on a prepared subgrade or subbase in accordance with 105.03.

501.02Quality Control

The mixture for PCCP shall be produced by a qualified plant in accordance with ITM 405, transported, and placed in accordance with a QCP. The QCP shall be 10 prepared and submitted in accordance with ITM 803, for PCCP. The QCP shall contain a plan for placing PCCP in cold weather, as defined in 501.15. The cold weather plan shall, at a minimum, provide details to address changes in materials, concrete batching and mixing processes, construction methods, curing, temperature monitoring, and protection of in-situ PCCP. Temperature monitoring shall consist of monitoring the surface temperature of the PCCP by use of a thermometer. The thermometer shall be capable of recording and maintaining a record of the day, time, and temperature every 15 minutes around the clock. The thermometer shall be located 6 in. in from the edge of the PCCP. The QCP shall be submitted to the Engineer a minimum of 15 days prior to commencing PCCP paving operations. Work shall not begin until written notice has 20 been received that the QCP was accepted by the Engineer.

An ACI certified concrete field testing techni cian, grade I, shall be on site to direct all sampling and testing.

A common testing facility shall be pr ovided for both production control and acceptance testing.

MATERIALS

501.03Materials

Materials shall be in acco rdance with the following:

Admixtures .................................................................. 912.03 Concrete Coarse Aggregate, Class AP ........................ 904.03, ITM 226 Fine Aggregate, Size No. 23 ........................................ 904.02 Fly Ash ........................................................................ 901.02 Liquid Membrane Formi ng Compound ....................... 912.01(e) Portland Ceme nt .......................................................... 901.01(b)* Rapid Setting Patch Materials ..................................... 901.07 40 Silica Fume .................................................................. 901.04 Slag Cement ................................................................ 901.03 Water ........................................................................... 913.01 * Type IS-A and Type IP-A blended cements shall not be used. 501.03

501.04Concrete Mix Design

The CMDS shall be in accordance with 501.05. The CMDS shall be submitted to the DTE. The CMDS shall be submitted a minimum of seven calendar days prior to the trial batch utilizing the Department provided spreadsheet and shall include the following: 50

The aggregate blend submitted on the CMDS shall produce an optimized aggregate gradation in acco rdance with the Department provided spreadsheet. The aggregate blend shall consist of, at a minimum, one concrete coarse aggregate and one fine aggregate, size No. 23. One additional class A intermediate-sized coarse aggregate may be included if approved by the Engineer.

The CMDS shall be used to conduct a tr ial batch in accordance with 501.06. Upon completion of the trial batch, the Contractor shall update the submitted CMDS to 70 include the Contractor’s and the Engineer’s trial batch test results on the Department provided spreadsheet a minimum of three work days prior to production. Production shall not commence until the DTE has issued the concrete mix design for production, CMDP.

A CMDP may be changed or adjusted in accordance with the following:

Any of the following changes to a CMDP shall require a new CMDS to be submitted to the DTE, referencing the original CMDP. 80

A trial batch shall be conducted in accordance with 501.06, or verification of the new CMDS may be made during the first day of production by tests conducted by the Contractor and the Engineer. Acceptance test results may be used for the Engineer’s verification tests. Production may continue until flexural strength tests are completed, 90 501.04

provided all other properties are in accordance with 501.06. The test results shall be submitted to the DTE utilizing the Department provided spreadsheet no later than one day after the flexural strength test results are complete. If the test beams indicate a modulus of rupture that is not in accordance with 501.06, production shall stop and all PCCP constructed with the new CMDS will be adjudicated as a failed material in accordance with 105.03. If all properties are in accordance with 501.06, the DTE will issue the CMDP.

Any of the following adjustments to a CMDP shall require a new CMDS to be 100 submitted to the DTE, referencing the original CMDP.

designated in the original CMDP

designated by the original CMDP.

The new CMDS shall be submitted to the DTE utilizing the Department provided spreadsheet a minimum of one work day prior to production. A trial batch or verification testing will not be required. Production shall not commence until the DTE has issued the CMDP.

Other adjustments in a CMDP to any of the following will be allowed and DTE notification prior to use will not be required.

designated by the original CMDP.

A CMDP in accordance with either 501.05 or 502.04 from a previous contract may be submitted to the DTE for consideration for use on the current contract. The 130 DTE will notify the Contractor when the review is complete and if the previously used CMDP can be used on the current contract.

501.05Concrete Mix Criteria

The CMD shall contain at least one, but not more than two SCMs, and produce workable concrete mixtures having the following properties: 501.05

Minimum total cementitious content ........................... 450 lb/cu yd Allowable amount of single SCM, % of total cementitious, by weight ....................... 25.0 – 40.0%* 140 Allowable amount of two SCMs, % of total cementitious, by weight... .................... 25.0 – 40.0%** Minimum portland cement content .............................. 275 lb/cu yd Allowable amount of silica fume as SCM, % of total cementitious content ............................ 3.0 – 7.0%** Maximum allowable water/cementitious ratio of concrete mixture with fly ash as SCM ............ 0.440 Maximum allowable water/cementitious ratio of concrete mixture with slag cement as SCM ..... 0.450 Target air content ......................................................... 7.0% 150 Minimum modulus of r upture...................................... 570 psi at 7 days

* Binary binder systems shall contain either fly ash or slag cement combined with a cement. If blended cement is used, it shall be either a Type IP (25 ” X ” 40) or Type IS (25 ” X ” 40) or Type IL. Blended cements, except for Type IL, shall not be combined with plant added slag cement or fly ash to create a binary binder system. When using a Type IL blended cement, plant addition of fly ash or slag cement will be allowed. The

limestone dust in Type IL cement will not be considered in calculating the amount of SCM.

** Ternary binder systems shall contain two SCMs such as fly ash and slag cement, or fly ash and silica fume, or slag cement and silica fume, combined with a cement. If a blended cement is used, it shall not be combined with a plant added SCM of the same type of SCM to create a ternary system. For example: a Type IP shall not be combined with plant-added fly ash and slag

cement. When using a Type IL blended cement, the plant addition of both fly ash and slag cement will be allowed. The limestone dust in Type IL cement will not be considered in calculating the amount of SCM. Silica fume shall only be an SCM component of a ternary binder system. If a blended cement is used, silica fume shall only be an SCM component of the ternary system.

Absorption tests shall be performed on the fine aggregate in accordance with AASHTO T 84 and on the coarse aggregat e in accordance with AASHTO T 85. 180 Absorption test results for a particular size of aggregate that differ by more than 1.0 percentage point from the Department’s source value shall be investigated. The Contractor shall report any differences th at exceed 1.0% to the Department. The Contractor’s results shall be used when calculating the water/cementitious ratio.

501.05

Hand placed paving operations meeting the re quirements of 508.04(c) shall utilize concrete having a ternary binder system that contains silica fume as one of the SCMs when the ambient temperatur e is below 50°F during placement or when the ambient temperature will fall below 50°F before the opening to traffic strength is attained. Concrete with a ternary binder system containing silica fume as one of the SCMs, may 190 be used in any approved method of pavement placement without restriction. Placement operations that involve form riding equipment in accordance with 508.04(b), may use a binary CMDP, without restriction.

Water reducing admixture Type A, or water reducing and retarding admixture Type D, may be used in PCCP. However, admixture Type A shall not be used in conjunction with admixture Type D.

501.06Trial Batch

A trial batch shall be produced and tested by the Contractor’s certified technician 200 to verify that the CMDS meets the concrete mix criteria. Concrete produced at a plant shall be batched within the proportioning tolerances of 508.02(b). Concrete batched in a laboratory shall be in accordance with ASTM C192. The Engineer will test the trial batch and provide the Contractor with the results. The trial batch shall be of sufficient quantity to allow the Contractor and the Engineer to perform all required tests from the same batch. Trial batch concrete shall not be used for more than one test, except the concrete used for the unit weight may be used to conduct the air content test. The air content shall be 5.5% to 10.0%. The plastic unit weight shall be within ±3.0% from the target plastic unit weight of the CMDS. The water/cementitious ratio shall be within ±0.015 of the target value of the CMDS and shall not exceed the maximum 210 amount allowed for the appropriate mix in accordance with 501.05. The flexural strength shall be determined by averaging a minimum of two beam breaks and shall be a minimum of 570 psi.

Test results shall be added to the Department provided spreadsheet and submitted to the DTE in accordance with 501.04. Adjustments to the target unit weight and the target water/cementitious ratio may be made.

501.07Lots and Sublots

Lots will be defined as 7,200 sq yds of PCCP. Lots will be further subdivided into 220 sublots of 2,400 sq yds of PCCP within a lot. Partial sublots of 480 sq yds or less will be added to the previous sublot. Partial sublots greater than 480 sq yds constitute a full sublot. Partial lots of one or two sublots constitute a full lot.

Lots and sublots will be numbered and tested for a given pay item regardless of the number of CMDs used and will be closed out at the end of the paving season or construction phase.

501.08Acceptance

Acceptance of PCCP will be based on the results of modulus of rupture, air 230 content, unit weight, water/cementitious ratio, and thickness measurements obtained 501.08

by the Engineer in accordance with 505. The Engineer will randomly select the location within each sublot for sampling in accordance with ITM 802.

The random sample per sublot shall be of sufficient quantity to perform all required tests and obtained in accordance with AASHTO R 60. Concrete and necessary labor for sampling shall be furnis hed as required by the Engineer. The test results of the sublots for each lot will be averaged and shall be in accordance with

and 501.06, except the lot average for thickness shall be in accordance with

501.26. Test results are to be shared in a timely manner. 240

Test or Determination Frequency Test Method Precision 7-Day Flexural Strength two beams per sublot AASHTO T 97 modulus of rupture, rounded to the nearest 5 psi Air Content one test per sublot AASHTO T 152 or ASTM C173 0.1% Unit Weight one per sublot AASHTO T 121 0.1 lb/cu ft Water/Cementitious Ratio one per two lots ITM 403 0.001 Thickness two per sublot ITM 404 0.1 in.

Rounding will be in accordance with 109.01(a).

If an acceptance sample is not available to represent a sublot, all test results of the previous sublot will be used for acceptance. If the previous sublot is not available, the subsequent sublot will be used for acceptance.

CONSTRUCTION REQUIREMENTS

501.09General

Equipment for PCCP shall be in accordance with 508.

501.10Preparation of Subgrade

The subgrade shall be shaped to the required grade and section, free from all ruts, corrugations, or other irregularities, and uniformly compacted in accordance with 207.

501.11Preparation of Subbase

Subbase, if required, shall be placed and shaped to the required grade and section in accordance with 302. Construction traffi c shall not be allowed on the aggregate 260 drainage layer of the subbase, except where PCCP placement is restricted. Exceptions shall be submitted for approval.

501.12Placement

Placement of PCCP shall be by the slipfo rmed or formed methods with equipment specified in 508.04. The subgrade or subbase shall be uniformly moist at the time of PCCP placement. Excessively dry subgrade or subbase shall be sprinkled with water. 501.09

501.13Process Control

The Engineer and the Contractor will jointly review the operations to ensure 270 compliance with the QCP. Continuous violations of compliance with the QCP will result in suspension of paving operations.

501.14Concrete Mixing and Transportation

Concrete shall be mixed and de livered by one of the following:

mixer and transported in a truck agitator, truck mixer at agitating speed, or non-agitating equipment.

and the mixing completed during transportation in a truck mixer.

The batch ticket for contract dedicated plants and delivery tickets for ready mix plants shall include the assigned CMDP number. The tickets shall be delivered to the Engineer.

When the concrete temperature is 90°F or above, discharge from non-agitating 290 equipment shall be completed within 30 minutes of mixing the water, cement, and aggregates. For concrete temperature below 90°F, discharge from non-agitating equipment shall be completed within 45 minutes of mixing the water, cement, and aggregates. The concrete temperature shal l be measured in acco rdance with ASTM C1064 at the point of delivery.

A watertight cover shall be used for a truck agitator and non-agitating equipment. The concrete shall be incorporated into the paving equipment within 15 minutes of discharge by the truck mixer, truck agitator, or non-agitating equipment.

Discharge from a truck agitator or a truck mixer shall be completed within 90 minutes of mixing the water, cement, and aggregates.

Concrete shall be uniformly mixed when delivered to the job site. The Engineer may conduct additional testing to verify uniformity of the mixture. Additional testing will consist of slump tests taken in accordance with AASHTO T 119 at approximately the 1/4 and 3/4 points of a load. If the slumps differ by more than 1 in. when the average slump is 3 in. or less, or by more than 2 in. when the average slump is greater than 3 in., paving operations may be suspended while the mixing process is jointly reviewed and problems resolved by the Engineer and the Contractor. 310

Wash water shall not be used as a portion of the mixing water.

501.14

When concrete is delivered in transit mixers, additional water to increase the workability of a load may be added within 45 minutes of initial mixing per the QCP. Any addition of water shall be noted on the batch ticket and shall not occur as a continuing operation.

501.15Weather Limitations

PCCP shall be placed when the ambient temperature is 32°F or rising. It shall not 320 be placed on frozen subgrade or subbase.

When the ambient temperature is at or below 40°F during PCCP placement, the cold weather plan shall be followed as outlined in the QCP in accordance with 501.02.

Continuous temperature monitoring and recording shall be initiated for the day’s production when the ambient temperature is at or below 38°F at any time during placement for that day. Once monitoring has started, it shall continue uninterrupted until the opening to traffic strength, in acc ordance with 501.23, has been achieved. A record of the temperature monitoring shall be furnished to the Engineer when the 330 opening to traffic strength has been achieved.

Prior to attaining opening to traffic stre ngths in accordance with 501.23, sufficient means shall be taken to prevent the PCCP from freezing.

501.16Placing Concrete

The batches shall be deposited uniformly requiring minimal rehandling. The plastic concrete shall not be segregated during placement. Dowel bars and assemblies shall not be displaced during placement of concrete.

Concrete shall be thoroughly consolidated against the faces of all forms or adjacent concrete surfaces. Hand placed conc rete shall be thoroughly consolidated with the use of a vibrator. Vibrators shall not be operated in any one location to avoid bringing excessive mortar to the surface. Vibrators shall not come in contact with dowel bar assemblies, subgrade, subbase, or forms.

Concrete shall be placed around manholes or similar structures in accordance with 720.

The Contractor shall be responsible for the protection of the existing joints from 350 the intrusion of fresh concrete mortar and for any damage to existing pavement caused by the operation of mechanical equipment. Concrete materials that fall on or are worked into the joints or surface tines of an existing slab, shall be removed immediately.

Concrete shall not be mixed, placed, or finished when the natural light is insufficient, unless an adequate artificial lighting system is operated in accordance with the QCP.

501.15

The Contractor shall have sufficient ma terials, available at all times, for the 360 protection of unhardened PCCP from the effects of rain. Covering material such as burlap or polyethylene sheeting shall be provided. When rain appears imminent, paving operations shall stop. All available personnel shall be used to cover the PCCP.

501.17Blank

501.18Joints

Joints shall be in accordance with 503.

501.19Finishing 370

PCCP shall be finished in accordance with 504.

501.20Curing

PCCP shall be cured with a white pigmented liquid membrane forming compound selected from the QPL of Liquid Membrane Forming Curing Compounds. Alternative methods of curing shall be as approved by the Engineer. Curing shall be in accordance with 504. For formed PCCP, the sides of the PCCP shall be cured immediately after the forms are removed.

501.21Form Removal 380

Forms may be removed as soon as the PCCP has hardened sufficiently to prevent edge spalling or other damage. Form pullers shall not be supported on the PCCP during form removal operations.

501.22Pavement Inspection

The Contractor and the Engineer will conduct an inspection of the new PCCP for any damage, including freezing or random cracks. The inspection and all necessary repairs shall be completed prior to opening the pavement to non-construction traffic. All random, full-depth cracks in the PCCP shall be corrected in accordance with

503.06. All other damage shall be repaired by approved methods. 390

501.23Opening to Traffic

The Contractor shall be responsible for controlling the opening of the PCCP to construction and non-construction traffic and include the procedures in the QCP. Pavement inspection will be completed in accordance with 501.22.

PCCP may be opened to construction vehicles, equipment, and traffic when the flexural strength of the test beams indicates a modulus of rupture of 550 psi or greater. ITM 402 may be used as an alternate method to determine the flexural strength. If adequate strengths are not achieved, an investigation by the Engineer and the 400 Contractor will be conducted to determine if the PCCP is deficient. Resolutions for all deficiencies will be developed at the completion of the investigation. Cracks and joints shall be sealed in accordance with 503.05 and the PCCP cleaned prior to opening to traffic.

501.23

501.24Pavement Corrugations

Pavement corrugations shall be in accordance with 606.

501.25Pavement Smoothness

Pavement smoothness will be accepted by means of an inertial profiler, a 16 ft 410 straightedge, or a 10 ft straightedge as described below.

When a pay item for Inertial Profiler, PCCP is included in the contract, the Contractor shall furnish, calibrate, and operate an approved inertial profiler in accordance with ITM 917 for the accepta nce of longitudinal smoothness on the mainline traveled way, in cluding adjacent acceler ation or deceleration lanes, where both of the following conditions are met:

0.5 mi in length.

The profiles and International Roughness Index, IRI, results including areas of localized roughness shall become the property of the Department. The inertial profiler shall remain the property of the Contractor.

The project area will be divided into individual smoothness sections measuring 0.1 mi in length for each lane. The paving exceptions and areas exempt from inertial profiler operation will be in accordance with ITM 917. 430

If the posted speed limit for an entire smoothness section is less than or equal to 45 mph, the section will be exempt from Inertial Profiler operation and the smoothness within the section will be accepted in accordance with 501.25(b).

If the posted speed limit is greater than 45 mph for a portion of a smoothness section and is less than or equal to 45 mph for the remainder, the section smoothness acceptance will be as follows:

speed limit greater than 45 mph.

a posted speed limit less than or equal to 45 mph.

The Contractor shall furnish and operate a 16 ft straightedge in accordance with

306.03(d) and as described below. The 16 ft straightedge shall be used to measure

smoothness along the direction of mainline traffic.

Locations on the pavement surface scrape d by the straightedge shall be marked. 450 The pavement shall be corrected in accordance with 501.25(e) to meet the required 501.24

tolerance. For existing utility and manhole castings that required no grade adjustment, the tolerance may be adjusted after being reviewed and approved by the Engineer.

For contracts which include the Inertial Profiler, PCCP pay item, the 16 ft straightedge or the Inertial Profiler simulati ng the 16 ft straightedge shall be used to measure longitudinal smoothness at the following locations:

inertial profiler operation in accordance with ITM 917.

with posted speed limits less than or equal to 45 mph throughout the entire section length.

than 0.5 mi.

with posted speeds of 45 mph or less.

For contracts where the inertial profiler is not used for smoothness acceptance, the 16 ft straightedge shall be used to measure longitudinal smoothness. Measurement with the 16 ft straightedge shall include the above locations, all mainline traveled way lanes and ramps with posted speeds greater than 45 mph, and on ramp acceleration or deceleration lanes.

The 10 ft straightedge will be in accordance with 306.03(d). The 10 ft straightedge will be used to check transverse slopes across traveled way lanes and shoulders, 490 approaches, and crossovers. When the 10 ft straightedge is used, the pavement variations shall be corrected to 1/8 in. or less.

At locations where the inertial profile r is used, all areas having a localized roughness in excess of 160 in./mi utilizing continuous IRI with a 25 ft window shall be corrected subject to approval by the Engineer. After ALRs have been identified, a 501.25

grinding simulation shall be performed to estimate whether the ALR can be corrected to an IRI value of less than 160 in./mi with no more than a 1/4 in. maximum grind depth at any spot. If such correction is not possible, then an ALR with an IRI value of 500 less than 190 in./mi can remain uncorrected if approved by the Engineer, and an ALR with an IRI value greater than 190 in./mi shall require full depth removal and replacement of sufficient area to meet specifications.

In addition, if there is only one ALR in any two-lane mile section, then no smoothness correction will be required if the ALR does not exceed 190 in./mi and the overall smoothness in accordance with 501.25(d) of the two-lane mile section does not require any corrective action. A two-lane mile section will start one mile before the ALR and end one mile after the ALR in order that all two-lane mile sections will have, at most, one ALR each. 510

Pavement smoothness variations outside specified tolerances shall be corrected by grinding with a groove type cutter or by replacement. Grinding will not be allowed until the PCCP is 10 days old and flexural strength testing yields a modulus of rupture of 550 psi or greater. The grinding of the pavement to correct the profile shall be accomplished in either the longitudinal or the transverse direction. The PCCP texture after grinding shall be uniform. If the grinding operation reduces the tining grooves to a depth of less than 1/16 in. and the longitudinal length of the removal area exceeds 15 ft, or two or more areas are within 30 ft of each other, the PCCP shall be retextured 520 in accordance with 504.03.

The width of the corrected area may be partial or full lane width, depending on the respective wheel path profiles. After the corrective action is complete, the inertial profiler shall be operated throughout the entire affected smoothness section to verify the adequacy of the corrective action.

At locations where the 16 ft straightedge is used, the pavement variations shall be corrected to 1/4 in. or less.

Pavement Thickness

PCCP thickness shall be determined after all corrective grinding. The Contractor shall obtain cores at the locations determ ined by the Engineer in accordance with ITM 802. Cores, 4 in. in diameter, shall be taken in the presence of the Engineer for the full depth of the PCCP. The Engineer will take immediate possession of the cores. Cores shall not be taken within 6 in. of the edge of pavement, within 3 in. of longitudinal joints, within 2 ft of D-1 contraction joints, or within 5 ft of a transverse construction joint. Cores shall be taken and measured in accordance with ITM 404. All core holes shall be filled with PCC or rapid setting patch material within 24 h of drilling. 540

The width of adjudicated PCCP shall be the width of pavement lane in which the deficiency occurs. Pavement that has been replaced shall be investigated for thickness. 501.26

The thickness of the PCCP for each sublot shall be the average lengths of both cores from the sublot. Calculations shall be to the nearest 0.1 in.

501.27Tolerance

Plastic unit weight, water/cementitious ratio , modulus of rupture, and air content measurements will be performed during PCCP operations. 550

Sublots shall not vary by more than ±3.0% from the target unit weight. A stop paving order will be issued if the plastic unit weight exceeds ±3.0% from the target plastic unit weight. Paving operations sha ll not resume until satisfactory changes are made or an alternate CMDP is used.

Calculations for the plastic unit in lb/cu yd will be made and reported to the nearest figure in the tenth.

The weekly water to total cementitious materials ratio shall not vary more than ±0.030 of the target value or exceed the maximum allowed for the appropriate mixture in accordance with 501.05. A stop paving order will be issued if the test results exceed these values. Paving operations shall not resume until satisfactory changes are made or an alternate CMDP is used.

Calculations for water to cementitious ratio will be made and reported to the nearest figure in the third decimal place.

Average lot values for modulus of rupture of 570 psi and above shall be achieved. Price adjustments for values outside the tolerance limits will be in accordance with

501.28

Calculations for modulus of rupture in ps i will be made and reported to the nearest 5.0 psi.

The average lot air content values shall not vary more than -1.2% to +2.2% from 580 the 7.0% target air content. The range of sublot air content values shall not exceed 2.5%. Price adjustments for values outside the tolerance limits or range will be in accordance with 501.28.

Calculations for air content percentage will be made and reported to the nearest figure in the first decimal place.

Pay Factors

When the PCCP measurements for air content, air content range, modulus of 501.28

rupture, smoothness, and thickness exceed th e allowable tolerances, pay factors will 590 be determined. The pay factors will be used to calculate a quality assurance adjustment quantity for the lot.

The adjustment for modulus of rupture, air content, air content range, thickness, and smoothness will be calculated as follows:

q = L x U x (P – 1.00) where: q = quality assurance adjustment quantity L = lot quantity U = unit price for QC/QA-PCCP, $/sq yd P = pay factor.

For sublot thickness determination: 600

qT = lT x U x (P – 1.00) where: qT = quality assurance adjustment quantity lT = sublot quantity for thickness U = unit price for QC/QA-PCCP, $/sq yd P = pay factor.

The quality assurance adjustment points for smoothness, Qs, will be calculated in accordance with 501.28(d).

The total quality assurance adjustments will be calculated as follows:

QT ȈTT1 + qT2 + qT3), and 610 Q ȈTF + qA + qR + QT) + QS where: Q = total quality assurance adjustment quantity QS = quality assurance adjustment for smoothness qF = lot quality assurance adjustments for modulus of rupture from flexural strength testing QT = lot quality assurance adjustments for thickness qA = lot quality assurance adjustments for air content qR = lot quality assurance adjustments for range.

If the Contractor is not required to remove the pavement or take other corrective actions, quality assurance adjustments of the lot will be assessed as determined by the Department’s Division of Materials and Tests.

When test results for modulus of rupture from flexural strength testing exceed the allowable tolerance, a pay factor will be assessed as follows: 620

501.28

1 . L o t s LOT AVERAGE MODULUS OF RUPTURE Psi Pay Factors 570 and above 1.00 565 – 569 0.98 560 – 564 0.96 555 – 559 0.94 550 – 554 0.92 545 – 549 0.89 540 – 544 0.86 535 – 539 0.83 525 – 534 0.78 515 – 524 0.72 514 or less * * The PCCP will be adjudicated as a failed material in accordance with 105.03. The PCCP may be subject to removal and replacement or left in place with reduced or no payment.

If an individual sublot value is less than 500 psi, the PCCP will be adjudicated as a failed material in accordance with 105.03. For a sublot completely removed, the sublot test value from the replacement sublot will replace the original test value.

When test results for air content exceed the allowable tolerance or range, a pay 630 factor will be assessed as follows:

1 . L o t s LOT AVERAGE AIR CONTENT Percent, % Pay Factors > 9.8 * 9.7 í9.8 0.85 9.5 – 9.6 0.95 9.3 – 9.4 0.99 5.8 – 9.2 1.00 5.7 0.93 5.6 0.90 5.5 0.85 5.4 0.79 < 5.4 * * The PCCP will be adjudicated as a failed material in accordance with 105.03. The PCCP may be subject to removal and replacement or left in place with reduced or no payment. 501.28

LOT RANGE FOR AIR CONTENT Percent, % Pay Factors 0.0 – 2.5 1.00 2.6 – 3.0 0.99 3.1 – 3.5 0.97 > 3.5 * * The PCCP will be adjudicated as a failed material in accordance with 105.03. The PCCP may be subject to removal and re placement or left in place with reduced or no payment.

If a sublot value is less than 5.5% or greater than 10.0%, the PCCP will be adjudicated as a failed material in accordance with 105.03. For a sublot completely removed, the sublot test value from the replacement sublot will replace the original 640 test value.

( c ) T h i c k n e s s When test results for pavement thickness do not meet the specified thickness, a pay factor will be assessed as follows:

SUBLOT PAY FACTORS FOR THICKNESS Average core depth, ACD Design depth, DD ACD minus DD Pay Factor > +0.5 in. 1.05 +0.3 in. to +0.5 in. 1.02 ±0.2 in. 1.00 í0.3 in. to í0.5 in. 0.96 í0.6 in. to í0.7 in. 0.90 í0.8 in. to í1.0 in. 0.80 < í1.00 in. * * The PCCP will be adjudicated as a failed material in accordance with 105.03. The PCCP may be subject to removal and replacement or left in place with reduced or no payment.

Smoothness pay adjustments will only be applied when the smoothness is measured by an inertial profiler in accordance with 501.25(a). 650

The Mean Roughness Index, MRI, will be determined utilizing a fixed interval for each lane for each 0.1-mile section of paving. The MRI for a 0.1-mile section is the average of the IRI of the two-wheel pa ths. A Quality Assurance Pay Factor, PFs, for smoothness will apply to the planned thickness of the PCCP. The quality assurance adjustment for each section will be calculated by the following formula: 501.28

qs = (PFs – 1.00) x A x U

where: 660 qs = quality assurance adjustment for smoothness for one section PFs = pay factor for smoothness A = area of the section, sq yd U = unit price for the material, $/sq yd.

The quality assurance adjustment for smoothness, Qs, for the contract will be the total of the quality assurance adjustments for smoothness, qs, on each section by the following formula:

4V ™TV 670

When smoothness is measured by an inertial profiler, payment adjustments will be made for any 0.1-mile section based on the initial MRI generated and in accordance with the following table. The MRI pay factors for smoothness will be determined prior to any required smoothness correction in accordance with 510.25(d). Smoothness correction if required shall be in accordance with 501.25(d). For any 0.1-mile sections containing transverse construction joints that are required as per the planned maintenance of traffic, the pay factors for smoothness may be determined after corrective action at the discretion of the Contractor. Regardless of the tabulated value, the maximum pay factor for a smoothness section where corrective action has been 680 performed will be 1.00.

PAY FACTORS FOR SMOOTHNESS Posted Speed greater than 45 mph MRI, in./mi Pay Factor, PFs over 0 to 35 1.08 over 35 to 40 1.07 over 40 to 45 1.05 over 45 to 50 1.03 over 50 to 55 1.02 over 55 to 60 1.01 over 60 to 70 1.00 over 70 to 75 0.99 over 75 to 80 0.98 over 80 to 85 0.96 over 85 to 90 0.95 over 90 PFs will be 0.95 and the section shall be corrected to 90 or less.

501.28

501.29Appeals

If the Contractor does not agree with th e acceptance test results, a request may be made in writing for additional tests for a sublot or lot. The basis of the appeal shall include applicable QC test results showing acceptable quality results and shall be 690 submitted within five calendar days of receipt of the Department’s written results for that lot. Upon review of the appeal, the Engineer may accept the PCCP in accordance with 105.03 or accept the appeal.

Appeals will not be considered unless QC test results for modulus of rupture obtained from flexural strength testing indicate greater than a 50 psi difference between the Department’s and the Contractor’s test results. Once additional testing has been approved, the Contractor shall obta in cores, as directed, in the presence of the Engineer. 700

The Engineer will determine the location of the cores within the appealed and adjacent sublots using the same CMD. The lo cation of the cores will be at the center of a lane at the acceptance sample location. Cores shall not be taken over dowels or within 5 ft of a header. Two cores shall be taken in each sublot for the full depth of pavement and shall be 4 in. in diameter. All core holes shall be filled with portland cement concrete within 24 h of drilling. If adjacent sublots were produced using different CMDs, the matter will be adjudicated as a failed material in accordance with normal Department practice.

Each core will be tested for split tensile strength in accordance with ASTM C496. The cores will be submerged in lime saturated water prior to testing for a minimum of 40 h.

The average core split tens ile strength will be determined for the appealed and adjacent sublots. Modulus of rupture will be calculated as follows:

»¼ º «¬ ª  2A 2A 1A 1A DD S2 F S2 F x SF

where: 720

FD = modulus of rupture of the appealed sublot FA1 = modulus of rupture of the previous adjacent sublot FA2 = modulus of rupture of the subsequent adjacent sublot SD = split tensile strength of the appealed sublot SA1 = split tensile strength of the previous adjacent sublot SA2 = split tensile strength of the subsequent adjacent sublot.

501.29

Appeals will not be considered unless QC test results indicate greater than a 0.5% difference between the Department’s and th e Contractor’s tests. Once additional testing has been approved, the Contractor shall obtain core as directed in the presence of the Engineer.

The Engineer will determine the location of the core within the appealed sublot. The location of the core will be at the center of a lane at the acceptance sample location. 730 A core shall not be taken over dowels or within 5 ft of a header. One 4 in. diameter full depth core shall be taken from the pa vement for each sublot appealed. All core holes shall be filled with PCC or rapid setting patch material within 24 h of drilling.

The air content for a sublot will be the hardened concrete air content determined from the core in accordance with ITM 401. When ACBF aggregates are used, the hardened concrete air content will be determined in accordance with ASTM C457.

The Department will perform annual Qua lity Assurance reviews of a portion of 740 each Contractor’s MRI results in accordance with ITM 917. The Contractor’s results will be compared to the Department’s. The Department will notify the Contractor of unacceptable results in a timely manner. The Department will allow an appeal period of 14 days during which time the Contractor must submit a written request and appeal results for Department review. If the Contractor’s appeal results do not agree with the Department’s results, the Contractor shall be required to perform a side-by-side evaluation. The Department’s results will be utilized for smoothness payment in place of the Contractor’s results unless the Contractor’s appeal results are determined to be acceptable for payment. Sections where corr ective action has taken place prior to the Department’s data collection will utilize the Contractor’s initial results prior to 750 corrective action for payment.

501.30Method of Measurement

QC/QA-PCCP will be measured by the square yard of the thickness specified. The area of QC/QA-PCCP will be the planned width of the pavement multiplied by the length of the pavement, or as directed in writing. The width of the pavement will be as shown on the typical cross-section of the plans. The length of the pavement will be measured parallel to the surface of the pa vement along the centerline of the roadway or ramp, excluding paving exceptions as shown on the plans.

Milled pavement corrugations will be measured in accordance with 606.02.

501.31Basis of Payment

The accepted quantities of QC/QA-PCCP will be paid for at the contract unit price per square yard for the thickness specified, complete in place.

Payment for furnishing, calibrating, operating the inertial profiler, and furnishing IRI profile information will be made at the contract lump sum price for Inertial Profiler, PCCP. 501.31

Furnishing and operating the 16 ft straight edge shall be included in the cost of other pay items within this section.

Adjustments to the contract payment due to measurements for modulus of rupture, thickness, air content, range and smoothness will be included in a quality assurance adjustment pay item in accordance with 109.05.1.

Milled pavement corrugations will be paid for in accordance with 606.03.

Payment for pavement thickness determinations will be made at the contract lump 780 sum price for coring, PCCP. A change order in accordance with 109.05 will be developed to adjust the cost of coring when the final QC/QA-PCCP quantity differs from the bid quantity by more than 2,400 sq yds. This adjustment covers the cost of cores for the adjusted quantity of QC/QA-PCCP. The adjustment, plus or minus, will be based on the difference in the number of sublots, rounded to the nearest full sublots, times $100.

Payment will be made under:

Pay Item Pay Unit Symbol 790

Coring, PCCP ............................................................................ LS Inertial Profiler, PCCP............................................................... LS QC/QA-PCCP, __________ in.................................................. SYS thickness

The cost of trial batch demonstrations shall be included in the cost of PCCP.

The price of Inertial Profiler, PCCP will be full compensation regardless of how often the inertial profiler is used or how often the IRI is determined. 800

The cost of corrections for pavement sm oothness and retexturing shall be included in the cost of QC/QA-PCCP.

The cost of coring and refilling of the pavement holes for appeals shall be included in the cost of QC/QA-PCCP.

The cost of temperature monitoring an d recording during cold weather placement shall be included in the cost of QC/QA-PCCP.

Traffic control for appeals shall be supplied with no additional payment.

Removal and replacement of QC/QA-PCCP damaged by freezing shall be with no additional payment.

501.31