40CONCRETE PAVEMENT

40-1 General

40-1.01 General

40-1.01A Summary

Section 40 -1 includes general specifications for constructing concrete pavement .

40-1.01B Definitions

action limit: Test results at which corrective actions must be made while production continues. raveling: Progressive disintegration of the concrete pavement surface resulting in dislodged aggregate. suspension limit: Test results at which production must be suspended while corrections are made. uncontrolled crack: Any c rack in JPCP that is not a working crack . working crack: Crack parallel to and within 4 inches of a planned JPCP contraction joint.

40-1.01C Submittals

40-1.01C(1) General

At least 15 days before delivery to the job site, submit the manufacturer's instructions for storage and installation of:

40-1.01C(2) Certifica tes of Compliance

Submit a certificate of compliance for:

40-1.01C(3) Quality Control Plan

Submit a concret e pavement QC plan. Allow 30 days for review.

40-1.01C(4) Mix Design

At least 15 days before testing for mix proportions, submit a copy of the AASHTO accreditation for the laboratory determining the mix proportions as an informational submittal. At least 15 days before starting field qualification, submit the proposed concrete mix proportions, the corresponding mix identifications, and laboratory test reports, including measurements of 3 modulus of rupture and 3 compressive strength, for each trial mixture at 3, 7, 14, 21, 28, and 42 days.

40-1.01C(5) Just-In-Time Training

Reserved

40-1.01C(6) Concrete Field Qualification

Submit field qualification data and test reports, including:

40-1.01C(7) Test Strips

You may request to eliminate a test strip if you use paving equipment and personnel from a D epartment project (1) for the same type of pavement and (2) completed within the past 12 months. Submit supporting documents and the previous project's information with your request to eliminate a test strip.

40-1.01C(8) Cores

Submit the name of the labor atory that will test the cores for air content. Submit each core in an individual plastic bag marked with a description of the location from which the core was taken.

40-1.01C(9) Coefficient of Thermal Expansion

Submit 4 test specimens fabricated from a s ingle sample of concrete for testing the coefficient of thermal expansion under AASHTO T 336 for field qualification and during production. Submit your coefficient of thermal expansion test data at: https://dime.dot.ca.gov /

40-1.01C(10) 40-1.01C(15) Reserved

40-1.01D Quality Assurance

40-1.01D(1) General

If the pavement quantity is at least 2,000 cu yd, provide a QC manager. Core pavement as described for thickness, bar placement, and air content. Provide material, labor , and equipment that meets the initial curing requirement to assist the Engineer in fabricating, curing and handling specimens for the Department's modulus of rupture and compressive strength testing. Failure to maintain the proper curing environment during initial cure will not be basis for rejection of samples, dispute resolution, or claim against the Department. Secure the initial curing equipment at all times to protect against theft and damage.

40-1.01D(2) Just -In-Time Training

Reserved

40-1.01D(3) Quality Control Plan

The QC plan must describe the organization and procedures used to:

40-1.01D(4) Qu alifications

Testing laboratories and their test equipment must be qualified under the Department's Independent Assurance Program. Use a laboratory that complies with ASTM C1077 to determine the mix proportions for concrete pavement. The laboratory must ha ve a current AASHTO accreditation for:

40-1.01D(5) Mix Designs

Make trial mixtures no more than 24 months before field qualification. Using your trial mixtures, determine the minimum cementitious materials content. Use your value for minimum cementitious material content for MC in equation 1 and equation 2 of section 90 -1.02B(3). To determi ne the minimum content of cementitious materials or the maximum ratio of water to cementitious materials, use the compressive strength equivalent to modulus of rupture values of at least 570 psi for 28 days age and at least 650 psi for 42 days age. Compres sive strength must be tested under CT 52 1. If you change an aggregate supply source or the mix proportions, produce a trial batch and field qualify the new concrete. The Department does not adjust time for sampling, testing, and qualifying new mix proporti ons or changing an aggregate supply source.

40-1.01D(6) Test Strips

Construct a test strip for each type of pavement if the quantity is at least 2,000 cu yd. Obtain authorization of test strips before additional paving. Test strips must be:

40-1.01D(7) Quality Control

40-1.01D(7)(a) General

During paving, test the concrete pavement under the test methods and at the frequencies shown in the following table: Concrete Pavement Test Methods and Testing Frequencies Quality characteristic Test method Minimum testing frequency Cleanness value California Test 227 2 per day Sand equivalent California Test 217 Aggregate gradation California Test 202 Air content (air entrainment specified) California Test 504 1 per hour Air content (air entrainment not specified) California Test 504 1 per 4 hours Unit weight California Test 518 Penetration California Test 533 Aggregate moisture meter calibrationa California Test 223 or 226 1 per day aCheck the calibration of the plant moisture meter by comparing moisture meter readings with California Test 223 or California Test 226 test results. Maintain control charts to identify potential problems and assignable causes. Post a copy of each control chart at a location determined by the Engineer. Control charts for individual measurements of quality characteristics must use the target values in the mix proportions as indicators of c entral tendency. Develop linear control charts for:

40-1.01D(7)(b) Concrete Field Qualification

Before paving, your mix design must be field qualified. For field qualification, the compressive strength must be equivalent to a modulus of rupture at an age of 42 days or earlier of at least:

40-1.01D(7)(c) 40-1.01D(7)(h) Reserved

40-1.01D(8) Department Acceptance

40-1.01D(8)(a) General

The Department tests the concrete pavement under the test methods and at the frequencies shown in the following table: Department Acceptance Testing Frequenc y Quality characteristic Test method Minimum testing frequencyaCRCP JPCP Air contentb California Test 504 1 day's paving Compressive strength at 42 days California Test 52 1 1,000 cu yd Dowel bar placement -- Measurement 700 sq yd Tie bar placement -- Measurement 4,000 sq yd Thickness California Test 531 1,200 sq yd aA single test represents no more than the frequency specified. bTested only if air entrainment is specified.

40-1.01D(8)(b) Verification Testing

40-1.01D(8)(b)(i) General

Reserved

40-1.01D(8)(b)(ii) Air Content

If air-entraining admixtures are specified, the Engineer uses a t -test to compare your QC test results with the Department's test results. The t -value for test data is determined using the following equation: t = |X̅ c -X̅ v|/(Sp(1/nc + 1/nv)1/2) and Sp 2= (Sc 2(nc -1) + Sv 2(nv -1))/(nc +nv – 2) where: nc = number of your QC tests (minimum of 6 required) nv = number of Department 's tests (minimum of 3 required) X̅ c = mean of your QC tests X̅ v = mean of the Department 's tests Sp = pooled standard deviation SECTION 40 CONCRETE PAVEMENT Sc = standard deviation of your QC tests Sv = standard deviation of the Department 's tests Your QC test results are compared with the Department's test results at a level of significance of  = 0.01. The t -value is compared to t crit for the degrees of freedom shown in the following table: Degrees of freedom ( nc + nv -2) tcrit (for  = 0.01) 1 63.657 2 9.925 3 5.841 4 4.604 5 4.032 6 3.707 7 3.499 8 3.355 9 3.250 10 3.169 If the calculated t -value is less than or equal to t crit, your QC test results are verified. If the calculated t - value is greater than t crit, your QC test results are not verified. If your QC test results are not verified, core at least 3 specimens from the concrete pavement under section 40 -1.03M. For dispute resolution, the Engineer selects the core locations and the Department contracts with an independen t testing laboratory or uses the Department 's laboratory to test these specimens for air content under ASTM C457. The Engineer compares these test results with your QC test results using the t -test method. If your QC test results are verified based on this comparison, the Engineer uses your QC test results for acceptance of concrete pavement for air content, otherwise, the Engineer uses the test results from the dispute resolution process and you pay for the independent testing.

40-1.01D(8)(c) Acceptance T esting

40-1.01D(8)(c)(i) General

The Department accepts concrete pavement based on compliance with the requirements shown in the following table: SECTION 40 CONCRETE PAVEMENT Concrete Pavement Requirements for Acceptance Quality c haracteristic Test method Requirement CRCP JPCP Air content California Test 504 ±1.5 % of the specified valuea Compressive strength at 42 days (min, psi) California Test 52 1 650b equivalent modulus of rupture to compressive strength Bar reinforcement depth tolerance at joints (min) Field measurement 1/2 inch below the saw cut depth Dowel bar placement tolerancesc: Horizontal offset (inch) Longitudinal translation (inch) Horizontal skew (max, inch) Vertical skew (max, inch) Vertical depth --Field measurement ±1 ±2 5/8 5/8 The minimum distance measured from the concrete pavement surface to any point along the top of the dowel bar must be: DB + 1/2 inch where: DB = 1/3 of the pavement thickness or the saw cut depth in inches, whichever is greater The maximum distance below the depth shown must be 5/8 inch Tie bar placement tolerancesc: Horizontal and vertical skew (max, inches) Longitudinal translation (inches) Horizontal offset (embedment , inches) Vertical depth --Field measurement 5-1/4 ±2 ±2

40-1.01D(8)(c)(ii) Dowel and Tie Bar Placement

Core each day's paving within 2 business days. The Engineer identifies the joint and dowel or tie bar to be tested. Each dowel or tie bar test consists of 2 cores, 1 on each end of the bar to expose both ends for measurement. If the initial cores show that dowel or tie bars are within alignment tolerances and the Engineer orders more coring, the additional cores are change order work. If the coring indicates the dowel or tie bars are not placed within the specified tolerances or if unconsolidated concrete is around the dowel or tie bars, perform additional coring as ordered to determine the limits of unacceptable work. The Engineer determi nes the limits for removal and replacement.

40-1.01D(8)(c)(iii) Pavement Smoothness

The Department verifies and accepts pavement smoothness based on the results of your inertial profiler testing under section 36 -3. For grinding existing concrete pavement, measure profile:

40-1.01D(8)(c)(iv) Applicable to MRI only.

bDiamond grinding allowed. cCorrection is diamond grinding. SECTION 40 CONCRETE PAVEMENT Target 67.5 Smoothness Table 0.1-mi MRI (in/mi) Pay Adjustment/0.1 mi Corrective Actiona ≤ 50.00 + $1500 None 50.01 –60.00 + ((60 -MRI) x $150) None 60.01 –75.00 0 None 75.01 –90.00 -((MRI -75) x $150) Optionalb > 90.00 -- Mandatoryc aCorrective action must not reduce pavement thickness below minimums in section

40-1.01D(8)(c)(iv) Applicable to MRI only.

bDiamond grinding allowed. cCorrection is diamond grinding . Target 75 Smoothness Table 0.1-mi MRI (in/mi) Pay Adjustment/0.1 mi Corrective Actiona ≤ 50.00 + $1500 None 50.0–60.00 + ((60 -MRI) x $150) None 60.01 –90.00 0 None > 90.00 -- Mandatoryb aCorrective action must not reduce pavement thickness below minimums in section

40-1.01D(8)(c)(iv) Applicable to MRI only .

bMandatory correction is diamond grinding . The Department does not pay for mandatory smoothness correcti ons. G rinding to improve pay to positive pay adjustments is allowed if thickness is not deficient under section 40 -1.01D(8)(c)(iv) . Pavement smoothness pay adjustments are applied in addition to other pay adjustments. The corrective action for grinding existing concrete pavement project types or new continuous PCP is based on the final MRI , as shown in the following table: Percent Improvement Smoothness Table 0.1-mi MRI exista (in/mi) 0.1-mi MRI finalb (in/mi) Corrective Action ≤ 100 ≤ 60 None > 60 Mandatoryc > 100 ≤ 0.6 x MRI exist None > 0.6 x MRI exist Mandatoryc aExisting MRI. bFinal MRI. cMandatory correction is another pass of diamond grinding.

40-1.01D(8)(c)(iv) Thickness

Drill cores for the Department's acceptance testing for thickness under section 40 -1.03M. Drill the cores in the primary area, which is the area placed in 1 day for each thickness. Core at the locations determined by the Engineer and in the Engineer's presence. If grinding is required, do not core until grinding has been completed. The core specimen diameter must be 4 inches. To identify the limits of concrete pavement deficient in thickness by more than 0.05 foot, you may divide primary areas into secondary areas. The Engineer measures cores under California Test 531 to the nearest 0.01 foot. You may request additional thickness measurements to determine the average thickness variation. The Engineer deter mines the locations with random sampling methods. SECTION 40 CONCRETE PAVEMENT If each thickness measurement in a primary area is deficient by less than 0.05 foot, the Engineer calculates the average thickness deficiency in that primary area. The Engineer uses 0.02 foot for a thicknes s difference more than 0.02 foot over the specified thickness. The thickness of the concrete pavement must not be deficient by more than 0.05 foot. For each thickness measurement in a primary area deficient by more than 0.05 foot, the Engineer determines a secondary area where the thickness deficiency is more than 0.05 foot. The Engineer determines this secondary area by measuring the thickness of each concrete pavement slab adjacent to the measurement found to be more than 0.05 foot deficient. The Engineer continues to measure the thickness until an area that is bound by slabs with a thickness deficient by 0.05 foot or less is determined. Slabs without bar reinforcement are defined by the areas bound by longitudinal and transverse joints and concrete paveme nt edges. Slabs with bar reinforcement are defined by the areas bound by longitudinal joints and concrete pavement edges and 15 -foot lengths. The thickness measurements for a secondary area in a slab determine that entire slab thickness. The Engineer measu res the remaining primary area thickness after removing the secondary areas from consideration for determining the average thickness deficiency. The minimum thickness is not reduced for specifications that may affect concrete pavement thickness such as all owable tolerances for subgrade construction. The Engineer determines the areas of noncompliant pavement, thickness deficiencies, and limits where removal is required. Pavement with an average thickness deficiency less than 0.01 foot is acceptable. If the t hickness deficiency is 0.01 foot or more and less than 0.05 foot, you may request authorization to leave the pavement in place and accept a payment adjustment. If the deficiency is more than 0.05 foot, you must remove and replace the pavement. The deductio n for pavement thickness deficiency in each primary area is as shown in the following table: Deduction for Thickness Deficiency Average thickness deficiencya Deduction 0.01 foot $0.90/sq yd 0.02 foot $2.30/sq yd 0.03 foot $4.10/sq yd 0.04 foot $6.40/sq yd 0.05 foot $9.11/sq yd aValues greater than 0.01 foot are rounded to the nearest 0.01 foot.

40-1.01D(8)(c)(v) Determining Modulus of Rupture from Pavement Cores

For each approved mix design, a correlation between flexural beam strength and compressive core strength may be developed to evaluate low modulus of rupture results from projects. If the average 28 - day modulus of rupture is below 570 psi, you may use compr essive strength results from pavement cores to determine the equivalent 28 -day modulus of rupture. In the presence of the E ngineer:

40-1.01D(8)(c)(v i)–40-1.01D(8)(c)(viii) Reserved

40-1.02 Materials

40-1.02A General

Tack coat must comply with section 39.

40-1.02B Concrete

40-1.02B(1) General

Concrete placed for tapered edges after the pavement has been placed may be minor concrete.

40-1.02B(2) Cementitious Material

Concrete must contain from 505 pounds to 675 pounds of cementitious material per cubic yard. The specifications for reducing cementitious material content in section 90 -1.02E(2) do not apply.

40-1.02B(3) Aggregate

The specifications for a reduction in the operating range and contract compliance for cleanness value and sand equivalent specified in section s 90-1.02C(2) and 90 -1.02C(3) for aggregate do not apply. For coarse aggregate in high desert and high mountain climate regions, the loss must not exceed 25 percent when tested under California Test 211 with 500 revolutions. For the combined aggregate gradation, the difference between the percent passing the 3/8 -inch sieve and the percent passing t he no. 8 sieve must not be less than 16 percent of the total aggregate.

40-1.02B(4) Air Entrainment

The specifications for air -entraining admixtures in the 2nd paragraph of section 90 -1.02I(2)(a) do not apply. The air content must be within ±1.5 percent o f the specified value. If no value is specified, the air content must be within ±1.5 percent of the value used for your authorized mix design . For a project in the low or south mountain climate region, add an air -entraining admixture to the concrete at the rate required to produce an air content of 4 percent in the freshly mixed concrete. For a project in a high desert or high mountain climate region, add an air -entraining admixture to the concrete at the rate required to produce an air content of 6 percent in the freshly mixed concrete.

40-1.02B(5) 40-1.02B(8) Reserved

40-1.02C Reinforcement, Bars, and Baskets

40-1.02C(1) General

Reserved SECTION 40 CONCRETE PAVEMENT

40-1.02C(2) Bar Reinforcement

Bar reinforcement must be deformed bars complying with section 52 unless the project i s shown to be in a high desert or any mountain climate region, in which case, it must be one of the following:

40-1.02C(3) Dowel Bars

For a project not shown to be in a high desert or any mountain climate region, dowel bars must be plain bars complying with section 52 and must be one of the following:

40-1.02C(4) Tie Bars

Tie bars must be deformed bars. For a project not shown to be in a high desert or any mountain climate region, tie bars must be one of the following:

40-1.02C(5) Dowel and Tie Bar Baskets

For dowel and tie bar baskets, wire must comply with ASTM A1064/A1064M and be welded under ASTM A185/A185M, section 7.4. Assemblies must be either U -frame or A-frame shaped assemblies. Wire intersections must be resistance welded. SECTION 40 CONCRETE PAVEMENT For a project not shown to be in the high desert or any mountain climate region, baskets may be epoxy - coated. The epoxy coating must comply with section 52 -2.02B or 52 -2.03B. For a project shown to be in the high desert or any mountain climate region, the wire for dowel bar and tie bar baskets must be one of the following:

40-1.02D Dowel Bar Lubricant

Dowel bar lubricant must be curing compound no. 3 or paraffin based . Paraffin -based lubricant must be Bradley Coatings Group BCG 6116 or Valvoline Tectyl 506 or an authorized equal and must be factory - applied.

40-1.02E Joint Filler

Joint filler for an isolation joint must be a preformed, bituminous -type, expansion joint filler for concrete complying with ASTM D994.

40-1.02F Nonshrink Hydraulic -Cement Grout

Nonshrink hydraulic -cement grout must comply with ASTM C1107/C1107M. You may use clean, uniform, rounded aggregate filler to extend the grout. Aggregate filler must not exceed 60 percent of the grout mass or the maximum des cribed in the manufacturer's instructions, whichever is less. The moisture content of the aggregate filler must not exceed 0.5 percent when tested under California Test 223 or California Test 226. When tested under California Test 202, aggregate filler mus t comply with the gradation requirements shown in the following table: Aggregate Filler Gradation Sieve size Percentage passing 1/2" 100 3/8" 85–100 No. 4 10–30 No. 8 0–10 No. 16 0–5

40-1.02G 40-1.02N Reserved

40-1.03 Construction

40-1.03A General

Proportion aggregate and bulk cementitious material by weight using an authorized automatic proportioning device. For widenings and lane reconstruction, construct only the portion of the pavement where the work will be completed during the same closure. If you do not complete the construction during the same closure, construct temporary roadway pavement under section 41 -1.02E. SECTION 40 CONCRETE PAVEMENT

40-1.03B Joints

40-1.03B(1) General

Do not bend tie bars or reinforcement in existing concrete pavement joints. For contraction joints and isolation joints, saw cut a groove with a power -driven saw equipped with a diamond blade. After cutting, immediately wash slurry from the joint with water below 100 psi ga uge pressure. Keep joints free from foreign mater ial, including soil, gravel, concrete, and asphalt. To keep foreign material out of the joint, you may use filler material. The filler material must not react adversely with the concrete or damage the pavement. After sawing and washing, install the materia l such that it keeps moisture in the adjacent concrete during the 72 hours after paving. If you install filler material, the specifications for spraying the sawed joint with additional curing compound in section 40 -1.03I do not apply. If you use absorptive filler material, moisten the filler immediately before or after installation.

40-1.03B(2) Construction Joints

Construction joints must be vertical. Before placing fresh concrete against hardened concrete, existing concrete pavement, or structures, apply curing compound no. 1 or 2 to the vertical surface and allow it to dry. At joints between concrete pavement and asphalt concrete pavement, apply a tack coat between the two pavements. Use a metal or wooden bulkhead to form transverse construction joints. I f dowel bars are described, the bulkhead must allow dowel bar installation.

40-1.03B(3) Contraction Joints

Saw contraction joints before cracking occurs and after the concrete is hard enough to saw without spalling, raveling, or tearing. Except for longit udinal joints parallel to a curving centerline, saw the contraction joints such that they are no more than 0.1 foot from either side of a 12 -foot straight line. Cut transverse contraction joints within 0.5 foot of the spacing described. Adjust spacing if n eeded such that slabs are at least 10 feet long. For widenings, do not match transverse contraction joints with existing joint spacing or skew unless described. Cut transverse contraction joints straight across the full width of the concrete pavement betwe en isolation joints and edges of pavement. In areas of converging and diverging pavements, space transverse contraction joints such that the joint is continuous across the maximum pavement width. Longitudinal contraction joints must be parallel with the co ncrete pavement centerline except where lanes converge or diverge.

40-1.03B(4) Isolation Joints

Before placing concrete at isolation joints, saw cut the existing concrete face to make a clean, flat, vertical surface and secure the joint filler. Make the s aw cut the same depth as the depth of the new pavement.

40-1.03C Bar Reinforcement

Place bar reinforcement under section 52. Bar reinforcement must be more than 1/2 inch below the saw cut depth at concrete pavement joints.

40-1.03D Dowel Bar Placement

Dowel bar placement must comply with the tolerances shown in the following table: SECTION 40 CONCRETE PAVEMENT Dowel Bar Placement Dimension Tolerance Horizontal offset (inch ) ±1 Longitudinal translation (inch ) ±2 Horizontal skew (max, inch ) 5/8 Vertical skew (max, inch ) 5/8 Vertical depth The minimum distance measured from the concrete pavement surface to any point along the top of the dowel bar must be: DB + 1/2 inch where: DB = 1/3 of the pavement thickness or the saw cut depth in inches, whichever is greater The maximum distance below the depth shown must be 5/8 inch. NOTE: Tolerances are measured relative to the completed joint. If you are using curing compound as a lubricant, apply the curing compound to the dowels:

40-1.03E Tie Bar Placement

Tie bar placement must comply with the tolerances shown in the following table: Tie Bar Placement Dimension Tolerance Horizontal and vertical skew (max, inch) 5-1/4 Longitudinal translation (inch) ±2 Horizontal offset (embedment , inch) ±2 Vertical depth 1. At least 1/2 inch below the bottom of the saw cut

40-1.03F Placing Concrete

40-1.03F(1) General

Immediately before placing concrete, the surface to receive the concrete must be:

40-1.03F(2) Paving Adjacent to Existing Concrete Pavement

Wherever pavement is placed adjacent to existing concrete pavemen t:

40-1.03F(3) Concrete Pavement Transition Panel

For concrete pavement placed in a transition panel, texture the surface with a drag strip of burlap, broom, or spring steel tine device that produces scoring in the finished surface. Scoring must be either parallel or transverse to the centerline. Texture at the time that produces the coarsest texture.

40-1.03F(4) Stationary Side -Form Construction

Stationary side forms must be s traight and without defects, including warps, bends, and indentations. Side forms must be metal except at end closures and transverse construction joints where other materials may be used. You may build up side forms by attaching a section to the top or bo ttom. If they are attached to the top of metal forms, the attached section must be metal. The side form base width must be at least 80 percent of the shown concrete pavement thickness. Side forms, including interlocking connections with adjoining forms, mu st be rigid enough to prevent springing from (1) subgrading and paving equipment and (2) concrete pressure. SECTION 40 CONCRETE PAVEMENT Construct the subgrade to the final grade before placing the side forms. The forms must bear fully on the foundation throughout their length and bas e width. Place the forms to the grade and alignment of the finished concrete pavement edge. Support the forms during concrete placement, compaction, and finishing. After completing the subgrade and immediately before placing the concrete, true up the side forms and set to the line and grade for a distance that avoids delays due to form adjustment. Clean and oil the forms before each use. Side forms must remain in place for at least 1 day after placing the concrete and until the pavement edge no longer requi res protection from the forms. Spread, screed, shape, and consolidate concrete with 1 or more machines. The machines must uniformly distribute and consolidate the concrete. The machines must operate to place the concrete to the shown cross section with min imal hand work. Consolidate the concrete without segregation. If you use concrete vibrators:

40-1.03F(5) Slip Form Construction

If you use slip form construction , spread, screed, shape, and consolidate the concrete to the shown cross section with slip form machines and minimal hand work. Slip form paving machines must be equipped with traveling side forms and must not segregate the concrete. Do not deviate from th e pavement alignment by more than 0.1 foot. Slip form paving machines must use high -frequency internal vibrators to consolidate concrete. You may mount the vibrators with their axes parallel or normal to the pavement alignment. If vibrators are mounted with their axes parallel to the pavement alignment, space the vibrators no more than 2.5 feet center -to- center . If vibrators are mounted with their axes normal to the pavement alignment, space vibrators with a maximum 0.5 -foot lateral clearance between indivi dual vibrators. Each vibrator must have a vibration rate from 5,000 to 8,000 cycles per minute. The amplitude of vibration must cause perceptible concrete surface movement at least 1 foot from the vibrating element. Use a calibrated tachometer to measure t he frequency of vibration.

40-1.03G Edge Treatment

If required, regrade the area for the preparation of tapered edge treatment. Sections 40 -1.03H(2) and 40 -1.03H(3) do not apply to tapered edges. For tapered edges placed after the concrete pavement is com plete, install connecting bar reinforcement under section 52. You may construct the tapered edges by saw cutting or grinding. The angle of the tapered edge slope must not deviate by more than ±5 degrees from the angle shown measured from the plane of the a djacent finished pavement surface. SECTION 40 CONCRETE PAVEMENT

40-1.03H Finishing

40-1.03H(1) General

Reserved

40-1.03H(2) Preliminary Finishing

40-1.03H(2)(a) General

Preliminary finishing must produce a smooth and true -to-grade finish. After preliminary finishing, mark each day 's paving with a stamp approximately 1 by 2 feet. The stamp must be authorized before paving starts. The stamp must form a uniform mark from 1/8 to 1/4 inch deep. Locate the mark 20 ± 5 feet from the transverse construction joint formed at the start of pav ing each day and 1 ± 0.25 foot from the outside edge of the pavement. The mark must show the month, day, and year of placement and the station of the transverse construction joint. Orient the mark such that it can be read from the outside edge of the pavem ent. Do not apply water to the pavement surface before float finishing.

40-1.03H(2)(b) Stationary Side Form Finishing

If you use stationary side -form construction, apply a preliminary finish to the pavement by machine -float or hand method. For the machine -float method:

40-1.03H(2)(c) Slip form Finishing

For slip form construction, the slip form paver must give the pavement a preliminary finish. You may supplement the slip form paver with machine floats. Before the pavement hardens, correct the slump of the pavement edge in excess of 0.02 foot except for the edge rounding.

40-1.03H(3) Final Finishing

After completing preliminary finishing, round the edges of the initial paving widths to a 0.04 -foot radius. Round the transverse and longitudinal construction joints to a 0. 02-foot radius. Texture the pavement before curing it. Perform the initial texturing with a burlap drag or broom device that produces striations parallel to the centerline. Perform the final texturing with a spring -steel tined device that produces grooves parallel with the centerline. Construct longitudinal grooves with a self -propelled machine designed specifically for grooving and texturing pavement. The machine must have tracks to maintain constant speed, provide traction, and maintain accurate tracking along the pavement surface. The machine must have a single row of rectangular spring steel tines. The tines must be from 3/32 to 1/8 inch wide, spaced on 3/4 -inch centers, and have enough length, thickness, and resilience to form grooves approximately 3/16 inch deep. The machine must have horizontal and vertical controls. The machine must apply a constant downward pressure on the surface of the pavement during texturing. The operation must not cause raveling. Construct grooves over the entire pavement width in a single pass except do not construct grooves 3 inches from the pavement edges and longitudinal joints. The final texture must be uniform and smooth. Use a guide to properly align the grooves. The grooves must be parallel and aligned to t he pavement edge across its width. The grooves must be from 1/8 to 3/16 inch deep after the pavement has hardened. SECTION 40 CONCRETE PAVEMENT For irregular areas and areas inaccessible to the grooving machine, you may construct grooves using the hand method. Hand -constructed grooves must comply with the specifications for machine -constructed grooves. For ramp termini, use heavy brooming normal to the ramp centerline.

40-1.03I Curing

Cure the concrete pavement exposed area using the waterproof membrane method or curing compound metho d with curing compound no. 1 or 2. If you remove the side forms within 72 hours of the start of curing, also cure the pavement edges. Apply curing compound with mechanical sprayers. Reapply curing compound to saw cuts and disturbed areas.

40-1.03J Protect ing Concrete Pavement

Maintain the concrete pavement surface temperature at not less than 40 degrees F for the initial 72 hours. Protect the surface from activities that cause damage and reduce the texture. Prevent soil, gravel, petroleum products, concret e, or asphalt mixes from being deposited on the pavement surface. Construct crossings for traffic convenience. You may use RSC for crossings if authorized. Do not open crossings until the Department determines that the pavement modulus of rupture is at lea st 550 psi under California Test 523 or California Test 524. Do not allow traffic or use equipment on concrete pavement before the concrete has attained a modulus of rupture of 550 psi, or equivalent compressive strength if using maturity per section 40 -1.03L, based on your testing unless :

40-1.03K Early Use of Concrete Pavement

To request early use of concrete pavement:

40-1 03j.

40-1.03L Use of the Maturity to Determine Opening to Traffic Concrete Strength

As an alternative to modulus of rupture testing, you can use the maturity method under ASTM C1074 to estimate the equivalent compressive strength for opening to traffic, use of equipment, and for early use of concrete pavement under section 40 -1.03K. Provide , install, and m aintain all the maturity testing equipment. Develop the strength -maturity relationship using: SECTION 40 CONCRETE PAVEMENT

40-1.03M Drilling Cores

Drill concrete pavement cores under ASTM C42/C42M. Use diamond -impre gnated drill bits. Clean, dry, and fill core holes with nonshrink, hydraulic -cement grout or concrete. Coat hole walls with epoxy adhesive for bonding new concrete to old concrete. Finish the fill to match the adjacent surface elevation and texture.

40-1.03N Spall and Ravel Repair

Repair spalled or raveled areas that are any of the following:

40-1.03O Smoothness and Texture Correction

Correct pavement that is noncompliant for:

40-1.03P 40-1.03U Reserved

40-1.04 Payment

The payment quantity for any type of concrete pavement is the volume determined by the dimensions shown. SECTION 40 CONCRETE PAVEMENT The Department does not pay for additional coring that you request to check dowel or tie bar alignment. If the Engineer authorizes a test strip that remains in place as part of the pavement, the payment quantity for any type of concrete pavement includes the volume of the test strip. The Department does not pay for additional tie bars required due to the cu rvature of the pavement slab. Payment for grinding existing pavement is not included in the payment for concrete pavement.

40-2 Continuously Reinforced Concrete Pavement

40-2.01 General

40-2.01A Summary

Section 40 -2 includes specifications for constructing continuously reinforced concrete pavement. Constructing continuously reinforced concrete pavement includes terminal joints and expansion joints .

40-2.01B Definitions

Reserved

40-2.01C Submittals

For field qualification, submit the test data for the coefficient of thermal expansion of the concrete. If you request to use plastic chairs to support the transverse bars, submit a sample of the plastic chair, including:

40-2.01D Quality Assurance

For field qualif ication, test the coefficient of thermal expansion of the concrete under AASHTO T 336. The coefficient of thermal expansion must not exceed 6.0 microstrain per degree F. During the evaluation of the test strip, the Engineer visually checks the reinforcemen t and dowel and tie bar placement. During production, test the coefficient of thermal expansion of the concrete at a frequency of 1 test for each 5,000 cu yd of paving but not less than 1 test for a project with less than 5,000 cu yd of concrete.

40-2.02 Materials

40-2.02A General

Reserved

40-2.02B Transverse Bar Assembly

Transverse bar assemblies may be used to support longitudinal bars instead of transverse bars and other support devices.

40-2.02C Intermediate Transverse Bars

Intermediate transverse b ars do not need to be epoxy -coated for a project not shown to be in a high desert or any mountain climate region.

40-2.02D Joints

Joint seals for transverse expansion joints must comply with section 51 -2.02. Geosynthetic bond breaker for expansion joint support slabs must comply with section 36 -2. SECTION 40 CONCRETE PAVEMENT

40-2.03 Construction

40-2.03A General

Reserved

40-2.03B Bar Reinforcement

Place bar reinforcement under section 52 -1.03D except you may request to use plastic chairs. Plastic chairs will be considered only for support directly under the transverse bars. You must demonstrate the vertical and lateral stability of the bar reinforcement and plastic chairs during the construction of the test strip. For a transverse bar in a curve w ith a radius under 2,500 feet, place the reinforcement in a single continuous straight line across the lanes and aligned with the radius point as shown. Lap splice bar reinforcement under section 52 -6. For low carbon, chromium -steel bar reinforcement, the length of lap splice must be at least 30 inches.

40-2.03C Construction Joints

Transverse construction joints must be perpendicular to the lane line. Construct the joints so that the nearest longitudinal bar splice is at least 42 inches away from each side of the joint . Clean joint surfaces before placing concrete against the surfaces. Remove laitance, curing compound, and other foreign materials.

40-2.03D Correcting Noncompliant Pavement Work

40-2.03D(1) General

The specifications for repairing cracks in section 40 -1.03N do not apply to CRCP. Do not apply high - molecular -weight methacrylate to cracks in CRCP. CRCP that develops raveling areas of 6 by 6 inches or greater requires partial depth repair.

40-2.03D(2) Partial Depth Repair

Partial depth repair m ust comply with section 41 -4 except:

40-2.03D(3) Full -Depth Repair

40-2.03D(3)(a) General

Remove the full -depth of CRCP except for the portion of reinforcement to remain in place. Provide continuity of the reinforcement. For low carbon, chromium -steel bar reinforcement, the length of lap splice must be at least 30 inches. Splicing must comply with section 52 -6. Do not damage the base, concrete, and reinforcement to remain in place. Place concrete in the are a where you removed CRCP.

40-2.03D(3)(b) Transverse Cracks

Make initial full -depth transverse saw cuts normal to the lane line a distance of 3 feet on each side of the transverse crack.

40-2.03D(3)(c) Longitudinal Cracks

Remove the cracked area normal to the lane line for the full width of the lane a distance of 1 foot beyond each end of the crack. You may propose alternate limits with your repair plan.

40-2.03E Reserved

40-2.04 Payment

Not Used SECTION 40 CONCRETE PAVEMENT

40-3 Reserved

40-4 Jointed Plain Concrete Pavem Ent

40-4.01 General

40-4.01A Summary

Section 40 -4 includes specifications for constructing jointed plain concrete pavement.

40-4.01B Definitions

Reserved

40-4.01C Submittals

At least 24 hours before each paving shift, submit the following information a s an informational submittals:

40-4.01D Quality Assurance

The QC plan must include a procedure for identifying the locations of transverse contraction joints relative to the dowel bars longitudinal centers and a procedure for consolidating concrete around the dowel bars. Develop and implement a system for predicting stresses and strength during the initial 72 hours after paving. The system must include:

40-4.02 Ma Terials

Not Used

40-4.03 Construction

40-4.03A General

Transverse contraction joints on a curve must be on a single straight line through the radius point of the curve. If transverse joints do not align in a curve, drill a full -depth 2 -inch-diameter hole under ASTM C42/C42M where the joint meets the adjacent slab. Fill the hole with joint filler. If joints are not sealed, do not allow joint filler to penetrate the joint.

40-4.03B Correcting Noncompliant Pavement Work

To replace the JPCP, saw cut and remo ve it full depth. Saw cut full slabs at the longitudinal and transverse joints. Saw cut partial slabs at the joints and at locations determined by the Engineer. The saw cut must be vertical. After lifting the slab, paint the cut ends of dowels and tie bars . Construct transverse and longitudinal construction joints between the new slab and the existing concrete. If slabs are constrained at both longitudinal edges by the existing pavement, use dowel bars instead of tie bars. For longitudinal joints, offset do wel bar holes from original tie bars by 3 inches. For transverse joints, offset dowel bar holes from the original dowel bar by 3 inches. Drill and bond bars to the existing concrete under section 41 -10. Clean loose material and contaminants from the faces of joints and the underlying base. Coat the faces with a double application of pigmented SECTION 40 CONCRETE PAVEMENT curing compound under section 28 -2.03F. For partial slab replacements, place preformed sponge -rubber expansion joint filler at new transverse joints under ASTM D1752. Place concrete in the area where you removed JPCP. Replace JPCP for 4.5 feet on both sides of a joint with a rejected dowel bar.

40-4.03C Correcting Cracks

Correct JPCP cracks as follows:

40-4.03D 40-4.03G Reserved

40-4.04 Payment

Not Used

40-5 40-15 Reserved