39ASPHALT CONCRETE

39-1 General

39-1.01 General

Section 39 includes specifications for performing asphalt concrete work.

39-1.02 Materials

Not Used

39-1.03 Construction

Not Used

39-1.04 Payment

Not Used

39-2 Hot Mix Asphalt

39-2.01 General

39-2.01A General

39-2.01A(1) Summary

Section 39 -2.01 includes general specifications for producing and placing hot mix asphalt. HMA includes one or more of the following types:

39-2.01A(2) Definitions

binder replacement: Binder from RAP expressed as a percent of the total binder in the mix. coarse aggregate: Aggregate retained on a no. 4 sieve. fine aggregate: Aggregate passing a no. 4 sieve. leveling course: Thin layer of HMA used to correc t minor variations in the longitudinal and transverse profile of the pavement before placement of other pavement layers. miscellaneous areas: Areas outside the traveled way and shoulders such as:

39-2.01A(3) Submittals

39-2.01A(3)(a) General

Reserved

39-2.01A(3)(b) Job Mix Formula

39-2.01A(3)(b)(i) General

Except for the HMA to be used in miscellaneous areas and dikes, sub mit your proposed JMF for each type of HMA to be used. The JMF must be submitted on the Contractor Job Mix Formula Proposal form along with:

39-2.01A(3)(b)(i i) Job Mix Formula Renewal

You may request a JMF renewal by submitting:

39-2.01A(3)(b)(iii) Job Mix Formula Modification

For an authorized JMF, submit a modified JMF if you change any of the following:

39-2.01A(3)(c) Quality Control Plan

At least 5 business days prior to the pre -paving meeting , submit a QC plan for HMA. The QC plan must describe the organization and procedures for:

39-2.01A(3)(d) Test Results

If ordered, submit QC test results within 3 business days of a request. For tests performed under California Test 389 , submit test data and 1 tested sample set within 5 business days of sampling. If coarse and fine durability index tests are required, submit test results within 2 business days of testing. SECTION 39 ASPHALT CONCRETE If a tapered notched wedge is used, submit compaction test result values within 24 hours of testing.

39-2.01A(3)(e) Reserved

39-2.01A(3)(f) Liquid Antistrip Treatment

If liquid antistrip treatment is used, submit the following with your proposed JMF submittal:

39-2.01A(3)(g) Lime Treatment

If aggregate lime treatment is used, submit the following with your proposed JMF submittal and each time you produce lime -treated aggregate:

39-2.01A(3)(h) Warm Mix Asphalt Technology

If a WMA technology is used, submit the following with your proposed JMF submittal:

39-2.01A(3)(i) Reserved

39-2.01A(3)( j) Tack Coat

Prior to applying tack coat, submit calculations for the minimum spray rate required to achieve the minimum residual rate.

39-2.01A(3)(k) Reserved

39-2.01A(3)(l) Data Cores

Section 39 -2.01A(3)(l) applies if a bid item for a dat a core is shown on the Bid Item List. Submit a summary of data cores taken and a photograph of each data core to the Engineer and to: Coring@dot.ca.gov For each data core, the summary must include:

39-2.01A(3)(m) 39-2.01A(3)(o) Reserved

39-2.01A(4) Quality Assurance

39-2.01A(4)(a) General

Take samples under California Test 125. Reduc e samples of HMA to testing size under California Test 306. If a WMA technology is used, a technical representative for the WMA technology must attend the preconstruction meeting. AASHTO T 308 (Modified ) is AASH TO T 308 with the following parameters:

39-2.01A(4)(b) Job Mix Formula Verification

The Engineer verifies the JMF from samples taken from HMA produced by the plant to be used. The production set point at the plant must be within ±0.2 from the asphal t binder percentage TV shown in your Contractor Job Mix Formula Proposal form. Notify the Engineer at least 2 business days before sampling materials. Samples may be taken from a different project including a non -Department project if you make arrangements for the Engineer to be present during sampling. In the Engineer's presence and from the same production run, take samples of:

39-2.01A(4)(c) Job Mix Formula Authorization

You may start HMA production if:

39-2.01A(4)(d) Job Mix Formula Renewal

For a JMF renewal and upon request, in the Engineer's presence and from the same production run, take samples of:

39-2.01A(4)(e) Job Mix Formula Modification

The Engineer verifies the modified JMF after the modified JMF HMA is placed and veri fication samples are taken within the first 750 tons. The Engineer tests verification samples for compliance with:

39-2.01A(4)(f) Certifications

39-2.01A(4)(f)(i) General

Laboratories testing aggregate and HMA qualities used to prepare the mix design and JMF must be qualified under AASHTO re:source program and the Department's Independent Assurance Program.

39-2.01A(4)(f)(ii) Hot Mix Asphalt Plants

Before production, the HMA plant must have a current qualification under the Department's Mat erial Plant Quality Program.

39-2.01A(4)(f)(iii) 39-2.01A(4)(f)(v) Reserved

39-2.01A(4)(g) Reserved

39-2.01A(4)(h) Quality Control

39-2.01A(4)(h)(i) General

QC test results must comply with the specifications for Department acceptance. Condition each a t-the-plant sample of HMA mixture for testing under AASHTO 283 in compliance with sections 7.1.2, 7.1.3, and 7.1.4 of AASHTO R 30. Condition each at -the-plant sample of HMA mixture when composite aggregate absorption factor is greater than 2.0 percent as i ndicated by the JMF in compliance with sections 7.1.2, 7.1.3, and 7.1.4 of AASHTO R 30. Prepare 3 briquettes for air voids content and voids in mineral aggregate determination. Report the average of 3 tests. Except for smoothness, if 2 consecutive QC test results of the same quality characteristic or any 3 QC test results for 1 day's production do not comply with the materials specifications:

39-2.01A(4)(h)(ii) Reserved

39-2.01A(4)(h)(iii) Aggregates

39-2.01A(4)(h)(iii)(A) General

Reserved

39-2.01A(4)(h)(iii)(B) Aggregate Lime Treatments

If lime treatment is required, sample coarse and fine aggregates from individual stockpiles before lime treatment. Combine aggregate in the JMF proportions. Test the aggregates under the test methods and frequencies shown in the following table: Aggregat e Quality Control During Lime Treatment Quality characteristic Test method Minimum sampling and testing frequency Sand equivalenta,b AASHTO T 176 1 per 750 tons of untreated aggregate Percent of crushed particles AASHTO T 335 1 per 10,000 tons or 2 per project whichever is greater Los Angeles Rattler AASHTO T 96 Fine aggregate angularity AASHTO T 304, Method A Flat and elongated particles ASTM D4791 aReport test results as the average of 3 tests from a single sample. bUse of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formald ehyde," except omit the addition of formaldehyde. For lime slurry aggregate treatment, determine the aggregate moisture content at least once every 2 hours of treatment. Calculate moisture content under AASHTO T 255 and report it as a percent of dry aggregate weight. Use the moisture content calculations as a set point for the proportioning process controller. The device controlling lime and aggregate proportioning must produce a treatment data log. The log must consist of a series of data sets captured a t 10-minute intervals throughout daily treatment. The data must be a treatment activity register and not a summation. The material represented by a data set is the quantity produced 5 minutes before and 5 minutes after the capture time. Collected data must be stored by the controller for the duration of the Contract. If 3 consecutive sets of recorded treatment data indicate a deviation of more than 0.2 percent above or below the lime ratio in the authorized JMF, stop treatment and take corrective action. If a set of recorded treatment data indicates a deviation of more than 0.4 percent above or below the lime ratio in the authorized JMF, stop treatment and do not use the material represented by that set of data in HMA. If 20 percent or more of the total daily treatment indicates a deviation of more than 0.2 percent above or below the lime ratio in the authorized JMF, stop treatment and do not use that day's treated aggregate in HMA. The Engineer may order you to stop aggregate treatment activities for any of the following:

39-2.01A(4)(h)(iv) Liquid Antistrip Treatment

For continuous mixing or batch -plant mixing, sample asphalt binder before adding liquid antistrip . For continuous mixing, sample the combined asphalt binder and liquid antistrip after the static mixer.

39-2.01A(4)(h)(v) Production Start -up Evaluation

You and the Engineer evaluate HMA production and placement at production star t-up. Within the first 750 tons produced on the 1st day of HMA production, in the Engineer's presence, and from the same production run, take samples of:

39-2.01A(4)(h)(vi) Hot Mix Asphalt Density

During HMA placement determine HMA density using a nuclear gauge. On the 1st day of production, develop a correlation factor between cores and nuclear gauge under California Test 375. Test for in -place density using cores and a nuclear gauge. Test at random locations you select and include the test results in your QC production tests reports.

39-2.01A(4)(h)(vii) Tapered Notched Wedge

Perform QC testing on the completed tapered notched wedge joint as follows:

39-2.01A(4)(h)(viii) Density Cores

Except for HMA p avement placed using method compaction, take 4 -or 6-inch diameter density cores at least once every 5 business days. Take 1 density core for every 250 tons of HMA from random locations the Engine er selects. Take density cores in the Engineer's presence, and backfill and compact holes with authorized material. Before submitting a density core, mark it with the density core's location and place it in a protective container. If a density core is dama ged, replace it with a density core taken within 1 foot longitudinally from the original density core location. Relocate any density core located within 1 foot of a rumble strip to 1 foot transversely away from the rumble strip. For a tapered notched wedge joint, take 4 -or 6-inch diameter density cores 6 inches from the upper vertical notch of the completed longitudinal joint for every 3,000 feet at locations selected by the Engineer. Take cores after the adjacent lane is placed and before opening the pave ment to traffic. Take cores in the presence of the Engineer, and backfill and compact holes with authorized material. Before submitting a density core, mark it with the core's location, and place it in a protective container.

39-2.01A(4)(h)( ix) Reserved

39-2.01A(4)(i) Department Acceptance

39-2.01A(4)(i)(i) General

The Department tests treated aggregate for acceptance before lime treatment except for gradation. The Engineer takes HMA samples for AASHTO T 283 and California Test 389 from any of the follow ing locations:

39-2.01A(4)(i)(ii) In -Place Density

Except for HMA pavement placed using method compact ion, the Engineer tests the density core you take from each 250 tons of HMA. The Engineer determines the percent of theoretical maximum density for each density core by determining the density core's density and dividing by the theoretical maximum density. Density cores must be taken from the final layer, cored through the entire pavement thickness shown. Where OGFC is required, take the density cores before placing OGFC. If the percent of theoretical maximum density does not comply with the specifications, the Engineer must accept the HMA and take a payment deduction as shown in the following table: Reduced Payment Factors for Percent of Maximum Theoretical Density HMA percent of maximum theoretical density Reduced payment factor HMA percent of maximum theoretical density Reduced payment factor 91.0 0.0000 97.0 0.0000 90.9 0.0125 97.1 0.0125 90.8 0.0250 97.2 0.0250 90.7 0.0375 97.3 0.0375 90.6 0.0500 97.4 0.0500 90.5 0.0625 97.5 0.0625 90.4 0.0750 97.6 0.0750 90.3 0.0875 97.7 0.0875 90.2 0.1000 97.8 0.1000 90.1 0.1125 97.9 0.1125 90.0 0.1250 98.0 0.1250 89.9 0.1375 98.1 0.1375 89.8 0.1500 98.2 0.1500 89.7 0.1625 98.3 0.1625 89.6 0.1750 98.4 0.1750 89.5 0.1875 98.5 0.1875 89.4 0.2000 98.6 0.2000 89.3 0.2125 98.7 0.2125 89.2 0.2250 98.8 0.2250 89.1 0.2375 98.9 0.2375 89.0 0.2500 99.0 0.2500 <89.0 Remove and replace >99.0 Remove and replace For acceptance of a completed tapered notched wedge joint, the Engineer determines density from cores you take every 3,000 feet.

39-2.01A(4)(i)(iii) Pavement Smoothness

39-2.01A(4)(i)(iii)(A) General

The Department verifies and accepts pavement smoothness based on the results of your inertial profiler testing under section 36 -3. SECTION 39 ASPHALT CONCRETE Schedule smoothness testing with the Engineer. Unless otherwise authorized, all smoothness testing must be performed in the presence of the Engineer. Measure smoothness of new pavement alignment or pavement realignment with an inertial profiler . The Department determines smoothness pay adjustments usi ng the Pay Adjustment for New Pavement Alignment or Pavement Realignment table in section 39 -2.01A(4)(i)(iii)(B). Measure smoothness of pavement constructed on existing pavement surfaces with an inertial profiler. The Department determines pay adjustments as shown in the applicable Pay Adjustment for Pavement Constructed on Existing Pavement Surfaces table in section 39-2.01A(4)(i)(iii)( C). Measure smoothness of:

39-2.01A(4)(i)(ii i)(B) Pay Adjustments for New Pavement Alignment or Pavement Realignment

The Department applies pavement smoothness pay adjustments to 0.1 -mi segments based on your verified inertial profiler data as shown in the following table : SECTION 39 ASPHALT CONCRETE Pay Adjustment for New Pavement Alignment or Pavement Realignment MRI SEG (in/mi) Pay adjustment per 0.1 mi per lane ≥ 0.3'a Pay adjustment per 0.1 mi per lane < 0.3'a Corrective action ≤ 40.00 + $900.00 + $450.00 None 40.01–50.00 + (50.00 -MRI SEG) x $90.00 + (50.00 -MRI SEG) x $45.00 None 50.01–60.00 Full pay Full pay None 60.01–80.00 -(MRI SEG -60.00) x $142.50 -(MRI SEG -60.00) x $101.25 Optional > 80.00 -- -- Mandatory aTotal HMA thickness exclusive of OGFC and HMA leveling courses and structural section repairs . No ALR over 160 in/mi are allowed.

39-2.01A(4)(i)(iii)( C) Pay Adjustments for Pavement Constructed on Existing Pavement Surfaces

The Department applies pavement smoothness payment adjustments using a p ay range of target MRI . The target MRI (MRI T) is determined based on the EXIST or BASELINE MRI (MRI 0) exclusive of the OGFC and the number of opportunities as shown in the following table: Target MRI (MRI T) Number of opportunities Target MRI (MRI T)a 1 = 0.2 x MRI 0 + 45 2 = 0.1 x MRI 0 + 50 3 or more = 55 aIf the calculated MRI T is less than 55, use MRI T = 55. Opportunities for improving smoothness include:

39-2.01A(4)(i)(iii )(D) Verification Testing

The Engineer verifies your inertial profiler data under section 36-3.01D(3)(b)(ii).

39-2.01A(4)(i)(iv) Dispute Resolution

You and the Engineer must work together to avoid potential conflicts and to resolve disputes regarding test result discrepancies. You and the Engineer may only dispute each other's test results if one party 's test res ults pass and the other party 's test results fail. If there is a dispute, submit your test results and copies of paperwork including worksheets used to determine the disputed test results within 3 business day of receiving Engineer 's test results. An indep endent third party performs referee testing. Before the third party participates in a dispute resolution, it must be qualified under AASHTO re:source program and the Department's Independent Assurance Program. The independent third party must have no prior direct involvement with this Contract. By mutual agreement, the independent third party is chosen from:

39-2.01B Materials

39-2.01B(1) General

Reserved

39-2.01B(2) Mix Design

39-2.01B(2)(a) General

The HMA mix design must comply with the superpave HMA mix design as described in MS-2 Asphalt Mix Design Methods by the Asphalt Institute. The Contractor Hot Mix Asphalt Design Data form must show documentation on aggregate quality .

39-2.01B(2)(b) Hot Mix Asphalt Treatments

If the proposed JMF indicates that the aggregate is being treated with dry lime or lime slurry with marination, or the HMA with liquid antistrip, then testing the untreated aggregate under AASHTO T 283 and Calif ornia Test 389 is not required. If HMA treatment is required or being used by the Contractor, determine the plasticity index of the aggregate blend under California Test 204. Do not use an aggregate blend with a plasticity index greater than 10. If the plasticity index is from 4 to 10, treat the aggregate blend with dry lime with marination or lime slurry with marination. If the plasticity index is less than 4, treat the aggregate blend with dry lime or lime slurry with marination, or treat the HM A with liquid antistrip.

39-2.01B(2)(c) Warm Mix Asphalt Technology

For HMA with WMA additive technology , produce HMA mix samples for your mix design using your methodology for inclusion of WMA admixture in laboratory -produced HMA. Cure the samples in a forced - air draft oven at 275 degrees F for 4 hours ± 10 minutes. For WMA water injection foam technology, the use of foamed asphalt for mix design is not required.

39-2.01B(3) Asphalt Binder

Asphalt binder must comply wi th section 92. For a leveling course, the grade of asphalt binder for the HMA must be PG 64 -10 or PG 64 -16.

39-2.01B(4) Aggregates

39-2.01B(4)(a) General

Aggregates must be clean and free from deleterious substances. The aggregates for a leveling course must comply with the gradation specifications for Type A HMA in section 39 -2.02B.

39-2.01B(4)(b) Aggregate Gradations

Test for aggregate gradation under AASHTO T 30. Choose a TV within the TV limits shown in the tables titled "Aggregate Gradations." Grada tions are based on nominal maximum aggregate size.

39-2.01B(4)(c) Aggregate Lime Treatments

39-2.01B(4)(c)(i) General

If aggregate lime treatment is required as specified in section 39 -2.01B(2 )(b), the virgin aggregate must comply with the aggregate quality specifications. Lime for treating aggregate must comply with section 24 -2.02. Water for lime treatment of aggregate with lime slurry must comply with section 24 -1.02B. SECTION 39 ASPHALT CONCRETE Notify the Engineer at least 24 hours before the start of aggregate treatment. Do not treat RAP. The lime ratio is the pounds of dry lime per 100 lb of dry virgin aggregate expressed as a percentage. Water content of slurry or untreated aggregate must not affect the lime ratio. Coarse and fine aggregate fractions must have the lime ratio ranges shown in the following table: Aggregate fractions Lime ratio percent Coarse 0.4–1.0 Fine 1.5–2.0 Combined 0.8–1.5 The lime ratio for fine and coarse aggregate must be within ±0.2 percent of the lime ratio in the accepted JMF. The lime ratio must be within ±0.2 percent of the authorized lime ratio when you combine the individual aggregate sizes in the JMF proportions. The lime ratio must be determined before the addition of RAP. If marination is required, marinate treated aggregate in stockpiles from 24 hours to 60 days before using in HMA. Do not use aggregate marinated longer than 60 days. Treated aggregate must not have lime balls or clods.

39-2.01B(4)(c)(ii) Dry Lime

If marinati on is required:

39-2.01B(4)(c)(iii) Lime Slurry

For lime slurry aggregate treatment, treat aggregate separate from HMA production. Stockpile and marinate th e aggregate. Proportion lime and water with a continuous or batch mixing system. Add lime to the aggregate as slurry consisting of mixed dry lime and water at a ratio of 1 part lime to from 2 to 3 parts water by weight. The slurry must completely coat the aggregate. Immediately before mixing lime slurry with the aggregate, water must not visibly separate from the aggregate. Proportion lime slurry and aggregate by weight in a continuous process.

39-2.01B(5) Liquid Antistrip Treatment

Do not use liquid antis trip as a substitute for asphalt binder. Total amine value for amine -based li quid antistrip must be a minimum of 325 when tested under ASTM D2074. Dosage for amine -based liquid antistrip must be from 0.25 to 1.00 percent by weight of asphalt. Nonvolantile content of organosaline -based liquid antistrip must be 40 percent minimum when tested under ASTM D5095. Dosage for organosaline -based liquid antistrip must be from 0.05 to 0.15 percent by weight of asphalt. Use only 1 liquid antistrip type or brand at a ti me. Do not mix liquid antistrip types or brands. Store and mix liquid antistrip under the manufacturer's instructions.

39-2.01B(6) 39-2.01B(7) Reserved

39-2.01B(8) Hot Mix Asphalt Production

39-2.01B(8)(a) General

Do not start HMA production before verification and authorization of JMF. The HMA plant must have a current qualification under the Department's Material Plant Quality Program. Weighing and metering devices used for the production of HMA modified with additives must comply with the D epartment's MPQP . If a loss -in-weight meter is used for dry HMA additive, the meter must have an automatic and integral material delivery control system for the refill cycle. Calibrate the loss -in-weight meter by:

39-2.01B(8)(b) Liquid Antistrip

If 3 consecutive sets of recorded production data show that the actual delive red liquid antistrip weight is more than ±1 percent of the authorized mix design liquid antistrip weight, stop production and take corrective action. If a set of recorded production data shows that the actual delivered liquid antis trip weight is more than ±2 percent of the authorized mix design liquid antistrip weight, stop production. If the liquid antistrip weight exceeds 1.2 percent of the asphalt binder weight, do not use the HMA represented by that data. The continuous mixing plant controller proportioning the HMA must produce a production data log. The log must consist of a series of data sets captured at 10 -minute intervals throughout daily production. The data must be a production activity register and not a summation. The material represented by the data is the quantity produced 5 minutes before and 5 minutes after the capture time. For the duration of the Contract, the collected data must be stored by the plant controller or a computer's memory at the plan t. The Engineer orders proportioning activities stopped for any of the following reasons:

39-2.01B(8)( c) Warm Mix Asphalt Technology

Proportion all ingredients by weight . The HMA plant process controller must be the sole source of ingredient proportioning control and be fully interfaced with all scales and meters used i n the production process. The addition of the HMA additive must be controlled by the plant process controller. Liquid ingredient additive, including a normally dry ingredient made liquid, must be proportioned with a mass flow meter at continuous mixing pla nts. Use a mass flow meter or a container scale to proportion liquid additives at batch mixing plants. Continuous mixing plants using HMA additives must comply with the following:

39-2.01B(9) Geosynthetic Pavement Interlayer

Geosynthetic pavement interlayer must comply with the specifications for pavement fabric, paving mat, paving grid, paving geocomposite grid, or geocomposite strip membrane as shown. The asphalt binder for geosynthetic pavement interlayer must be PG 64 -10, PG 64 -16, or PG 70 -10.

39-2.01B(10) Tack Coat

Tack coat must comply with the specifications for asphaltic emulsion or asphalt binder. Choose the type and grade of emulsion or binder.

39-2.01B(11) Miscellaneous Areas and Dikes

For miscellaneous areas and dikes:

39-2.01C Construction

39-2.01C(1) General

Do not place HMA on wet pavement or frozen surface. You may deposi t HMA in a windrow and load it in the paver if:

39-2.01C(2) Spreading and Compacting Equipment

39-2.01C(2)(a) General

Paving equipment for spreading must be:

39-2.01C(2)(b) Material Transfer Vehicle

If a material transfer vehicle is specified, the material transfer vehicle must have sufficient capacity to prevent stopping the paver and must be capable of:

39-2.01C(2)(c) Method Compaction Equipment

For method comp action , each paver spreading HMA must be followed by at least one of each of the following 3 types of rollers:

39-2.01C(2)(d) 39-2.01C(2)(f) Reserved

39-2.01C(3) Surface Preparation

39-2.01C(3)(a) General

Before placing HMA, remove loose paving particles, dirt, and other extraneous material by any means including flushing and sweeping.

39-2.01C(3)(b) Subgrade

Prepare subgrade to receive HMA under the sections for the material involv ed. Subgrade must be free of loose and extraneous material.

39-2.01C(3)(c) 39-2.01C(3)(d) Reserved

39-2.01C(3)(e) Prepaving Corrections

39-2.01C(3)(e)(i) General

Section 39 -2.01C(3)(e) applies to existing asphalt concrete surfaces if a bid item for segment correction is shown in the Bid Item List. When micro milling is used, the cold planing equipment and operation must comply with section 39- 3.04C . The micro milling drum must have cutting teeth that are:

39-2.01C(3)(e) (ii) Segment Correction

Section 39 -2.01C(3)(e)(ii) applies to existing asphalt concrete segments if a bid item for s egment correction number of 0.1 -mi sections is shown on the Bid Items L ist. Develop a correction plan and subm it within 5 days before making segment corrections. Include the maximum removal depth according to the ProVAL smoothness assurance analysis grinding report or other 3D modeling software report. Do not remove more than 15 percent of the existing pavement thickness. Correction includes one or a combination of the following :

39-2.01C(3)(f) Tack Coat

Apply a tack coat :

39-2.01C(3)(g) Geosynthetic Pavement Interlayer

Where shown, place geosynthetic pavement interlayer over a coat of asphalt binder and in compliance with the manufacturer's i nstructions. Do not place the interlayer on a wet or frozen surface. If the interlayer, in compliance with the manufacturer 's instructions, does not require asphalt binder, do not apply asphalt binder before placing the interlayer. Before placing the inter layer or asphalt binder:

39-2.01C(4) Longitudinal Joints

39-2.01C(4)(a) General

Longitudinal joints in the top layer must match lane lines or be offset 0.5 foot, if order ed, to avoid permanent pavement delineation conflicts . Alternate the longitudinal joint offsets in the lower layers at least 0.5 foot from each side of the lane line. Other longitudinal joint placement patterns are allowed if authorized. A vertical longitudinal joint of more than 0.15 foot is not allowed at any time between adjacent lanes open to traffic. For an HMA thickness of 0.15 foot or less, the distance between the ends of the adjacent surfaced lanes at the end of each day's work must not be greater than can be completed in the following day of normal paving. For an HMA thickness greater than 0.15 foot, you must place HMA on adjacent traveled way lanes or shoulder such that at the end of each work shift the distance between the ends of HMA layers on adjacent lanes is from 5 to 10 feet. Place additional HMA along the transverse edge at each lane's end and along the exposed longitudinal edges be tween adjacent lanes. Hand rake and compact the additional HMA to form temporary conforms. You may place kraft paper or other authorized release agent under the conform tapers to facilitate the taper removal when paving activities resume. If placing HMA ag ainst the edge of existing pavement, saw cut or grind the pavement straight and vertical along the joint and remove extraneous material.

39-2.01C(4)(b) Tapered Notched Wedge

For divided highways with an HMA lift thickness greater than 0.15 foot, you may c onstruct a 1 -foot wide tapered notched wedge joint as a longitudinal joint between adjacent lanes open to traffic. A vertical notch of 0.75 inch maximum must be placed at the top and bottom of the tapered wedge. The tapered notched wedge must keep its shap e while exposed to traffic. Pave the adjacent lane within 1 day. Construct the tapered portion of the tapered notched wedge with an authorized strike -off device. The strike -off device must provide a uniform slope and must not restrict the main screed of th e paver. You may use a device attached to the screed to construct longitudinal joints that will form a tapered notched wedge in a single pass. The tapered notched wedge must be compacted to a minimum of 91 percent compaction. SECTION 39 ASPHALT CONCRETE

39-2.01C(5) Pavement Edge Tre atments

Construct edge treatment on the HMA pavement as shown. Where a tapered edge is required, use the same type of HMA used for the adjacent lane or shoulder. The edge of roadway where the tapered edge is to be pla ced must have a solid base, free of debris such as loose material, grass, weeds, or mud. Grade the areas to receive the tapered edge as required. The tapered edge must be placed monolithic with the adjacent lane or shoulder and must be shaped and compacted with a device attached to the paver. The device must be capable of shaping and compacting HMA to the required cross section as shown. Compaction must be accomplished by constraining the HMA to reduce the cross -sectional area by 10 to 15 percent. The device must produce a uniform surface texture without tearing, shoving, or gouging and must not leave marks such as ridges and indentations. The device must be capable of transitioning to cross roads, driveways, and obstructions. For the tapered edge, the angle of the slope must not deviate by more than ±5 degrees from the angle shown. Measure the angle from the plane of the adjacent finished pavement surface. If paving is done in multiple lifts, the tapered edge must be placed with each lift. Short sec tions of hand work are allowed to construct tapered edge transitions.

39-2.01C(6) Widening Existing Pavement

If widening existing pavement, construct new pavement structure to match the elevation of the existing pavement's edge before placing HMA over the existing pavement.

39-2.01C(7) Shoulders, Medians, and Other Road Connections

Until the adjoining through lane's top layer has been paved, do not pave the top layer of:

39-2.01C(8) Leveling

Section 39 -2.01C(8) applies if a bid item for hot mix asphalt (leveling) is shown on the Bid Item List. Fill and level irregu larities and ruts with HMA before spreading HMA over the base, existing surfaces, or bridge decks. You may use mechanical equipment other than a paver for these areas. The equipment must produce uniform smoothness and texture. HMA used to change an existin g surface's cross slope or profile is not paid for as hot mix asphalt (leveling). SECTION 39 ASPHALT CONCRETE

39-2.01C(9) Miscellaneous Areas and Dikes

Prepare the area to receive HMA for miscellaneous areas and dikes , including excavation and backfill as needed. Spread the HMA in miscellaneous areas in 1 layer and compact to the specified lines and grades. In median areas adjacent to slotted median drains, each layer of HMA must not exceed 0.20 foot maximum compacted thickness. The finished surface must be:

39-2.01C(10) 39-2.01C(14) Reserved

39-2.01C(15) Compaction

39-2.01C(15)(a) General

Rolling must leave the completed surface compact ed and smooth without tearing, cracking, or shoving. If a vibratory roller is used as a finish roller, turn the vibrator off. Do not open new HMA pavement to traffic until its mid depth temperature is below 160 degrees F. If the surface to be paved is both in sunlight and shade, pavement surface temperatures are taken in the shade.

39-2.01C(15)(b) Method Compaction

Use method compaction for any of the following conditions:

39-2.01C(15)(c) 39-2.01C(15)(e) Reserved

39-2.01C(16) S moothness Corrections

If the pavement surface does not comply with section 39 -2.01A(4)(i)(iii), grind the pavement to within specified tolerances, remove and replace the pavement, or place an overlay of HMA. D o not start corrective work until your method is authorized. Do not use equipment with carbide cutting teeth to grind the pavement unless authorized. SECTION 39 ASPHALT CONCRETE Smoothness corrections must leave at least 75 percent of the specified HMA thickness. If ordered, core the pavement at the locations selected by the Engineer. Coring, including traffic control, is change order work. Remove and replace deficient pavement areas where the overlay thickness is less than 75 percent of the thickness specified. Corrected HMA pavement areas must be uniform rectangles , half the lane width, with edges:

39-2.01C(17) Data Cores

Section 39 -2.01C(17) applies if a bid item for data core is shown on the Bid Item List. Take data cores of the completed HMA pavement, underlying base, and subbase material. Notify the Engineer 3 business days before coring. Protect data cores and surrounding pavement from damage. Take 4 -inch or 6 -inch diameter data cores:

39-2.01D Payment

The payment quantity for geosynthetic pavement interlayer is the area measured from the actual pavement covered. Except for tack coat used in minor HMA, payment f or tack coat is not included in the payment for hot mix asphalt. The payment quantity for tack coat is weight of asphalt binder, or residual asphalt if asphalt emulsion is used. The Department does not adjust the unit price for an increase or decrease in t he tack coat quantity. The payment quantity for HMA of the type shown on the Bid Item List is measured based on the combined mixture weight. If recorded batch weights are printed automatically, the bid item for HMA is measured by using the printed batch we ights, provided: SECTION 39 ASPHALT CONCRETE

39-2.02 Type A Hot Mix Asphalt

39-2.02A General

39-2.02A(1) Summary

Section 39 -2.02 includes specifications for producing and placi ng Type A hot mix asphalt . You may produce Type A HMA using an authorized WMA technology.

39-2.02A(2) Definitions

Reserved

39-2.02A(3) Submittals

39-2.02A(3)(a) General

Reserved

39-2.02A(3)(b) Job Mix Formula

The JMF mus t be based on the superpave HMA mix design as described in MS-2 Asphalt Mix Design Methods by the Asphalt Institute.

39-2.02A(3)(c) Reclaimed Asphalt Pavement

Submit QC test results for RAP gradation with the combined aggregate gradation within 2 business days of taking RAP samples during Type A HMA production.

39-2.02A(3)(d) 39-2.02A(3)(f) Reserved

39-2.02A(4) Quality Assurance

39-2.02A(4)(a) General

Reserved

39-2.02A(4)(b) Quality Control

39-2.02A(4)(b)(i) General

Reserved

39-2.02A(4)(b)(ii) Aggregates

Test the quality characteristics of aggregates under the test methods and frequencies shown in the follow in table: SECTION 39 ASPHALT CONCRETE Aggregate Testing Frequencies Quality characteristic Test method Minimum testing frequency Gradation AASHTO T 30 1 per 750 tons and any remaining part Sand equivalenta,b AASHTO T 176 Moisture contentc AASHTO T 255 Crushed particles AASHTO T 335 1 per 10,000 tons or 2 per project whichever is greater Los Angeles Rattler AASHTO T 96 Flat and elongated particles ASTM D4791 Fine aggregate angularity AASHTO T 304 Method A aReported value must be the average of 3 tests from a single sample. bUse of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formaldehyde," except omit the addition of formaldehyde. cTest at continuous mixing plants only. If RAP is used, test the RAP moisture content at continuous mixing plant and batch mixing plant. For lime treated aggregate, test aggregate before treatment and test for gr adation and moisture content during HMA production.

39-2.02A(4)(b)(iii) Reclaimed Asphalt Pavement

Sample and test mix design RAP stockpile under California Test 384. Report the average AASHTO T 308 (Modified) uncorrected binder content on page 4 of your Contractor Hot Mix Asphalt Design Data form. When the mix design RAP stockpile is augmented, sample RAP used to augment the stockpile at a minimum frequency of 1 sample per 1,000 tons under California Test 384 before augmenting the stockpile. Test each sample to determine the uncorrected binder content under AASHTO T 308 (Modified) . Average the results of the 3 tests. When tested under AASHTO T 308 (Modified) , the uncorrected binder content of each augmented RAP sample must be within ±2.00 percent of the average uncorrected asphalt binder content reported on page 4 of your Contractor Hot Mix Asphalt Design Data form. You must use the same ignition oven used to determine the uncorrected asphalt binder content reported on page 4 of your Contractor Hot Mix Asphalt Design Data form. The augmented RAP sample when tested under AASHTO T 209 must be within ±0.06 of the average maximum specific gravity reported on page 4 of your Contractor Hot Mix Asphalt Design Data form. During Type A HMA production, sample RAP twice daily and perform QC testing for moisture content at least once a day.

39-2.02A(4)(b)(iv) 39-2.02A(4)(b)(viii) Reserved

39-2.02A(4)(b)(ix) Type A Hot Mix Asphalt Production

Test the quality characteristics of Type A HMA under the test methods and frequencies shown in the following table: SECTION 39 ASPHALT CONCRETE Type A HMA Production Testing Frequencies Quality characteristic Test method Minimum testing frequency Asphalt binder content AASHTO T 308 (Modified) , Method A 1 per 750 tons and any remaining part HMA moisture content AASHTO T 329 1 per 2,500 tons but not less than 1 per paving day Air voids content AASHTO T 269 1 per 4,000 tons or 2 every 5 paving days, whichever is greater Voids in mineral aggregate MS-2 Asphalt Mixture Volumetrics 1 per 10,000 tons or 2 per project whichever is greater Dust proportion MS-2 Asphalt Mixture Volumetrics Density of core California Test 375 2 per paving day Nuclear gauge density California Test 375 3 per 250 tons or 3 per paving day, whichever is greater Hamburg wheel track California Test 389 1 per 10,000 tons or 1 per project, whichever is greater Moisture susceptibility AASHTO T 283

39-2.02A(4)(c) 39-2.02A(4)(d) Reserved

39-2.02A(4)(e) Department Acceptance

The Department accepts Type A HMA based on compliance with:

39-2.02B Materials

39-2.02B(1) General

Reserved

39-2.02B(2) Type A Hot Mix Asphalt Mix Design

The mix design for Type A HMA must comply with the requirements shown in the following table: SECTION 39 ASPHALT CONCRETE Type A HMA Mix Design Requirements Quality characteristic Test method Requirement Air voids content (%) AASHTO T 269a Ninitial > 8.0 Ndesign = 4.0 (Ndesign = 5.0 for 1 -inch aggregate) Nmax > 2.0 Gyration compaction (no. of gyrations) AASHTO T 312 Ninitial = 8 Ndesign = 85.0 Nmax = 130 Voids in mineral aggregate (min, %)b Gradation: No. 4 3/8” 1/2” 3/4” 1”: with NMAS = 1 ” with NMAS = 3/4 ” MS-2 Asphalt Mixture Volumetrics 16.5–19.5 15.5–18.5 14.5–17.5 13.5–16.5 13.5–16.5 14.5–17.5 Dust proportion MS-2 Asphalt Mixture Volumetrics 0.6–1.3 Hamburg wheel track (min number of passes at 0.5 -inch rut depth) Binder grade: PG 58 PG 64 PG 70 PG 76 or higher California Test 389c 10,000 15,000 20,000 25,000 Hamburg wheel track (number of passes at inflection point) California Test 389c Report only For RAP substitution equal to or less than 15% moisture susceptibility (min, psi, dry strength) AASHTO T 283 100 For RAP substitution greater than 15% moisture susceptibility (psi, dry strength) AASHTO T 283 100–300e Moisture susceptibility, wet strength (min, psi) AASHTO T 283c,d 70 aCalculate the air voids content of each specimen using AASHTO T 275, Method A, to determine bulk specific gravity. Use AASHTO T 209, Method A, to determine theoretical maximum specific gravity. Use a digital manometer and pycnometer when performing AASHTO T 209. bMeasure bulk specific gravity using AASHTO T 275, Method A. cTest plant -produced Type A HMA. dFreeze thaw required. eNot required in the following areas:

39-2.02B(3) Asphalt Binder

Reserved

39-2.02B(4) Aggregates

39-2.02B(4)(a) General

Before the addition of asphalt binder and lime treatment, the aggregates must comply with the requirements shown in the following table: Aggregate Quality Quality characteristic Test method Requirement Percent of crushed particles Coarse aggregate (min, %) : One-fractured face Two-fractured faces Fine aggregate (min, %) : (Passing no. 4 sieve and retained on no. 8 sieve) One-fractured face AASHTO T 335 95 Los Angeles Rattler (max, %) : Loss at 100 rev Loss at 500 rev AASHTO T 96 12 Sand equivalent (min)a AASHTO T 176 47 Flat and elongated particles (max, % by weight at 5:1) ASTM D4791 10 Fine aggregate angularity (min, %)b AASHTO T 304, Method A 45 aThe reported value must be the average of 3 tests from a single sample. Use of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formaldehyde," except omit the addition of formaldehyde. bThe Engineer waives this specification if the Type A HMA contains 10 percent or less of nonmanufactured sand by weight of total aggregate, except if your JMF fails verification. Manufactured sand is fine aggregate produced by crushing rock or gravel.

39-2.02B(4)(b) Aggregate Gradations

The aggregate gradations for Type A HMA must comply with the requirements shown in the following table: Aggregate Gradation Requirements Type A HMA pavement thickness shown Gradation 0.10 foot 3/8” Greater than 0.10 to less than 0.20 foot 1/2” 0.20 to less than 0.25 foot 3/4” 0.25 foot or greater 3/4 or 1 ” Aggregate gradation must be within the TV limits for the specified sieve size shown in the following tables: SECTION 39 ASPHALT CONCRETE Aggregate Gradations for Type A HMA (Percentage Passing) 1 inch Sieve size Target value limit Allowable tolerance 1" 100 -- 3/4" 88–93 TV ± 5 1/2" 72–85 TV ± 6 3/8" 55–70 TV ± 6 No. 4 35–52 TV ± 7 No. 8 22–40 TV ± 5 No. 30 8–24 TV ± 4 No. 50 5–18 TV ± 4 No. 200 3.0–7.0 TV ± 2.0 3/4 inch Sieve size Target value limit Allowable tolerance 1" 100 -- 3/4" 90–98 TV ± 5 1/2" 70–90 TV ± 6 No. 4 42–58 TV ± 5 No. 8 29–43 TV ± 5 No. 30 10–23 TV ± 4 No. 200 2.0–7.0 TV ± 2.0 1/2 inch Sieve size Target value limit Allowable tolerance 3/4" 100 -- 1/2" 95–98 TV ± 5 3/8" 72–95 TV ± 5 No. 4 52–69 TV ± 5 No. 8 35–55 TV ± 5 No. 30 15–30 TV ± 4 No. 200 2.0–8.0 TV ± 2.0 3/8 inch Sieve size Target value limit Allowable tolerance 1/2" 100 -- 3/8" 95–98 TV ± 5 No. 4 55–75 TV ± 5 No. 8 30–50 TV ± 5 No. 30 15–35 TV ± 5 No. 200 2.0–9.0 TV ± 2.0 No. 4 Sieve size Target value limit Allowable tolerance 3/8" 100 -- No. 4 95–98 TV ± 5 No. 8 70–80 TV ± 6 No. 30 34–45 TV ± 5 No. 200 2.0–12.0 TV ± 4.0

39-2.02B(5) Reclaimed Asphalt Pavement

You may substitute RAP for part of the virgin aggregate in a quantity up to 25 percent of the aggregate blend. SECTION 39 ASPHALT CONCRETE Provide enough space at your plant for complying with all RAP handling requirements. Provide a clean, graded base, well drained area for stockpiles. If RAP is from multiple sources, blend the RAP thoroughly and completely be fore fractionating. For RAP substitution greater than 15 percent of the aggregate blend, fractionate RAP stockpiles into 2 sizes, a coarse fraction RAP retained on 3/8 -inch sieve and a fine fraction RAP passing 3/8 -inch sieve. For RAP substitution of 15 pe rcent of the aggregate blend or less, fractionation is not required. The RAP fractionation must comply with the requirements shown in the following table: RAP Stockpile Fractionation Gradation Requirements Size Test method Requirement Coarse (% passing the 1 -inch sieve) California Test 202a 100 Fine (% passing the 3/8 -inch sieve) California Test 202a 98–100 aMaximum mechanical shaking time is 10 minutes. You may use the coarse fractionated stockpile, the fine fractionated stockpile, or a combination of the coarse and fine fractionated stockpiles. Isolate the processed RAP stockpiles from other materials. Store processed RAP in conical or longitudinal stockpiles. Processed RAP must not be agglomerated or be allowed to congeal in large stock piles.

39-2.02B(6) 39-2.02B(10) Reserved

39-2.02B(11) Type A Hot Mix Asphalt Production

If RAP is used, the asphalt plant must automatically adjust the virgin asphalt binder to account for RAP percentage and RAP binder. During production, you may adjust hot -or cold -feed proportion controls for virgin aggregate and RAP. For RAP substitution of 15 percent or less, RAP must be within ±3 of RAP percentage shown in your Contractor Job Mix Formula Proposal form without exceedi ng 15 percent. For RAP substitution of greater than 15 percent, RAP must be within ±3 of RAP percentage shown in your Contractor Job Mix Formula Proposal form without exceeding 25 percent .

39-2.02C Construction

Where the pavement thickness shown is 0.30 f oot or greater, you may place Type A HMA in multiple lifts not less than 0.15 foot each. If placing Type A HMA in multiple lifts:

39-2.02D Payment

Not Used

39-2.03 Rubberized Hot Mix Asphalt –Gap Graded

39-2.03A General

39-2.03A(1) Summary

Section 39 -2.03 includes specifications for producing and placing rubberized hot mix asphalt –gap graded . You may produce RHMA -G using a WMA technology. SECTION 39 ASPHALT CONCRETE

39-2.03A(2) Definitions

Reserved

39-2.03A(3) Submittals

39-2.03A(3)(a) General

At least 5 business days before use, submit the permit issued by the local air district for asphalt rubber binder blending equipment. If an air quality permit is not required by the local air district for producing asphalt rubber binder, submit verification f rom the local air district that an air quality permit is not required. At least 10 days before RHMA -G production, submit the name of an authorized laboratory to perform QC testing for asphalt rubber binder. The authorized laboratory must comply with the Ca ltrans Independent Assurance Program.

39-2.03A(3)(b) Job Mix Formula

With your proposed JMF, include the SDS for:

39-2.03A(3)(c) Asphalt Rubber Binder

Submit a proposal for asphalt rubber binder design and profile. In the design, include th e asphalt binder, asphalt modifier, and CRM and their proportions. If you change asphalt rubber binder supplier or any component material used in asphalt rubber binder or its percentage, submit a new JMF. For the asphalt rubber binder used, submit:

39-2.03A(4) Quality Assurance

39-2.03A(4)(a) General

Reserved

39-2.03A(4)(b) Job Mix Formula Verification

If you request, the Engineer verifies RHMA -G quality requirements within 7 days of receiving all verification samples and after the JMF document submittal has been accepted.

39-2.03A(4)(c) Quality Control

39-2.03A(4)(c)(i) General

Reserved

39-2.03A(4)(c)(ii) Asphalt Rubber Binder

39-2.03A(4)(c)(ii)(A) General

The asphalt rubber binder blending plant must be authorized under the Department's Material Plant Quality Program. SECTION 39 ASPHALT CONCRETE Take asphalt rubber binder samples from the feed line connecting the asphalt rubber binder tank to the HMA plant.

39-2.03A(4)(c)(ii)(B) Asphalt Modifier

Test asphalt modifier under the test methods and frequencies shown in the following tabl e: Asphalt Modifier for Asphalt Rubber Binder Quality characteristic Test method Frequency Viscosity ASTM D445 1 per shipment Flash point ASTM D92 Molecular analysis: Asphaltenes Aromatics ASTM D2007 1 per shipment

39-2.03A(4)(c)(ii)(C) Crumb Rubber Modifier

Sample and test scrap tire crumb rubber and high natural crumb rubber separately. Test CRM under the test methods and frequencies shown in the following table: Crumb Rubber Modifier for Asphalt Rubber Binder Quality characteristic Test method Frequency Scrap tire crumb rubber gradation California Test 385 1 per 10,000 lb High natural crumb rubber gradation California Test 385 1 per 3,400 lb Wire in CRM California Test 385 1 per 10,000 lb Fabric in CRM California Test 385 CRM particle length -- CRM specific gravity California Test 208 Natural rubber content in high natural crumb rubber ASTM D297 1 per 3,400 lb

39-2.03A(4)(c)(ii)(D) Asphalt Rubber Binder

Test asphalt rubber binder under the test methods and frequencies shown in the following table: Quality characteristic Test method Frequency Cone penetration ASTM D217 1 per lotaResilience ASTM D5329 Softening point ASTM D36/D36M Viscosity ASTM D7741/D7741M 15 minutes before use per lota aThe lot is defined in the Department's MPQP . Retain the sample from each lot. Test for cone penetration, resilience, and softening point for the first 3 lots and, if all 3 lots pass, the testing frequency may be reduced to once for every 3 lots. If QC test results indicate that the asphalt rubber binder does not comply with the specifications, take corrective action and notify the Engineer.

39-2.03A(4)(c)(iii) Aggregates

Test the quality characteristics of aggregates under the test methods and frequencies shown in the following table: SECTION 39 ASPHALT CONCRETE Aggregate Testing Frequencies Quality characteristic Test method Minimum testing frequency Gradation AASHTO T 30 1 per 750 tons and any remaining part Sand equivalenta,b AASHTO T 176 Moisture contentc AASHTO T 255 Crushed particles AASHTO T 335 1 per 10,000 tons or 2 per project, whichever is greater Los Angeles Rattler AASHTO T 96 Flat and elongated particles ASTM D4791 Fine aggregate angularity AASHTO T 304, Method A aReported value must be the average of 3 tests from a single sample. bUse of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formaldehyde," except omit the addition of formaldehyde. cTest at continu ous mixing plants only. For lime treated aggregate, test aggregate before treatment and test for gradation and moisture content during RHMA -G production.

39-2.03A(4)(c)(iv) 39-2.03A(4)(c)(viii) Reserved

39-2.03A(4)(c)(ix) Rubberized Hot Mix Asphalt–Gap Graded Production

Test the quality characteristics of RHMA -G under the test methods and frequencies shown in the following table: RHMA-G Production Testing Frequencies Quality characteristic Test method Minimum testing frequency Asphalt binder content AASHTO T 308 (Modified) , Method A 1 per 750 tons and any remaining part HMA moisture content AASHTO T 329 1 per 2,500 tons but not less than 1 per paving day Air voids content AASHTO T 269 1 per 4,000 tons or 2 every 5 paving days, whichever is greater Voids in mineral aggregate MS-2 Asphalt Mixture Volumetrics 1 per 10,000 tons or 2 per project whichever is greater Dust proportion MS-2 Asphalt Mixture Volumetrics Density of core California Test 375 2 per paving day Nuclear gauge density California Test 375 3 per 250 tons or 3 per paving day, whichever is greater Hamburg wheel track California Test 389 1 per 10,000 tons or 1 per project, whichever is greater Moisture susceptibility AASHTO T 283

39-2.03A(4)(d) Reserved

39-2.03A(4)(e) Department Acceptance

39-2.03A(4)(e)(i) General

The Department accepts RHMA -G based on compliance with:

39-2.03A(4)(e)(ii) Asphalt Rubber Binder

39-2.03A(4)(e)(ii)(A) General

The Department does not use asphalt rubber binder design profile for production acceptance.

39-2.03A(4)(e)(ii)(B) Asphalt Modifier

The Department accepts asphalt modifier based o n compliance with the requirements shown in the following table: SECTION 39 ASPHALT CONCRETE Asphalt Modifier for Asphalt Rubber Binder Quality characteristic Test method Requ irement Viscosity at 100 °C (m2/s x 10-6) ASTM D4 45 X ± 3a Flash point (min, °C) ASTM D9 2 207 Molecular ana lysis: Asphaltenes (max, % by mass) Aromatics (min, % by mass) ASTM D2 007 0.1 aThe symbol X is the asphalt modifier viscosity.

39-2.03A(4)(e)(ii)(C) Crumb Rubber Modifier

CRM used must be on the Authorized Materials List for Crumb Rubber Modifier. CRM must be a ground or granulated combination of scrap tire crumb rubber and high natural scrap tire crumb rubber, CRM must be 75.0 ± 2.0 percent scrap tire crumb rubber and 25.0 ± 2.0 percent high natural scrap tire crumb rubber by total weight of CRM. Scrap tire crumb rubber and high natural scrap tire crumb rubber must be derived from waste tires described in Pub Res Code § 42703. The Department accepts CRM, scrap tire crumb rubber, and high natural crumb rubber based on compliance with the requirements shown in the following table: Crumb Rubber Modifier for Asphalt Rubber Binder Quality characteristic Test method Requirement Scrap tire crumb rubber gradation (% passing no. 8 sieve) California Test 385 100 High natural crumb rubber gradation (% passing no. 10 sieve) California Test 385 100 Wire in CRM (max, %) California Test 385 0.01 Fabric in CRM (max, %) California Test 385 0.05 CRM particle length (max, in) -- 3/16 CRM specific gravity California Test 208 1.1–1.2 Natural rubber content in high natural crumb rubber (%) ASTM D297 40.0–48.0 Scrap tire crumb rubber and high natural crumb rubber are sampled and tested separately.

39-2.03A(4)(e)(ii)(D) Asphalt Rubber Binder

For Department acceptance testing, take samples of asphalt rubber binder in the Engineer's presence every 5 lots or once a day, whichever is greater. Each sample must be placed into six 1-qt cans with open tops and friction lids. The Department accepts asphalt rubber binder based on compliance with the requirements shown in the following table: Quality characteristic Test method Requirement Cone penetration at 25 °C (0.10 mm) ASTM D217 25–70 Resilience at 25 °C (min, % rebound) ASTM D5329 18 Softening point (°C) ASTM D36/D36M 52–74 Viscosity at 190 °C (centipoises) a ASTM D7741/D7741M 1,500–4,000 aPrepare sample for viscosity test under California Test 388.

39-2.03A(4)(e)(iii) 39-2.03A(4)(e)(v) Reserved

39-2.03B Materials

39-2.03B(1) General Reserved

39-2.03B(2) Rubberized Hot Mix Asphalt–Gap Graded Mix Design

For RHMA-G, the mix design must comply with the requirements shown in the following table: SECTION 39 ASPHALT CONCRETE RHMA-G Mix Design Requirements Quality characteristic Test method Requirement Air voids content (%) AASHTO T 269a Ndesign = 4.0 Gyration compaction (no. of gyrations) AASHTO T 312 Ndesign = 50– 150b Voids in mineral aggregate (min, %) SP-2 Asphalt Mixture Volumetricsc 18.0–23.0 Dust proportion SP-2 Asphalt Mixture Volumetrics Report only Hamburg wheel track (min number of passes at 0.5 -inch rut depth) Base b inder grade: PG 64 or lower PG 70 California Test 389d 15,000 20,000 Hamburg wheel track (number of passes at inflection point) California Test 389d Report only Moisture susceptibility, dry strength (min, psi) AASHTO T 283d 100 Moisture susceptibility, wet strength (min, psi) AASHTO T 283d,e 70 aCalculate the air voids content of each specimen using AASHTO T 275, Method A, to determine bulk specific gravity and AASHTO T 209, Method A, to determine theoretical maximum specific gravity. Under AASHTO T 209, use a digital manometer and pycnometer when performing AASHTO T 209. bSuperpav e gyratory compactor ram pressure may be increased to a maximum of 825 kPa, and specimens may be held at a constant height for a maximum of 90 minutes. cMeasure bulk specific gravity using AASHTO T 275, Method A. dTest plant produced RHMA. eFreeze thaw req uired. Determine the quantity of asphalt rubber binder to be mixed with the aggregate for RHMA -G as follows:

39-2.03B(3) Asphalt Rubber Binder

39-2.03B(3)(a) General

Asphalt rubber binder must be a combination of:

39-2.03B(3)(b) Asphalt Modifier

Asphalt modifier must be a resinous, high -flash -point, aromatic hydrocarbon and must comply with the requirements shown in the following table: Asphalt Modifier for Asphalt Rubber Binder Quality characteristic Test method Requirement Viscosity at 100 °C (m2/s x 10-6) ASTM D445 X ± 3a Flash point (min, °C) ASTM D92 207 Molecular analysis: Asphaltenes (max, % by mass) Aromatics (min, % by mass) ASTM D2007 0.1 aThe symbol X is the proposed asphalt modifier viscosity. X must be between 19 and 36. A change in X requires a new asphalt rubber binder design. Asphalt modifier must be from 2.0 to 6.0 percent by weight of the asphalt binder in the asphalt rubber binder.

39-2.03B(3)(c) Crumb Rubber Modifier

CRM must be a ground or granulated combination of scrap tire crumb rubber and high natural scrap tire crumb rubber. CRM must be 75.0 ± 2.0 percent scrap tire crumb rubber and 25.0 ± 2.0 percent high natural scrap tire crumb rubber by total weight of CRM. Scrap tire crumb rubber and high natural scrap tire crumb rubber must be derived from waste tires described in Pub Res Code § 42 703. The CRM must comply with the requirements shown in the following table: Crumb Rubber Modifier for Asphalt Rubber Binder Quality characteristic Test method Requirement Scrap tire crumb rubber gradation (% passing no. 8 sieve) California Test 385 100 High natural crumb rubber gradation (% passing no. 10 sieve) California Test 385 100 Wire in CRM (max, %) California Test 385 0.01 Fabric in CRM (max, %) California Test 385 0.05 CRM particle length (max, in)a -- 3/16 CRM specific gravity California Test 208 1.1–1.2 Natural rubber content in high natural crumb rubber (%) ASTM D297 40.0–48.0 aTest at mix design and for certificate of compliance. CRM must be ground or granulated at ambient temperature. If steel and fiber are cryogenically separated, separation must occur before grinding or granulating. Cryogenically produced CRM particles must be ground or granulated and not pass thro ugh the grinder or granulator. CRM must be dry, free -flowing particles that do not stick together. CRM must not cause foaming when combined with the asphalt binder and asphalt modifier. You may add calcium carbonate or talc up to 3 percent by weight of CRM .

39-2.03B(3)(d) Design and Profile

Design the asphalt rubber binder from testing you perform for each quality characteristic and for the reaction temperatures expected during production. The profile must include the same component sources for the asphalt rubber binder used. The 24 -hour (1,440 -minute) interaction period determines the design profile. At a minimum, mix asphalt rubber binder components, take samples, and perform and record the tests shown in the following table: SECTION 39 ASPHALT CONCRETE Asphalt Rubber Binder Reaction Design Profile Quality characteristic Test method Minutes of reactiona Limit 45 60 90 120 240 360 1440 Cone penetration at 25 °C (0.10 mm) ASTM D217 Xb -- -- -- X -- X 25–70 Resilience at 25 °C (min, % rebound) ASTM D5329 X -- -- -- X -- X 18 Field softening point (°C) ASTM D36/D36M X -- -- -- X -- X 52–74 Viscosity (centipoises) ASTM D7741/D7741M X X X X X X X 1,500 – 4,000 aSix hours (360 minutes) after CRM addition, reduce the oven temperature to 275 °F for 16 hours. After the 16-hour (960 minutes) cool down after CRM addition, reheat the binder to the reaction temperature expected during production for sampling and testing at 24 hours (1,440 minutes). bX denotes required testing.

39-2.03B(3)(e) Asphalt Rubber Binder Production

39-2.03B(3)(e)(i) General

Deliver scrap tire crumb rubber and high natural crumb rubber in separate bags.

39-2.03B(3)(e)(ii) Mixing

Proportion and mix asphalt binder, asphalt modifier, and CRM simultaneously or premix the asphalt binder and as phalt modifier before adding CRM. If you premix asphalt binder and asphalt modifier, mix them for at least 20 minutes. When you add CRM, the temperature of the asphalt binder and asphalt modifier must be from 375 to 440 degrees F. After interacting for at least 45 minutes, the asphalt rubber binder must comply with the requirements shown in the following table: Quality characteristic Test method Requirement Cone penetration at 25 °C (0.10 mm) ASTM D217 25–70 Resilience at 25 °C (min, % rebound) ASTM D5329 18 Softening point (°C) ASTM D36/36M 52–74 Viscosity at 190 °C (centipoises)a ASTM D7741/D7741M 1,500 –4,000 aPrepare sample for viscosity test under California Test 388. Do not use the asphalt rubber binder during the first 45 minutes of the reaction period. During this period, the asphalt rubber binder mixture must be between 375 degrees F and the lower of 425 or 25 degrees F below the asphalt binder's flash point shown in the SDS. If any asphalt rubber binder is not used within 4 hours after the reaction period, discontinue heating. If the asphalt rubber binder drops below 375 degrees F, reheat before use. If you add more scrap tire crumb rubber to the reheated asphalt rubber binder, the binder must undergo a 45 -minute reaction period. The added scrap tire crumb rubber must not exceed 10 percent of the total asphalt rubber binder weight. Reheated and reacted asphalt rubber binder must comply with the viscosity specifications. Do not reheat asphalt rubber binder more than twice.

39-2.03B(4) Ag gregates

39-2.03B(4)(a) General

For RHMA -G, before the addition of asphalt binder and lime treatment, the aggregates must comply with the requirements shown in the following table: SECTION 39 ASPHALT CONCRETE Aggregate Quality Quality characteristic Test method Requirement Percent of crushed particles Coarse aggregate (min, %) : One-fractured face Two-fractured faces Fine aggregate (min, %) : (Passing no. 4 sieve and retained on no. 8 sieve) One-fractured face AASHTO T 335 -- Los Angeles Rattler (max, %) : Loss at 100 rev Loss at 500 rev AASHTO T 96 12 Sand equivalent (min)a AASHTO T 176 47 Flat and elongated particles (max, % by weight at 5:1) ASTM D4791 Report only Fine aggregate angularity (min, %)b AASHTO T 304, Method A 45 aReported value must be the average of 3 tests from a single sample. The use of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formaldehyde," except omit the addition of formaldehyde. bThe Engineer waives this specification if the HMA contains 10 percent or less of nonmanufactured sand by weight of tota l aggregate unless your JMF fails verification. Manufactured sand is fine aggregate produced by crushing rock or gravel.

39-2.03B(4)(b) Aggregate Gradations

The aggregate gradations for RHMA -G must comply with the requirements shown in the following table: Aggregate Gradation Requirements RHMA -G pavement thickness shown Gradation 0.10 to less than 0.20 foot 1/2" 0.20 foot or greater 3/4" For RHMA -G, the aggregate gradations must be within the TV limits for the specified sieve size shown in the following tables: SECTION 39 ASPHALT CONCRETE Aggregate Gradations for RHMA -G (Percentage Passing) 3/4 inch Sieve size Target value limit Allowable tolerance 1" 100 -- 3/4" 95–98 TV ± 5 1/2" 83–87 TV ± 6 3/8" 65–70 TV ± 5 No. 4 28–42 TV ± 6 No. 8 14–22 TV ± 5 No. 200 0.0–6.0 TV ± 2.0 1/2 inch Sieve size Target value limit Allowable tolerance 3/4" 100 -- 1/2" 90–98 TV ± 6 3/8" 83–87 TV ± 5 No. 4 28–42 TV ± 6 No. 8 14–22 TV ± 5 No. 200 0.0–6.0 TV ± 2.0

39-2.03B(5) Rubberized Hot Mix Asphalt–Gap Graded Production

Asphalt rubber binder must be from 375 to 425 degrees F when mixed with aggregate. If the dry and wet moisture susceptibility test result for treated plant -produced RHMA -G is less than the RHMA -G mix design requirement for dry and wet moisture susceptibility strength, the minimum dry and wet strength requirement is waived, but you must use one of the following treatments:

39-2.03C Construction

Use a material transfer vehicle when placing RHMA -G. Do not use a pneumatic tired roller to compact RHMA -G. Spread and compact RHMA -G and RHMA -G produced with WMA water injection technology at an ambient air temperature of at least 55 degrees F and a surface temperature of at least 60 degrees F. Spread and compact RHMA -G produced with WMA additive technology at an ambient air temperature of at least 50 degrees F and a surfac e temperature of at l east 50 degrees F. If the ambient air temperature is below 70 degrees F, cover loads in trucks with tarps. The tarps must completely cover the exposed load until you transfer the mixture to the paver's hopper or to the pavement surface. Tarps are not requi red if the time from discharge to truck until transfer to the paver's hopper or the pavement surface is less than 30 minutes. For RHMA -G and RHMA -G produced with WMA water injection technology placed under method compaction:

39-2.03D Payment

Not Used

39-2.04 Open Graded Friction Courses

39-2.04A General

39-2.04A(1) Summary

Section 39 -2.04 includes spe cifications for producing and placing open graded friction courses . Open graded friction courses include HMA -O, RHMA -O, and RHMA -O-HB. You may produce OGFC using a WMA technology.

39-2.04A(2) Definitions

Reserved

39-2.04A(3) Submittals

Submit a complete JMF, except do not specify an asphalt binder content. For RHMA -O and RHMA -O-HB, the JMF submittal must comply with section 39 -2.03A(3)(c).

39-2.04A(4) Quality Assuranc e

39-2.04A(4)(a) General

Reserved

39-2.04A(4)(b) Quality Control

39-2.04A(4)(b)(i) General

Reserved

39-2.04A(4)(b)(ii) Asphalt Rubber Binder

For RHMA -O and RHMA -O-HB, the asphalt rubber binder must comply with the specifications in section

39-2.03A(4)(c)(ii) .

39-2.04A(4)(b)(iii) Aggregates

Test the quality characteristics of aggregates under the test methods and frequencies shown in the follow ing table: Aggregate Testing Frequencies Quality characteristic Test method Minimum testing frequency Gradation AASHTO T 30 1 per 750 tons and any remaining part Moisture contenta AASHTO T 255 1 per 1500 tons and any remaining part Crushed particles AASHTO T 335 1 per 10,000 tons or 2 per project, whichever is greater Los Angeles Rattler AASHTO T 96 Flat and elongated particles ASTM D4791 aTest at continuous mixing plants only. For lime treated aggregate, test aggregate before treatment and test for gradation and moisture content during OGFC production. SECTION 39 ASPHALT CONCRETE

39-2.04A(4)(b)(iv) Open Graded Friction Course Production

Test the quality characteristics of OGFC under the test methods and frequencies shown in the following table: OGFC Testing Frequencies Quality characteristic Test method Minimum testing frequency Asphalt binder content AASHTO T 308 (Modified) , Method A 1 per 750 tons and any remaining part HMA moisture content AASHTO T 329 1 per 2,500 tons but not less than 1 per paving day

39-2.04A(4)(c) Department Acceptance

39-2.04A(4)(c)(i) General

The Department accepts OGFC based on compliance with:

39-2.04A(4)(c)(ii) Asphalt Rubber Binder

The Department accepts asphalt rubber binder in RHMA -O and RHMA -O-HB under section 39- 2.03A(4)(e)(ii).

39-2.04A(4)(c)(iii) Pavement Smoothness of OGFC

39-2.04A(4)(c)(iii)(A) General

The p avement smoothness of a 0.1 -mi segment of OGFC must comply with the requirements shown in the following table: OGFC Pavement Smoothness Acceptance Criteria OGFC placement on Applicable section Existing pavement 39-2.04A(4)(c)(iii)(B) Existing pavement with cold plane 39-2.04A(4)(c)(iii)(C) HMA overlay or new construction 39-2.04A(4)(c)(iii)(D) SECTION 39 ASPHALT CONCRETE Corrective action is required only to reduce ALR below the maximum allowed. Corrective action must not reduce pavement thickness more than allowed in section 39 -2.01C(16). Correction may be diamond grinding or remove and replace at your option. The maximum pay adjustment for r emove and replace areas is full pay .

39-2.04A(4)(c)( iii)(B) OGFC Paved on Existing Pavement

The target MRI for OGFC (MRI TO) is determined using the follo wing equation: MRI TO = (0.2 x MRI 0 + 45) or 55, whichever is larger where: MRI 0 = the lower of the EXIST MRI or BASELINE MRI MRI SEGO = MRI of each 0.1 -mi segment from PAVEO profile for OGFC paving The Department applies pavement smoothness pay adjustments to 0.1 -mi segments based on your verified profiler data as shown in the following table: Pay Adjustment for OGFC Paved on Existing Pavement Pay Ranges Payment adjustment per 0.1 mi per lane Corrective action MRI SEG O ≤ MRI TO -20 + $450.00 May only grind to meet ALR thresholds MRI TO -20 < MRI SEGO ≤ MRI TO -5 + ((MRI TO -5) -MRI SEGO) x $30.00 May only grind to meet ALR thresholds MRI TO -5 < MRI SEG O ≤ MRI TO + 5 Full pay May only grind to meet ALR thresholds MRI TO + 5 < MRI SEG O ≤ MRI TO + 20 -(MRI SEG O -(MRI TO + 5)) x $90.00 May only grind to meet ALR thresholds MRI SEGO > MRI TO + 20 -(MRI SEG O -(MRI TO + 5)) x $90.00 May only grind to meet ALR thresholds No ALR greater than ALR MAX is allowed. ALR MAX is the greater value of 160 in/mi or calculated value using the following equation: ALR MAX = 2.1 x MRI TO

39-2.04A(4)(c)(iii )(C) OGFC Paved on Existing Pavement with a Cold Plane d Surface

The Department applies pavement smoothness pay adjustments to segments where a bid item for cold plane asphalt concrete applies as shown in the following table: Pay Adjustment for OGFC Paved on Existing Pavement with a Cold Planed Surface MRI SEG (in/mi) Pay adjustment per 0.1 mi per lan e Corrective action ≤ 55.00 + $450.00 May only grind to meet ALR thresholds 55.01–70.00 + (70.00 -MRI SEGO) x $30.00 May only grind to meet ALR thresholds 70.01 –80.00 Full pay May only grind to meet ALR thresholds > 80.00 -(MRI SEGO -80.00) x $135.00 May only grind to meet ALR thresholds MRI SEGO = MRI of each 0.1 -mi segment from PAVE profile for OGFC paving. No ALR over 160 in/mi are allowed.

39-2.04A(4)(c)(iii) (D) OGFC Paved on New Construction or HMA Overlay

The Department determines payment adjustments using a percent of targeted MRI (PoT) for the OGFC. The MRI TO of the segment must be less than or equal to MRI FINAL HMA. Determine the Percent of Target MRI (PoT) of each completed 0.1 -mi segment of lane using the f ollowing equations: SECTION 39 ASPHALT CONCRETE (%) PoT = (MRI SEGO/MRI TO) x 100 rounded to the nearest tenth of 1 percent where: MRI SEGO = MRI of each 0.1 -mi segment from PAVEO profile for OGFC paving MRI FINALHMA = Final MRI of HMA layer where OGFC is placed MRI TO = MRI FINALHMA or 55, whichever is larger The Department applies pavement smoothness pay adjustments to 0.1 -mi segments based on your verified inertial profiler data as shown in the following table: Pay Adjustment for OGFC on New Construction or HMA Overlay PoT Payment adjustment per 0.1 mi per lane Corrective action PoT ≤ 100% of MRITO Full pay May only grind to meet ALR thresholds PoT > 100% of MRITO -(PoT -100.00) x $100.00 May only grind to meet ALR thresholds No ALR over 160 in/mi are allowed.

39-2.04A(4)(c)(iv) 39-2.04A(4)(c)(v) Reserved

39-2.04B Materials

39-2.04B(1) General

When mixed with asphalt binder, aggregate must not be more than 325 degrees F except aggregate for OGFC with unmodified asphalt binder must be not more than 275 degrees F.

39-2.04B(2) Open Graded Friction Course Mix Design

The Department determines the asphalt binder content under California Test 368 within 20 days of your complete JMF submittal and provides you a Caltrans Hot Mix Asphalt Verification form. For OGFC, the 1st paragraph of section 39 -2.01B(2)(a) does not apply.

39-2.04B(3) Asphalt Binder

Asphalt rubber binder in RHMA -O and RHMA -O-HB must comply with section 39 -2.03B(3).

39-2.04B(4) Aggregates

39-2.04B(4)(a) General

Aggregates must comply with the requirements shown in the following table: Aggregate Quality Quality characteristic Test method Requirement Percent of crushed particles Coarse aggregate (min, %) : One-fractured face Two-fractured faces Fine aggregate (min, %) : (Passing no. 4 sieve and retained on no. 8 sieve) One-fractured face AASHTO T 335 -- Los Angeles Rattler (max, %) : Loss at 100 rev Loss at 500 rev AASHTO T 96 12 Flat and elongated particles (max, % by weight at 5:1) ASTM D4791 Report only

39-2.04B(4)(b) Aggregate Gradations

The aggregate gradations for HMA -O must comply with the requirements shown in the following table: SECTION 39 ASPHALT CONCRETE Aggregate Gradation Requirements HMA -O pavement thickness shown Gradation 0.10 foot or greater to less than 0.15 foot 1/2" 0.15 foot or greater 1" The aggregate gradations for RHMA -O and RHMA -O-HB must comply with the requirements shown in the following table: Aggregate Gradation Requirements RHMA -O and RHMA -O-HB pavement thickness shown Gradation 0.10 foot or greater 1/2" For RHMA -O and RHMA -O-HB, the 1 -inch aggregate gradation is not allowed. For OGFC, the aggregate gradations must be within the TV limits for the specified sieve size shown in the following tables: Aggregate Gradations for OGFC (Percentage Passing) 1 inch Sieve size Target value limit Allowable tolerance 1 1/2" 100 -- 1" 99–100 TV ± 5 3/4" 85–96 TV ± 5 1/2" 55–71 TV ± 6 No. 4 10–25 TV ± 7 No. 8 6–16 TV ± 5 No. 200 0.0–6.0 TV ± 2.0 1/2 inch Sieve size Target value limit Allowable tolerance 3/4" 100 -- 1/2" 95–100 TV ± 6 3/8" 78–89 TV ± 6 No. 4 28–37 TV ± 7 No. 8 7–18 TV ± 5 No. 30 0–10 TV ± 4 No. 200 0.0–3.0 TV ± 2.0 If lime treatment is required, you may reduce the lime ratio for the combined aggregates from 1.0 to 0.5 percent for OGFC.

39-2.04B(5) Sand

Sand for spreading over RHMA -O and RHMA -O-HB pavement must be free of clay or organic matter. Sand must comply with se ction 90 -1.02C(3).

39-2.04C Construction

Use a material transfer vehicle when placing OGFC. If the ambient air temperature is below 70 degrees F, cover loads in trucks with tarps. The tarps must completely cover the exposed load until you transfer the mix ture to the paver's hopper or to the pavement surface. Tarps are not required if the time from discharge to truck until transfer to the paver's hopper or the pavement surface is less than 30 minutes. Apply a tack coat before placing OGFC. The tack coat app lication rate must comply with the requirements of the following table: SECTION 39 ASPHALT CONCRETE Tack Coat Application Rates for OGFC OGFC over Minimum residual rates (gal/sq yd) CSS-1/CSS -1h, SS -1/SS - 1h, and QS -1h/CQS -1h asphaltic emulsion CRS -1/CRS -2 and QS -1/CQS -1 asphaltic emulsion Asphalt binder and PMCRS -2/PMCRS -2h asphaltic emulsion New HMA 0.03 0.04 0.03 Concrete pavement and existing asphalt concrete surfacing 0.05 0.06 0.04 Planed pavement 0.06 0.07 0.05 Compact OGFC with steel -tired, 2 -axle tandem rollers. If placing over 300 tons of OGFC per hour, use at least 3 rollers for each paver. If placing less than 300 tons of OGFC per hour, use at least 2 rollers for each paver. Each roller must weigh from 126 to 172 lb per linear inch of drum width. Turn the vibrator off. Compact OGFC with 2 coverages. The Engineer may order fewer coverages if the layer thickness of OGFC is less than 0.20 foot. For HMA -O and HMA -O produced with WMA water injection technology:

39-2.04D Payment

Not Used

39-2.05 Bonded Wearing Courses

39-2.05A General

39-2.05A(1) General

39-2.05A(1)(a) Summary

Section 39 -2.05 includes specifications for producing and placing bonded wearing courses . Placing a BWC consists of applying a bonded wearing course asphaltic emulsion and placing the specified HMA in a single pass with an integrated paving machine. BWC using RHMA -G, RHMA -O, or HMA -O must comply with the specifications for RHMA -G, RHMA -O, or HMA -O.

39-2.05A(1)(b) Definitions

Reserved

39-2.05A(1)(c) Submittals

With your JMF submittal, include:

39-2.05A(1)(d) Quality Assurance

39-2.05A(1)(d)(i) General

For each job site delivery of asphaltic emulsion, take a 2 -qt sample in the presence of the Engineer. Take samples from the delivery truck at mid load fro m a sampling tap or thief. If the sample is taken from the tap, draw and discard 4 qt before sampling. If you unload asphalt binder or asphaltic emulsion into a bulk storage tank, do not use material from the tank until you submit test results for a sample taken from the bulk storage tank. Testing must be performed by an AASHTO -accredited laboratory.

39-2.05A(1)(d)(ii) Quality Control

Take two 1 -gallon samples of BWC. Test the asphaltic emulsion under ASTM D2995 at least once per paving day at the job site . SECTION 39 ASPHALT CONCRETE

39-2.05A(1)(d)(iii) Department Acceptance

The Department accepts asphaltic emulsion based on compliance with the requirements for bonded wearing course asphaltic emulsion . The Department accepts the BWC based on the submitted asphaltic emulsion target residual rate ±0.02 gal/sq yd when tested unde r ASTM D2995 .

39-2.05A(2) Materials

39-2.05A(2)(a) General

Reserved

39-2.05A(2)(b) Asphaltic Emulsion

Asphaltic emulsion must be bonded wearing course asphaltic emulsion .

39-2.05A(2)(c) Reserved

39-2.05A(3) Construction

39-2.05A(3)(a) General

Do not dilute the asphaltic emulsion. Do not place BWC if rain is forecast for the project area within 24 hours by the National Weather Service.

39-2.05A(3)(b) Spreading and Compacting Equipment

Use method compaction for placing the BWC. Use a material transfer vehicle when placing BWC. The material transfer vehicle must receive HMA directly from the truck. Use an integrated distributor paver capable of spraying the asphaltic emulsion, spreading the HMA, and leveling the mat surface in 1 pass. Apply asphaltic emu lsion at a uniform rate for the full paving width. The asphaltic emulsion must not be touched by any part of the paver including wheels or tracks. If the spray bar is adjusted for changing pavement widths, the paver must prevent excess spraying of asphalti c emulsion beyond 2 inches of the HMA edge.

39-2.05A(3)(c) Applying Asphaltic Emulsion

Before spreading HMA, apply asphaltic emulsion on dry or damp pavement with no free water. Apply emulsion at a temperature from 120 to 180 degrees F and in a single app lication at the residual rate specified for the condition of the underlying surface. Asphaltic emulsion must have a target residual rate for the surfaces to receive the emulsion as shown in the following table: Asphaltic Emulsion Target Residual Rate Surface to receive asphaltic emulsion Target residual rates Concrete pavement (gal/sq yd) 0.09–0.11 Dense, compacted, new HMA pavement (gal/sq yd) 0.11–0.14 Open textured, dry, aged or oxidized existing asphalt concrete pavement (gal/sq yd) 0.13–0.17 If you request and your request is authorized, you may change the asphaltic emulsion application rates.

39-2.05A(3)(d) Placing and Compacting Hot Mix Asphalt

Construct a transverse joint if the HMA remains in the paver for more than 30 minutes. Do not reintroduce HMA spread over asphaltic emulsion into the paving process. Do not overlap or hot lap HMA. Pave through lanes after paving adjacent: SECTION 39 ASPHALT CONCRETE

39-2.05A(4) Payment

Payment for asphaltic emulsion is not included in the payment for the type of HMA used in a bonded wearing course.

39-2.05B Bonded Wearing Courses —Gap Graded

39-2.05B(1) General

39-2.05B(1)(a) Summary

Section 39 -2.05B includes specifications for producing bonded wearing course —gap graded .

39-2.05B(1)(b) Definiti ons

Reserved

39-2.05B(1)(c) Submittals

Include film thickness and calculations and AASHTO T 305 results with your JMF submittal.

39-2.05B(1)(d) Quality Assurance

39-2.05B(1)(d)(i) General

Reserved

39-2.05B(1)(d)(ii) Quality Control

39-2.05B(1)(d)(ii)(A ) General

Reserved

39-2.05B(1)(d)(ii)(B) Aggregates

Test the quality characteristics of the aggregates under the test methods and frequencies shown in the following table: Aggregate Testing Frequencies Quality characteristic Test method Minimum testing frequency Gradation AASHTO T 30 1 per 750 tons and any remaining part Sand equivalenta AASHTO T 176 Moisture contentb AASHTO T 255 1 per 1500 tons and any remaining part Crushed particles AASHTO T 335 1 per 10,000 tons or 2 per project, whichever is greater Los Angeles Rattler AASHTO T 96 Flat and elongated particles ASTM D4791 Fine aggregate angularity AASHTO T 304, Method A aReported value must be the average of 3 tests from a single sample. The use of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formald ehyde," except omit the addition of formaldehyde. bTest at continuous mixing plants only. For lime treated aggregate, test the aggregate before treatment and test for gradation and moisture content during BWC -G production. SECTION 39 ASPHALT CONCRETE

39-2.05B(1)(d)(ii)(C) Bonded W earing Course —-Gap Graded Production

Take two 1 gal samples of BWC -G in metal containers. Test the quality characteristics of BWC -G under the test methods and frequencies shown in the following table: BWC-G Testing Frequencies Quality characteristic Test method Minimum testing frequency Asphalt binder content AASHTO T 308 (Modified) , Method A 1 per 750 tons and any remaining part HMA moisture content AASHTO T 329 1 per 2,500 tons but not less than 1 per paving day

39-2.05B(1)(d)(ii)(D) 39-2.05B(1)(d)(ii)(G) Reserved

39-2.05B(1)(d)(iii) Department Acceptance

The Department accepts BWC -G based on compliance with:

39-2.05B(2) Materials

39-2.05B(2)(a) General

Reserved

39-2.05B(2)(b) Bonded Wearing Course —Gap Graded Mix Design

For BWC -G, the 1st paragraph of section 39 -2.01B(2)(a) does not apply. Determine the proposed OBC from a mix design that complies with the requirements shown in the following table: SECTION 39 ASPHALT CONCRETE Hot Mix Asphalt Mix Design Requirements Quality characteristic Test method Requirement Film thickness (min, µm) Asphalt Institute MS -2 Table 8.1a 12 Drain down (max, %) AASHTO T 305b 0.1 aFilm thickness is calculated based on the effective asphalt content and determined as follows: Pbe FT = ) 106( SA x Gb x 1000 where: FT = Film thickness in µm Pbe = Effective asphalt content by total weight of mix using MS-2 Asphalt Mix Design Methods SA = Estimated surface area of the aggregate blend in m2/kg from Table 8.1 in the Asphalt Institute MS-2 Asphalt Mix Design Methods Gb = Specific gravity of asphalt binder bCombine aggregate and asphalt at the asphalt binder supplier's instructed mixing temperature. Coated aggregates that fall through the wire basket during loading must be returned to the basket before conditioning at 350 °F for 1 hour. The OBC must be greater than 4.9 percent by total weight of mix.

39-2.05B(2)(c) Asphalt Binder

Reserved

39-2.05B(2)(d) Aggregates

The aggregates must comply with the requirements shown in the following table: Aggregate Quality Quality characteristic Test method Requirement Percent of crushed particles Coarse aggregate (min, %) : One-fractured face Two-fractured faces Fine aggregate (min, %) : (Passing no. 4 sieve and retained on no. 8 sieve) One-fractured face AASHTO T 335 -- Los Angeles Rattler (max, %) : Loss at 100 rev Loss at 500 rev AASHTO T 96 12 Sand equivalent (min)a AASHTO T 176 47 Flat and elongated particles (max, % by weight at 5:1) ASTM D4791 25 Fine aggregate angularity (min, %) AASHTO T 304, Method A 45 aReported value must be the average of 3 tests from a single sample. The use of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formaldehyde," except omit the addition of formaldehyde. The aggregate gradations for BWC -G must comply with the requirements shown in the following table: SECTION 39 ASPHALT CONCRETE Aggregate Gradation Requirements BWC -G pavement thickness shown Gradation less than 0.08 foot No. 4 or 3/8 " 0.08 foot or greater 1/2" The proposed aggregate gradation must be within the TV limi ts for the specified sieve sizes shown in the following tables: Aggregate Gradations for BWC -G (Percentage Passing) 1/2 inch Sieve size Target value limit Allowable tolerance 3/4" 100 -- 1/2" 80–100 TV ± 6 3/8" 55–80 TV ± 6 No. 4 25–40 TV ± 7 No. 8 19–32 TV ± 5 No. 16 16–22 TV ± 5 No. 30 10–18 TV ± 4 No. 50 8–13 TV ± 4 No. 100 6–10 TV ± 2 No. 200 4.0–7.0 TV ± 2.0 3/8 inch Sieve size Target value limit Allowable tolerance 1/2" 100 -- 3/8" 80–100 TV ± 6 No. 4 25–40 TV ± 7 No. 8 19–32 TV ± 5 No. 16 16–22 TV ± 5 No. 30 10–18 TV ± 4 No. 50 8–13 TV ± 4 No. 100 7–11 TV ± 2 No. 200 6.0–10.0 TV ± 2.0 No. 4 Sieve size Target value limit Allowable tolerance 1/2" 100 -- 3/8" 95–100 TV ± 2 No. 4 42–55 TV ± 7 No. 8 19–32 TV ± 5 No. 16 16–22 TV ± 5 No. 30 10–18 TV ± 4 No. 50 8–13 TV ± 4 No. 100 7–11 TV ± 2 No. 200 6.0–10.0 TV ± 2.0

39-2.05B(3) Construction

Apply asphaltic emulsion when the ambient air and pavement temperatures are above 50 degrees F.

39-2.05B(4) Payment

Not Used SECTION 39 ASPHALT CONCRETE

39-2.06 Hot Mix Asphalt On Bridge Decks

39-2.06A General

Section 39 -2.06 includes specifications for producing and placing hot mix asphalt on bridge decks . HMA used for bridge decks must comply with the specifications for Type A HMA i n section 39 -2.02.

39-2.06B Materials

Do not use the 1 -inch or 3/4 -inch aggregate gradation for HMA on bridge decks. The grade of asphalt binder for HMA must be PG 64 -10 or PG 64 -16.

39-2.06C Construction

Spread and compact HMA on bridge decks using meth od compaction. If a concrete expansion dam is to be placed at a bridge deck expansion joint, tape oil -resistant construction paper to the deck over the area to be covered by the dam before placing the tack coat and HMA across the joint. Apply a tack coat at the minimum residual rate specified in section 39 -2.01C(3)(f). For HMA placed on a deck seal, use the minimum residual rate specified for concrete pavement. For HMA placed on a deck seal:

39-2.06D Payment

Not Used

39-2.07 Minor Hot Mix Asphalt

39-2.07A General

39-2.07A(1) Summary

Section 39 -2.07 includes specifications for producing and placing minor hot mix asphalt . Minor HMA must comply with section 39 -2.02 except as specified in this section 39 -2.07. The inertial profiler requirements in section 36 -3 do not apply.

39-2.07A(2) Definitions

Reserved

39-2.07A(3) Submittals

The QC plan and test results in sections 39 -2.01A(3)(c) and 39 -2.01A(3)(d) do not apply.

39-2.07A(4) Quality Assurance

39-2.07A(4)(a) General

The JMF renewal requirements in section 39 -2.01A(4)(d) do not apply. Test pavement smoothness with a 12 -foot straightedge. SECTION 39 ASPHALT CONCRETE

39-2.07A(4)(b) Quality Control

Testing for compliance with the following quality characteristics is not required:

39-2.07A(4)(c) Department Acceptance

The Department accepts minor HMA under section 39 -2.02A(4)(e) except for compliance with require ments for the following quality characteristics:

39-2.07B Materials

39-2.07B(1) General

Reserved

39-2.07B(2) Minor Hot Mix Asphalt Mix Design

The Hamburg wheel track and moisture susceptibility requirements do not apply to the mix design for minor HMA.

39-2.07B(3) Asphalt Binder

Reserved

39-2.07B(4) Liquid Antistrip Treatment

Treat minor HMA with liquid antistrip unless you submit AASHTO T 28 3 and California Test 389 test results showing compliance with section 39 -2.02B and dated within 24 months of the submittal.

39-2.07C Construction

Not Used

39-2.07D Payment

Not Used

39-2.08 39-2.20 Reserved

39-3 Existing Asphalt Concrete

39-3.01 General

39-3.01A General

Section 39 -3.01 includes general specifications for performing work on existing asphalt concrete facilities.

39-3.01B Materials

Not Used

39-3.01C Construction

Before removing a portion of an asphalt concrete facility, make a 2 -inch-deep saw cut to a true line along the limits of the removal area.

39-3.01D Payment

Not Used

39-3.02 Replace Asphalt Concrete Surfacing

39-3.02A General

Section 39 -3.02 includes specifications for replacing asphal t concrete surfacing . SECTION 39 ASPHALT CONCRETE

39-3.02B Materials

HMA to be used for replacing asphalt concrete surfacing must comply with Type A HMA as specified in section 39 -2.02. The grade of asphalt binder must be PG 64 -10 or PG 64 -16. Tack coat must comply with section 39 -2.01B(10).

39-3.02C Construction

Where replace asphalt concrete surfacing is shown, remove the full depth of the existing asphalt concrete surfacing and replace with HMA. The Engineer determines the exact limits o f asphalt concrete surfacing to be replaced. Replace asphalt concrete in a lane before the lane is specified to be opened to traffic. Before removing asphalt concrete, outline the replacement area and cut neat lines with a saw or grind to full depth of the existing asphalt concrete. Do not damage asphalt concrete and base remaining in place. If you excavate the base beyond the specified plane, replace it with HMA. Do not use a material transfer vehicle for replacing asphalt concrete surfacing. Before placin g HMA, apply a tack coat as specified in section 39 -2.01C(3)(f). Place HMA using method compaction as specified in section 39 -2.01C(2)(c).

39-3.02D Payment

The payment quantity for replace asphalt concrete surfacing is the volume determined from the dimensions shown.

39-3.03 Remove Asphalt Concrete Dikes

39-3.03A General

Section 39 -3.03 applies to removing asphalt concrete dikes outside the limits of excavation.

39-3.03B Materials

Not Used

39-3.03C Construction

Not Used

39-3.03D Payment

Not Used

39-3.04 Cold Planing Asphalt Concrete Pavement

39-3.04A General

Section 39 -3.04 includes specifications for cold planning asphalt concrete pavement . Cold planning asphalt concrete pavement includes the removal of pavement markers, traffic stripes, and pavement markings within the area of cold planning. Schedule cold planing activities such that the pavement is cold planed, the HMA is placed, and the area is opened to traff ic during the same work shift.

39-3.04B Materials

HMA for temporary tapers must be of the same quality that is used for the HMA overlay or comply with the specifications for minor HMA in section 39 -2.07.

39-3.04C Construction

39-3.04C(1) General

Do not use a heating device to soften the pavement. The cold planing machine must be: SECTION 39 ASPHALT CONCRETE

39-3.04C(2) Grade Control and Surface Smoothness

Install and maintain grade and transverse slope references. You may adjust the planed depth up to ± 0.03 foot from the depth shown to achieve uniform pa vement profile, cross slope, and surface smoothness . The average cold planed depth must be equal to or greater than the depth shown. The final cut must result in a neat and uniform surface. The completed surface of the planed pavement must not vary more th an 0.02 foot when measured with a 12-foot straightedge parallel with the centerline. With the straightedge at right angles to the centerline, the transverse slope of the planed surface must not vary more than 0.03 foot. If you encounter delamination s durin g plan ing operations notify the Engineer immediately. If authoriz ed, adjust the planed depth up to ± 0.05 foot to eliminate delamination s. Authorized work beyond the ± 0.05 foot range or other authorized mitigation work is change order work. Where lanes ar e open to traffic, the drop -off of between adjacent lanes must not be more than 0.15 foot.

39-3.04C(3) Planed Material

Remove cold planed material concurrently with planing activities such that the removal does not lag more than 50 feet behind the planer.

39-3.04C(4) Temporary HMA Tapers

If a drop -off between the existing pavement and the planed area at transverse joints cannot be avoided before opening to traffic, construct a temporary HMA taper. Completely remove temporary tapers before placing permanen t surfacing.

39-3.04D Payment

Not Used

39-3.05 Remove Base and Surfacing

39-3.05A General

Section 39 -3.05 includes specifications for removing base and asphalt concrete surfacing .

39-3.05B Materials

Not Used SECTION 39 ASPHALT CONCRETE

39-3.05C Construction

Where base and surfacing are described to be removed, remove base and surfacing to a depth of at least 6 inches below the grade of the existing surfacing. Backfill resulting holes and depressions with embankment material under sectio n 19.

39-3.05D Payment

The payment quantity for remove base and surfacing is the volume determined from the dimensions shown.

39-3.06 39-3.08 Reserved