405SUPERPAVE® HOT MIX ASPHALT

405

405.01Description

Construct 1 or more courses of Superpave hot mix asphalt (HMA) plant mix, including leveling courses if applicable, on a prepared surface. References in this section also apply to warm mix asphalt (WMA).

405.02Materials

Provide materials as specified in: Hydrated Lime .......................................................................................................................... 720.06 Recycled Asphalt Pavement (RAP) ......................................................................................... 720.07 Test materials in accordance with the following applicable standard methods: Particle Size Distribution of Aggregate ............................................................ FOP for AASHTO T 27 With Materials Finer than 75um (No. 200) Sieve in Mineral Aggregate by Washing ........................................................................ FOP for AASHTO T 11 Method A or B Mechanical Analysis of Extracted Aggregate ................................................... FOP for AASHTO T 30 Preparing and Determining the Density of Hot Mix Asphalt (HMA) Specimens by Means of the Superpave Gyratory Compactor. ...................... FOP for AASHTO T 312 Superpave Volumetric Design for Hot Mix Asphalt (HMA) ............................................ AASHTO R 35 Determining the Percentage of Fracture in Coarse Aggregate ................................................................... FOP for AASHTO T 335 Method 1 Percent Air Voids in Compacted Dense and Open Bituminous Paving Mixtures ................................................................. AASHTO T 269 Theoretical Ma ximum Specific Gravity and Density of Bituminous Paving Mixtures .................................... FOP for AASHTO T 209 Bowl Method Bulk Specific Gravity of Compacted Bituminous Mixtures Using Saturated Surface Dry Specimens ........................ FOP for AASHTO T 166 Method A Pavement Straightedge Procedures .................................................................................. I daho IR 87 In-Place Density of Asphalt Mixtures by Nuclear Methods ............................ FOP for AASHTO T 355 Backscatter mode Sampling Asphalt Mixtures after Compaction (Obtaining Cores) ......................................................... FOP for AASHTO R 67 Determining Volume of Liquids in Horizontal or Vertical Storage Tanks ........................... Idaho IT 120 405

Standard Practice for Operating Inertial Profilers and Evaluating Pavement Profiles ................................................................................ AASHTO R 57 Determining the Asphalt Binder Content of Hot Mix Asphalt (HMA) by the Ignition Method ................................... FOP for AASHTO T 308 Samp ling Asphalt Mixtures ........................................................................................... AASHTO R 97 (See QA Manual Section 270 for sampling method) Reducing Samples of Hot Mix Asphalt to Testing Size .................................... FOP for AASHTO R 47 Moisture Content of Hot Mix Asphalt (HMA) by Oven Method ....................... FOP for AASHTO T 329 Plastic Fines in Graded Aggregate and Soils by Use of the Sand Equivalent Test.............................................................................. FOP for AASHTO T 176 Alternate Method #2, Mechanical, Pre-wet Standard Method of Test for Compressive Strength of Hot Mix Asphalt ............................................................ AASHTO T 167 Standard Test Method for Effect of Water on Compressive Strength of Compacted Bituminous Mixtures (Immersion -Compression) ............................... ASTM D1075 (Replace ASTM D1074 and ASTM D2726 with AASHTO T 167 and AASHTO T 166) Resistance of Compacted Asphalt Mixtures to Moisture -Induced Damage ................. AASHTO T 283 Uncompacted Void Content of Fine Aggregate, Method A .......................................... AASHTO T 304 Mixture Conditioning of Hot-Mix Asphalt (HMA) ............................................................ AASH TO R 30 Sampling Asphalt Materials ............................................................................. FOP for AASHTO R 66 Determining Rutting Susceptibility of Asphalt Pavement Mixture Using the Asphalt Pavement Analyzer (APA) ........................................... AASHTO T 340 Superpave Volumetric Mix Design ............................................................................. AASHTO M 323 Evaluation of the Superpave Gyratory Compactor (SGC) Internal angle of Gyration Using Simulated Loading ............................................. AASHTO T 344 Standard Te st Method for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate ......................... I daho FOP for ASTM D4791 (ratio of length to thickness equal to or greater than 5:1) Bulk Specifi c Gravity and Density of Compacted Asphalt Mixtures Using Automatic Vacuum Sealing Method ............................................................ AASHTO T 331 Standard Practice for Rapid Drying of Compacted Asphalt Specimens Using Vacuum Drying Apparatus ............................................ AASHTO R 79 405

Bituminous Paving Mixtures Using Automatic Vacuum Sealing Method .................. ASTM D6857 Specific Gravity and Absorption of Aggregate Using Automatic Vacuum Sealing Method ................................................................. Idaho IT 144 Quantitative Extraction of Bitumen from Bituminous Paving Mixtures .......................... AASHTO T 164 Quantitative Extraction and Recovery of Asphalt Binder from Asphalt Mixtures ................................................................................................... AASHTO T 319 Lime for Asphalt Mixtures ............................................................................................ AASHTO T 303 Determination of Recycled Asphalt Pavement (RAP) Aggregate Dry Bulk Specific Gravity (Gsb) ................................................................. Idaho IT 146 Standard Test Method for Automated Extraction of Asphalt Binder From Asphalt Mixtures (Asphalt AnalyzerTM) ........................................................... ASTM D8159 Standard Method of Test for Determination of Cracking Tolerance Index of Asphalt Mixture Using the Indirect Tensile Cracking Test at Intermediate Temperature ................................................ ASTM D8225 Hamburg Wheel -Track Testing of Compacted Hot Mix Asphalt (HMA) ....................... AASHTO T 324 Stratified Random Sampling ........................................................................................... Idaho IR 148 Superpave Mix Design .................................................................................................... Idaho IR 150 Superpave Mix Design Evaluation ................................................................................... Idaho IR 151 HMA Quality Control Plan Development and Implementation .......................................... Idaho IR 152 Split Sample Comparison ................................................................................................ Idaho IR 153 Nuclear Density Gauge Correlation ................................................................................. Idaho IR 154 Procedures for Checking Asphalt Drum Mix Plant Calibratio ns ....................................... Idaho IR 155 Method for Determining Rolling Gmm .......................................................................................................................... Idaho IR 156 NCAT Correction Factor ...................................................................................................... Idaho IR 157 Evaluation and Approval of HMA Plants .......................................................................... Idaho IR 160

Provide Superpave HMA composed of a combination of aggregate, approved additives, mineral filler (if required), RAP (if used), WMA additives or process (if used), and performance graded (PG) asphalt binder material. Provide a job mix formula (JMF) reported on ITD -0774 and a Superpave HMA pavement as specified and meeting the requirements in this section, 703, and 720. 405

Mixture Type SP 2 (50 gyrations) SP 3 (75 gyrations) SP 5 (100 gyrations) Design ESALs (a) (millions) < 1 1 < 10 ≥ 10 Gyratory Compaction Gyrations for Nini Gyrations for Ndes Gyrations for Nmax 50 75 75 115 100 160 Relative Density, % Gmm @ Nini ≤ 90.5 ≤ 89.0 ≤ 89.0 Relative Density, % Gmm @ Ndes 96.0 96.0 96.0 Relative Density, % Gmm @ Nmax ≤ 98.0 ≤ 98.0 ≤ 98.0 Air Voids, % Pa 4.0 4.0 4.0 Dust Proportion Range (b) 0.6 – 1.4 0.6 – 1.4 0.6 – 1.4 Voids Filled with Asphalt (VFA) Range, % 1½” 1” ¾” ½” 3/8” #4 64 – 80 65 – 78 65 – 78 65 – 78 65 – 78 67 – 79 64 – 75 65 – 75 65 – 75 65 – 75 73 – 76 67 – 77 64 – 75 65 – 75 65 – 75 65 – 75 73 – 76 67 – 77 Rut Depth, mm (c) ≤ 10.0 mm ≤ 10.0 mm ≤ 10.0 mm Stripping, passes (d) 12,500 15,000 15,000 Crackin g Test, IDEAL -CTIndex (e) 80 (index value) 80 (index value) 80 (index value)

design life of the roadway, determine the design ESALs for 20 years.

and SP 5 mixes. For coarse graded 3/8, ½, and ¾ inch nominal maximum size mixtures, the dust proportion is 0.6 –

1.5(Fine and coarse graded mixtures are defined in 703.05)

design.

mix design.

only be used for information.

Approved SP 3 mixes may be substituted for SP 2 mixes. Use the binder content corresponding to 3.5 percent air voids. Adjust the SP 3 mix binder content by selecting the binder content that achieves 3.5 percent air voids at 75 gyrati ons from the binder content versus air voids graph of the approved mix design and target this binder content in the C -JMF. The SP 3 mix will be tested during production and accepted as an SP 2 mix 405

used. Use a QPL anti-stripping additive, if needed. Determine the amount of liquid anti-stripping additive or lime required by performing AASHTO T 324 during the mix design development.

temperature of 275 °F or less using QPL WMA additives or processes. WMA is allowed for use. QPL WMA additives or processes may be used to facilitate mixing and compaction of HMA produced at target discharge temperatures above 275 °F; however, such mixtures will not be defined as WMA. Use additives or processes from the QPL. Follow the supplier’s or the manufacturer’s written instructions for additives and processes when producing WMA mixtures. Use equipment and WMA technologies capable of producing an asphalt mixture that meet specifications and is workable at the minimum placement and compaction temperature desired, regardless of storage or haul distance considerations. Produce Superpave WMA by 1 or a combination of several QPL-approved technologies including chemical, foaming, and organic processes. The Department and the Contractor will prepare Superpave WMA field samples, as recommended by the manufacturer’s representative, for WMA mixture testing .

Provide RAP as specified in 720.07. Produce the mixture as specified in 405. Select the mass of RAP, the type of RAP, and the extent of RAP processing necessary to meet specifications. The Department will not change specifications or the contract unit price if RAP is used in the mi xture. If RAP material is to be used from the project, obtain a representative sample of material for the mix design. The mass of RAP used in Superpave HMA is the mass of asphalt binder, in percent that the RAP contributes to the total mass of binder in the mixture. RAP Binder Percentages and Binder Grade Selection. Determine the percentage of RAP used and the binder grade required to meet the specified PG binder grade. Select t he RAP percentage in the mix by determining the contribution of the RAP binder toward the total binder in the mix, by weight. It may be necessary to use a softer virgin PG binder than is specified to account for the age hardened binder in the RAP . Adjust the binder grade specified to account for the stiffening effect of the aged binder in the RAP resulting in a composite binder meeting requirements. The method for determining the binder grade adjustment in Superpave HMA mixtures incorporating RAP is designated as Level 1 or Level 2 as shown in Table 405.02- 2. Each level has a range of percentages that represent the contribution of the RAP binder toward the total binder, by weight. 405

Level RAP binder by weight of the total binder in the mixture, % Binder Grade Adjustment to account for the stiffness of the asphalt binder in the RAP 1 0 to 17.0 No binder grade adjustment is made.

> 17.0 to 30.0 The selected binder grade adjustment for the binder grade specified on the plans is one grade lower for the high and the low temperatures designated. Or determine the asph alt binder grade adjustment using a blending chart. Note: See AASHTO M 323 for recommended blending chart procedure. Table 405.02- 3 identifies the typical binder grades used and the recommended binder grade adjustments for each binder grade at the RAP level described in Table 405.02- 2. If the binder grade adjustment is not in Table 405.02- 3, use Table 405.02- 2 to determine the binder grade adjustment needed. Table 405.02 -3 – Typical Adjusted Binder Grades Level 2 Level 1 Binder Grade Specified in Contract Adjusted Binder Grade Adjusted Binder Grade 58-28 58-34

No adjustment needed 58-34 No Adjustment Needed 64-28 58-34 64-34 58-34 70-28 64-34 76-28 70-34

Use the following equation to determine the percent of RAP by weight of mix: X% = c (a/b) Where: a = optimum asphalt content, percent in mixture to produce 4.0% air voids. b = percent asphalt content in the RAP (from chemical extraction and/or FOP for AASH TO T 308 burn with asphalt binder correlation factor). c = percent of RAP binder by weight of the total binder desired in the mix. X = desired RAP percent by total weight of mix. The following is an example of the calculation: 405

asphalt content and the optimum asphalt content is 5.8%, then: X% = 17% * (5.8/5.1) = 19.3% RAP percent by total weight of mix.

405.03Construction Requirements

The Department will determine the bulk dry specific gravity of aggregate, Gsb, apparent specific gravity of aggregate, G sa, and water absorption (by percent weight of dry aggregate) of the coarse and fine aggregate for each stockpile used in the mixture using AASHTO T 85 and Idaho IT 144. The Department will evaluate the RAP Gsb, if used, by determining the RAP Gse in accordance with Idaho IT 146. The Department will determine the specific gravity of aggregates and RAP at a minimum of once a calendar year for each stockpile.

and the Contractor. The Contractor will sample the aggregate stockpiles and RAP stockpiles to be used in the mix design in accordance with FOP for AASHTO R 90 and reduce in accordance with FOP for AASHTO R 76. Obtain samples from at least 6 distinct locations within each stockpile. When project millings are used, obtain samples of the project millings to be used in the mix design from the sampling location specified in the approved HMA quality control plan. Sample, combine, and reduce the material for each stockpile to the Department’s required material submittal size in the Engineer’s presence. Immediately give possession of the samples to the Engineer.

aggregate) of the coarse and fine aggregate produced during stockpile production.

each RAP stockpile as specified in 720. 405

received. The Engineer will provide the Contractor with an aggregate test report (i.e., ITD -802 form) within 10 business days after receiving the complete submittal package. A Contractor’s representative may be present during the Gsb testing, if requested. Retesting, at the Contractor’s request, will require an additional 15 business days for re- evaluation. Additional materials and additional information may be required from the Contractor. The Contractor may request a retest only if the QC datas ubmitted supports retesting. The Contractor will use the established Gsb in the mix design calculation, the mix design report, and for production paving testing . The Engineer will use the established Gsb and Gsa during the mix design submittal evaluation, acceptance test strip testing , production acceptance testing, and challenge testing. If the G sb changes during production more than 0.030, as determined by the Engineer, the Engineer will notify the Contractor. The Engineer will establish a new G sb and re -evaluate the mix design as specified in 405.03.B. All subsequent mix produced after the Contractor has been notified of the new G sb will use the newly established Gsb. If at any time testing indicates that Gsa is greater than or equal to G se and/or Gse is greater than or equal to G sb (i.e., G sa ≥ G se and/or G se ≥ G sb) is not true, production will be halted and a new G sb will be established in accordance with this section. Following bid award , and before HMA mix design submittal , small areas within the project site may be milled to collect RAP for pre-mix design testing. Perform this work according to a 405.03.C. HMA quality control plan, approved by the Engineer, including the plan and methods to sample and process RAP. At a minimum, for pre-milling the HMA quality control plan will include:

be less than 100 feet long with a maximum of 1 lane wide, unless otherwise approved.

location.

are obtained. After processing, sample for Gsb and asphalt content testing in accordance with the FOP for AASHTO R 90 and 405.03.A.

Develop a Superpave mix design in accordance with Idaho IR 150 to determine the appropriate c ombination of aggregate, approved additives, mineral filler (if required), RAP (if used), WMA additives or process (if used), and performance graded (PG) asphalt binder material meeting the requirements in 405, 703, and 720. The grade of asphalt is specified on the plans. The Contractor may choose to use the specified PG binder (or an adjusted binder as specified in Table 405.02- 3. The Contractor may also “bump” this PG binder with the following restrictions: the selected PG binder may be one grade lower than the low PG grade temperature. A binder may be selected one grade higher than the upper PG grade temperature if it meets the intermediate 405

requirements at no additional cost to the Department. (Examples: A specified PG 58- 28 may be bumped to PG 58 -34. A specified PG 58- 28 binder may be bumped to PG 64- 28 if it meets the G*(sin δ) requirements of the specified binder. A specified PG 58- 28 binder may be bumped to PG 64- 34 if it meets the requirements of the specified binder.)

with Idaho IR 150 a minimum of 5 business days before paving is scheduled to be gin. Email to mixdesigns@ITD.idaho.gov and submit to the Engineer. Only 1 mix design per email notification will be accepted.

Engineer, the Construction and Materials section, and the Central Materials Laboratory will evaluate the mix design in accordance with Idaho IR 151. T he Engineer will provide the Contractor with written approval or rejection of the mix design within 5 business days after receiving the full submittal package.

Department, the Contractor may proceed with acceptance test strip placement using the JMF from the approved mix design submittal. The mix design will be approved for use for up to 2 calendar years from the date of test strip acceptance.

of rejection. The Contractor will resubmit the mix design as specified in 405.B.2. The Department will re-evaluate the mix design for approval or rejection as specified in 405.B.3.

JMF will be considered expired when one of the following situations occur (but not limited to):

using aggregates and RAP from G sb determination. 405

(HQ lab produced samples), provide data to the Contractor, for information only.

samples and known asphalt content from hand batched blend sheets. The offset will be used to help quantify an asphalt binder quantity to be valued at the asphalt invoice price. If Asphalt Analyzer Offset is greater than 0.2, adjust bin percentages and target gradations as required to meet specifications and resubmit adjustments as an addendum to the mix design for approval within 1 business day. The Contractor may challenge upon request. Must use aggregate/RAP from G sb testing . This challenge stands.

the test strip.

Develop and submit for approval a HMA quality control plan that complies with the requirements of Idaho IR 152, Idaho IR 155, Idaho IR 160, and 106.03.A.2. The Contractor HMA quality control plan must be approved by the Engineer in accordance with 106.03.A.2, Idaho IR 152, Idaho IR 159, Idaho IR 160, and Idaho IR 155 before the material is incorporated into the work/project.

Do not place Superpave HMA on a wet or frozen surface or when weather or surface conditions will otherwise prevent the proper handling or finishing of the Superpave HMA material. Place Superpave HMA as specified in the temperature limitations in Table 405.03- 2. Table 405.03-2 – Air and Surface Temperatur e Limitations Compacted Thickness of Individual Courses Top Course Leveling and Courses Below the Top Course Less than 0.10 foot 60 °F 50 °F 0.10 to 0.18 foot 50 °F 40 °F Greater than 0.18 foot 40 °F 40 °F

Provide a paved surface for travel if the work extends into the winter. Do not start construction on the pavement surface, unless the progress schedule realistically shows the pavement can be replaced or completed within t he temperature limitations listed above.

Use an approved mixing plant that complies with Idaho IR 160 and in accordance with the approved HMA Quality Co ntrol Plan. Meet the requirements of Idaho IR 155, with the exception that the Contractor may 405

documented best practices or in accordance to the manufacturer’s recommendations. The Contractor will provide the calibration documentation (e.g., manufacturer’s recommendation) to the Engineer.

Provide hauli ng equipment in accordance with the approved HMA Quality Control Plan.

Provide a paver that complies with the approved HMA Quality Control Plan.

Immediately before paving, the Contractor, the asphalt supplier, the Engineer, and the Department personnel involved in the paving operation will hold a pre- operational paving meeting to discuss how to achieve the highest quality surface. Establish consistent c uring times and facilitate coordi nation between the QC and the acceptance lab for acceptance lab cure time. Consistent cure times using the laboratory target compaction temperature shown in the mix design must be agreed upon, communicated, and used. Follow a curing protocol for Gmm and Gmb samples. A curing protocol of 3 hours at compaction temperature (+/ - 1 hour maximum), unless field conditions dictate otherwise. If the established cure time cannot be met, agree to a plan at the pre- paving meeting. Cure time begins when truck is loaded. The Engineer will prepare minutes of the pre- operational paving meeting and distribute them to the attendees. The minutes from this meeting will be signed and agreed to by the Engineer and the Contractor. The intent of the pre- paving meeting and agreement is not to make changes to the contract . Contractual changes must be done by change order . Any requests to revise the minutes must be made to the Engineer within 7 business days of receipt. These minutes will constitute the final record of the pre- operational paving meeting.

Note: If a C -JMF has been accepted, this section does not apply because a test strip has already been accepted; continue to 405.03.O. Construct an acceptance test strip of 200 to 750 tons in accordance with Idaho IR 125 using the approved JMF (including offsite test strips). The Department does not require acceptance test strips on small quantity pavement less than 750 tons, nonstructural pavement, or temporary pavement. The Engineer will base acceptance on the requirements in Table 405.03- 4. Do not continue production paving until properties of the acceptance tes t strip are accepted and a C -JMF has been established as specified in

The Contractor may elect to perform an offsite mix verification of the JMF. Do not use Department -owned or controlled sources for offsite testing.

Superpave HMA mix samples, core samples, and cold feed samples to perform acceptance testing. T ime will begin when all the required samples and associated paperwork needed to perform the specified testing are in the Engineer’s possession.

testing for the acceptance test strip. 405

properties as specified in Table 405.03- 4 to establish the upper specification limit (USL) and lower specification limit (LSL) for quality level analysis.

125. The Engineer will work in collaboration with the Central Materials Lab and the Construction & Materials Secti on in evaluation of the acceptance test strip per Idaho IR 125. Test Strip approval will come from the Engineer. The Resident Engineer has the immediate charge of the engineering details of the work and has direct supervision of contract administration as described in Section 105.09.

the gradation requirements. 405

Quality Characteristic Test Strip Mix Tolerance VMA, % 703.05 minimum value Laboratory Air Voids, % 4.0 ± 1.5

Asphalt Binder Content, % If AAO > 0.3, JMF ± 0.40 If AAO ≤ 0.30, JMF ± 0.40 + AAO Dust Proportion (DP) Table 405.02-1 range ± 0.10 VFA, % Table 405.02-1 range ± 5 No. 4 and larger sieves, % JMF value ± 6.0 (a) No. 8 to No. 30 sieves, % JMF value ± 5.0 (a) No. 50 to No. 100 sieves, % JMF value ± 4.0 (a) No. 200 and smaller sieves, % JMF value ± 2.0 (a) Gmm JMF value at Pb ± 0.012 (d) Gse JMF value ± 0.012 (d) Mainline Density, % Compaction 92.0 – 100.0 Rut Depth, mm (b) 10.0 mm maximum (d) Stripping, passes (c) 12,500/15,000 (d) Crac king Test, IDEAL -CTIndex 80 (index value) (d)

specified in 703.05.

If the acceptance test strip is considered acceptable based on Idaho IR 125, the Contractor may proceed to production paving once a C -JMF is established as specified in 405.03.K. If the acceptance test strip is not considered acceptable based on 106.03.B. for any quality characteristic, the Contractor will not be allowed to proceed with production paving. The Engineer will reject an unacceptable test section for SP 3 and SP 5 mixtures and require removal. The Department will not pay for the removal or the applicable con tract pay item quantities. An unacceptable test section for an SP 2 mixture will be subject to rejection. If the Engineer determines the failed SP 2 test section may remain in place, the Contractor may leave the test section in place with a 50 percent reduction in price or remove the failed material and replace it with acceptable material and receive full payment. Remove the failed SP 2 test section if rejected. The Department will not pay for removal or for the applicable contract pay item quantities. 405

design to meet specifications. Place a new acceptance tests trip at no additional cost to the Department. If the Contractor’s testing determines the test strip fails and the Contractor chooses to proceed with another test strip before receiving the Engineer’ s results, the Engineer will complete testing of the test strip in question and report the results before accepting material from the next test strip for evaluation. PWL will be used to evaluate the test strip. The test strip will be paid at a 1.0 pay factor for a PWL greater than 40. If any quality characteristic, except G mm or G se, has a PWL less than 40, the asphalt mix will be rejected (i.e., G mm or Gse with a PWL less than 40, will not be rejected but the cause will be evaluated by the Engineer). Plant settings may differ from the JMF or C -JMF in an effort to match actual plant output to the JMF or C-JMF.

The Contractor or the Engineer may request split sample comparison testing at any time during the project. The split sample comparison will be performed using Idaho IR 153.

before production.

Once a JMF is confirmed at accep tance test strip, the Contractor will establish an initial C-JMF.

characteristics. If a lot is currentl y in progress, the adjustment will go into effect at the beginning of the next lot.

JMF. Provide a detailed description of how these adjustments will be made and what quality characteristics will be affected. The Engineer will be notified within 24 hours of adjustments and descriptions.

405

Table 405.03-5 – C- JMF Adjustment Limit Table Parameter Adjustment No. 4 (4.75 mm) and greater ± 3% from JMF No. 8 (2.36 mm) ± 2% from JMF No. 100 to No. 30 (0.600 mm) ± 2% from JMF No. 200 (0.075 mm) ± 0.3% from JMF Asphalt Content ± 0.2% from JMF Gmm ± 0.010 from C- JMF (c) Gse ± 0.010 from C- JMF (c) Individual Cold Feed Percentage for Aggregate ± 10.0% from JMF (a) (d) Cold Feed Percentage for RAP - 10.0% from JMF (b) (d)

listed on the JMF, however no aggregate listed on the JMF will be eliminated.

JMF and must not exceed the percentage of RAP approved in the JMF or for the specific application under any circumstances.

product must have a new correction factor established in accordance with IR 157.

can be requested, but these adjustments are considered significant adjustments and will require the Contractor to document any differences in the asphalt plant settings necessary to achieve the designed asphalt plant output as documented by acceptance test results. Thus, additional supporting documentation and justification must be submitted and how these adjustments will effect on the quality characteristics of the asphalt mix. Adjustments and descriptions must be submitted for the Engineer’s prior approval and the Engineer will hav e 1 business day after the date the request was submitted.

Use the C-JMF to establish target values and control limits when producing control charts during production paving.

Apply an asphalt tack coat as specified in 402 to the following surfaces:

405

spray a thin, uniform tack coat of asphalt before placing pavement against the surfaces.

placed against previously laid material.

Befor e production milling, obtain approval for Superpave HMA mix design(s). Milling, coring, or sampling for preliminary sample collection will be allowed for mix design development in accordance with the QCP. The Contractor may request to continue production paving in accordance with the C -JMF after the acceptance test strip (Lot 1) is approved. Superpave HMA paving acce ptance during production is based on the requirements in Table 405.03- 6. The production paving lot (Lot 2) following the accepted test strip will be based on Table 405.03- 4 except the gradation requirements. The Contractor will produce and place mix in accordance with the approved QCP. If aggregate or asphalt binder sources change from the approved mix design, develop a new mix design as specified in 405.03.B. at no additional cost to the Department. If the Gsb changes during production more than 0.030, the Engineer may establish a new G sb and re- evaluate the mix design.

6. The Contractor may elect to remo ve defective material and replace it with new material

on a lot basis, at no additional cost to the Department to ensure conformance to the C -JMF.

the Engineer will require the Contractor to stop production and/or delivery until a corrective action plan can be developed and implemented to remedy the non-conformance. Submit the corrective action plan to the Engineer before resuming work.

consecutive lots, the C-JMF, mix design, and associated JMF will be considered expired as defined in 405.03.B.2. The Engineer will require a new mix design to meet the specificati ons in

.B. at no additional cost to the Department

If aggregate or asphalt binder sources change from the approved mix design, develop a new mix design to meet the specifications in 405.03.B. at no additional cost to the Department.

analysis calculations, acceptance , and payment . The Engineer will apply the tolerances to the properties as specified in Table 405.03 -6 to establish the upper specification limit (USL) and lower specification limit (LSL) for quality level analysis.

acceptance as specified in 106.03.B using the quality characteristics specified in Table 405.03 -6. 405

Mix Quality Characteristic Limits SP 2 Mixture No. 4 sieve and larger sieves, % C-JMF value ± 5.0 (a) No. 8 to No. 30 sieves, % C-JMF value ± 4.0 (a) No. 50 to No. 100 sieves, % C-JMF value ± 3.0 (a) No. 200 sieve and smaller sieves, % C-JMF value ± 1.5 (a) Asphalt Binder Content, % C-JMF value ± 0.3 SP 3 and SP 5 Mixtures Laboratory Air Voids, % Ndesign SP 3: 2.5 – 5.0% SP 5: 2.8 – 5.0% VMA, % Ndesign 703.05 minimum value Dust Proportion Table 405.02 -1Range Gse (f) C-JMF value ± 0.012 (g) Gmm (e, f) C-JMFvalue@ Pb± 0.012 (g) Rut Depth, mm 10.0 maximum (b, c) Stripping, passes 12,500/15,000 (b, d) Cracking Test, IDEAL -CTIndex 80 (index value)(b) Roadway Quality Characteristic Limits Mainline Density, % Compaction 92.0 –100.0

requirements to limit test result variability.

Gse will be monitored for information only and, if the PWL is less than 40, the Engineer and the Contractor will review the data and take appropriate action (e.g., review plant settings, review test results). There will be no deduction f or a low PWL based on Gmm or Gse.

Place the mixture on an approved surface. Use pavers to distribute the mixture over the entire width or over a partial width as practical. Do not extend partial width paving beyond one day’s production. Minimum lift thickness will be no less than 3.5 times nominal maximum aggregate size (NMAS) of the mix design. Use pavement marking tape to temporarily mark roadway centerline on pavements being used by traffic as specified in 626.03. 405

The Engineer will allow an 18 -inch-wide shoe for depths 0.2 foot or less on initial pavement placement . The shoe must be 24 inches wide for depths greater than 0.2 foot. The shoe must be 24 inches wide on pavement overlays. Meet -lines must be within 1 foot of lane lines or within 1 foot of center of lanes. Meet -lines are not allowed within a wheel path. Ensure transverse and longitudinal joints are smooth and match the adjacent surfaces.

Compact the pavement to a density between 92.0 percent and 100.0 percent of maxim um theoretical density for SP 2, SP 3, and SP 5 asphalt mixes. Determine G mm using Idaho IR156. Following acceptance test strip approval or C -JMF approval, pavement density testing for acceptance will be performed by the Department using a nuclear density gauge with the readings corrected by cores in accordance with AASHTO T 355. The G mm for determ ining the percent compaction will be determined using a rolling , consecutive 2- lot average (i.e., the most recent 2 completed lots) of the Department’s acceptance test results. For the first lot of production paving, the test strip’s Gmm corresponding to the C -JMF is used for determining the percent compaction. The Contractor is responsible for quality con trol testing. Density Gauge Correlation. When nuclear density gauges are used for acceptance , the Engineer will correlate the gauges in accordance with Idaho IR 154. A new gauge correlation will be established for each mix design , each paving lift, each paving lift thickness, and each underlying mat erial (e.g., ¾” base, CRABs, 0.25’ underlying lift of HMA). Repair holes left in the pavement by the coring operation with non-shrink grout at no additional cost to the Department. Do not begin coring until repair methods and materials have been approved.

Do not roll over the unprotected end of freshly laid mixture. Form transverse joints by cutting back on the previous run to expose a vertical edge the full depth of the course. Slope the cold transverse construction joints open to public traffic at 20H:1V. Remove the sloped surface

specified in 405.03.S. Construct end transitions between overlays and the adjoining pavement by milling a wedge out of the adjoining pavement, starting at the surface and continuing into the adjoining pavement on a 200H:1V slope or flatter until a vertical edge equal to 0.15 foot or the depth of overlay is reached. Transitions to ramps and crossroads are transverse joints . The milled wedge is a transverse joint when the adjoinin g pavement is concrete . Mill the wedge from the pavement to be overlaid, with the vertical edge against the concrete, when the adjoining pavement is concrete. Taper transitions between overlays and approaches to form a smooth transition while maintaining drainage. Provide a positive bond, density, and a finish surface to the new mixture at longitudinal joints that is equal to the mixture against which it is place d. The Engineer may take density tests at longitudinal joints to ensure the integrity of material in the joint area. Locate the longitudinal joint in the top course at the centerline of the traveled way if the roadway is two lanes wide or at the lane lines if the roadway is more than 2 lanes wide. On the lower courses, stagger the longitudinal joint and offset it 6 inches to 1 foot from the centerline of the traveled way if the roadway is 2 405

across a longitudinal joint with the transverse slope shown on typical sections. Test joints , except crowns, for smoothness in accordance with Idaho IR 87. Use an approved 10-foot straightedge. Complete the test and necessary corrections before the material temperature drops below 175 °F. Place longitudinal joints straight and true. Use approved methods to bring back to straight and true unacceptable deviations. Make adjustments as needed to achieve the specified results. Obtain approval for Superpave HMA mix design(s) before the start of milling operations.

Place miscellaneous Superpave HMA pavement in irregular areas (e.g., raised or depressed medians, gores, tapers, radii (excluding approach radii), tapered paving for guardrail terminal widening). Include areas that taper from 0 to 8 feet maximum width and gore areas from roadway shoulders to termini in this work. Do not include pavement widening for installation of guardrail in this work.

Small quantities will be accepted in accordance with the QA Manual 270.XX. When an acceptance test strip is not required as per 405.03.I, the Department will base acceptance for pavement density on the density of cores taken from the finished pavement. Obtain 5 randomly located core samples in accordance with the FOP for AASHTO R 67 from the compacted Superpave HMA in the Engineer’s presence. The Engineer wil l determine the random core locations. Immediately submit the cores for testing. The Department will determine the density of the cores the FOP for AASHTO T 166 Method A or AASHTO T 331. In addition, obtain 3 randomly located mix samples during HMA placement , in the Engineer’s presence, and immediately submit samples for testing. Obtain the samples in accordance with the AASHTO R 97 (see the QASP Table

106.031 Note 1.c.). The Engineer will randomly locate the mix samples a nd the Department will test the mix

samples to determine the G mm value in accordance with the FOP for AASHTO T 209 or ASTM D6857. The Department will use the average of the 3 G mm values to compute in- place densi ty of the cores taken for density acceptance. If paving will be performed in different construction seasons (e.g., bridge approaches), obtain 5 additional cores from the compacted Superpave HMA and 3 additional mix samples for density acceptance when pavin g resumes. The Contractor is responsible for quality control testing.

Construct the leveling course of Superpave HMA, with a compacted thickness greater than 0.2 foot, in multiple courses. Place the leveling course on the existing surface in quantities as approved. Use pavers and/or motor graders and a sufficient number of pneumatic tire rollers to adequately place and compact the leveling course to the required cross -section and grade. Use a steel -wheel roller for final rolling if the leveling course is to be used as a wearing course or if a s eal coat is to be applied. When blade laid leveling course is specified, place Superpave HMA in wheel ruts and other surface irregularities. Blade Superpave HMA into the low areas using a motor grader. Normally, 2 passes are required to fill depressions. Follow each pass of the motor grader with a pneumatic tired roller to provide compaction . Position the blade of the motor grader so light contact with the existing pavement surface is maintained. The Contractor may dispose of excess coarse aggregate resulting from placing the blade laid leveling course along the edge of the roadway. 405

crown, super elevation, or rideability. Operate the screed close to the existing pavement surface. The Engineer will accept minor surface tears from this operation. Use pneumatic and vibratory rolling for compaction.

Place pavement complying with Schedule II unless otherwise specified. For Schedule III onl y, perform pre -paving, quality control, and acceptance surface smoothness testing , analyze the results of this testing, and submit the results. Submit pre- paving results. Before paving, submit a plan showing how Schedule III smoothness will be achieved. Perform acceptance testing on the final lift and submit the results before corrective action. Complete acceptance testing within 1 week of paving completion. Perform quality control testing in international roughness index (IRI). Request to use quality control testi ng for acceptance before the start of paving. Submit quality control results by the next business day following placement . If the quality control testing results show surface smoothness is not within the acceptable specification limits, suspend paving operations until it can be shown the steps taken to modify operations will result in acceptable smoothness. Acceptance surface smoothness testing must be verified by the Engineer. The profile run must be witnessed by the Engineer and a preliminary copy of the report submitted immediately after the end of the run. The Engineer will not accept the testing, unless witnessed. Submit the profile data in a format suitable for evaluation using ProVAL or other industry standard software. In addition, each week or as requested by the Engineer, submit to the Engineer an electronic, editable Microsoft Excel spread sheet containing the data produced from the acceptance smoothness testing. Do not perform corrective action until approved. The Engineer may elect to perform additional testing for verification. If the results vary from the Contractor’s IRI results by more than 10 percent, the Engineer will use the Department’s IRI results for acceptance. Measure the finished pavement as follows:

locations that vary more than ¼ inch from the lower edge when the straightedge is laid on finished pavement in a di rection parallel with centerline or perpendicular to centerline. Remove the high points that cause the surface to exceed the ¼ inch tolerance by grinding with equipment specified in Corrective Action below.

the average of the results for each 0.1 mile section to calculate incentive payments and determine sections requiring corrective action. Use Class 1 or Class 2 profilers as defined in ASTM E950. Operate profilers in accordance with the manufacturer’s instructions and AASHTO R 57. Set the profiler as follows:

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Operate the profiler according to the manufacturer’s recommended speed. Calibrate the profiler at the beginning of the work and as needed thereafter. The Department requires the pavement to comply with the following surface smoothness schedule requirements:

on horizontal curves having centerline radius of curve 1,000 feet or more must meet the surface smoothness requirements for the smoothness schedule specified. The Engineer will add consecutive 0.1 mile sections of roadway tested together to obtain the mile section. There will be no overlapping of the 0.1 mile or 1 mile sections to change cumulative test results.

mile. Corrective action required above 95.0 inches per mile per 0.1 mile.

mile. Corrective action required above 95.0 inches per mile per 0.1 mile.

final index must not exceed 80.0 inches per mile per 0.1 mile. ii. For sections with a pre-paving IRI of 160.0 inches per mile per 0.1 mile or greater, use the smoother of either:

is required above the target IRI.

centerline radius of curve of less than 1,000 feet and pavement within the super elevation transition of such curves, or pavement with a longitudinal grade greater than 6.5 percent from incentive/disincentive payments. Meet the corrective action requirements for the smoothness schedule specified.

apply profile smoothness tolerances and incentive/disincentive payments to the following:

deck , an approach slab, or an existing pavement not constructed under the contract .

Smoothness acceptance for these areas will be as specified with straightedge requirements. 405

Use power -driven grinding equipment that is specifically designed to smooth portland cement concrete pavement with diamond blades. Use a machine with an effective wheelbase at least 12 feet and a cutting width of at least 3 feet. Restrict the machine forward speed to 5 feet per minute while milling. Prov ide grinding equipment of a shape and dimension that does not encroach on traffic movement. Grind parallel to centerline. Extend adjacent grinder passes, within ground area, to produce a neat rectangular area having a uniform surface appearance. Make smoot hly feathered transitions at transverse boundaries between ground and unground areas. Apply a fog coat to the ground pavement surface as specified in 408 after grinding has been completed. Grind individual high points in excess of 0.3 inch within 25 feet or less, as determined by the California Profilograph simulation, until such high points do not exceed 0.3 inch. After individual high point grinding has been completed, perform additional grinding in sections requiring cor rective action to reduce the IRI to a maximum of 80.0 inches per mile per 0.1 mile section along lines parallel with the pavement edge. Individual low points are areas in excess of 0.3 inch within 25 feet or less, as determined by the California Profilograph simulation. Low points will be subject to rejection and replacement at no cost to the Department. Under these circumst ances, the Engineer’s decision whether to accept the completed pavement or to r equire corrections is final. Check the pavement for smoothness after grinding as specified in this subsection and make additional corrections necessary to achieve smoothness. Submit a report and graph showing compliance of the final surfac e to the smoothness requirements. The Department will not pay for the cost of grinding, milling or related work (e.g., fog coat ), disposal of milled material, traffic control, flagging, profiling, surface repair of ground or milled areas, or temporary striping. Surface Smoothness Deductions, Incentives, and Disincentives:

If correction of the roadway as specified will not produce satisfactory smoothness results or it reduces pavement thicknesses and serviceability, the Engineer may accept the completed pavement and will deduct from monies due or may become due to the Contractor the sum of $500.00 for each individual high point exceeding ¼ inch tolerance or $3,000.00 for each 0.1 mile section. $500.00 per individual low point exceeding ¼ inch tolerance will be deducted from monies due or may become due to the Contractor. Low points exceeding ½ inch will be subject to rejection and replacement at no cost to the Department. Under these circumstances, the Engineer’s decision whether to accept the completed pavement or to require corrections is final.

For each evaluation section, the Contractor is entitled to a payment adjustment excluding acceptance test strips and Schedule II I surface smoothness work. An evaluation section is defined as a 0.1 mile per traffic lane or fraction as applicable. The Department will not pay an incentive for pavement on the roadway shoulders, center turn lanes, turn bays, crossovers, tapers, or other miscellaneous pavement . The Department will pay incentive as specified in Table 405.03- 7. 405

course of paving. Table 405.05-1 – IRI Initia l Index inches per mile per 0.1 mile section Payment $ per 0.1 mi Schedule I Schedule II $500.00 40.4 or less 45.4 or less $300.00 40.5 to 50.4 45.5 to 60.4 $100.00 50.5 to 60.4 60.5 to 70.4 $0.00 60.5 to 70.4 70.5 to 80.4 -$100.00 70.5 to 75.4 80.5 to 85.4 -$300.00 75.5 to 85.4 85.5 to 95.4 -$500.00 85.5 to 95.4 — -$500.00 and corrective action 95.5 or greater 95.5 or greater -$500.00 and corrective action Individual high points (a) Individual high points (a) -$500.00 and correcti ve action Individual low points (a) Individual low points (a)

monies due or may become due to the Contractor the sum of $500.00 for each individual high point or low point up to a maximum of $3,000.00 for each 0.1 mile section.

The Department will make only 1 incentive payment per evaluation section. An evaluation section r uns consecutively from the point paving begins to the point paving is interrupted (e.g., at bridges, the end of lane paving areas specifically excluded by the specifications). The Department will prorate partial sections based on their perc entage of a full section. The Department will base incentive payments on initial profiles before corrective work on the top course of paving.

405.04Method of Measurement

The Engineer will measure acceptably completed work as follows:

as a method of measurement. The Superpave HMA quantity will be the weight used in the accepted pavement and will include the weight of the aggregate, asphalt , and additives in the mixture.

unless changed by the Engineer. Miscellaneous pavement measurement is in addition to the measurement of asphalt and Superpave HMA material. 405

an approach. Mailbox turnouts adjacent to an approach will be considere d as part of the approach and no separate measurement will be made. Approach measurements are in addition to the measurement of asphalt and Superpave HMA material.

405.05Basis of Payment

Composite mix pay factor will be computed for each lot using the following equation: CPF 405Mix = (0.4×PF AIRVOIDS )+(0.4×PF VMA)+(0.2×PF DP) Where: CPF 405Mix = Composite pay factor for mix quality characteristics. PF AIRVOIDS = Pay factor for air voids. PFVMA = Pay factor for VMA. PFDP = Pay factor for dust proportion. Calcu lation of Composite Incentive /Disincentive . The composite incentive/disincentive dollar amount to be paid or deducted for Superpave plant mix pavement accepted by the Department, excluding plant mix pavement for test strips, small quantity , approaches, and miscellaneous paving not placed with mainline paving, will be computed for each lot using the formula: PA 405 = (CPF 405Mix + 𝑃𝑃𝑃𝑃𝑀𝑀𝑀𝑀𝑀𝑀 − 2 ) × Q i × P Where: PA405 = Pay adjustment for material and main line density in dollars for the lot. CPF 405Mix = Composite pay factor for material characteristics for the lot. PFMLD = Pay factor for main line density for the lot. Q i = Quantity represented by individual lot. P = Contract unit price. Note: The incentive may be a negative amount (i.e., a deduction from the total amount bid for the item). A pay factor of 1.00 will be used for all acceptable Superpave plant mix pavement incorporated into the onsite acceptance test strip for volumetrics. Density pay factor for the Superpave plant mix leveling course will be 1.00. Pay factors for approaches and miscellaneous paving not placed with mainline paving will be 1.00. 405

Composite pay factors will be computed for each lot using the following equations: CPF 405 = (0.3×PF AC)+(0.3×PF AGG)+(0.4×PF MLD) Where: CPF 405 = Composite pay factor for mix quality characteristics. PFAC = Pay factor for asphalt content. PFAGG = Pay factor for plant mix aggregate. PFMLD = Pay factor for main line density. Calculation of Composite Incentive /Disincentive . The composite incentive/disincentive dollar amount to be paid or deducted for Superpave plant mix pavement accepted by the Department, excluding plant mix pavement for test strips, small quantity , approaches, and miscellaneous paving not placed with mainline paving, will be computed for each lot using the formula: PA 405 = (CPF 405 − 1)× Qi × P Where: PA405 = Pay adjustment for material and main line density in dollars for the lot. CPF 405 = Composite pay factor for material characteristics for the lot. Qi = Quantity represented by individual lot. P = Contract unit price. Note: The incentive may be a negative amount (i.e., a deduction from the total amount bid for the item). Density pay factor for the Superpave plant mix leveling course will be 1.00. Pay factors for approaches and miscellaneous paving not placed with mainline paving will be 1.00. A pay factor of 1.00 will be used for calculating a pay factor for all acceptable Superpave plant mix pavement incorporated into an onsite acceptance test strip for volumetrics.

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Pay Item Pay Unit Superpave HMA Pavement Class SP ..................................................... Ton Superpave HMA Pavement , including asphalt and additives Class SP ................................................................................................. Ton Leveling Course Class SP ...................................................................... Ton Leveling Course, including asphalt and additives, Class SP .................... Ton ______ Asphalt Binder for Superpave HMA Pavement ........................... Ton ______ Percent Anti-stripping Additive for Superpave HMA Pavement .. TOA Miscellaneous Pavement ........................................................................ SY Approaches ............................................................................................. Each Wedge Milling ......................................................................... ................... SY The cost to produce the required aggregate in each stockpile to accommodate blends is incidental and included in the contract unit price for the Superpave HMA contract pay item. When Superpave HMA includes RAP, in any proportion, the Department will not include the asphalt binder contributed by the RAP in the quantity for asphalt and additives when asphalt and additives are paid for separately.

The offset between 3 extractor samples and the known AC from hand batched blend sheets will be used to quantify an Asphalt Analyzer Offset binder quantity (offset) to be valued at asphalt invoice prices, Payment B. Payment B will be calculated for each accepted lot throughout project including the test strip if plant printouts for that lot indicate additional liquid binder was used from design. For any lot that plant printouts do not indicate equal or additional total binder and liquid binder was used compared to the JMF, no Payment B will be made. The Department may verify plant calibrations at any time.

All work and maintenance associated with the pre-mix design RAP sampling is incidental . 406

406.01Description

Construct 1 or more courses of road mix pavement on a prepared base or road surface.

406.02Materials

Provide asphalt of the type and grade specified. Provide asphalt and anti -stripping additive as specified in 702 , if required. The Engineer will accept the asphalt at the point of delivery. Provide aggregate as specified in 703 . The Engineer will accept the aggregate at the point of delivery from Contractor -provided sources or the crushing plant from designated sources.

406.03Construction Requirements

Do not apply asphalt if sur face or weather conditions prevent proper construction. Do not construct road mix pavement before May 15 or after September 15.

Provide scarifying, mixing, spreading, finishing, and compacting equipment, an asphalt distributor, and equipment for heating the asphalt. Ensure the distributor is designed, equipped, maintained, and operated so asphalt can be applied uniformly on variable widths of surface at readily determined and controlled rates with un iform pressure. Provide distributor equipment that includes a tachometer, pressure gauges, accurate volume measuring devices or a calibrated tank, and a thermometer for measuring temperatures of tank contents . Equip distributors with a power unit for the pump and full -circulation, vertically adjustable spray bars. Use compaction equipment and/or rolling methods to produce the required compaction without damaging the work.

Uniformly compact the roadbed surface. Keep the prepared base in good condition before placing the bituminous surface course. Leave the prime coat undisturbed for at least 24 hours. Spread bl otter as specified in 402 in an approved quantity to absorb the excess asphalt , if the asphalt does not penetrate and the roadway must be used by traffic. Allow the tack coat to dry until i t is tacky enough to receive the road mix material.

Uniformly spread aggregate on the road by the use of spreader boxes or other approved mechanical spreading devices.