602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-7 Table 602-1: Combined Aggregate Requirements
Nom. Max. Size Mix Designation Percent Retained – Square Mesh Sieves Min. VMA (%) D/B Ratio 11/2" 1" 3/4" 1/2" 3/8" No. 4 No. 8 No. 16 No. 200 SM-4.75A SR-4.75A 0 0
0-2 0-5
0-5 0-10
0-10 40-70
40-7088.0-94.0 88.0-94.0 16.0 16.0 0.9 – 2.0 0.9 – 2.0 SM-9.5A SR-9.5A 0 0
0-2 0-10
0-10 10 min.
10 min.33-53
33-53 90.0-98.0
90.0-98.0 15.0 15.0 0.6 – 1.2 0.6 – 1.2 SM-9.5B SR-9.5B 0 0
0-2 0-10
0-10 10 min.
10 min.53-68
53-68 90.0-98.0
90.0-98.0 15.0 15.0 0.8 – 1.6 0.8 – 1.6 SM-9.5T SR-9.5T 0 0
0-2 0-10
0-10 10 min.
10 min.53-68
53-68 90.0-98.0
90.0-98.0 15.0 15.0 0.8 – 1.6 0.8 – 1.6 SM-12.5A SR-12.5A 0 0
0-2 0-10
0-10 10 min.
10 min. 42-61
42-61 90.0-98.0
90.0-98.0 14.0 14.0 0.6 – 1.2 0.6 – 1.2 SM-12.5B SR-12.5B 0 0
0-2 0-10
0-10 10 min.
10 min. 61-72
61-72 90.0-98.0
90.0-98.0 14.0 14.0 0.8 – 1.6 0.8 – 1.6 SM-19A SR-19A 0 0
0-2 0-10
0-10 10 min.
10 min. 51-65
51-65 92.0-98.0
92.0-98.0 13.0 13.0 0.6 – 1.2 0.6 – 1.2 SM-19B SR-19B 0 0
0-2 0-10
0-10 10 min.
10 min. 65-77
65-77 92.0-98.0
92.0-98.0 13.0 13.0 0.8 – 1.6 0.8 – 1.6
1.The requirements for Coarse Aggregate Angularity (CAA) ; Fine Aggregate Angularity (FAA); Sand Equivalent (SE); Gyratory compaction revolutions N ini, Ndes, Nmax, Nini level of compaction and VFA shall be as shown in the Contract Special Provisions for each mix designation.
2.The flat and elongated particles in the combined coar se aggregate shall not exceed 10% for the total sample.
3.The maximum percent moisture in the final mixt ure shall not exceed 0.5 for any mix designation.
4.The target air voids ( Va) for any mix designation shall be 4.0% at N des gyrations.
5.The minimum tensile strength ratio (%TSR ) shall be 80% for any mix designation.
6.The level of compaction of the mix when compacted to N ini gyrations shall be less than the percent of the G mm shown in the Contract Special Provision, and when compacted to N max gyrations shall be a maximum of 98.0% of the G mm. TABLE 602-2: MIX PROPERTIES Property AbbreviationTest Method Additional Information Air Voids V a KT-15 & KT-58 Calculated from G mm and G mb. Run at the P br. Recommended Percent Asphalt Pbr Produce a mix with a V a of 3.5% to 4.5%. Theoretical Maximum Specific Gravity G mm KT-39 Rice Test. Percent Tensile Strength Ratio %TSR KT-56 Run test at P br or at 0.3% to 0.5% less than P br Sand Equivalent SE KT-55 Bulk Specific Gravity of HMA Gmb KT-15 Compacted Mix Property. Percent G mm at N ini and N des and N max %G mm @ N ini %G mm @ N des %G mm @ N maxKT-15 Use G mm value from KT-39. Calculated from Gyratory Compaction height data, G mm, and G mb. Voids in Mineral Aggregate VMA KT-15 & KT-6 Calculated from G mb, G sb, Pb. Voids Filled with Asphalt VFA Calculated from VMA and V a @ N des. Coarse Aggregate Angularity CAA KT-31 Fine Aggregate Angularity FAA KT-50 Formulas for calculations are in the Superpave Volumetric Mixture Design and Analysis Handbook. 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-8 Table 602-3: Mater Ial Submittals
Submittal Quantity Descriptio n Additional Information Aggregate for KT-15 3 Samples Sized for 6 inch Plugs Comply with Job Mix Gradation. Aggregate for KT-39 2 Samples Sized for G mm Testing Comply with Job Mix Gradation. Binder for KT-15 As Needed Sized for 3 Plugs at P br Binder for KT-39 As Needed Sized for 2 G mm Tests Each Aggregate for KT-6 As N eeded Specific Gravity Test Uncompacted HMA Sample 35 lbs Cool sample to room temperature If transported hot and compacted within 2 hours, then requirement to cool sample may be waived by the DME. Gyratory Plugs at N max 2 Plugs Compacted at P br Compacted to N max. TABLE 602-4: TEST DATA SUBMITTALS Submittal Information Asphalt Binder Source, Grade, Specific Gravity, Mixi ng and Compaction Temperature from the Producer of the asphalt binder. Each Aggregate Source and Producer, including Legal Description. Gradation of Each Aggregate Percentage Retained to nearest 1% (e xcept nearest 0.1% for No. 200 sieve) Derive RAP gradation after residual binder is removed. Derive RAS gradation after residual binder is removed or from the Shingle Aggregate Gradation table in SECTION 1103 . Material Proportioning Proportion of each material is shown in percentage of aggregate. Composite Gradation Based on Gradation of Each Aggregate and Material Proportioning. Composite Gradation Plot Plotted on KDOT Form 712 (0.45 power graph paper). Asphalt Binder Added Percentage to nearest 0. 01% based on total weight of the mixture. Aggregate Percentage of flat and elongated particles in the coarse aggregate, CAA and FAA. %TSR Percent Tensile Strength Ratio of the Mixture (Modified Lottman Test). Sand Equivalent SE for the combined virgin aggregates. TABLE 602-5: RAP AND RA S TEST DATA SUBMITTALS Submittal Information RAP and RAS Source and location where RAP will be obtained. Source and location where RAS will be obtained. RAP Aggregate Bulk Specific Gravity (G sb). Use the G sb provided on the Contract Special Provision. If no value is provided, the Effective Specific Gravity (G se) shall be calculated as shown in subsection 5.10.4, Part V and used as the G sb. RAS Aggregate Bulk Specific Gravity (G sb). The Effective Specific Gravity (G se) shall be calculated as shown in subsection 5.10.4, Part V and used as the G sb. Asphalt Binder Content of RAP Asphalt Binder Content of RAS Determined from ignition oven analysis using KT-57. RAP G mm RAS G mm Determined by KT-39. Asphalt Binder Specific Gravity Specific Gravity of the asphalt binder in the RAP and RAS (G b) shall be set equal to 1.035. Corrected Asphalt Binder Content of the total recycled mixture Determined from ignition oven analysis using KT-57. 602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-9 Table 602-6: Mix Design Test Data Submittals
Submittal Information Minimum of 2 Mix Designs As a minimum, 1 mix design at the P br and 1 mix design at 0.3% to 0.5% below the Pbr Gmm Determined at each binder content. Individual and Bulk Specific Gravity Tests Provide results for a minimum of 2 specimens at each binder content. Percent Air Voids Provide % Va in the mixture for each binder content when compacted to N ini, N des and N max gyratory revolutions along with copies of the Gyratory graphs. Percent VMA Provide %VMA at each binder content. (Note: The Contractor is cautioned that plant produced material generally yields a mixture with less VMA than predicted by the design. In such case, the design VM A should be increased above the specified minimum accordingly.) D/B Ratio Calculate to the nearest 0.1% at each binder content.
f.Additives. Provide Warm Mix Asphalt (WMA) add itives or processes that comply with SECTION 1203 . The Contractor is permitted to use WMA, unless otherwise shown in the Contract Documents. For mixes containing Warm Mix Asphalt (WMA) ad ditives, submit for the Engineer’s review and approval, the additive or process used, the recommended rate of application, and the temperature ranges for mixing and compaction. Mixing temperature range is provided by the Asphalt Binder Supplier. When using WMA, the mixing temperature may be reduced no more than 30oF for WMA water foaming processes, and no more than 70oF for WMA chemical and organic additives. The minimum mixing temperature for WMA is 220oF. 602.4 CONSTRUCTION REQUIREMENTS
a.Plant Operation. Adjust all plant operations to operate continuously.
1.Preparation of the Asphalt Bi nder. Heat the asphalt binder to within a range as specified in SECTION 601. When heating the asphalt binder to the specified temperat ure, avoid local overheating. At all times, provide a continuous supply of the as phalt binder to the mixer at a uniform temp erature. Asphalt binder received from the refinery at temperatures less than 37 5°F may be used as received, if the requirements regardin g the reheating of asphalt binder in SECTION 601 are met.
a.Commingling of Asphalt Binders. Do not a dd or commingle asphalt binders from 2 or more sources into a storage tank. If this occurs, th e contents of the storage tank are considered contaminated. Do not use the contents of the st orage tank on the project, except as follows: It is permissible, at the Contractor’s option, to thoroughly mix the contents of the tank and request sampling of the mixture. Submit the sample to the MRC for testing. Do not use the asphalt binder until approved, and when needed, a new mix design evaluation is completed. (b) Asphalt Binder Sources. Before changing as phalt binder sources on a project, obtain approval from the DME. A new JMF may be required.
c.Anti-Strip Additives. If liquid anti-strip additives are added at the Contractor’s plant, install a “totalizer” to monitor the quantity of anti-strip additive being added. The Engineer may approve alternative methods for including anti- strip additives in a batch plant. If added at the plant, the anti- strip will be added in line with the asphalt binder as it is being transferred from the transit unit to the asphalt binder storage tank. Provide a method for the Engineer to monitor the percent of additive being added. If hydrated lime is added, mix it in an approved pug mill to coat the combined aggregates. Moisten the combined virgin aggregate to a minimum of 3% above the saturated surface dry condition prior to, or during the addition of the hydrated lime.
d.WMA Additives. If WMA additives are added at the Contractor’s plant, install a “totalizer” to monitor the quantity of WMA additive being added. The Engineer may approve alternative methods for including chemic al and organic WMA additives in a batch plant. If added at the plant, chemical and organic WMA additives will be added in line with the asphalt binder as it is being transferred from the transit unit to the asphalt binder storage tank. Provide a method for the Engineer to monitor the percent of additive being added.
Source: Kansas Standard Specifications for State Road and Bridge Construction, 2015 Edition. Pages 244–246 of 978.