602 - HOT MIX ASPHALT (HMA) CONSTRUCTION (Quality Control/Quality Assurance (QC/QA))
600-6 Mixes may use any combination of aggregate and mineral filler supplements complying with the applicable
requirements in TABLES 1103-1 and 1103-2 . Provide materials with less than 0.5% moisture in the final mixture. The maximum quantity of crushed steel slag used in the mix is 50% of the total aggregate weight. For all mixes used on the traveled way, the maximum quantity of natural sand is 35%. Natural sand shall be called SSG-1, SSG-2, etc. in the mix design. Additional requirements for SM-9.5T and SR-9.5T: Traveled way mixes shall include a minimum of 40% primary aggregate based on total aggregate weight; A minimum of 50% of the plus No. 4 mesh sieve ma terial in the mixture shall be from the primary aggregate; A minimum of 45% of the plus No. 8 mesh sieve ma terial in the mixture shall be from the primary aggregate; and Primary aggregates are designated as CS-1 (excludi ng limestone), CS-2 (excluding limestone), CG, CH-1 and CSSL as described in subsection 1103.2a.(1) . Primary aggregate requ irements do not apply to the mixture used on the shoulder.
e.Contractor Trial Mix Design. A minimum of 10 working days before the start of HMA production, submit in writing to the DME for review and approval, a proposed JMF for each combin ation of aggregates. For each JMF submitted, include test data to demonstrate that mixtures comply ing with each proposed JMF shall have properties specified in TABLE 602-1 for the designated mix type at the Recommended Percent Asphalt (P br). Submit the proposed JMF on forms provided by KDOT. Submit the worksheets used in the design process to include at a minimum the mix properties listed in TABLE 602-2 . Contact the DME to determine if additional information should be submitted. Provide sufficient material as identified in TABLE 602-3 . Contact the DME to determine if additional material is needed for additional de sign checks such as the modi fied Lottman test (KT-56). When more than 25% of the mix is comprised of siliceous virgin aggregates and/or RAP, add anti-strip to the mix. The minimum amount of anti-strip required in the mix is 0.01% for every percent of natural sand and RAP in the mix. Thus, if 25% natural sand and 10% RAP is in a mix, then 0.35% anti-strip by weight of virgin asphalt binder is required in the mix. If during production, the Tensile Strength Ratio (TSR) values (both KDOT and Contractor) exceed 85%, then the Contractor and the DME, working together, may decide on a lower amount of anti-strip. Submit for the Engineer’s review an d approval, the test data listed in TABLE 602-4 for each blend and the proposed JMF. In addition, for mixes containing RAP or RAS, submit for the Engineer’s review and approval, the test data listed in TABLE 602-5 for each blend and the proposed JMF. Submit a mix design for each blend and the proposed JMF as outlined in TABLE 602-6 . For each aggregate used in the mix design, determine the specific gravity using KT-6. This may be accomplished while the project is being constructed or anytime during the 12 months preceding the start of construction on a project. If construction has not yet begun, notify the DME 5 working days prior to obtaining the material for the specific gravity test so that companion samples may be obtained at the same time. If construction has already begun on the project, then determine the specific gravity values of the individual aggregates before 10,000 tons of HMA is produced. Provide the test results to the DME within 14 days of sampling the material. If the producer of the aggregate has been required to submit material to KDOT for a new Official Quality test, since the time the Contractor ran the specific gravity tests, th en perform KT-6 on the aggr egate currently produced. Do not use the specific gravity values obta ined from these tests in the mix design calculations for current projects, unless mutually agreeable to both parties. Use the information, as soon as it becomes available, as part of the process to verify and update the “Mon thly Hot Mix Aggregate Specific Grav ity Values” posted on KDOT’s Internet site. 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.
Source: Kansas Standard Specifications for State Road and Bridge Construction, 2015 Edition. Pages 243–244 of 978.