Asphaltic Concrete Mix Design Marshall Method Date: January 18, 2013 Project No: VB011413-104 Mix Type/Specification: APWA Type 4-01 For: Mr. Leland Smith Vance Brothers, Inc. 5201 Brighton Ave. Kansas City, MO 64130
Asphaltic Concrete Mix Design APWA Type 4-01 Objective Perform a Marshall Mix Design per the Asphalt Institute MS-2 Manual and AASHTO test methods conforming to the Kansas City Metropolitan Chapter of the American Public Works Association, 2001 Edition, APWA Type 4-01 specification (50 compaction blows per face). Materials Material Source Date Received 3/8 Crushed Limestone Quality Quarry, KCMO January 7, 2013 Limestone Screenings Quality Quarry, KCMO January 7, 2013 River Sand Mid America Sand Co., KCMO January 7, 2013 PG 64-22 Asphalt Conoco Phillips, Wood River, IL December 6, 2012 Discussion: Mix Design Project VB 011413-104 The mix design was optimized using four asphalt contents (4.5, 5.0, 5.5, 6.0 AC). The table below lists the mix properties at the optimum asphalt content chosen (5.1% AC). The mixing temperature range is 305 to 315 F and the compaction temperature range is 285 to 295 F. As with any mix, compaction and compaction temperatures should be determined by roller test patterns and density measurements. These test results apply only to the laboratory samples as received. Adjustments may be necessary in the plant/field due to raw material variation, conditions in the plant/field, etc. Mix design tables and graphs are on pages 2 5. Property APWA 3-01 Specification Mix Properties Optimum AC Content (%) 5.0 7.5 5.1 +/- 0.1 Bulk Gravity of Mix (G mb ) NA 2.364 Mix Density (lbs/ft 3 ) NA 147.5 % Air Voids 3-5 3.9 % VMA NA (AI MS-2: 14 min.) 12.4 % Voids Filled NA (AI MS-2: 65-78) 68.8 Dust Proportion NA (AI MS-2: 0.6-1.2) 1.95 Stability (lbs) 1,500 min. 4,300 Flow (0.01") 8-16 14 Note: NA = Not Applicable - AI MS-2 Specifications are provided for information only. Reviewed by: Date: January 18, 2013 Martin R. Burrow Technical Director, Vance Brothers Page 1 of 5
Percent Passing Project VB011413-104 cont d. Project Number : VB011413-104 Project Location : Vance Brothers Kansas City Date : 1/14/2013 Material Description Aggregate 1 = Quality 3/8" Aggregate 2 = Quality Lime Aggregate 3 = MAS Asphalt Sand Aggregate 4 = Aggregate 5 = Aggregate 6 = Aggregate 7 = Aggregate 8 = Enter Estimated Binder % Aggregate 9 = Estimated Mix Cost $ - Aggregate10 = Enter Aggregate Material Data in this Table Marshall Mix Design Program Enter Nominal Maximum Size of the Mixture mm Stockpile Percentage Aggregate Cost $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Sieve Size 45% 40% 15% Specifications mm US Agg.1 Agg.2 Agg.3 Agg.4 Agg.5 Agg.6 Agg.7 Agg.8 Agg.9 Agg.10 Composite Min. Max. 50 2" 100.0 100.0 100.0 100.0 100 100 37.5 1 1/2" 100.0 100.0 100.0 100.0 100 100 25 1" 100.0 100.0 100.0 100.0 100 100 19 3/4" 100.0 100.0 100.0 100.0 100 100 12.5 1/2" 100.0 100.0 100.0 100.0 100 100 9.5 3/8" 100.0 100.0 100.0 100.0 85 100 4.75 #4 18.8 99.1 99.4 63.0 55 75 2.36 #8 2.2 66.5 96.1 42.0 39 50 1.18 #16 2.2 43.4 90.3 31.9 27 38 0.6 #30 2.0 30.7 81.0 25.3 19 30 0.3 #50 1.9 23.4 56.7 18.7 11 23 0.15 #100 1.7 19.0 8.2 9.6 6 16 0.075 #200 1.5 16.3 0.4 7.3 4.0 10.0 100 0.45th POWER GRADATION CHART 90 80 70 60 50 40 30 20 10 0 0.075 0.3 0.6 1.18 2.36 4.75 9.5 12.5 19 25 37.5 50 Sieve Size (mm) Page 2 of 5
Project VB011413-104 cont d. Project Number : VB011413-104 Project Location : Vance Brothers Kansas City Marshall Mix Design Program 45% Aggr.1 = Quality 3/8" Aggr.6 = 40% Aggr.2 = Quality Lime Aggr.7 = 15% Aggr.3 = MAS Asphalt Sand Aggr.8 = Aggr.4 = Aggr.9 = Aggr.5 = Aggr.10 = Pb 5.00% Gmm 2.464 CAA Test FAA Test Spec. 1 Spec. 2 Gb 1.035 Weight of 1- Frac Face sample percent 1 or more FF #DIV/0! Volume of cylinder (cm 3 ) Calculate Gse 2.65741 Weight of 2- Frac Face sample percent 2 or more FF #DIV/0! Wt. of cylinder (g) Calculate Pba 1.45 Total dry weight of sample Wt. of cylinder + Sample (g) Gsb of fine aggregate 2.535 2.535 Gsb Coarse Sample Percent uncompacted voids #DIV/0! #DIV/0! Sand Equiv. Test Sand Rdg. Clay Rdg. S.E. Spec. # Dry Wt. Sub. Wt SSD Wt. Gsb Gsa Abs Ave. % Uncompacted Voids #DIV/0! Reading #1 ###### 1 2012.5 1272.2 2043.5 2.609 2.718 1.54% Reading #2 ###### 2 2012.5 1272.2 2043.5 2.609 2.718 1.54% Flat and Elongated Particles Reading #3 ###### Average 2.609 2.718 1.54% Total weight of dry sample Average ###### Gsb Fine Sample Dry wt. of elongated particles Oven Dry Flask FL+H20 % of Elong. Particles #DIV/0! G mm @ 5.00% Apshalt Binder Spec. # Sp. In Air + H 20 + Spec. Gsb Gsa Abs Specimen Sample Sample & Bowl in Sample Ave. 1 488.7 1261.9 1569.1 2.535 2.693 2.31% Combined Gsb = 2.562 No. in air Bowl in H 2O H20 in H20 Gmm Gmm 2 488.7 1261.9 1569.1 2.535 2.693 2.31% Combined Gsa = 2.702 1 1500.0 6349.6 5459.0 890.6 2.461 2.464 Average 2.535 2.693 2.31% Comb. H2O Abs. = 1.95% 2 1500.0 6351.0 5459.0 892.0 2.467 Data Entry SPEC. DRY SUB SSD Ave. Volumetric Data Ave. Corr. Corr. Ave. NO. Pb WT. WT. WT. Gmb Gmb Gmm Va VMA VFA Pbe DP Stab. Stab. Vol. Factor Stab Flow Flow 1A 4.5% 1195.4 692.2 1204.0 2.336 4012 11.0 1B 4.5% 1193.2 689.0 1202.2 2.325 2.331 2.482 6.08% 13.09 53.54 3.11 2.33 3860 4000 511 1.00 4000 12.0 1C 4.5% 1186.0 686.2 1194.5 2.333 4127 11.0 11.3 2A 5.0% 1197.2 692.5 1200.7 2.356 4160 14.0 2B 5.0% 1193.6 690.4 1197.5 2.354 2.356 2.464 4.38% 12.62 65.28 3.62 2.00 4247 4198 507 1.04 4366 14.0 13.7 2C 5.0% 1197.6 693.1 1200.7 2.359 4186 13.0 3A 5.5% 1193.4 696.7 1194.2 2.399 3825 15.0 3B 5.5% 1191.0 696.0 1192.0 2.401 2.398 2.446 1.99% 11.55 82.81 4.13 1.76 3926 3872 497 1.04 4027 16.0 3C 5.5% 1190.9 694.2 1191.7 2.394 3866 15.0 4A 6.0% 1188.3 694.5 1188.7 2.404 3226 18.0 4B 6.0% 1198.5 700.9 1199.0 2.406 2.403 2.429 1.06% 11.82 91.04 4.63 1.57 3556 3401 494 1.09 3707 19.0 4C 6.0% 1177.0 687.3 1177.9 2.399 3420 19.0 15.3 18.7 5A 5B 5C Page 3 of 5
lbs. (N) 0.01 in. (0.25 mm) % Voids filled with Asphalt Dust Proportion % Air Voids % Voids in the Mineral Aggregate Project VB011413-104 cont d. Va 7.0% 6.0% 5.0% 4.0% 3.0% 2.0% 1.0% 0.0% VMA 14.0 13.0 12.0 11.0 10.0 9.0 8.0 7.0 6.0 5.0 100 VFA 2.5 DP 90 2.0 80 70 60 50 1.5 1.0 0.5 40 0.0 Stability Flow ASPHALT INSTITUTE 5000 4500 4000 3500 3000 2500 2000 1500 1000 500 ASPHALT 20.0 18.0 16.0 14.0 12.0 10.0 8.0 6.0 Page 4 of 5
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