for Highway Construction Page 625 of 71 5 SECTION 703 – AGGREGATES
703.01 General Requirements.
Provide aggregates that are reasonably without wood, roots, bark, soft or disintegrated pieces, or other detrimental matter. Aggregate sources must meet the requirements of 106.09. Round the percent passing gradations to the nearest whole number, except report the percent passing the No. 200 sieve to the nearest tenth of a percent.
703.02 Concrete Aggregate .
Meet the following requirements for concrete aggregate :
A.General. Use a fine and coarse concrete aggregate that meets the requirements in Table 703.02- 1. Table 703.02 -1 – General Concrete Aggregate Criteria Chara cteristic Test Method Requirements Idaho Degradation Idaho IT 15 5.0% maximum loss Ethylene Glycol Idaho IT 116 90% minimum retained Sodium Sulfate Soundness (a) AASHTO T 104 Maximum 10% loss for fine aggregate and 12% loss for coarse aggregate after 5 cycles
a.Perform sodium sulfate soundness testing when directed. Do not use limestone for fine or coarse aggregate in concrete wearing surfaces. Perform AASHTO T 380, ASTM C 1293, or ASTM C295 testing to determine the potential alkali silica reactivity. The Department will require mitigating measures for aggregates found to be reacti ve or potentially reactive in accordance with AASHTO T 380 (Table 703.02- 2), ASTM C 1293, or ASTM C295. Potentially reactive aggregates are those with expansion greater than 0.04 percent as determined by ASTM C 1293 and AASHTO T 380. If ASTM C295 indicates an aggregate composition containing a percentage of the following materials greater than shown in Table 703.02-3 , the Engineer will consider the aggregate potentially reacti ve. Table 703.02 -2 - Aggregate Reactivity Ev aluation (AASHTO T380) – no mitigation Expansion (Min %) Expansion (Max %) @ 56 days Additional Testing Required Avg. 2 -week expansion from 56 to 84 days (%) Degree of Reactivity Min Max 0.0 0.030 no Non-reactive 0.031 0.040 yesc 0 0.010 Non-reactive 0.031 0.040 yesc 0.011 N/A low/slow reactive for Highway Construction Page 626 of 71 5 Table 703.02 -2 - Aggregate Reactivity Ev aluation (AASHTO T380) – no mitigation 0.041 0.120 no N/A N/A moderately reactivea 0.121 N/A no N/A N/A highly reactiveb a: Subject to rejection b: Reject material c: Additional baseline testing is not required if the source is known to be reactive and mitigation is required Table 703.02- 3 – Aggregate Reactivity Mineral Limit Optically strained, microfractured, or microcrystalline quartz 5.0% (max) Chert or chalcedony 3.0% (max) Tridymite or cristobalite 1.0% (max) Opal 0.5% (max) Natural volcanic glass 3.0% (max) After determination of potential reactive aggregates, submit mitigation measures for approval. The Contractor’s mitigation measures may include the use of fly ash, lithium admixtures, or other approved material. Submit test results from AASHTO T 380, ASTM C 1293, or CRD C 662 that show the proposed mitigation used with the cement and aggregates will control the potential expansion. Do not use an aggregate source for concrete before approved.
B.Fine Aggregate for Concrete . Meet the fine aggregate gradation (WAQTC T27/11, Method A) requirements in Table 703.02-4. Table 703.02 -4 – Fine Aggregate Gradation Sieve Size Percent Passing 3/8 in 100 No. 4 95 - 100 No. 16 45 - 80 No. 50 10 - 30 No. 100 2 - 10 No. 200 0 - 4.0 (a) for Highway Construction Page 627 of 71 5 (a) 0 to 2.0 for concrete wearing surfaces (pavements, approach slabs, and bridge decks), except when the sand equivalent is at least 80, then 0 to 3.0 is acceptable. Use fine concrete aggregate that meets the requirements in Table 703.02-5. Table 703.02 -5 – Fine Concrete Aggregate Criteria Characteristic Test Method Requirements Sand Equivalent AASHTO T 176 Modified Alternate Method No. 2 Pre-Wet 70 minimum Organic Impurities AASHTO T 21 Reject a color darker than the standard Deleterious Substances (Percent by Mass) AASHTO M 6 Clay Lumps……1.0 max Coal & Lignite…1.0 max Others (Shale, Alkali, Mica, Coated Grains, Soft and Flaky Particles)……….5.0 max Do not use recycled concrete in fine concrete aggregate . Perform Idaho IT 13 only when the samples meet requirements for fine concrete aggregate. When aggregates are tested for mortar making properties, apply the criteria in Table 703.02-6. Table 703.02 -6 – Mortar Properties Cement Type I and II Type III Age at Testing 7 days and 28 days 3 days and 7 days Comparative Strength, Minimum 90 percent 90 percent
C.Coarse Aggregate for Concrete . Meet the following gradation requirements (WAQTC T27/11, Method A) for coarse aggregate for concrete in Table 703.02-7. Table 703.02-7 – Coarse Aggregate Size No. and Gradation Percent Passing Sieve Size 1 2a 2b 3 4 5 21/2 in — — — — — 100 2 in — — — — 100 95 - 100 11/2 in — — — 100 95 - 100 — 1 in — 100 100 95 - 100 — 35 - 70 3/4 in 100 90 - 100 80 - 100 — 35 - 70 — 1/2 in 90 - 100 — — 25 - 60 — 10 - 30 for Highway Construction Page 628 of 71 5 Table 703.02-7 – Coarse Aggregate Size No. and Gradation Percent Passing Sieve Size 1 2a 2b 3 4 5 3/8 in 40 - 70 20 - 55 10 - 40 — 10 - 30 — No. 4 0 - 15 0 - 10 0 - 4 0 - 10 0 - 5 0 - 5 No. 8 0 - 5 0 - 5 — 0 - 5 — — Use size No. 2a or 2b when c oarse aggregate size No. 2 is required. Combine 2 or more coarse aggregates for Sizes 4 and 5. Provide a coarse concrete aggregate that meets the requirements in Table 703.02-8. Table 703.02 -8 – Coarse Concrete Aggregate Criteria Characteristic Test Method Requirements Los Angeles Abrasion AASHTO T 96 35% maximum Deleteriou s Substances AASHTO M 80 — Coal & Lignite 1.0% max by mass Clay Lumps 0.5% max by mass Clay Lumps & Friable Particles 2.0% max by mass Material Passing No. 200 Sieve 1.0% max by mass Flat and Elongated Aggregate Particles (Lengt h to Thickness Ratio Greater Than 5) 15.0% maximum
D.Combined Aggregate Gradation for Concrete . As an option to using coarse and fine graded aggregates for concrete, aggregate gradation may consist of a combined gradation. Meet the material requirements for coarse and fine aggregates for concrete. Meet the combined aggr egate gradation requirements in Table 703.02- 9, as determined by WAQTC T27/11, Method B.: Table 703.02 -9 – Combined Aggregate Size No. and Gradation Individual Percent Retained Sieve size 1C 2C 3C 4C 5C 2½ in — — — — 0 2 in — — — 0 0 - 10 1½ in — — 0 0 - 10 4 - 18 1 in — 0 0 - 10 4 - 18 6 - 20 for Highway Construction Page 629 of 71 5 Table 703.02 -9 – Combined Aggregate Size No. and Gradation Individual Percent Retained Sieve size 1C 2C 3C 4C 5C 3/4 in 0 0 - 10 4 - 18 6 - 20 6 - 20 1/2 in 0 - 10 4 - 18 6 - 20 6 - 20 6 - 20 3/8 in 5 - 18 6 - 20 6 - 20 6 - 20 6 - 20 No. 4 4 - 20 6 - 20 6 - 20 6 - 20 6 - 20 No. 8 4 - 20 0 - 16 0 - 16 0 - 16 0 - 16 No. 16 4 - 20 0 - 16 0 - 16 0 - 16 0 - 16 No. 30 4 - 20 6 - 20 6 - 20 6 - 20 6 - 20 No. 50 4 - 20 6 - 20 6 - 20 6 - 20 6 - 20 No. 100 4 - 20 4 - 18 4 - 18 4 - 18 4 - 18 No. 200 0 - 6.0 0 - 6.0 0 - 6.0 0 - 6.0 0 - 6.0 pan 0 - 3.0 0 - 2.0 0- 2.0 0 - 2.0 0 - 2.0 The Engineer will not accept material with more than 3 sieve sizes outside the above gradations or with adjacent failing sieves, excluding the percent retained in the pan. The amount retained in the pan cannot exceed the amount specified in Table 703.02-9 . Provide aggregate with a sand equivalent on the blended gradation meeting the following requirements:
1.Seventy (70) for all concrete or for concrete wearing surfaces (e.g., bridge deck s, pavements, approach slabs) with less than 1 percent passing the No. 200 sieve.
2.Eighty (80) for concrete wearing surfaces with between 1.0 percent and 1.5 percent passing the No. 200 sieve.
3.Ninet y (90) for concrete wearing surfaces with greater than 1.5 percent passing the No. 200 sieve. The fineness modulus as calculated in the FOP for AASHTO T 27 on the combined gradation will be within 0.20 of the gradation proposed in the conc rete mix design .
703.03 Microsurfacing Aggregate .
Provide aggregate of 100 percent crushed stone, without organic material, clay balls, or other deleterious materials. Provide aggregate meeting 703.01 and the following: Table 703.03- 1 – Aggregate Requirements Test Method of Test Requirement
L.A. Abrasion AASHTO T 96 30% maximum Sand Equivalent AASHTO T 176 Modified Alternate Method No. 2 Pre- Wet 65 minimum for Highway Construction Page 630 of 71 5 When tested by AASHTO T 27/T 11, ensure the mix design gradation meets the following: Table 703.03- 2 - Stockpile Tolerance from the Mix Design Gradation Sieve Size Percent Passing Stockpile Tolerance from the Mix Design Gradation 3/8 inch 100 0 No. 4 70 - 90 +/- 5 No. 8 45 - 70 +/- 5 No. 16 28 - 50 +/- 5 No. 30 19 - 34 +/- 5 No. 50 12 - 25 +/- 4 No. 100 7 - 18 +/- 3 No. 200 5 - 15 +/- 2 The gradation of the aggregate stockpile must not vary more than the stockpile tolerance from the mix design gradation while also remaining within the specification gradation band. The percentage of aggregate passing any 2 successive sieves must not change fr om one end of the specified range to the other end. Quality control testing during production is the Contractor’s responsibility. Quality control test reports for gradation and sand equivalent will be furnished.
703.04 Aggregat e for Untreated Base, Treated Base , and Road Mix .
Table 703.04 -1 – Nominal Maximum Size Sieve Size Percent Passing 3/8 in 1/2 in 3/4 in A 3/4 in B 1 in A 1 in B 2 in 2½ in — — — — — — 100 2 in — — — — — 100 90 - 100 1½ in — — — — 100 — — 1 in — — 100 100 90 - 100 90 - 100 55 - 83 ¾ in — 100 90 - 100 90 - 100 — — — ½ in 100 90 - 100 — — 60 - 80 65 - 100 — ⅜ in 85 - 100 — — — — — — No. 4 55 - 75 50 - 70 30 - 60 40 - 65 35 - 60 40 - 80 30 - 60 No. 8 40 - 60 35 - 55 — 30 - 50 25 - 50 30 - 60 — No. 30 20 - 40 12 - 30 8 - 30 — 10 - 30 15 - 35 10 - 25 No. 200 3.0 - 9.0 3.0 - 9.0 0 - 7.0 3.0 - 9.0 2.0 - 9.0 6.0 - 18.0 0.0 - 8.0 Note: Use the “B” gradation, unless otherwise specified. for Highway Construction Page 631 of 71 5 Use aggregate that meets the requirements in Table 703.04- 2. Table 703.04- 2 – Aggregate Criteria Characteristic Test Method Requirements Idaho Degradation Idaho IT 15 8.0% maximum loss Ethylene Glycol Idaho IT 116 90% minimum retained Sand Equivalent AASHTO T 176 Modified Alternate Method No. 2 Pre-Wet 30 minimum If 5.0 % or more of the material passes the No. 200 sieve. Sand equivalent is not requi red if less than 5.0% passes the No. 200 sieve or for aggregate to be used for lime or cement -treated base. Los Angeles Abrasion AASHTO T 96 35% maximum R-Value Idaho IT 8 75 or more Retained Asphalt Film AASHTO T 182 Above 95% for road mix aggregate Fractured Face AASHTO T 335, Method 1 Untreated base – at least 60% of the material retained on the No. 4 sieve has at least 1 fractured face. Treated base and road mix – at least 75 % of the material retained on the No. 4 sieve has at least one fractured face.
703.05 Aggregate for Superpave HMA Pavement .
Provide aggregate for mixes, except SP 2, in at least 2 separate stockpiles. Use aggregate consisting of crushed stone or crushed gravel. Combine with other required aggregate fractions and fillers in the proper proportion so the resulting mixture meets the gradation required. Screen the aggregate used for Superpave HMA so 10 percent or less of the naturally occurring minus ½ inch material remains in the material used to produce the stockpile(s). Crush the plus ½ inch material to produce the required gradation. This requirement does not apply to SP 2 mixes or mixtures designated as nonstructural or temporary mixtures. for Highway Construction Page 632 of 71 5 Use aggregate that meets the requirements in Table 703.05- 1. Table 703.05- 1 – Superpave Mixture Requirements Mix Type SP 2 SP 3 SP 5 Design ESALs (a) (millions) < 1 1 < 10 ≥ 10 Idaho Degradation, maximum loss, % 5.0 5.0 5.0 Ethylene Glycol, minimum retained, % 90 90 90 R-Value 80 or more 80 or more 80 or more LA Wear, Maximum % loss 35 30 30 Sodium Sulfate Soundness (b) 12 12 12 Fractured Face, Coarse Aggregate (c) 65/- 75/60 98/98 Uncompacted Void Content of Fine 40 40 45 Sand Equivalent, Minimum 35 40 45 Flat and Elongated (d), % Maximum 10 10 10
a.The anticipated project traffic level expected on the design lane over a 20 year period. Regardless of the actual design life of the roadway, determine the design ESALs for 20 years.
b.Perform sodium sulfate soundness testing when directed.
c.75/60 denotes that 75 percent of the coarse aggregate has 1 fractured face and 60 percent has 2 or more fractured faces.
d.This criterion does not apply to No. 4 nominal maximum size mixtures. Size, grade, and combine the fractions for the mixture in proportions so the resulting blend conforms to the grading requirements as defined in Table 703.05- 2a and Table 703.05- 2b. Table 703.05- 2a – Nominal Maximum Aggr egate Size-Control Points (Percent Passing) and VMA Requirements PCS Control Points for Mixture Nominal Maximum Aggregate Size (b) 11/2 in 1 in 3/4 in Sieve Size Restricted Zone Control Points Restricted Zone Control Points Restricted Zone Control Points 2 in — — — — — — 11/2 in — 90 to 100 — 100 — — 1 in — 90 max — 90 to 100 (a) — 100 3/4 in — — — 90 max — 90 to 100 (a) 1/2 in — 40 to 70 (a) — — — 90 max for Highway Construction Page 633 of 71 5 Table 703.05- 2a – Nominal Maximum Aggr egate Size-Control Points (Percent Passing) and VMA Requirements PCS Control Points for Mixture Nominal Maximum Aggregate Size (b) 11/2 in 1 in 3/4 in Sieve Size Restricted Zone Control Points Restricted Zone Control Points Restricted Zone Control Points 3/8 in — — — 42 to 70 (a) — 52 to 80 (a) No. 4 34.7 — 39.5 — — — No. 8 23.3 15 to 41 (a) 26.8 19 to 45 (a) 34.6 23 to 49 (a) No. 16 15.5 — 18.1 — 23.1 — No. 30 11.7 — 13.6 — 16.7 — No. 50 10 — 11.4 — 13.7 — No. 100 — — — — — — No. 200 — 0.0 to 6.0 (a) — 1.0 to 7.0 (a) — 2.0 to 8.0 (a) VMA 11.0 12.0 13.0 Primary Control Sieve 3/8 in No. 4 No. 4 PCS Control Point (% passing) 47 40 47 Table 703.05- 2b – Nominal Maximum Aggregate Size-Control Points (Percent Passing) and VMA Requirements PCS Control Points for Mixture Nominal Maximum Aggregate Size (b) 1/2 in 3/8 in #4 Sieve Size Restricted Zone Control Points Rest ricted Zone Control Points Restricted Zone Control Points 2 in — — — — — — 11/2 in — — — — — — 1 in — — — — — — 3/4 in — 100 — — — — 1/2 in — 90 to 100 (a) — 100 — 100 3/8 in — 90 max — 90 to 100 (a) — 95 to 100 (a) for Highway Construction Page 634 of 71 5 (a) Denotes the sieves that will be used for mix design control points and quality analysis sieves for a Class SP 2 mix.
b.The combined aggregate gradation will be classified as coarse- graded when it passes below the primary control sieve (PCS) control point as defined in Table 703.05-2a and Table 703.05- 2b. Other gradations will be classified as fine graded. This classification is based on the Contractor’s job mix formula and not individual gradation tests. Coarse graded mixtures will not pass through the restricted zone.
703.06 Aggregate for Cover Coat Material .
Meet the f ollowing aggregate gradation for class specified in Table 703.06- 1. Table 703.06 -1 – Gradation Table 205 403 404 Percent Passing Percent Passing Percent Passing Sieve Size by weight Class A Class B Class A Class B 11/2 100 — — — — ½ in — 100 100 100 100 ⅜ in — 95 - 100 40 - 70 95 - 100 40 - 90 No. 4 30 - 50 0 - 30 0 - 15 0 - 6 0 - 6 No. 8 — — — 0 - 3 0 - 3 No. 4 — — — 90 max — 90 to 100 No. 8 39.1 28 to 58 (a) 47.2 32 to 67 (a) — — No. 16 25.6 — 31.6 — — 30 to 55 (a) No. 30 19.1 — 23.5 — — — No. 50 15.5 — 18.7 — — — No. 100 — — — — — — No. 200 — 2.0 to 10.0 (a) — 2.0 to 10.0 (a) — 6.0 to 13.0 (a) VMA 14.0 15.0 16.0 Primary Control S ieve No. 8 No. 8 No. 16 PCS Control Point (% passing) 39 47 42 for Highway Construction Page 635 of 71 5 Table 703.06 -1 – Gradation Table 205 403 404 Percent Passing Percent Passing Percent Passing Sieve Size by weight Class A Class B Class A Class B No. 200 — — — 0 - 2.0 0 - 2.0 Use aggregate that meets the requirements in Table 703.06- 2. Table 703.06 -2 – Aggregate Criteria Characteristic Test Method Requirements Idaho Degradation Idaho IT 15 5.0% maximum loss Ethylene Glycol Idaho IT 116 90% minimum retained Cleanness Value Idaho IT 72 80 or more Los Angeles Abrasion AASHTO T 96, Grad ing C 30% maximum Retained Asphalt Film AASHTO T 182 Above 95% Fractured Face AASHTO T 335, Method 1 At least 70% of the material retained on the No. 4 sieve has at least 1 fractured face.
703.07 Aggregate for Blotter and Aggregate for Choke Sand.
Use secondary rejects that meet the aggregate gradations specified in Table 703.07- 1. for Highway Construction Page 636 of 71 5 Table 703.07 -1 – Aggregate Gradation Percent Passing Sieve Si ze Blotter Choke Sand ⅜ in 100 100 No. 4 40 - 100 — No. 200 0 - 16.0 0 - 5.0 Use aggregate that meet the requirements in Table 703.07- 2. Table 703.07 -2 – Aggregate Criteria Characteristic Test Method Requirements Idaho Degradation Idaho IT 15 Not required Ethylene Glycol Idaho IT 116 90% minimum retained
703.08 Aggregate for Open Graded Base .
Meet aggregate gradation requirements specified in Table 703.08- 1 in accordance with AASHTO T 2 7, excluding washing. For Class I (Rock Cap) provide clean, angular, crushed quarry rock, free of clay coatings, lumps, and soft or flaky particles material for rock cap. Aggregate derived from alluvial sources will not be allowed for Class I (Rock Cap). For Classes II and III, Provide clean, angular, crushed quarry or alluvial rock, free of clay coatings, lumps, and soft or flaky particles material for Open Graded Base. Table 703.08 -1 – Aggregate Gradation Requirements Percent Passing (by weight) Screen/Sieve Size Class I (Rock Cap) Class II Class III 3 in 100 — — 2 in — 100 — 1½ in 55 - 85 90 - 100 — 1 in — — 100 ¾ in 10 - 35 40 - 75 80 - 98 ½ in 5 - 15 20 - 40 60 - 85 ⅜ in — — 30 - 65 for Highway Construction Page 637 of 71 5 Table 703.08 -1 – Aggregate Gradation Requirements Percent Passing (by weight) Screen/Sieve Size Class I (Rock Cap) Class II Class III No. 4 0 - 5 0 - 10 — No. 8 — 0 - 5.0 0 - 10 No. 200 — — 0 - 5.0 Use aggregate that meet the requirements in Table 703.08- 2. Table 703.08- 2 – Aggregate Criteria Characteristic Test Method Requireme nts Idaho Degradation Idaho IT 15 8.0% maximum loss Ethylene Glycol Idaho IT 116 90% minimum retained R-Value Idaho IT 8 80 or more Los Angeles Abrasion AASHTO T 96 40% maximum loss for Cl ass I 35% maximum loss for Cl ass II & III Flat & Elongated FOP for ASTM 4791 15% for Cl ass II & III Fracture Face, % fractured faces AASHTO T 335 90% retained on #4 with 2 fractured faces for Cl ass II 90% retained on #4 with 2 fractured faces
703.09 Pea Gravel
Provide clean, well rounded, uncrushed gravel meeting the quality requirements of Table 703.02- 1 and meeting the gradation in Table 703.09- 1. for Highway Construction Page 638 of 71 5 Table 703.0 9-1 – Pea Gravel Gradation Sieve Size Percent Passing ½ inch 100 3/8 inch 85-100 No. 8 0-15
703.10 Aggregate for Anti -Skid .
Meet the applicable aggregate gradation specified in Table 703.10- 1. Table 703.10 -1 – Gradation Table Sieve Size Percent Passing Type 1 Type 2 Type 3 Type 4 Type 5 ⅜ in 100 100 100 100 100 No. 4 0 - 40 — — 0 - 70 — No. 8 0 - 10 0 - 40 — — — No. 30 — — 0 - 25 0 - 30 — No. 100 — 0 - 2 — — — No. 200 0 - 5.0 — 0 - 5.0 0 - 10.0 — Use aggregate with the characteristics specified in Table 703.10- 2. Table 703.10- 2 – Aggregate Criteria Characteristic Test Method Requirements Idaho Degradation Idaho IT 15 5.0% maximum loss for Type 2 (Not required for others) Ethylene Glycol Idaho IT 116 90% minimum retained Los Angeles Abrasion AASHTO T 96 45% maximum los s for Type 2 (Not required for others)
703.11 Aggregate for Granular Subbase .
Meet the aggregate gradation specified in Table 703.11- 1 in accordance with AASHTO T 27, excluding washing. for Highway Construction Page 639 of 71 5 Table 703.11-1 – Gradation Table Sieve Size Percent Passing 4 in 100 3 in 90 - 100 No. 4 30 - 75 No. 200 0 - 15.0 Use aggregate with the aggregate criteria specified in Table 703.11- 2. Table 703.11 -2 – Aggregate Criteria Characteristic Test Method Requirements Idaho Degradation Idaho IT 15 8.0% maximum loss Ethylene Glycol Idaho IT 116 90% minimum retained R-Value Idaho IT 8 60 or more Los Angeles Abrasion AASHTO T 96 40% maximum loss Sand Equivalent AASH TO T 176 Modified Alternate Method No. 2 Pre-Wet 30 minimum If 5.0% or more of the material passes the No. 200 sieve. Sand equivalent i s not required if less than 5.0% passes the No. 200 sieve.
703.12 Sampling and Testing.
Sample and test aggregates in accordance with these standard methods: Sampling of Aggregates ................................................................................................ AASHTO T 2 Sieve Analysis of Fine and Coarse Aggregates .......................................................... AASHTO T 27 with Amount of Material Finer than No. 20 Sieve ........................... AASHTO T 11 Method A or B Organic Impurities in Sands for Concrete .................................................................... AASHTO T 21 Dry Preparation of Disturbed Soil and Soil -Aggregate Samples for Test ..................... AASHTO R 58 Effect of Organic Impurities in Fine Aggregate on Strength of Mortar .......................... AASHTO T 71 Determining the Percentage of Fracture in Coarse Aggregate ................... AASHTO T 335 Method 1 Evaluating Cleanness of Cover Coat Material .................................................................. Idaho IT 72 Resistance to Degradation of Small -size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine ............................................ AASHTO T 96 for Highway Construction Page 640 of 71 5 Clay Lumps and Friable Particles in Aggregate ......................................................... AASHTO T 112 Lightweight Pieces in Aggregate ............................................................................... AASHTO T 113 Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test .............................. AASHTO T 176 Modified Alternate Method No. 2- Pre-Wet Methods of Chemical Analysis of Limestone, Quicklime, and Hydrated Lime ................... ASTM C25 Uncompacted Void Content of Fine Aggregate ......................................... AASHTO T 304 Method A Standard Test Method for Flat Particles Elongated Particles, or Flat and Elongated Particles in Coar se Aggregate ........................................................................................... FOP for ASTM D4791 (ratio of length to thickness equal to or greater than 5:1) Petrographic Examination of Aggregates for Concrete .................................................... ASTM C295 Potential Alkali Reactivity of Aggregates and Effectiveness of ASR Mitigation ........... AASTHO T380 Standard Test Method for Determination of Length Cha nge of Concrete Due to Alkali -Silica Reaction ......................................................................... ASTM C 1293 Standard Guide for Petrographic Examination of Aggregates for Concrete ..................... ASTM C295
703.13 Aggregate Source Material Quality .
Investigate sources in accordance with Idaho IR 142. Perform Idaho IT 15 on all sources and Idaho IT 116 on basalt sources. Perform the remainin g applic able tests specified in this section and the cited tests for specific products on samples resulting from the investigation. Prepare a materials source plan for aggregate sources. Submit the materials source plan and include dat a from the testing for use by the Department in determining the acceptability of aggregate sources and borrow sources when applicable. For aggregate source approval purposes, sample and tes t the material at the frequency indicated in Idaho IR 142. To ensure the material meets the contract quality and design requirements, the Contractor may be required to maintain and verify the quality of the material by completing the following testing : Idaho Degradation ............................................................................................................ Idaho IT 15 Method of Test for Disintegration of Quarry Aggregates (Ethylene Glycol) .................... Idaho IT 116 Investigation of Aggregate and Borrow Deposits ............................................................ Idaho IR 142 Specific Gravity and Absorption of Fine Aggregate ..................................................... AASHTO T 84 Specific Gravity and Absorption of Fine Aggregate Using Automatic Vacuum Sealing (CoreLok) Method ..................................................... Idaho IT 144 Specific Gravity and Absorption of Coarse Aggregate ................................................. AASHTO T 85 Specific Gravity of Soils ............................................................................................. AASHTO T 100 Soundness of Aggregate by use of Sodium Sulfate or Magnesium Sulfate for Highway Construction Page 641 of 715 (Use Sodium Sulfate) ................................................................................................. AASHTO T 104 Perform the tests below on the following categories of material:
1.Base Course and Granular Subbase Material: Compaction of Soils and Soil Mixtures for the Expansion Pressure and Hveem Stabilometer Tests (R -value) ............................................................ Idaho IT 8
2.Asphalt -Treated Material: Preparing and Determining the Density of Hot Mix Asphalt (HMA) Specimens by Means of the Superpave Gyratory Compactor ................................... AASHTO T 312 Superpave Volumetric D esign for Hot Mix Asphalt (HMA) ........................................... AASHTO R 35 Coating and Stripping of Bitumen- Aggregate Mixtures .............................................. AASHTO T 182 Percent Air Voids in Compacted Dense and Open Bituminous Paving Mixtures ......................................................................................................... AASHTO T 269 Maximum Specific Gravity of Bituminous Paving Mixtures ........................................ AASHTO T 209 Bulk Specific Gravity of Compacted Bituminous Mixtures ......................................... AASHTO T 166 Bulk Specific Gravity and Density of Compacted Asphalt Mixtures Using Automatic Vacuum Sealing Method ................................................................. AASHTO T 331 Resistance of Compacted Hot Mix Asphalt (HMA) to Moisture -Induced Damage (Replace D 1074 and D 2726 with AASHTO T 167 and AASHTO T 166) ............................................................................................................ ASTM D1075 Compressive Strength of Hot Mix Asphalt (HMA) ...................................................... AASHTO T 167
3.Borrow and Granular Borrow : Compaction of Soils and Soil Mixtures for the Expansion Pressure and Hveem Stabilometer Tests (Idaho R -value) ................................................................. Idaho IT 8
4.Fine Aggregate for Concrete: Fine Aggregate for Hydraulic Cement Concrete ............................................................ AASHTO M 6 Measuring Mortar -Making Properties of Fine Aggregate .................................................. Idaho IT 13 Potential Alkali Reactivity of Aggreg ates and Effec tiveness of ASR Mitigation…………………………………………………………………………. .............. AASTHO T380 Standard Test Method for Determination of Length Change of Concrete Due to Alkali -Silica Reaction …………………………………… ...................... …………ASTM C 1293 Standard Guide for Petro graphic Examination of Aggregates for Concrete .................... ASTM C295
5.Coarse Aggregate for Concrete: Coarse Aggregate for Hydraulic Cement Concrete ...................................................... AASHTO M 80 for Highway Construction Page 642 of 71 5 Potential Alkali Reactivity of Aggregates and Effectiveness of ASR Mitiga tion ............................................................................................................ AASTHO T380 Standard Test Method for Determination of Length Change of Concrete Due to Alkali -Silica Reaction ........................................................................ ASTM C 1293 Standard Guide for Petrographic Examination of Aggregates for Concrete .................... ASTM C295 for Highway Construction Page 643 of 71 5 SECTION 704 – JOINT FILLERS AND SEALERS
704.01 Pre-formed Expansion Joint Filler .
Meet AASHTO M 33, AASHTO M 153, AASHTO M 213, or ASTM D8139.
704.02 Joint Sealer for Asphalt and Concrete Pavements.
Meet ASTM D6690 Type II.
704.03 Hot Poured Elastomeric Type Concrete Joint Seale r.
Meet ASTM D6690 Type III.
704.04 Neoprene Compression Seal .
Meet AASHTO M 220 for concrete pavement and AASHTO M 297 for bridges. Provide a seal adhesive in accordance with the seal manufacturer’s written instructions and appropriate for use with the seal shown. Where an adhesive lubricant is required, meet ASTM D2835 for concrete pavement and ASTM D4070 for bridges. Where an epoxy adhesive is required, meet ASTM C881, Types I, II, IV, V, Grade 3, Classes B and C. Submit a manufacturer’s certification stating material meets the requirements and the manufacturer’s written requirements. Submit shop drawings and installation procedures for review as specified in 105.02. Install the compression seal in accordance with the manufacturer’s written instructions, using t he proper size of installation tool as recommended by the manufacturer. Clean metal surfaces that will contact the seal in accordance with SSPC -SP6.
704.05 Silicone Sealant .
Meet ASTM D5893. Sample and test each lot of silicone se alant before use. The Department requires an independent laboratory perform sampling and testing. Do not place material from a given lot evaluated for compliance with typical properties listed in the manufacturer’s design information bulletins and approved for placement . Allow at lea st 30 days for testing. Perform the following specific tests:
1.Tensile stress at 150 percent elongation(a).
2.Total elongation(a) and tac k-free time(b).
a.ASTM D412 Method A Die C, 7 day cure at 77°F plus or minus 2°F and 45 to 55 percent relative humidity.
b.ASTM C679. Testing is incidental and the cost included in the contract unit price. Deliver silicone sealant in the manufacturer’s original sealed container. Each container must have an intact, original manufacturer’s label with the following:
1.Legibly marked manufacturer’s name.
Source: Idaho Standard Specifications for Highway Construction, 2023 Edition. Pages 661–678 of 768.