1003.01 GENERAL. All aggregates shall be environmentally acceptable
for the intended use and shall be from an approved SiteManager® Producer/Supplier. Additionally stone, gravel, slag, lightweight aggregates, and coarse and manufactured sand sources shall be from the Approved Materials List. Recycled portland cement concrete (RPCC), reclaimed asphalt pavement (RAP), blended calcium sulfate (BCS), and fine natural sand are required to be from an approved Producer/Supplier. For source approval, comply with the requirements in this subsection and any other appropriate section. Provide global positioning coordinates (GPS) for the aggregate source site location. Unless otherwise defined, coarse aggregates have material predominately retained on the No. 4 (4.75 mm) sieve; fine aggre gates have material predominately passing the No. 4 (4.75 mm) sieve. An aggregate material stockpile is either a dedicated stockpile or a working (non -dedicated) stockpile. A dedicated stockpile is a stockpile, which has been sampled and tested by the Department representative. Once approved, it shall not be altered unless the additional material has been sampled, tested, and approved. For non-dedicated or working stockpiles, the contractor may add or remove material as needed, provided the quality and gradation is maintained.
1003.01.1 Test Methods: The following test methods apply:
Table 1003-1 Aggregate Test Procedures Property Test Procedure Deleterious Materials DOTD TR 119 Flat and Elongated Particles ASTM D4791 Magnesium Sulfate Soundness AASHTO T 104 Los Angeles Abrasion AASHTO T 96 Alkali-Silica Reactivity (Chemical Method) ASTM C289 Alkali Reactivity (Mortar-Bar Method) ASTM C1260 Reactivity of Concrete Aggregates AASHTO PP65-11 Alkali Reactivity of Carbonate Rocks (Rock-Cylinder Method) ASTM C586 Organic Impurities AASHTO T 21 Unit Weight AASHTO T 19 Specific Gravity & Absorption of Fine Aggregate AASHTO T 84 Specific Gravity & Absorption of Coarse Aggregate AASHTO T 85 Polish Value AASHTO T 278 and T 279 Amount of Material Finer than the No 200 (75 µm) Sieve DOTD TR 112 Sieve Analysis (Gradation) DOTD TR 113 pH of Soil and Water DOTD TR 430 pH of Aggregates DOTD TR 122 Atterberg Limits (LL, PL, & PI) DOTD TR 428 Organic Content DOTD TR 413 Percent Crushed DOTD TR 306 Mechanical Analysis of Extracted Aggregate DOTD TR 309 Sand Equivalent DOTD TR 120 Fine Aggregate Angularity DOTD TR 121 Micro-Deval AASHTO T 327 Moisture Sensitivity (TSR) DOTD TR 322 Mortar Strength AASHTO T 71 Methylene Blue AASHTO TP 57-99
1003.01.2 General Material Properties: All aggregates shall
comply with these material properties.
1003.01.2 1 Deleterious Materials: Conform to the following
deleterious materials table for source approval and/or project acceptance: Table 1003-2 Deleterious Materials in Aggregates Property Percent, Max Wood 0.05 Clay Lumps 0.5 Clay Lumps and Friable Particles 3.0 Coal and Lignite 1.01 Flat and Elongated Particles (5:1) 15.02 Flat and Elongated Particles (3:1) 25.03 Glassy Particles 10.0 Iron Ore 2.01 Total: Wood, Clay Lumps, Friable Particles, Iron Ore, Lignite and Other Foreign Matter 5.0 1 For bridge railing aggregate, maximum is 0.00. 2 For source approval, maximum is 15.0. For Superpave asphalt aggregates and asphalt surface treatment, maximum is 10.0. For stone matrix asphalt (SMA) aggregates, maximum is 5.0. 3 Applies only to thin lift asphalt coarse mix, thin lift asphalt Open Graded Friction Course (OGFC) and SMA.
1003.01.2 2 Magnesium Sulfate Soundness: For source
approval coarse natural aggregates and recycled portland cement concrete (RPCC), the maximum soundness loss is 15 percent when subjected to 5 cycles of the magnesium sulfate soundness test.
1003.01.2 3 Los Angeles Abrasion: For coarse natural
aggregates and RPCC source approval, maximum Los Angeles abrasion loss is 40.0 percent.
1003.01.2 4 Friction Rating: A friction rating is assigned for
coarse aggregate (stone and lightweight aggregate) during source approval in accordance with Table 1003-3. The assigned friction rating is available from the Materials and Testing Section. Coarse gravel will only be evaluated for friction rating if the percent double face crushed is at least 75 percent; otherwise, it is assigned a rating of III. Table 1003-3 Aggregate Friction Rating Friction Rating1 Polish Value I > 37 II 35 to 37 III 30 to 34 IV < 30 1The Materials Engineer Administrator may adjust friction rating based upon pavement friction test results.
1003.01.3 Recycled, Reclaimed and Synthetic Aggregates:
1003.01.3 1 Recycled Portland Cement Concrete, (RPCC):
RPCC shall be from an approved source listed in the SiteManager® Producer/Supplier List. RPCC shall be crushed portland cement concrete screened and/or graded to meet the requirements of the specification for the intended use. For source approval, the raw material feedstock, the crushing operation, the quality control program, and the stockpiles will be inspected and approved by the District Laboratory Engineer. Quality must be maintained in order to retain source approval status. RPCC used for Interstate projects shall be stored in dedicated stockpiles used solely for one specific project. The RPCC for non-Interstate projects shall be stored in working stockpiles that are separate, identifiable, and have a minimum quantity of 5000 cubic yards. Stockpiles shall be reasonably free of asphalt concrete overlay material, reinforcing steel, joint material, base course material and other debris. If the Project Engineer certifies that the stockpile contains RPCC exclusively from DOTD pavements or structures, the Magnesium Sulfate soundness testing may be waived by the Materials Engineer Administrator.
1003.01.3 2 Reclaimed Asphalt Pavement, (RAP): RAP
shall be from an approved source listed in the SiteManager® Producer/Supplier List. Mill or crush RAP in accordance with Section 509 and store in working stockpiles. Stockpiled materials shall be uniform and reasonably free of lightweight aggregate, debris, soil, and other foreign matter.
1003.01.3 3 Blended Calcium Sulfate, (BCS): BCS, a
synthetic aggregate, shall be from an approved source listed in the SiteManager® Producer/Supplier List. The quality control program shall be approved by the Materials and Testing Section. The source shall provide documentation as evidence that the Department of Environmental Quality has given environmental clearance specifically for the intended use. Material pH shall be a minimum of 5.0 when tested in accordance with DOTD TR 122. BCS may be blended at the source with an approved limestone or lime to meet pH requirements. The blended material shall be non-plastic and reasonably free from organic and foreign matter. Samples shall be taken from a dedicated stockpile at the point of origin and tested for gradation in accordance with DOTD TR 113.
1003.01.4 Properties for Portland Cement Concrete
Aggregates: For source approval, aggregates will be evaluated for both alkali silica and alkali carbonate reactivity.
1003.01.4 1 Alkali Silica Reactivity (ASR) of Sands and
Gravels in Portland Cement Concrete: For source approval, aggregates for use in portland cement concrete are tested for alkali silica reactivity properties in accordance with ASTM C289. Aggregates categorized as “innocuous” (non-reactive) are allowed without restriction. Aggregates categorized as “potentially deleterious” or “deleterious” by ASTM C289 may be further appraised by ASTM C1260 testing, modified to use a minimum 0.53 water cement ratio and a portland cement from the Department’s Approved Materials List. If ASTM C1260 then designates aggregates as “potentially deleterious,” (less than 0.2 percent expansion) then use the maximum cementitious material substitutions as allowed in Section 901 for mixes incorporating these “potentially deleterious” aggregates. If a fly ash binary mix is selected, the fly ash must be class F. Alternatively, AASHTO PP65-11 may be applied to define ASR potential for gravel and sand for concrete mixtures. Concrete mixtures shall refrain from incorporating aggregates designated as “ASR deleterious.”
1003.01.4 2 Alkali Carbonate Reactivity (ACR) and Alkali
Silica Reactivity (ASR) of Limestone in Portland Cement Concrete: For source approval, limestone aggregates for use in portland cement concrete will be evaluated for alkali carbonate reactivity (ACR) and alkali silica reactivity (ASR) utilizing AASHTO PP65-11. Aggregates determined to be innocuous (non-reactive) are allowed without restriction. For those aggregates determined to be potentially “ASR reactive,” use the maximum cementitious material substitutions as allowed in Section 901 for mixes incorporating these ASR reactive aggregates. If a fly ash binary mix is selected, the fly ash must be class F. Concrete mixtures shall refrain from incorporating limestone aggregates designated as “ASR deleterious.” Concrete mixtures shall not incorporate aggregates designated as “ACR reactive.”
1003.01.4 3 Organic Impurities in Fine Aggregate for
Portland Cement Concrete: For source approval, fine aggregate for portland cement concrete is tested for organic impurities in accordance with AASHTO T 21. If the color is darker than the Organic Color No. 3 when tested, the fine aggregate is then tested in accordance with AASHTO T 71 for mortar strength. The measured compressive mortar strength shall be at least 95 percent of the referenced compressive mortar strength.
1003.02 NONPLASTIC EMBANKMENT. The maximum organic
content is 4.0 percent when tested in accordance with DOTD TR 413.
1003.02.1 Sand: Sand embankment shall be nonplastic material with
at least 75 percent passing the No. 4 (4.75 mm) sieve and not more than 15 percent passing the No. 200 (75 μm) sieve when tested in accordance with DOTD TR 112 and DOTD TR 113.
1003.02.2 Stone: Stone shall be a coarse stone from the Approved
Materials List. Comply with the following gradation: Table 1003-4 Gradation for Nonplastic Embankment, Stone
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 2 inches (50 mm) 100 1 inch (25.0 mm) 55 - 100 3/4 inch (19.0 mm) 35 - 88 No. 4 (4.75 mm) 0 - 10 The maximum dry-rodded unit weight (mass) is 95 pounds per cubic foot (1520 kg/cu m) when tested in accordance with AASHTO T 19.
1003.02.3 Blended Calcium Sulfate, (BCS): Comply with the
following gradation: Table 1003-5 Gradation for Nonplastic Embankment, BCS
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 1 1/2 inches (50 mm) 60 - 100 1 inch (25.0 mm) 40 - 80 3/4 inch (19.0 mm) 30 - 70 No. 4 (4.75 mm) 20 - 65 No. 200 (75 μm) 0 - 25
1003.03 Base Course Aggregates.
1003.03.1 Stone: Use stone from the Approved Materials List, and
comply with the following gradation: Table 1003-6 Gradation for Base Course Aggregates, Stone
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 1 ½ inches (37.5 mm) 100 1 inch (25 mm) 90 - 100 3/4 inch (19.0 mm) 70 - 100 No. 4 (4.75 mm) 35 - 65 No. 40 (425 μm) 12 - 32 No. 200 (75 μm) 5 - 12 For material passing the No. 40 (425 μm) sieve, comply with the following requirements: Liquid Limit (Max.) 25 Plasticity Index (Max.) 5
1003.03.2 Recycled Portland Cement Concrete: Comply with
the following gradation: Table 1003-7 Gradation for Base Course Aggregates, RPCC
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 1 ½ inches (37.5 mm) 1 inch (25.0 mm) 3/4 inch (19.0 mm) No. 4 (4.75 mm) No. 40 (425 μm) No. 200 (75 μm) 90 - 100 70 - 100 35 - 65 12 - 32 0 - 8 Material passing the No. 40 (425 µm) sieve shall be non-plastic.
1003.03.3 Blended Calcium Sulfate, BCS: Comply with the
following gradation: Table 1003-8 Gradation for Base Course Aggregates, BCS
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 2 inches (50 mm) 1 ½ inches (37.5 mm) 1 inch (25.0 mm) 3/4 inch (19.0 mm) No. 4 (4.75 mm) N0. 40 (425 μm) No. 200 (75 μm) 85 - 100 80 - 100 60 - 100 10 - 40 0 - 20 0 - 15
1003.03.4 Permeable Base: For permeable asphalt base and
permeable concrete base, use 100 percent crushed stone from the Approved Materials List, and comply with the following: Table 1003-9 Gradation for Permeable Base Aggregates (Stone)
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 1 inch (25 mm) 3/4 inch (19.0 mm) 3/8 inch (9.5 mm) No. 4 (4.75) No. 8 (2.36) 90 - 100 20 - 55 0 - 10 0 - 5
1003.04 Aggregate for Subgrade Layer.
1003.04.1 Stone or Recycled Portland Cement Concrete: For
stone or recycled portland cement concrete comply with 1003.03.
1003.04.2 Blended Calcium Sulfate: Comply with the following
gradation: Table 1003-10 Gradation for Subgrade Layer, BCS
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 1 inch (25.0 mm) 3/4 inch (19.0 mm) No. 4 (4.75 mm) No. 200 (75 μm) 90 - 100 70 - 100 25 - 75 0 - 25
1003.05 Aggregates for Surface Course.
1003.05.1 Stone, Recycled Portland Cement Concrete: For
stone and/or recycled portland cement concrete, comply with the following: Table 1003-11 Gradation for Surface Course Aggregates, Stone/RPCC
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 1 ½ inches (37.5 mm) 100 3/4 inch (19.0 mm) No. 4 (4.75 mm) No. 40 (425 μm) No. 200 (75 μm) 50 - 100 35 - 65 10 - 32 3 - 15 For material passing the No. 40 (425 μm) sieve, comply with the following requirements: Liquid Limit (Max.) 25 Plasticity Index (Max.) 5
1003.05.2 Sand-Clay-Gravel: This material shall be a mixture of
sand, clay, and either siliceous gravel, stone, or recycled portland cement concrete. The mixture shall be reasonably free from foreign matter as determined by visual inspection. The mixture, prior to treatment shall comply with the following: Table 1003-12 Gradation for Surface Course Aggregates, Sand-Clay-Gravel
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 1 ½ inches (37.5 mm) No. 4 (4.75 mm) No. 200 (75 μm) 95 - 100 40 - 65 10 - 25 For material passing the No. 40 (425 μm) sieve, comply with the following after lime treatment: Liquid Limit (Max.) 40 Plasticity Index 4-15
1003.05.3 Reclaimed Asphalt Pavement (RAP): Comply with
the following: Table 1003-13 Gradation for Surface Course Aggregates, RAP
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 2 inches (50 mm) No. 4 (4.75) 35 - 75
1003.06 AGGREGATES FOR ASPHALT MIXTURES. Use only
stone, gravel, slag, lightweight aggregates, and coarse and manufactured sand sources from the Approved Materials List. RAP and fine natural sand are required to be from an approved Producer/Supplier. All coarse aggregates for Stone Matrix Asphalt (SMA) shall be clean and durable crushed stone. Fine aggregate for SMA shall be 100 percent crushed stone manufactured sand. Coarse aggregate is all material retained on or above the No. 4 (4.75 mm) sieve. Fine aggregate is all material passing the No. 4 (4.75 mm) sieve. Comply with 1003.01.
1003.06.1 Coarse: For coarse aggregate stockpiles, determine
Coarse Aggregate Angularity in accordance with DOTD TR 306 (Double Face), and determine Flat and Elongated in accordance with ASTM D4791.
1003.06.2 Fine: For fine aggregate stockpiles, determine Fine
Aggregate Angularity in accordance with DOTD TR 121, and Sand Equivalent (SE) in accordance with DOTD TR 120. SE is not required for manufactured sands (screenings), nor for fine aggregate stockpiles having 25 percent or more passing the No. 200 (75 μm) sieve.
1003.06.3 Natural Sand: Natural sand is non-plastic material
consisting of clean, hard, durable, siliceous grains graded from coarse to fine and reasonably free from vegetative matter, clay balls, clay lumps, or other deleterious materials. Comply with Tables 1003-1 and 1003-2. The gradation shall have a maximum of 25 percent passing the No. 200 (75 μm) sieve. Clay lumps shall not exceed 0.5 percent by weight (mass) when sampled from the stockpile and tested in accordance with DOTD TR 119.
1003.06.4 Manufactured Sand: Manufactured sand (screenings) is
the fine aggregate material generated during the crushing and processing of coarse aggregates. Sand Equivalent testing is not required; fine aggregate angularity testing is required.
1003.06.5 RAP: RAP shall be approved either at the time of removal
from the roadway or in stockpiles. Make all stockpile quality control records available at the Project Engineer’s request. The records shall include RAP quantities and delivery date, quantities delivered to projects, daily moisture contents, weekly asphalt cement content, and weekly RAP Gse. Before feeding RAP into the plant, crush or screen all pieces that are larger than 2 inches (50 mm).
1003.06.6 Mineral Filler: Mineral filler shall be from the Approved
Materials List, and shall consist of limestone dust, pulverized hydrated lime, portland cement, cement stack dust, or lime kiln dust. Mineral dust collected in bag houses or by other dust collectors at asphalt concrete plants is not classified as mineral filler. Cement stack dust shall consist of material collected from waste rotary kiln gases discharged through a collector of a cement plant. Comply with the following: Table 1003-14 Gradation for Asphalt Aggregates, Mineral Filler
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) No. 30 (600 mm) No. 80 (180 mm) No. 200 (75 μm) No. 270 (53 μm) 95 - 100 70 - 100 60 - 100
1003.06.7 Lightweight Aggregate: Lightweight aggregate shall
consist of cubical fragments which are of uniform density and are free from an excess of foreign matter.
1003.07 Aggregates for Asphalt Surface Treatment.
Use crushed gravel, crushed stone, or lightweight aggregate from the Approved Materials List and comply with 1003.01. Crushed gravel Size 1 and Size 2 shall have 60 percent minimum crushed retained on the No. 4 (4.75 mm) sieve. Crushed gravel Size 3 shall have 75 percent crushed retained on the No. 4 (4.75 mm) sieve. Determine the percent crushed in accordance with DOTD TR 306. Comply with the following gradation: Table 1003-15 Gradation for Asphalt Surface Treatment Size 1 Size 1A Size 2 Size 3
U.S. Sieve Metric Sieve Slag or Stone Aggregate (Size No. 5) Crushed Gravel1 or Lightweight Aggregate Slag or Stone Aggregate All Aggregate All Aggregate 1 1/2 inch 1 inch 3/4 inch 1/2 inch 3/8 inch No. 4 No. 8 No. 2002 37.5 mm 25.0 mm 19.0 mm 12.5 mm 9.5 mm 4.75 mm 2.36 mm 75 μm2 90-100 20-55 0-10 0-5 — — 0-1 95-100 60-90 — 0-15 0-5 — 0-1 85-100 25-40 5-15 — — 0-1 — — 95-100 60- 80 0-5 0-2 — — — — 95-100 20-50 0-2 — 1 Uncrushed gravel may be used for Size 1 aggregate if more than one application of Asphalt Surface Treatment is required. 2 If the material passing the No. 200 (75 μm) sieve consists of only dust from crushing and handling, and is essentially free o f clay, then the percentage passing the No. 200 (75 μm) sieve shall be 0 - 2 percent.
1003.08 Aggregates for Portland Cement Concrete
AND MORTAR. Use aggregates from the Approved Materials List in portland cement concrete and mortar.
1003.08.1 Fine Aggregate: Sand shall be natural silica sand.
For fine aggregate used in all portland cement concrete except Types B and D gradations, conform to the following gradation: Table 1003-16 Gradation for Portland Cement Concrete Sand
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 3/8 inch (9.5 mm) No. 4 (4.75 mm) No. 16 (1.18 mm) No. 50 (300 μm) No. 100 (150 μm) No. 200 (75 μm) 95 - 100 45 - 90 7 - 30 0 - 7 0 - 3 Table 1003-17 Gradation for Mortar Sand
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) No. 4 (4.75 mm) No. 8 (2.36 mm) No. 100 (150 μm) No. 200 (75 μm) 95 - 100 0 - 25 0 - 10
1003.08.2 Coarse Aggregate: For bridge decks, use coarse
aggregates with a Friction Rating of I, II, or III as defined in 1003.01.2.4.
1003.08.2 1 Uncrushed Coarse Aggregate: For uncrushed
coarse aggregate used in all portland cement concrete except Types B and D gradations, comply with Table 1003- 18. Table 1003-18 Gradation for Portland Cement Concrete, Uncrushed Percent Passing US Sieve Metric Sieve Size 57M Size 89M Size 67 2 1/2 inch 2 inch 1 1/2 inch 1 inch 3/4 inch 1/2 inch 3/8 inch No.4 No.8 No. 16 No. 200 63 mm 50 mm 37.5 mm 25.0 mm 19.0 mm 12.5 mm 9.5 mm 4.75 mm 2.36 mm 1.18 mm 75 μm — — 90-1001 — 25-60 — 0-10 0-5 — 0-1 — — — — 90-100 — 15-60 0-302 0-5 0-1 — — — 90-100 — 20-55 0-10 0-5 — 0-1 1 ASTM C33 No. 57 designation requires 95 – 100. 2 ASTM C33 No. 89 designation requires 0 – 15.
1003.08.2 2 Crushed Coarse Aggregate: For crushed coarse
aggregate used in all portland cement concrete, except Types B and D gradations, comply with the uncrushed coarse aggregate gradation of
1003.08.2 1, except that when the material finer than the No. 200 (75 μm)
sieve consists of the dust fraction from crushing, essentially free of clay, this percentage shall be 0-2 percent. When the total material passing the No. 200 (75 μm) sieve from the coarse and fine aggregates does not exceed 5 percent, the percent passing the No. 200 (75 μm) sieve from the crushed coarse aggregate may be increased to 3 percent.
1003.08.3 Portland Cement Concrete Aggregates - Combined
Gradations: For the combined aggregates for the proposed portland cement concrete combined gradation mix, the percent retained based on the dry weight (mass) of the total aggregates shall meet the requirements of Table 1003-19 for the type of concrete specified in Table 901-3. Table 1003-19 Combined Gradations for Portland Cement Concrete
U.S. Sieve Metric Sieve Percent Retained of Total Combined Aggregates Gradation Type Type B Type D 2 1/2 inch 63 mm 0 0 2 inch 50 mm 0 0-20 1 1/2 inch 37.5 mm 0-20 0-20 1 inch 25.0 mm 0-20 5-20 3/4 inch 19.0 mm 5-20 5-20 1/2 inch 12.5 mm 5-20 5-20 3/8 inch 9.5 mm 5-20 5-20 No. 4 4.75 mm 5-20 5-20 No. 8 2.36 mm 5-20 5-20 No. 16 1.18 mm 5-20 5-20 No. 30 600 μm 5-20 5-20 No. 50 300 μm 0-20 0-20 No. 100 150 μm 0-20 0-20 No. 200 75 μm 0-5 0-5 Note: For the sieves in the shaded areas, the sum of any two adjacent sieves shall be a minimum of 12 percent of the total combined aggregates. Sample and test each type of aggregate stockpile to be used in the proposed mixture individually. Mathematically determine the percent of total combined aggregates retained using the proportions of the combined aggregate blend. Base all gradation calculations on percent of dry weight (mass).
1003.09 GRANULAR MATERIAL. Granular material shall be non-
plastic siliceous material complying with 1003.01 and the following gradation: Table 1003-20 Gradation for Granular Material
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 1/2 inch (12.5 mm) No. 10 (2.00 mm) No. 200 (75 μm) 75 - 100 0 - 10
1003.10 BEDDING MATERIAL. Bedding materials shall consist of
stone, recycled portland cement concrete, or a mixture of either recycled portland cement concrete, gravel, crushed slag, or stone combined with granular material. Stone shall be from the Approved Materials List.
1003.10.1 Stone or Recycled Portland Cement Concrete:
Comply with 1003.03.
1003.10.2 Sand-Aggregate: The sand-aggregate material shall be a
natural or artificial mixture of sand and gravel, recycled portland cement concrete, or other approved aggregate listed in this subsection. Material passing the No. 40 (425 μm) sieve shall be non-plastic. The mixture shall be free of foreign matter as determined by visual inspection. Comply with the following gradation prior to placement. Table 1003-21 Gradation for Bedding, Sand-Aggregate
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 1 ½ inches (37.5 mm) 3/4 inch (19.0 mm) 3/8 inch (9.5 mm) No. 4 (4.75 mm) No. 16 (1.19 mm) No. 200 (75 μm) 90 - 100 70 - 85 40 - 60 15 - 40 3 - 15 0 - 5
1003.10.3 Mixtures: Mix recycled portland cement concrete, gravel,
or stone with 35±5 percent granular material by volume. Verify the mixture quantities by proof of material deliveries.
1003.10.3 1 Gravel: Comply with the following gradation.
Table 1003-22 Gradation for Bedding, Gravel
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 1 ½ inches (37.5 mm) No. 4 (4.75 mm) No. 200 (75 μm) 95 - 100 0 - 15 0 - 2
1003.10.3 2 Recycled Portland Cement Concrete or Stone:
Comply with the following gradation: Table 1003-23 Gradation for Bedding, (RPCC or Stone)
U.S. (Metric) Sieve Size Percent Passing By Weight (Mass) 1 ½ inches (37.5 mm) 3/4 inch (19.0 mm) No. 4 (4.75 mm) 95 - 100 40 - 85 0 - 15
1003.10.3 3 Granular Material: Comply with 1003.09.
1003.11 BACKFILL. Stone shall comply with 1003.03.1. Recycled
portland cement concrete, RPCC, shall comply with 1003.03.2. Reclaimed asphalt pavement, RAP, shall comply with 1003.05.3. For source approval, comply with 1003.01.
Referenced in this section
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Source: Standard Specifications for Roads and Bridges, 2016 Edition. Pages 1009–1026 of 1,145. View official source ↗