703Aggregates

Aggregates

703.00General All sieve sizes and designations described in this section refer to laboratory

sieves having square openings and conforming to ASTM E11.

The grading and composition requirements for coarse and fine aggregates for concrete are set forth in Table 703-1. Table 703-1 Concrete Aggregate Gradation Table Percentage Passing Designated Sieves and Nominal Size Designation

*Coarse Aggregates (from AASHTO M43)

*No. *No. *No. *No. Sieve *No. 3 *No. 4 *No. 6 *No. 7 *No. 8 Fine 357 467 57 67 Size Aggregate 37.5 19.0 mm 37.5 25.0 mm 19.0 12.5 50 mm 50 mm to mm mm to mm mm 9.5 to to 19.0 to to 9.5 to to mm to 4.75 mm 25.0 4.75 mm 4.75 4.75 mm 4.75 4.75 2.36 to mm mm (1 1/2" mm mm (3/4" mm mm mm 150 µm (2" to (2" to to (1 1/2" (1" to to (3/4" (1/2" (3/8" (#4 to 1") No. 4) 3/4") to #4) #4) 3/8") to #4) to #4) to #8) #100) 63 mm (2 100 100 1/2") 50 mm 90–100 95–100 100 100 (2") 37.5 mm 35–70 90–100 95–100 100 (1 1/2") 25.0 mm 0–15 35–70 20–55 95–100 100 100 (1") 19.0 mm 0–15 35 – 70 90–100 90–100 100 (3/4") 12.5 mm 0–5 10–30 25–60 20–55 90–100 100 (1/2") 9.5 mm 0–5 10–30 0–15 20–55 40–70 85–100 100 (3/8") 4.75 mm 0–5 0–5 0–10 0–5 0–10 0–15 10–30 95–100 (#4) 2.36 mm 0–5 0–5 0–5 0–10 80–100 (#8) 1.18 mm 0–5 50–85 (#16) 600 µm 25–60 (#30) 300 µm 10–30 (#50) 150 µm 2–10 (#100)

703.01

703.01Fine Aggregate for Concrete. Fine aggregate for concrete shall conform to the

requirements of AASHTO M 6, Class A. The minimum sand equivalent, as tested per Colorado Procedure 37 shall be 80 unless otherwise specified. The fineness modulus, as determined by AASHTO T 27, shall not be less than 2.50 or greater than 3.50 unless otherwise approved.

703.02Coarse Aggregate for Concrete. Coarse aggregate for concrete shall conform to the

requirements of AASHTO M 80, Class A, except that the percentage of wear shall not exceed 45 when tested per AASHTO T 96.

703.03Aggregate for Bases. Aggregates for bases except Aggregate Base Course (RAP) shall

be crushed stone, crushed slag, crushed gravel, natural gravel, or crushed reclaimed concrete. Aggregate Base Course (RAP) shall be 100 percent crushed recycled asphalt pavement material. All materials except Aggregate Base Course (RAP) shall conform to the quality requirements of AASHTO M 147 except that the requirements for the ratio of minus 75 µm (No. 200) sieve fraction to the minus 425 µm (No. 40) sieve fraction, stated in 3.2.2 of AASHTO M 147, shall not apply The requirements for the Los Angeles wear test (AASHTO T 96 and ASTM C535) shall not apply to Class 1, 2, and 3. Aggregates for bases shall meet the grading requirements of Table 703-2 for the class specified for the project, unless otherwise specified. The liquid limit shall be as shown in Table 703-2 and the plasticity index shall not exceed six when the aggregate is tested per AASHTO T 89 and T 90 respectively.

703.03

Table 703-2 Classification for Aggregate Base Course Mass Percent Passing Square Mesh Sieves

LL not greater than 35

Sieve Size Class 1 Class 2 Class 3 150 mm (6") 100 100 mm (4") 100 75 mm (3") 95-100 60 mm (2 1/2") 100 50 mm (2") 95-100 37.5 mm (1 1/2”) 25 mm (1") 19 mm (3/4") 4.75 mm (#4) 30-65 2.36 mm (#8) 75 µm (#200) 3-15 3-15 20 max.

NOTE: Class 3 material shall consist of bank or pit run material.

LL not greater than 30

Sieve Size Class 4 Class 5 Class 6 Class 7 150 mm (6") 100 mm (4") 75 mm (3") 60 mm (2 1/2") 50 mm (2") 100 37.5 mm (1 1/2”) 90-100 100 25 mm (1") 95-100 100 100 19 mm (3/4") 50-90 95-100 4.75 mm (#4) 30-50 30-70 30-65 2.36 mm (#8) 25-55 20-85 75 µm (#200) 3-12 3-15 3-12 5-15

703.04 Aggregate Base Course (RAP) shall be 100 percent reclaimed asphalt pavement material conforming to the requirements of Table 703-3

Table 703-3 Classification for Reclaimed Asphalt Pavement Aggregate Base Course

Mass Percent Passing Square Mesh Sieves

Sieve Size ABC (RAP) 50 mm (2") 100 25 mm (1") 85-100 19 mm (3/4") 75-100 12.5 mm (1/2") 55-90 9.5 mm (3/8") 45-80 4.75 mm (#4) 25-55 1.18 mm (#16) 5-25 75 µm (#200) 0-5

703.04Aggregates for Hot Mix Asphalt. Aggregates for hot mix asphalt (HMA) shall be of

uniform quality, composed of clean, hard, durable particles of crushed stone, crushed gravel, natural gravel, or crushed slag. Excess of fine material shall be wasted before crushing. A percentage of the aggregate retained on the 4.75 mm (No. 4) sieve for Gradings S, SX and SG— and on the 2.36 mm (No. 8) sieve for Gradings SF and ST—shall have at least two mechanically induced fractured faces when tested per Colorado Procedure 45. This percentage will be specified in Table 403-1, as revised for the project in Section 403. The angularity of the fine aggregate shall be a minimum of 45.0 percent when determined according to AASHTO T 304. Grading SF mixes, when determined by the Region Materials Engineer, may not require fine aggregate angularity of 45.0 percent. Aggregate samples representing each aggregate stockpile shall be non-plastic if the percent of aggregate passing the 2.36 mm (No. 8) sieve is greater than or equal to 10 percent by weight of the individual aggregate sample. Plasticity will be determined per AASHTO T 90. The material shall not contain clay balls, vegetable matter, or other deleterious substances.

The aggregate for Gradings ST, S, SX, and SG shall have a percentage of wear of 45 or less when tested per AASHTO T 96.

703.04

Table 703-4 Master Range Table for Hot Mix Asphalt Percent by Weight Passing Square Mesh Sieves

Grading Grading Grading Grading Grading Sieve Size SF ST SX S SG 37.5 mm (11/2″) 100 25.0 mm (1″) 100 90 – 100 19.0 mm (3/4″) 100 90 – 100 12.5 mm (1/2″) 100 90 – 100 * * 9.5 mm (3/8″) 100 90 – 100 * * * 4.75 mm (#4) 90 – 100 * * * * 2.36 mm (#8) * 28 – 58 28 – 58 23 – 49 19 – 45 1.18 mm (#16) 30 – 54 600 µm (#30) * * * * * 300 µm (#50)

150 µm (#100)

75 µm (#200) 2 – 12 2 – 10 2 – 10 2–8 1–7 Table 703-4 Notes: * These additional Form 43 Specification Screens will initially be established using values from the As Used Gradation shown on the Design Mix.

Aggregates for stone matrix asphalt (SMA) shall be of uniform quality, composed of clean, hard, durable particles of crushed stone, crushed gravel, or crushed slag. A minimum of 90 percent of the particles retained on the 4.75 mm (No. 4) sieve shall have at least two mechanically induced fractured faces when tested per Colorado Procedure 45. The particles passing the 4.75 mm (No. 4) sieve shall be the product of crushing rock larger than 12.5 mm (1/2 inch) and shall be non-plastic when tested per AASHTO T 90.

Additionally, each source of aggregate for SMA shall meet the following requirements:

Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.

Sodium Sulfate.

703.05 Table 703-5 Master Range Table for Stone Matrix Asphalt

Percent by Weight Passing Square Mesh Sieves 4.75 mm 9.5 mm 12.5 mm 19.0 mm Sieve Size (#4) (3/8″) (1/2″) (3/4″) nominal nominal nominal nominal 25 mm (1") 100 19.0 mm (3/4") 100 90-100 12.5 mm (1/2") 100 100 90-100 50-88 9.5 mm (3⁄8") 100 90-100 50-80 25-60 4.75 mm (#4) 90-100 26-60 20-35 20-28 2.36 mm (#8) 28-65 20-28 16-24 16-24 1.18mm (#16) 22-36 600 µm (#30) 18-28 12-18 12-18 12-18 300 µm (#50) 15-22 10-15 150 µm (#100) 75 µm (#200) 12-15 8-12 8-11 8-11

The aggregates for hot mix asphalt (HMA) and stone matrix asphalt (SMA) shall meet the requirements of Table 703-6 when tested per CP-L 4211 Resistance of Coarse Aggregate to Degradation by Abrasion in the Micro-Deval Apparatus. The Contractor shall be assessed a price reduction of $1,000 for each production sample of the combined aggregate with a value greater than 20 according to CP-L 4211. Table 703-6 Aggregate Degradation by Abrasion in the Micro-Deval CP-L 4211 Not to exceed Combined Aggregate (Mix Design) 18 Combined Aggregate (1/10,000 tons, or fraction thereof during production) 20

703.05Aggregate for Cover Coat Material. Aggregates for cover coat material shall be

crushed stone, crushed slag, crushed gravel, or natural gravel. Aggregates shall be composed of clean, tough, durable fragments free from an excess of flat, elongated, soft, or disintegrated pieces and free from fragments coated with dirt or other objectionable matter. Slag shall be air-cooled blast-furnace slag reasonably uniform in density.

The aggregate shall conform to the following requirements:

35.

exceed 12 percent as determined by ASTM D4791.

the 4.75 mm (No. 4) sieve shall have at least two fractured faces when tested per Colorado Procedure 45.

expanding shale, clay, or slate in a rotary fired kiln. Lightweight aggregate shall have a dry loose unit weight of 35 to 55 pounds per cubic foot determined per AASHTO T 19, Shoveling Procedure. The total mass of the test sample of lightweight aggregate used in AASHTO T 96 (Los Angles Abrasion) shall be 2,000 g.

Table 703-7 Gradation Specifications for Cover Coat Aggregate

Percent by Weight Passing Square Mesh Sieves 9.5 mm 12.5 mm 19.0 mm (3/4")* Sieve Size (3⁄8") (1/2") Type Type IV Type 1 II 19.0 mm (3/4") 100 12.5 mm (1/2") 100 95-100 9.5 mm (3⁄8") 100 65-85 60-80 4.75 mm (#4) 0-15 0-10 0-10 75 μm (#200) 0-1.5 0-1.5 0-1.5 Table 703-7 Notes: *Type IV shall be used only with lightweight aggregates.

703.06Mineral Filler. Mineral filler shall conform to the requirements of AASHTO M 17 and

shall consist of rock dust, slag dust, hydrated lime, hydraulic cement, fly ash, or other suitable mineral matter. It shall be free of organic impurities and agglomerations. When used, it shall be dry enough to flow freely. Mineral filler shall be graded within the following limits: Table 703-8 Mineral Filler Gradation

Mass Percent Sieve Size Passing Square Mesh Sieves 600 μm (No. 30) 100 300 μm (No. 50) 95-100 75 μm (No. 200) 70-100

Mineral filler shall have a plasticity index not greater than four excluding hydrated lime and hydraulic cement.

703.06 If mineral filler other than limestone dust is used in stone matrix asphalt (SMA) it shall consist of mineral matter that meets the requirements of Tables 703-8, 703-9 and the following: Alternative mineral filler shall consist of finely divided mineral matter such as rock dust, slag dust, fly ash, loess, or other suitable mineral matter. Calcium oxide content of any mineral filler shall not exceed 22 percent. Alternative mineral filler test data shall be provided as part of the SMA mix design submittal and as required in Table 703-10 during production. The Contractor shall sample and test alternative mineral filler at the frequencies listed in Table 703-9. Production will be suspended if alternative mineral filler test results fail to meet requirements. The Contractor shall submit written plans to correct the mineral filler operation to the Engineer for approval before commencing paving. Table 703-9 Required Testing for Alternative SMA Mineral Fillers

Contractor Testing Type of Test Specification Limit Remarks Frequency One per 10,000 tons Plasticity Index AASHTO T90 4% Maximum ▲ of SMA placed♦ Hydrometer Analysis AASHTO One at Mix Design Report T88 submittal One per 10,000 tons Gradation AASHTO T37 Table 703-10 ▲ of SMA placed♦ Calcium Oxide Content One at Mix Design 22% Maximum ASTM C25 submittal Modified Rigden Voids – NAPA One per 10,000 tons Shall not exceed 50 ▲ Publication IS-101 of SMA placed♦ Table 703-9 Notes: ♦ The minimum frequency shall be twice per project. ▲ Sampling of alternative mineral fillers shall be at the point of introduction to the SMA and a split sample shall be submitted to the Engineer.

Table 703-10 Alternative SMA Mineral Gradation (AASHTO M17/ASTM D242-95)

Sieve Percent Passing 600 µm (#30) 100 300 µm (#50) 95 – 100 75 µm (#200) 70 – 100

703.07

703.07Bed Course Material

gravel, crushed stone, or other approved material of such gradation that all particles shall pass through a sieve having 19.0 mm (3/4 inch) square openings.

draining material consisting of sand, gravel, cinders, slag, crushed stone, or other approved free draining material. This material shall meet the following gradation requirements: Table 703-11 Bed Course Material Gradation

Mass Percent Sieve Size Passing Square Mesh Sieves 75 mm (3 inch) 100 4.75 mm (No. 4) 20-65 75 μm (No. 200) 0-10

703.08Structure Backfill Material

Table 703-12 Structure Backfill Material Class 1 Gradation

Mass Percent Passing Sieve Size Square Mesh Sieves 50 µm (2 inch) 100 4.75 mm (No. 4) 30-100 300 μm (No. 50) 10-60 75 μm (No. 200) 5-20

In addition, this material shall have a liquid limit not exceeding 35 and a plasticity index of not over six when determined in conformity with AASHTO T 89 and T 90 respectively.

To be suitable for use under this classification, backfill shall be free of frozen lumps, wood, or other organic material. If the material contains rock fragments that, in the opinion of the Engineer, will be injurious to the structure, the native material shall not be used for backfilling and the Contractor shall furnish Class 1 structure backfill material at the contract unit price. If contract unit price does not exist for Class 1 structure backfill, it will be paid for per subsection 104.03.

703.09 Table 703-13 Structure Backfill Material Class 3 Gradation

Mass Percent Passing Sieve Size Square Mesh Sieves 9.5 mm (3/8 inch) 90-100 4.75 mm (No. 4) 45-80 75 μm (No. 200) 5-12

703.09Filter Material. Filter material shall consist of free draining sand, gravel, slag, or

crushed stone. The grading requirements are set forth in Table 703-14.

Table 703-14 Gradation Specifications for Filter Material

Percent by Weight Passing Square Mesh Sieves Sieve Size Class A Class B Class C 75 mm (3") 100 37.5 mm (1 1/2") 100 19.0 mm (3/4") 20-90 100 4.75 mm (No. 4) 0-20 20-60 60-100 1.18 μm (No. 16) 10-30 300 μm (No. 50) 0-10 10-30 150 μm (No. 100) 0-10 75 μm (No. 200) 0-3 0-3 0-3

703.10Aggregate for Median Cover. Aggregate for median cover shall consist of clean

crushed stone, crushed gravel, or natural gravel. The percentage of wear, when tested per AASHTO T 96, shall not be more than 70. The grading requirements shall be as follows:

Table 703-15 Gradation Specifications for Median Cover Aggregate Mass Percent Sieve Size Passing Square Mesh Sieves 63 mm (2 1/2 inch) 100 50 mm (2 inch) 95-100 19.0 mm (3/4 inch) 0-15

704.01