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 specif ication 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 t o 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® Produc er/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 li ghtweight 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 f rom 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 reactivi ty 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 tes ting, 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 ceme ntitious 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 reactivi ty (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 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 f rom 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 reactivi ty 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 tes ting, 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 ceme ntitious 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 reactivi ty (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 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 f rom 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 reactivi ty 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 tes ting, 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 ceme ntitious 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 reactivi ty (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 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 f rom 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 reactivi ty 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 tes ting, 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 ceme ntitious 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 reactivi ty (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 aggr egate 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 EMBANKMEN T. 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: 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 aggr egate 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 EMBANKMEN T. 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: 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 aggr egate 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 EMBANKMEN T. 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: 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 aggr egate 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 EMBANKMEN T. 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: 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 aggr egate 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 EMBANKMEN T. 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: 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 aggr egate 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 EMBANKMEN T. 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 Aggregat Es.
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 -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 Aggregat Es.
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:
Source: Louisiana Standard Specifications for Roads and Bridges, 2016 Edition. Pages 1012–1014 of 1,145.