Table 1015 -11 Water Borne Traffic Paint Color Specification Limits (Daytime) Color 1 2 3 4 x y x y x y x y Yellow 0.493 0.473 0.518 0.464 0.486 0.428 0.469 0.452 (The four pairs of chromaticity coordinates determine the acceptable color in terms of the CIE 1931 Standard Colorimetric System measured with Standard 2° Observer and Standard Illuminant D65.)
1015.12.2 Initial Retroreflectivity: All retroreflectivity readings
shall be measured with a geometry of 1.05 degrees observation angle and
88.76 degrees entrance angle as detailed in ASTM E1710.
For traffic paint, initial retroreflectance shall have a minimum of 250 mcd/lux/sq m for white and 17 5 mcd/lux/sq m for yellow. Glass beads shall be uniformly distributed to ensure that the full width of the line is visible at night.
1015.12.3 Initial Daytime Color and Luminance Factor: For
traffic paint, test the initial daytime color and luminance factor (Y%) according to ASTM D6628. The Department may take readings 7 to 30 days after installation to verify compliance with ASTM D6628.
1015.13 GLASS BEADS FOR PAVE MENT MARKINGS. Glass
beads for use with painted traffic striping and flat thermoplastic striping shall c onform to the specification requirements of AASHTO M 247, as modified herein.
1015.13.1 Moisture Resistance - Flow Characteristics: The
beads shall not absorb moisture in storage. They shall remain free of clusters and lumps and shall flow freely from the dispen sing equipment.
1015.13.2 Gradation: Glass beads shall meet the gradation
requirements of AASHTO M 247 for the specified Type, when tested in accordance with ASTM D1214.
1015.13.2 1 Painted Traffic Striping: Glass beads for
permanent painted traffic striping shall meet th e gradation requirements of AASHTO M 247 Type 3. For temporary painted traffic striping, the contractor may determine which beads to use provided the line is reflective for the expected line life. Table 1015 -12, “Gradation of 1.9 Refractive Index Glass Be ads” may be used as an alternate on chip seal. Table 1015 -11 Water Borne Traffic Paint Color Specification Limits (Daytime) Color 1 2 3 4 x y x y x y x y Yellow 0.493 0.473 0.518 0.464 0.486 0.428 0.469 0.452 (The four pairs of chromaticity coordinates determine the acceptable color in terms of the CIE 1931 Standard Colorimetric System measured with Standard 2° Observer and Standard Illuminant D65.)
1015.12.2 Initial Retroreflectivity: All retroreflectivity readings
shall be measured with a geometry of 1.05 degrees observation angle and
88.76 degrees entrance angle as detailed in ASTM E1710.
For traffic paint, initial retroreflectance shall have a minimum of 250 mcd/lux/sq m for white and 17 5 mcd/lux/sq m for yellow. Glass beads shall be uniformly distributed to ensure that the full width of the line is visible at night.
1015.12.3 Initial Daytime Color and Luminance Factor: For
traffic paint, test the initial daytime color and luminance factor (Y%) according to ASTM D6628. The Department may take readings 7 to 30 days after installation to verify compliance with ASTM D6628.
1015.13 GLASS BEADS FOR PAVE MENT MARKINGS. Glass
beads for use with painted traffic striping and flat thermoplastic striping shall c onform to the specification requirements of AASHTO M 247, as modified herein.
1015.13.1 Moisture Resistance - Flow Characteristics: The
beads shall not absorb moisture in storage. They shall remain free of clusters and lumps and shall flow freely from the dispen sing equipment.
1015.13.2 Gradation: Glass beads shall meet the gradation
requirements of AASHTO M 247 for the specified Type, when tested in accordance with ASTM D1214.
1015.13.2 1 Painted Traffic Striping: Glass beads for
permanent painted traffic striping shall meet th e gradation requirements of AASHTO M 247 Type 3. For temporary painted traffic striping, the contractor may determine which beads to use provided the line is reflective for the expected line life. Table 1015 -12, “Gradation of 1.9 Refractive Index Glass Be ads” may be used as an alternate on chip seal. Table 1015 -11 Water Borne Traffic Paint Color Specification Limits (Daytime) Color 1 2 3 4 x y x y x y x y Yellow 0.493 0.473 0.518 0.464 0.486 0.428 0.469 0.452 (The four pairs of chromaticity coordinates determine the acceptable color in terms of the CIE 1931 Standard Colorimetric System measured with Standard 2° Observer and Standard Illuminant D65.)
1015.12.2 Initial Retroreflectivity: All retroreflectivity readings
shall be measured with a geometry of 1.05 degrees observation angle and
88.76 degrees entrance angle as detailed in ASTM E1710.
For traffic paint, initial retroreflectance shall have a minimum of 250 mcd/lux/sq m for white and 17 5 mcd/lux/sq m for yellow. Glass beads shall be uniformly distributed to ensure that the full width of the line is visible at night.
1015.12.3 Initial Daytime Color and Luminance Factor: For
traffic paint, test the initial daytime color and luminance factor (Y%) according to ASTM D6628. The Department may take readings 7 to 30 days after installation to verify compliance with ASTM D6628.
1015.13 GLASS BEADS FOR PAVE MENT MARKINGS. Glass
beads for use with painted traffic striping and flat thermoplastic striping shall c onform to the specification requirements of AASHTO M 247, as modified herein.
1015.13.1 Moisture Resistance - Flow Characteristics: The
beads shall not absorb moisture in storage. They shall remain free of clusters and lumps and shall flow freely from the dispen sing equipment.
1015.13.2 Gradation: Glass beads shall meet the gradation
requirements of AASHTO M 247 for the specified Type, when tested in accordance with ASTM D1214.
1015.13.2 1 Painted Traffic Striping: Glass beads for
permanent painted traffic striping shall meet th e gradation requirements of AASHTO M 247 Type 3. For temporary painted traffic striping, the contractor may determine which beads to use provided the line is reflective for the expected line life. Table 1015 -12, “Gradation of 1.9 Refractive Index Glass Be ads” may be used as an alternate on chip seal. Table 1015 -11 Water Borne Traffic Paint Color Specification Limits (Daytime) Color 1 2 3 4 x y x y x y x y Yellow 0.493 0.473 0.518 0.464 0.486 0.428 0.469 0.452 (The four pairs of chromaticity coordinates determine the acceptable color in terms of the CIE 1931 Standard Colorimetric System measured with Standard 2° Observer and Standard Illuminant D65.)
1015.12.2 Initial Retroreflectivity: All retroreflectivity readings
shall be measured with a geometry of 1.05 degrees observation angle and
88.76 degrees entrance angle as detailed in ASTM E1710.
For traffic paint, initial retroreflectance shall have a minimum of 250 mcd/lux/sq m for white and 17 5 mcd/lux/sq m for yellow. Glass beads shall be uniformly distributed to ensure that the full width of the line is visible at night.
1015.12.3 Initial Daytime Color and Luminance Factor: For
traffic paint, test the initial daytime color and luminance factor (Y%) according to ASTM D6628. The Department may take readings 7 to 30 days after installation to verify compliance with ASTM D6628.
1015.13 GLASS BEADS FOR PAVE MENT MARKINGS. Glass
beads for use with painted traffic striping and flat thermoplastic striping shall c onform to the specification requirements of AASHTO M 247, as modified herein.
1015.13.1 Moisture Resistance - Flow Characteristics: The
beads shall not absorb moisture in storage. They shall remain free of clusters and lumps and shall flow freely from the dispen sing equipment.
1015.13.2 Gradation: Glass beads shall meet the gradation
requirements of AASHTO M 247 for the specified Type, when tested in accordance with ASTM D1214.
1015.13.2 1 Painted Traffic Striping: Glass beads for
permanent painted traffic striping shall meet th e gradation requirements of AASHTO M 247 Type 3. For temporary painted traffic striping, the contractor may determine which beads to use provided the line is reflective for the expected line life. Table 1015 -12, “Gradation of 1.9 Refractive Index Glass Be ads” may be used as an alternate on chip seal. Table 1015 -11 Water Borne Traffic Paint Color Specification Limits (Daytime) Color 1 2 3 4 x y x y x y x y Yellow 0.493 0.473 0.518 0.464 0.486 0.428 0.469 0.452 (The four pairs of chromaticity coordinates determine the acceptable color in terms of the CIE 1931 Standard Colorimetric System measured with Standard 2° Observer and Standard Illuminant D65.)
1015.12.2 Initial Retroreflectivity: All retroreflectivity readings
shall be measured with a geometry of 1.05 degrees observation angle and
88.76 degrees entrance angle as detailed in ASTM E1710.
For traffic paint, initial retroreflectance shall have a minimum of 250 mcd/lux/sq m for white and 17 5 mcd/lux/sq m for yellow. Glass beads shall be uniformly distributed to ensure that the full width of the line is visible at night.
1015.12.3 Initial Daytime Color and Luminance Factor: For
traffic paint, test the initial daytime color and luminance factor (Y%) according to ASTM D6628. The Department may take readings 7 to 30 days after installation to verify compliance with ASTM D6628.
1015.13 GLASS BEADS FOR PAVE MENT MARKINGS. Glass
beads for use with painted traffic striping and flat thermoplastic striping shall c onform to the specification requirements of AASHTO M 247, as modified herein.
1015.13.1 Moisture Resistance - Flow Characteristics: The
beads shall not absorb moisture in storage. They shall remain free of clusters and lumps and shall flow freely from the dispen sing equipment.
1015.13.2 Gradation: Glass beads shall meet the gradation
requirements of AASHTO M 247 for the specified Type, when tested in accordance with ASTM D1214.
1015.13.2 1 Painted Traffic Striping: Glass beads for
permanent painted traffic striping shall meet th e gradation requirements of AASHTO M 247 Type 3. For temporary painted traffic striping, the contractor may determine which beads to use provided the line is reflective for the expected line life. Table 1015 -12, “Gradation of 1.9 Refractive Index Glass Be ads” may be used as an alternate on chip seal. Table 1015 -11 Water Borne Traffic Paint Color Specification Limits (Daytime) Color 1 2 3 4 x y x y x y x y Yellow 0.493 0.473 0.518 0.464 0.486 0.428 0.469 0.452 (The four pairs of chromaticity coordinates determine the acceptable color in terms of the CIE 1931 Standard Colorimetric System measured with Standard 2° Observer and Standard Illuminant D65.)
1015.12.2 Initial Retroreflectivity: All retroreflectivity readings
shall be measured with a geometry of 1.05 degrees observation angle and
88.76 degrees entrance angle as detailed in ASTM E1710.
For traffic paint, initial retroreflectance shall have a minimum of 250 mcd/lux/sq m for white and 17 5 mcd/lux/sq m for yellow. Glass beads shall be uniformly distributed to ensure that the full width of the line is visible at night.
1015.12.3 Initial Daytime Color and Luminance Factor: For
traffic paint, test the initial daytime color and luminance factor (Y%) according to ASTM D6628. The Department may take readings 7 to 30 days after installation to verify compliance with ASTM D6628.
1015.13 GLASS BEADS FOR PAVE MENT MARKINGS. Glass
beads for use with painted traffic striping and flat thermoplastic striping shall c onform to the specification requirements of AASHTO M 247, as modified herein.
1015.13.1 Moisture Resistance - Flow Characteristics: The
beads shall not absorb moisture in storage. They shall remain free of clusters and lumps and shall flow freely from the dispen sing equipment.
1015.13.2 Gradation: Glass beads shall meet the gradation
requirements of AASHTO M 247 for the specified Type, when tested in accordance with ASTM D1214.
1015.13.2 1 Painted Traffic Striping: Glass beads for
permanent painted traffic striping shall meet th e gradation requirements of AASHTO M 247 Type 3. For temporary painted traffic striping, the contractor may determine which beads to use provided the line is reflective for the expected line life. Table 1015 -12, “Gradation of 1.9 Refractive Index Glass Be ads” may be used as an alternate on chip seal. Table 1015 -12 Gradation of 1.9 Refractive Index Glass Beads
U.S. SIEVE (METRIC SIEVE) PERCENT PASSING No. 18 (1.00 mm) 95-100 No. 20 (850 µm) 85-95 No. 30 (600 µm) 40-85 No. 40 (425 µm) 20-45 No. 50 (300 µm) 0-5
1015.13.2 2 Flat Profile Thermoplastic Striping: Drop -on
beads for flat profile thermoplastic striping shall meet the gradation requirements of Table 1015 -13 as determined by the thickness of the striping specified. Table 1015 -13 Types of AASHTO M 247 Glass Beads used for Flat Profile Thermoplastic Striping1 THICKNESS NUMBER OF BEAD DROPS APPLICATION #1 APPLICATION #2 40 mil spray Single Drop AASHTO M247 Type 2 or Table 1015 -12 or contractors discretion2 Not required 90 mils or greater Double Drop AASHTO M247 Type 4 AASHTO M 247 Type 1 or Table 1015 -12 or Contractors discretion2
1.Materials not designated in AASHTO M 247 require approval from the engineer.
2.Materials used at the contactors discretion shall meet the retroreflectance requiremen ts.
1015.13.3 Roundness: Beads shall have a minimum of 75 percent
true spheres when tested according to ASTM D1155, Method Table 1015 -12 Gradation of 1.9 Refractive Index Glass Beads
U.S. SIEVE (METRIC SIEVE) PERCENT PASSING No. 18 (1.00 mm) 95-100 No. 20 (850 µm) 85-95 No. 30 (600 µm) 40-85 No. 40 (425 µm) 20-45 No. 50 (300 µm) 0-5
1015.13.2 2 Flat Profile Thermoplastic Striping: Drop -on
beads for flat profile thermoplastic striping shall meet the gradation requirements of Table 1015 -13 as determined by the thickness of the striping specified. Table 1015 -13 Types of AASHTO M 247 Glass Beads used for Flat Profile Thermoplastic Striping1 THICKNESS NUMBER OF BEAD DROPS APPLICATION #1 APPLICATION #2 40 mil spray Single Drop AASHTO M247 Type 2 or Table 1015 -12 or contractors discretion2 Not required 90 mils or greater Double Drop AASHTO M247 Type 4 AASHTO M 247 Type 1 or Table 1015 -12 or Contractors discretion2
1.Materials not designated in AASHTO M 247 require approval from the engineer.
2.Materials used at the contactors discretion shall meet the retroreflectance requiremen ts.
1015.13.3 Roundness: Beads shall have a minimum of 75 percent
true spheres when tested according to ASTM D1155, Method Table 1015 -12 Gradation of 1.9 Refractive Index Glass Beads
U.S. SIEVE (METRIC SIEVE) PERCENT PASSING No. 18 (1.00 mm) 95-100 No. 20 (850 µm) 85-95 No. 30 (600 µm) 40-85 No. 40 (425 µm) 20-45 No. 50 (300 µm) 0-5
1015.13.2 2 Flat Profile Thermoplastic Striping: Drop -on
beads for flat profile thermoplastic striping shall meet the gradation requirements of Table 1015 -13 as determined by the thickness of the striping specified. Table 1015 -13 Types of AASHTO M 247 Glass Beads used for Flat Profile Thermoplastic Striping1 THICKNESS NUMBER OF BEAD DROPS APPLICATION #1 APPLICATION #2 40 mil spray Single Drop AASHTO M247 Type 2 or Table 1015 -12 or contractors discretion2 Not required 90 mils or greater Double Drop AASHTO M247 Type 4 AASHTO M 247 Type 1 or Table 1015 -12 or Contractors discretion2
1.Materials not designated in AASHTO M 247 require approval from the engineer.
2.Materials used at the contactors discretion shall meet the retroreflectance requiremen ts.
1015.13.3 Roundness: Beads shall have a minimum of 75 percent
true spheres when tested according to ASTM D1155, Method
A.AASHTO M247 Type 3 and 4 beads shall have a minimum of 80 percent true spheres when tested by ASTM D1155, Method A.
1015.13.4 Angular Particles: The beads shall have no more than 3
percent angular particles per screen.
1015.13.5 Refractive Index: The beads shall have a minimum
refractive index of 1.50 when tested by the liquid immersion method. Beads conforming to Table 1015 -12 shall have a minimum refractive index of 1.90.
1015.13.6 Glass Bead Coating: All beads except Type 1 shall be
coated with an ad hesion assuring coating when tested in accordance with AASHTO M 247. The smaller AASHTO M 247 Type 1 beads shall also be coated to provide free flowing characteristics when tested in accordance with AASHTO M 247.
1015.13.7 Packaging and Marking: The beads shal l be packaged
in moisture proofed containers. Each container shall be stamped with the following information: Name and address of manufacturer, shipping point, trademark or name, the wording “Embedment Coated Glass Beads,” type, weight, lot number and th e month and year of manufacture.
1015.13.8 Heavy Metal Limits: Glass beads shall not contain more
than 75 parts per million of inorganic arsenic when tested using EPA Method 6010B in conjunction with EPA Method 3052 for sample preparation.
A.AASHTO M247 Type 3 and 4 beads shall have a minimum of 80 percent true spheres when tested by ASTM D1155, Method A.
1015.13.4 Angular Particles: The beads shall have no more than 3
percent angular particles per screen.
1015.13.5 Refractive Index: The beads shall have a minimum
refractive index of 1.50 when tested by the liquid immersion method. Beads conforming to Table 1015 -12 shall have a minimum refractive index of 1.90.
1015.13.6 Glass Bead Coating: All beads except Type 1 shall be
coated with an ad hesion assuring coating when tested in accordance with AASHTO M 247. The smaller AASHTO M 247 Type 1 beads shall also be coated to provide free flowing characteristics when tested in accordance with AASHTO M 247.
1015.13.7 Packaging and Marking: The beads shal l be packaged
in moisture proofed containers. Each container shall be stamped with the following information: Name and address of manufacturer, shipping point, trademark or name, the wording “Embedment Coated Glass Beads,” type, weight, lot number and th e month and year of manufacture.
1015.13.8 Heavy Metal Limits: Glass beads shall not contain more
than 75 parts per million of inorganic arsenic when tested using EPA Method 6010B in conjunction with EPA Method 3052 for sample preparation.
A.AASHTO M247 Type 3 and 4 beads shall have a minimum of 80 percent true spheres when tested by ASTM D1155, Method A.
1015.13.4 Angular Particles: The beads shall have no more than 3
percent angular particles per screen.
1015.13.5 Refractive Index: The beads shall have a minimum
refractive index of 1.50 when tested by the liquid immersion method. Beads conforming to Table 1015 -12 shall have a minimum refractive index of 1.90.
1015.13.6 Glass Bead Coating: All beads except Type 1 shall be
coated with an ad hesion assuring coating when tested in accordance with AASHTO M 247. The smaller AASHTO M 247 Type 1 beads shall also be coated to provide free flowing characteristics when tested in accordance with AASHTO M 247.
1015.13.7 Packaging and Marking: The beads shal l be packaged
in moisture proofed containers. Each container shall be stamped with the following information: Name and address of manufacturer, shipping point, trademark or name, the wording “Embedment Coated Glass Beads,” type, weight, lot number and th e month and year of manufacture.
1015.13.8 Heavy Metal Limits: Glass beads shall not contain more
than 75 parts per million of inorganic arsenic when tested using EPA Method 6010B in conjunction with EPA Method 3052 for sample preparation. Subgrade Layer
305.01 DESCRIPTION. Subgrade layer is primarily used for new
roadway construction. Treat subgrade soil materials with portland cement, portland -pozzolan blended hydraulic cement, or a combination of portland cement and lime, or construct a subgrade layer of stone, recycled portland cement concrete, blended calcium sulfate, or asphalt concrete in accordance with plan details or as directed. When requiring traffic to be placed on the completed, unsurfaced subgrade layer, or when the subgrade layer falls below natural ground, blended calcium sulfate will not be allowed. When not specified, the subgrade layer may be composed of any of the types of materials listed above, at the option of the contractor. Use the same subgrade layer throughout the project unless otherwise approved by the project engineer. The plans may limit the types of subgrade layer allowed. These specifications set forth the minimum requirements for construction of the subgrade layer; however, construct a subgrade layer that will provide adequate support for construction equipment and processes. Quality assurance requirements shall be as specified in the latest edition of the Department’s publication titled Application of Quality Assurance Specifications for Embankment and Base Course. Submit a dust control plan to address weather, sight clearance, operational procedures, traffic control, and any other project specific concerns. Failure to maintain sight clearance will result in the engineer stopping contractor operations. The Department will identify the dust-sensitive areas on the plans. In order to meet air quality standards, the contractor may be required to use central plant mixing of cement or cement and lime treated mixtures in dust sensitive areas at no direct pay.
305.02 MATERIALS. Materials shall comply with the following
sections and subsections: Geotextile Fabric 203.11 & Section 1019 Asphalt Concrete Section 502 Portland Cement 1001.01 Blended Hydraulic Cement 1001.02 Emulsified Asphalt Section 1002 Stone 1003.01 & 1003.04.1 Recycled Portland Cement Concrete 1003.01 & 1003.04.1 Blended Calcium Sulfate 1003.01 & 1003.04.2 Water 1018.01 Lime 1018.02 Sample blended calcium sulfate in accordance with the requirements for stone in Section 302 of the Materials Sampling Manual . Asphalt concrete shall meet the requirements of Secti on 502 base course. When the contractor elects to use blended hydraulic cement, the rate of cement shall be determined in accordance with 303.02.1.3 at no expense to the Department . The design compre ssive strength criteria for cement treated subgrade layer shall be 100 psi as determ ined in accordance with DOTD TR 432, Method B or C.
305.03 EQUIPMENT. Furnish and maintain equipment necessary to
produce a finished product meeting specification requirements. The equipment must be approved prior to use.
305.04 Construction Requirements.
305.04.1 Treated Subgrade Layer: Materials to be treated shall
be existing or placed under other pay items.
305.04.1 1 Subgrade Soils : Subgrade soils to be treated shall
be no more than 79 percent sand or 69 percent silt, when tested in accordance with DOTD TR 407, and shall have a Plasticity Index (PI) not exceeding 35 when tested in accordance with DOTD TR 428. Do not blend to adjust the percents sand or silt for subgrade layers for Class I base course. Do not blend or treat to reduce PI.
305.04.1 2 Treatment: Treat subgrade soils by mixing with
portland cement or a combination of portland cement and lime conditioning, and compact, finish, and cure. In -place treatment with portland cement shall be in a ccordance with Section 303 . When central
305.02 MATERIALS. Materials shall comply with the following
sections and subsections: Geotextile Fabric 203.11 & Section 1019 Asphalt Concrete Section 502 Portland Cement 1001.01 Blended Hydraulic Cement 1001.02 Emulsified Asphalt Section 1002 Stone 1003.01 & 1003.04.1 Recycled Portland Cement Concrete 1003.01 & 1003.04.1 Blended Calcium Sulfate 1003.01 & 1003.04.2 Water 1018.01 Lime 1018.02 Sample blended calcium sulfate in accordance with the requirements for stone in Section 302 of the Materials Sampling Manual . Asphalt concrete shall meet the requirements of Secti on 502 base course. When the contractor elects to use blended hydraulic cement, the rate of cement shall be determined in accordance with 303.02.1.3 at no expense to the Department . The design compre ssive strength criteria for cement treated subgrade layer shall be 100 psi as determ ined in accordance with DOTD TR 432, Method B or C.
305.03 EQUIPMENT. Furnish and maintain equipment necessary to
produce a finished product meeting specification requirements. The equipment must be approved prior to use.
305.04 Construction Requirements.
305.04.1 Treated Subgrade Layer: Materials to be treated shall
be existing or placed under other pay items.
305.04.1 1 Subgrade Soils : Subgrade soils to be treated shall
be no more than 79 percent sand or 69 percent silt, when tested in accordance with DOTD TR 407, and shall have a Plasticity Index (PI) not exceeding 35 when tested in accordance with DOTD TR 428. Do not blend to adjust the percents sand or silt for subgrade layers for Class I base course. Do not blend or treat to reduce PI.
305.04.1 2 Treatment: Treat subgrade soils by mixing with
portland cement or a combination of portland cement and lime conditioning, and compact, finish, and cure. In -place treatment with portland cement shall be in a ccordance with Section 303 . When central
305.02 MATERIALS. Materials shall comply with the following
sections and subsections: Geotextile Fabric 203.11 & Section 1019 Asphalt Concrete Section 502 Portland Cement 1001.01 Blended Hydraulic Cement 1001.02 Emulsified Asphalt Section 1002 Stone 1003.01 & 1003.04.1 Recycled Portland Cement Concrete 1003.01 & 1003.04.1 Blended Calcium Sulfate 1003.01 & 1003.04.2 Water 1018.01 Lime 1018.02 Sample blended calcium sulfate in accordance with the requirements for stone in Section 302 of the Materials Sampling Manual . Asphalt concrete shall meet the requirements of Secti on 502 base course. When the contractor elects to use blended hydraulic cement, the rate of cement shall be determined in accordance with 303.02.1.3 at no expense to the Department . The design compre ssive strength criteria for cement treated subgrade layer shall be 100 psi as determ ined in accordance with DOTD TR 432, Method B or C.
305.03 EQUIPMENT. Furnish and maintain equipment necessary to
produce a finished product meeting specification requirements. The equipment must be approved prior to use.
305.04 Construction Requirements.
305.04.1 Treated Subgrade Layer: Materials to be treated shall
be existing or placed under other pay items.
305.04.1 1 Subgrade Soils : Subgrade soils to be treated shall
be no more than 79 percent sand or 69 percent silt, when tested in accordance with DOTD TR 407, and shall have a Plasticity Index (PI) not exceeding 35 when tested in accordance with DOTD TR 428. Do not blend to adjust the percents sand or silt for subgrade layers for Class I base course. Do not blend or treat to reduce PI.
305.04.1 2 Treatment: Treat subgrade soils by mixing with
portland cement or a combination of portland cement and lime conditioning, and compact, finish, and cure. In -place treatment with portland cement shall be in a ccordance with Section 303 . When central
305.02 MATERIALS. Materials shall comply with the following
sections and subsections: Geotextile Fabric 203.11 & Section 1019 Asphalt Concrete Section 502 Portland Cement 1001.01 Blended Hydraulic Cement 1001.02 Emulsified Asphalt Section 1002 Stone 1003.01 & 1003.04.1 Recycled Portland Cement Concrete 1003.01 & 1003.04.1 Blended Calcium Sulfate 1003.01 & 1003.04.2 Water 1018.01 Lime 1018.02 Sample blended calcium sulfate in accordance with the requirements for stone in Section 302 of the Materials Sampling Manual . Asphalt concrete shall meet the requirements of Secti on 502 base course. When the contractor elects to use blended hydraulic cement, the rate of cement shall be determined in accordance with 303.02.1.3 at no expense to the Department . The design compre ssive strength criteria for cement treated subgrade layer shall be 100 psi as determ ined in accordance with DOTD TR 432, Method B or C.
305.03 EQUIPMENT. Furnish and maintain equipment necessary to
produce a finished product meeting specification requirements. The equipment must be approved prior to use.
305.04 Construction Requirements.
305.04.1 Treated Subgrade Layer: Materials to be treated shall
be existing or placed under other pay items.
305.04.1 1 Subgrade Soils : Subgrade soils to be treated shall
be no more than 79 percent sand or 69 percent silt, when tested in accordance with DOTD TR 407, and shall have a Plasticity Index (PI) not exceeding 35 when tested in accordance with DOTD TR 428. Do not blend to adjust the percents sand or silt for subgrade layers for Class I base course. Do not blend or treat to reduce PI.
305.04.1 2 Treatment: Treat subgrade soils by mixing with
portland cement or a combination of portland cement and lime conditioning, and compact, finish, and cure. In -place treatment with portland cement shall be in a ccordance with Section 303 . When central
305.02 MATERIALS. Materials shall comply with the following
sections and subsections: Geotextile Fabric 203.11 & Section 1019 Asphalt Concrete Section 502 Portland Cement 1001.01 Blended Hydraulic Cement 1001.02 Emulsified Asphalt Section 1002 Stone 1003.01 & 1003.04.1 Recycled Portland Cement Concrete 1003.01 & 1003.04.1 Blended Calcium Sulfate 1003.01 & 1003.04.2 Water 1018.01 Lime 1018.02 Sample blended calcium sulfate in accordance with the requirements for stone in Section 302 of the Materials Sampling Manual . Asphalt concrete shall meet the requirements of Secti on 502 base course. When the contractor elects to use blended hydraulic cement, the rate of cement shall be determined in accordance with 303.02.1.3 at no expense to the Department . The design compre ssive strength criteria for cement treated subgrade layer shall be 100 psi as determ ined in accordance with DOTD TR 432, Method B or C.
305.03 EQUIPMENT. Furnish and maintain equipment necessary to
produce a finished product meeting specification requirements. The equipment must be approved prior to use.
305.04 Construction Requirements.
305.04.1 Treated Subgrade Layer: Materials to be treated shall
be existing or placed under other pay items.
305.04.1 1 Subgrade Soils : Subgrade soils to be treated shall
be no more than 79 percent sand or 69 percent silt, when tested in accordance with DOTD TR 407, and shall have a Plasticity Index (PI) not exceeding 35 when tested in accordance with DOTD TR 428. Do not blend to adjust the percents sand or silt for subgrade layers for Class I base course. Do not blend or treat to reduce PI.
305.04.1 2 Treatment: Treat subgrade soils by mixing with
portland cement or a combination of portland cement and lime conditioning, and compact, finish, and cure. In -place treatment with portland cement shall be in a ccordance with Section 303 . When central
305.02 MATERIALS. Materials shall comply with the following
sections and subsections: Geotextile Fabric 203.11 & Section 1019 Asphalt Concrete Section 502 Portland Cement 1001.01 Blended Hydraulic Cement 1001.02 Emulsified Asphalt Section 1002 Stone 1003.01 & 1003.04.1 Recycled Portland Cement Concrete 1003.01 & 1003.04.1 Blended Calcium Sulfate 1003.01 & 1003.04.2 Water 1018.01 Lime 1018.02 Sample blended calcium sulfate in accordance with the requirements for stone in Section 302 of the Materials Sampling Manual . Asphalt concrete shall meet the requirements of Secti on 502 base course. When the contractor elects to use blended hydraulic cement, the rate of cement shall be determined in accordance with 303.02.1.3 at no expense to the Department . The design compre ssive strength criteria for cement treated subgrade layer shall be 100 psi as determ ined in accordance with DOTD TR 432, Method B or C.
305.03 EQUIPMENT. Furnish and maintain equipment necessary to
produce a finished product meeting specification requirements. The equipment must be approved prior to use.
305.04 Construction Requirements.
305.04.1 Treated Subgrade Layer: Materials to be treated shall
be existing or placed under other pay items.
305.04.1 1 Subgrade Soils : Subgrade soils to be treated shall
be no more than 79 percent sand or 69 percent silt, when tested in accordance with DOTD TR 407, and shall have a Plasticity Index (PI) not exceeding 35 when tested in accordance with DOTD TR 428. Do not blend to adjust the percents sand or silt for subgrade layers for Class I base course. Do not blend or treat to reduce PI.
305.04.1 2 Treatment: Treat subgrade soils by mixing with
portland cement or a combination of portland cement and lime conditioning, and compact, finish, and cure. In -place treatment with portland cement shall be in a ccordance with Section 303 . When central
305.02 MATERIALS. Materials shall comply with the following
sections and subsections: Geotextile Fabric 203.11 & Section 1019 Asphalt Concrete Section 502 Portland Cement 1001.01 Blended Hydraulic Cement 1001.02 Emulsified Asphalt Section 1002 Stone 1003.01 & 1003.04.1 Recycled Portland Cement Concrete 1003.01 & 1003.04.1 Blended Calcium Sulfate 1003.01 & 1003.04.2 Water 1018.01 Lime 1018.02 Sample blended calcium sulfate in accordance with the requirements for stone in Section 302 of the Materials Sampling Manual . Asphalt concrete shall meet the requirements of Secti on 502 base course. When the contractor elects to use blended hydraulic cement, the rate of cement shall be determined in accordance with 303.02.1.3 at no expense to the Department . The design compre ssive strength criteria for cement treated subgrade layer shall be 100 psi as determ ined in accordance with DOTD TR 432, Method B or C.
305.03 EQUIPMENT. Furnish and maintain equipment necessary to
produce a finished product meeting specification requirements. The equipment must be approved prior to use.
305.04 Construction Requirements.
305.04.1 Treated Subgrade Layer: Materials to be treated shall
be existing or placed under other pay items.
305.04.1 1 Subgrade Soils : Subgrade soils to be treated shall
be no more than 79 percent sand or 69 percent silt, when tested in accordance with DOTD TR 407, and shall have a Plasticity Index (PI) not exceeding 35 when tested in accordance with DOTD TR 428. Do not blend to adjust the percents sand or silt for subgrade layers for Class I base course. Do not blend or treat to reduce PI.
305.04.1 2 Treatment: Treat subgrade soils by mixing with
portland cement or a combination of portland cement and lime conditioning, and compact, finish, and cure. In -place treatment with portland cement shall be in a ccordance with Section 303 . When central plant mixing is used, conform to Section 301 . Treatment with lime shall be in accordance with Section 304 for Type C treatment. Use the minimum quantities of portland cement and lime in accord ance with Table 305-1. Table 305-1 Minimum Quantities of Portland Cement and Lime
P.I. Percent by Volume 0 – 15 6% cement 16 – 25 6% lime and 6% cement 26 – 35 9% lime and 6% cement The engineer has the option of increasing or decreasing the percentages of cement and lime based on field conditions. The contract unit price for Subgrade Layer will be adjusted for the actual percentages of cement and lime required.
305.04.1 3 Pulverization: After treatment the pulverized
mixture shall conform to the gradation requirements in Table 305-2 when tested in accordance with DOTD TR 431. Table 305-2 Gradation Requirements for Treated Subgrade Layer
U.S. Sieve, Inches Percent Passing By Weight 3/4 95 No. 4 50
305.04.2 Aggregate Surface Layer: Unless otherwise specified,
furnish stone or recycled portland cement concrete. Place the aggregate subgrade layer and compact, finish, and protect in accordance with Section 302. If using an aggregate subgrade layer, furnish and place a Class D geotextile fabric to separate the aggregate subgrade layer from untreated soil.
305.04.3 Asphalt Concrete Subgrade Layer: Construct asphalt
concrete subgrade layer in accordance with Section 502 .
305.04.4 Blended Calcium Sulfate: Blend calcium sulfate with an
approved aggregate prior to placement. Uniformly mix and sample the blended calcium sulfate material from dedicated stockpiles. plant mixing is used, conform to Section 301 . Treatment with lime shall be in accordance with Section 304 for Type C treatment. Use the minimum quantities of portland cement and lime in accord ance with Table 305-1. Table 305-1 Minimum Quantities of Portland Cement and Lime
P.I. Percent by Volume 0 – 15 6% cement 16 – 25 6% lime and 6% cement 26 – 35 9% lime and 6% cement The engineer has the option of increasing or decreasing the percentages of cement and lime based on field conditions. The contract unit price for Subgrade Layer will be adjusted for the actual percentages of cement and lime required.
305.04.1 3 Pulverization: After treatment the pulverized
mixture shall conform to the gradation requirements in Table 305-2 when tested in accordance with DOTD TR 431. Table 305-2 Gradation Requirements for Treated Subgrade Layer
U.S. Sieve, Inches Percent Passing By Weight 3/4 95 No. 4 50
305.04.2 Aggregate Surface Layer: Unless otherwise specified,
furnish stone or recycled portland cement concrete. Place the aggregate subgrade layer and compact, finish, and protect in accordance with Section 302. If using an aggregate subgrade layer, furnish and place a Class D geotextile fabric to separate the aggregate subgrade layer from untreated soil.
305.04.3 Asphalt Concrete Subgrade Layer: Construct asphalt
concrete subgrade layer in accordance with Section 502 .
305.04.4 Blended Calcium Sulfate: Blend calcium sulfate with an
approved aggregate prior to placement. Uniformly mix and sample the blended calcium sulfate material from dedicated stockpiles. plant mixing is used, conform to Section 301 . Treatment with lime shall be in accordance with Section 304 for Type C treatment. Use the minimum quantities of portland cement and lime in accord ance with Table 305-1. Table 305-1 Minimum Quantities of Portland Cement and Lime
P.I. Percent by Volume 0 – 15 6% cement 16 – 25 6% lime and 6% cement 26 – 35 9% lime and 6% cement The engineer has the option of increasing or decreasing the percentages of cement and lime based on field conditions. The contract unit price for Subgrade Layer will be adjusted for the actual percentages of cement and lime required.
305.04.1 3 Pulverization: After treatment the pulverized
mixture shall conform to the gradation requirements in Table 305-2 when tested in accordance with DOTD TR 431. Table 305-2 Gradation Requirements for Treated Subgrade Layer
U.S. Sieve, Inches Percent Passing By Weight 3/4 95 No. 4 50
305.04.2 Aggregate Surface Layer: Unless otherwise specified,
furnish stone or recycled portland cement concrete. Place the aggregate subgrade layer and compact, finish, and protect in accordance with Section 302. If using an aggregate subgrade layer, furnish and place a Class D geotextile fabric to separate the aggregate subgrade layer from untreated soil.
305.04.3 Asphalt Concrete Subgrade Layer: Construct asphalt
concrete subgrade layer in accordance with Section 502 .
305.04.4 Blended Calcium Sulfate: Blend calcium sulfate with an
approved aggregate prior to placement. Uniformly mix and sample the blended calcium sulfate material from dedicated stockpiles. plant mixing is used, conform to Section 301 . Treatment with lime shall be in accordance with Section 304 for Type C treatment. Use the minimum quantities of portland cement and lime in accord ance with Table 305-1. Table 305-1 Minimum Quantities of Portland Cement and Lime
P.I. Percent by Volume 0 – 15 6% cement 16 – 25 6% lime and 6% cement 26 – 35 9% lime and 6% cement The engineer has the option of increasing or decreasing the percentages of cement and lime based on field conditions. The contract unit price for Subgrade Layer will be adjusted for the actual percentages of cement and lime required.
305.04.1 3 Pulverization: After treatment the pulverized
mixture shall conform to the gradation requirements in Table 305-2 when tested in accordance with DOTD TR 431. Table 305-2 Gradation Requirements for Treated Subgrade Layer
U.S. Sieve, Inches Percent Passing By Weight 3/4 95 No. 4 50
305.04.2 Aggregate Surface Layer: Unless otherwise specified,
furnish stone or recycled portland cement concrete. Place the aggregate subgrade layer and compact, finish, and protect in accordance with Section 302. If using an aggregate subgrade layer, furnish and place a Class D geotextile fabric to separate the aggregate subgrade layer from untreated soil.
305.04.3 Asphalt Concrete Subgrade Layer: Construct asphalt
concrete subgrade layer in accordance with Section 502 .
305.04.4 Blended Calcium Sulfate: Blend calcium sulfate with an
approved aggregate prior to placement. Uniformly mix and sample the blended calcium sulfate material from dedicated stockpiles. plant mixing is used, conform to Section 301 . Treatment with lime shall be in accordance with Section 304 for Type C treatment. Use the minimum quantities of portland cement and lime in accord ance with Table 305-1. Table 305-1 Minimum Quantities of Portland Cement and Lime
P.I. Percent by Volume 0 – 15 6% cement 16 – 25 6% lime and 6% cement 26 – 35 9% lime and 6% cement The engineer has the option of increasing or decreasing the percentages of cement and lime based on field conditions. The contract unit price for Subgrade Layer will be adjusted for the actual percentages of cement and lime required.
305.04.1 3 Pulverization: After treatment the pulverized
mixture shall conform to the gradation requirements in Table 305-2 when tested in accordance with DOTD TR 431. Table 305-2 Gradation Requirements for Treated Subgrade Layer
U.S. Sieve, Inches Percent Passing By Weight 3/4 95 No. 4 50
305.04.2 Aggregate Surface Layer: Unless otherwise specified,
furnish stone or recycled portland cement concrete. Place the aggregate subgrade layer and compact, finish, and protect in accordance with Section 302. If using an aggregate subgrade layer, furnish and place a Class D geotextile fabric to separate the aggregate subgrade layer from untreated soil.
305.04.3 Asphalt Concrete Subgrade Layer: Construct asphalt
concrete subgrade layer in accordance with Section 502 .
305.04.4 Blended Calcium Sulfate: Blend calcium sulfate with an
approved aggregate prior to placement. Uniformly mix and sample the blended calcium sulfate material from dedicated stockpiles. Add water or use other suitable means to prevent dust during the transport and placement of dry blended calcium sulfate. Place, spread, and compact blended calcium sulfate to produce layers not exceeding 12 inche s compacted thickness. Place each layer for the full width, bring to optimum moisture content, and compact to at least 95 percent of maximum dry density before the next layer is placed. Determine optimum moisture and maximum dry density in accordance with DOTD TR 415 or TR 418 Method G, modified to include a maximum drying temperature of 140°F. Provide a forced draft type oven capable of maintaining the temperature for field moisture content determination for density control. Do not place blended calcium sulfate within 10 feet of metal pipe. Protect and cure blended calcium sulfate in accordance with 301.12.2 .
305.05 MEASUREMENT. The quantities of subgrade layer for payment
will be the design areas as specified in the plans and adjustments thereto. Design quantities will be measured in square yards based on the horizontal dimensions of the completed subgrade layer shown on the plans. Design quantities will be adjusted if the engineer makes changes to adjust to field conditions, plan errors are proven, or design changes are necessary. DOTD TR 602 measurements for width and thickness will not be made, but the width and thickness will be checked by the engineer during construction. When using aggregate, blended calcium sulfate, asphalt concrete, or central mixing, the removal of existing soil materials from the subgrade will not be measured for payment. Geotextile fabric used beneath the subgrade layer will not be measured for payment.
305.06 PAYMENT. Payment for subgrade layer will be made at the
contract unit price per square yard which includes lime, lime treatment, cement, cement treatment, water, stone, recycled portland cement concrete, blended calcium sulfate, asphalt concrete, geotextile fabric, and asphalt curing membrane or prime coat, subject to the payment adjustment provisions of Section 1002 for specification deviations of asphalt materials and 303.11.1 for density deficiencies of cement treated materials. Adjustments in pay for increase or decrease in the percent cement ordered by the engineer will be in accordance with 303.13 . Adjustments in pay for increase or decrease in pe rcent lime ordered by the engineer will be based on the price of lime shown on paid invoices (total of all charges). The Add water or use other suitable means to prevent dust during the transport and placement of dry blended calcium sulfate. Place, spread, and compact blended calcium sulfate to produce layers not exceeding 12 inche s compacted thickness. Place each layer for the full width, bring to optimum moisture content, and compact to at least 95 percent of maximum dry density before the next layer is placed. Determine optimum moisture and maximum dry density in accordance with DOTD TR 415 or TR 418 Method G, modified to include a maximum drying temperature of 140°F. Provide a forced draft type oven capable of maintaining the temperature for field moisture content determination for density control. Do not place blended calcium sulfate within 10 feet of metal pipe. Protect and cure blended calcium sulfate in accordance with 301.12.2 .
305.05 MEASUREMENT. The quantities of subgrade layer for payment
will be the design areas as specified in the plans and adjustments thereto. Design quantities will be measured in square yards based on the horizontal dimensions of the completed subgrade layer shown on the plans. Design quantities will be adjusted if the engineer makes changes to adjust to field conditions, plan errors are proven, or design changes are necessary. DOTD TR 602 measurements for width and thickness will not be made, but the width and thickness will be checked by the engineer during construction. When using aggregate, blended calcium sulfate, asphalt concrete, or central mixing, the removal of existing soil materials from the subgrade will not be measured for payment. Geotextile fabric used beneath the subgrade layer will not be measured for payment.
305.06 PAYMENT. Payment for subgrade layer will be made at the
contract unit price per square yard which includes lime, lime treatment, cement, cement treatment, water, stone, recycled portland cement concrete, blended calcium sulfate, asphalt concrete, geotextile fabric, and asphalt curing membrane or prime coat, subject to the payment adjustment provisions of Section 1002 for specification deviations of asphalt materials and 303.11.1 for density deficiencies of cement treated materials. Adjustments in pay for increase or decrease in the percent cement ordered by the engineer will be in accordance with 303.13 . Adjustments in pay for increase or decrease in pe rcent lime ordered by the engineer will be based on the price of lime shown on paid invoices (total of all charges). The Add water or use other suitable means to prevent dust during the transport and placement of dry blended calcium sulfate. Place, spread, and compact blended calcium sulfate to produce layers not exceeding 12 inche s compacted thickness. Place each layer for the full width, bring to optimum moisture content, and compact to at least 95 percent of maximum dry density before the next layer is placed. Determine optimum moisture and maximum dry density in accordance with DOTD TR 415 or TR 418 Method G, modified to include a maximum drying temperature of 140°F. Provide a forced draft type oven capable of maintaining the temperature for field moisture content determination for density control. Do not place blended calcium sulfate within 10 feet of metal pipe. Protect and cure blended calcium sulfate in accordance with 301.12.2 .
305.05 MEASUREMENT. The quantities of subgrade layer for payment
will be the design areas as specified in the plans and adjustments thereto. Design quantities will be measured in square yards based on the horizontal dimensions of the completed subgrade layer shown on the plans. Design quantities will be adjusted if the engineer makes changes to adjust to field conditions, plan errors are proven, or design changes are necessary. DOTD TR 602 measurements for width and thickness will not be made, but the width and thickness will be checked by the engineer during construction. When using aggregate, blended calcium sulfate, asphalt concrete, or central mixing, the removal of existing soil materials from the subgrade will not be measured for payment. Geotextile fabric used beneath the subgrade layer will not be measured for payment.
305.06 PAYMENT. Payment for subgrade layer will be made at the
contract unit price per square yard which includes lime, lime treatment, cement, cement treatment, water, stone, recycled portland cement concrete, blended calcium sulfate, asphalt concrete, geotextile fabric, and asphalt curing membrane or prime coat, subject to the payment adjustment provisions of Section 1002 for specification deviations of asphalt materials and 303.11.1 for density deficiencies of cement treated materials. Adjustments in pay for increase or decrease in the percent cement ordered by the engineer will be in accordance with 303.13 . Adjustments in pay for increase or decrease in pe rcent lime ordered by the engineer will be based on the price of lime shown on paid invoices (total of all charges). The Materials and Testing Section will provide the payment adjustment percentage for properties of asphalt materials. Payment will be made under: Item No. Pay Item Pay Unit 305-01 Subgrade Layer ___ in Thick Square Yard Section 306 Scarifying and Compacting Roadbed
306.01 DESCRIPTION. Scarify, shape, and compact existing roadbed
to form a subbase or base course in accordance with these specifications, and in conformity with the lines, grades, depth, and cross -section shown on the plans or established. Quality assurance requirements shall be as specified in the latest edition of the Department’ s publication titled Application for Quality Assurance Specifications for Embankment and Base Course.
306.02 CONSTRUCTION REQUIREMENTS. Scarify existing
materials for the full width of roadbed and a minimum depth of 6 inches, shape to the required section, and uniformly compact to at least 95 percent of maximum dry density for subbase, and 98 percent for base, as determined in accordance with DOTD TR 401 and TR 415 or TR 418. Assure that the scarified, shaped, and compacted roadbed has a smooth, uniform, closely -knit surface, free from ridges, waves, depressions, o r loose material. Do not scarify the roadbed in excess of one mile in advance of compacting the roadbed. Prime the compacted roadbed in accordance with Section 505 .
306.03 MAINTENANCE OF COMPACTED ROADBED. Protect the
compacted roadbed from damage due to either public traffic or construction operations, and maintain the roadbed in satisfactory condition at all times, including the asphalt prime coat. Repair all damag e immediately at no direct pay.
306.04 MEASUREMENT. The quantities of scarifying and compacting
roadbed for payment will be the design lengths or areas as specified in the plans and adjustments thereto. Design quantities are based on the horizontal dimensions of the roadbed shown on the plans. Design quantities will be adjusted when the engineer makes changes to adjust to
Source: Louisiana Standard Specifications for Roads and Bridges, 2016 Edition. Pages 1096–1097 of 1,145.