203Description

203.01 DESCRIPTION. This work consists of excavation, disposal,

placement, and compaction of materials for which provisions have not been made under other sections of these specifications. This work shall include excavation and embankment construction for roadways and other structures, excavation for ditches and channels, and other grading operations necessary for the work in accordance with these specifications and in conformity with the lines, grades, thicknesses, and typical sections shown on the plans or established. Whe n specified, supply, install, and monitor settlement plates. When contaminated soils or underground tanks are encountered, handling shall be in accordance with Section 202 . Disposal of material shall be in accordance with 202.02 . The plans may include data regarding the boring and classification of existing materials. The D epartment does not guarantee that individual samples are representative of the entire project, and bidders are required to study, make interpretations and additional investigations, as necessary, at no direct pay. The bidder shall determine the suitabilit y of the on -site soils to meet specifications of Section 203 . The contractor shall comply with 107.09 for work in, over or adjacent to navigable waters and wetlands, and shall comply with 107.27 when cultural artifacts, historical sit es, or archaeological sites are encountered. 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. Excavated material may be used in accordance with 203.06 . Temporary erosion control shall be in accordance with Section 204 .

203.02 GENERAL EXCAVATION. General excavation consists of the

excavation of materials, as required by the plans, except drainage excavation and structural excavation. General excavation also includes unsui table material in accordance with 203.04 .

203.03 Hydraulic Excavation.

203.03.1 Drainage Excavation: Drainage excavation includes the

excavation for drainage beyond the limits o f the roadway section. Excavation and Embankment

203.01 DESCRIPTION. This work consists of excavation, disposal,

placement, and compaction of materials for which provisions have not been made under other sections of these specifications. This work shall include excavation and embankment construction for roadways and other structures, excavation for ditches and channels, and other grading operations necessary for the work in accordance with these specifications and in conformity with the lines, grades, thicknesses, and typical sections shown on the plans or established. Whe n specified, supply, install, and monitor settlement plates. When contaminated soils or underground tanks are encountered, handling shall be in accordance with Section 202 . Disposal of material shall be in accordance with 202.02 . The plans may include data regarding the boring and classification of existing materials. The D epartment does not guarantee that individual samples are representative of the entire project, and bidders are required to study, make interpretations and additional investigations, as necessary, at no direct pay. The bidder shall determine the suitabilit y of the on -site soils to meet specifications of Section 203 . The contractor shall comply with 107.09 for work in, over or adjacent to navigable waters and wetlands, and shall comply with 107.27 when cultural artifacts, historical sit es, or archaeological sites are encountered. 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. Excavated material may be used in accordance with 203.06 . Temporary erosion control shall be in accordance with Section 204 .

203.02 GENERAL EXCAVATION. General excavation consists of the

excavation of materials, as required by the plans, except drainage excavation and structural excavation. General excavation also includes unsui table material in accordance with 203.04 .

203.03 Hydraulic Excavation.

203.03.1 Drainage Excavation: Drainage excavation includes the

excavation for drainage beyond the limits o f the roadway section. Excavation and Embankment

203.01 DESCRIPTION. This work consists of excavation, disposal,

placement, and compaction of materials for which provisions have not been made under other sections of these specifications. This work shall include excavation and embankment construction for roadways and other structures, excavation for ditches and channels, and other grading operations necessary for the work in accordance with these specifications and in conformity with the lines, grades, thicknesses, and typical sections shown on the plans or established. Whe n specified, supply, install, and monitor settlement plates. When contaminated soils or underground tanks are encountered, handling shall be in accordance with Section 202 . Disposal of material shall be in accordance with 202.02 . The plans may include data regarding the boring and classification of existing materials. The D epartment does not guarantee that individual samples are representative of the entire project, and bidders are required to study, make interpretations and additional investigations, as necessary, at no direct pay. The bidder shall determine the suitabilit y of the on -site soils to meet specifications of Section 203 . The contractor shall comply with 107.09 for work in, over or adjacent to navigable waters and wetlands, and shall comply with 107.27 when cultural artifacts, historical sit es, or archaeological sites are encountered. 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. Excavated material may be used in accordance with 203.06 . Temporary erosion control shall be in accordance with Section 204 .

203.02 GENERAL EXCAVATION. General excavation consists of the

excavation of materials, as required by the plans, except drainage excavation and structural excavation. General excavation also includes unsui table material in accordance with 203.04 .

203.03 Hydraulic Excavation.

203.03.1 Drainage Excavation: Drainage excavation includes the

excavation for drainage beyond the limits o f the roadway section. Excavation and Embankment

203.01 DESCRIPTION. This work consists of excavation, disposal,

placement, and compaction of materials for which provisions have not been made under other sections of these specifications. This work shall include excavation and embankment construction for roadways and other structures, excavation for ditches and channels, and other grading operations necessary for the work in accordance with these specifications and in conformity with the lines, grades, thicknesses, and typical sections shown on the plans or established. Whe n specified, supply, install, and monitor settlement plates. When contaminated soils or underground tanks are encountered, handling shall be in accordance with Section 202 . Disposal of material shall be in accordance with 202.02 . The plans may include data regarding the boring and classification of existing materials. The D epartment does not guarantee that individual samples are representative of the entire project, and bidders are required to study, make interpretations and additional investigations, as necessary, at no direct pay. The bidder shall determine the suitabilit y of the on -site soils to meet specifications of Section 203 . The contractor shall comply with 107.09 for work in, over or adjacent to navigable waters and wetlands, and shall comply with 107.27 when cultural artifacts, historical sit es, or archaeological sites are encountered. 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. Excavated material may be used in accordance with 203.06 . Temporary erosion control shall be in accordance with Section 204 .

203.02 GENERAL EXCAVATION. General excavation consists of the

excavation of materials, as required by the plans, except drainage excavation and structural excavation. General excavation also includes unsui table material in accordance with 203.04 .

203.03 Hydraulic Excavation.

203.03.1 Drainage Excavation: Drainage excavation includes the

excavation for drainage beyond the limits o f the roadway section. Drainage excavation also includes inlet and outlet ditches to structures or roadways; changes in or deepening of channels of streams, berm ditches, ditches parallel or adjacent to the roadway beyond the limits of the roadway section ; and material excavated from areas under bridges.

203.03.2 Cleaning Existing Ditches: This item consists of

excavating and disposing of sediment and vegetative materials from existing ditches in order to reestablish flow lines on the existing alignment in accord ance with plan details and the following. Establishment of ditch grades, if necessary for this item, will be the responsibility of the project engineer. Unless otherwise directed, dispose of material excavated from existing ditches in accordance with 202.02 .

203.04 UNSUITABLE MATERIAL. Unsuitable materials are soils

containing significant amounts of debris or organic matter including stumps, roots, logs, and humus, or other materials which will decay or produce subsidence, including highly saturated soils, which the engineer determines a re not satisfactory for use in the embankment or other construction purposes. Remove unsuitable materials and dispose of as general excavation. Remove unsuitable materials determined to be environmentally sensitive and dispose of in accordance with 202.05 .

203.05 BORROW . Borrow is defined as soils required for construction

of embankments or other portions of the work in excess of soils obtained from excavation. Obtai n borrow from an approved source and use in accordance with 203.06 . Make arrangements for obtaining borrow at no direct pay. Securing of an exclusive option by a b idder or contractor on borrow areas or materials for the work will be considered a violation of Louisiana law and will be a basis for rejection of bids or such other action the Department deems advisable. Notify the engineer in writing a minimum of 30 cale ndar days in advance of contractors borrow operations so that samples may be taken and soil tests completed prior to beginning borrow operations. Include in notification: boring requests, quality control test results, property owner agreements, and other information as required by the Materials Sampling Manual and the Application of Quality Assurance Specifications for Embankment and Base Course to the District Lab. Drainage excavation also includes inlet and outlet ditches to structures or roadways; changes in or deepening of channels of streams, berm ditches, ditches parallel or adjacent to the roadway beyond the limits of the roadway section ; and material excavated from areas under bridges.

203.03.2 Cleaning Existing Ditches: This item consists of

excavating and disposing of sediment and vegetative materials from existing ditches in order to reestablish flow lines on the existing alignment in accord ance with plan details and the following. Establishment of ditch grades, if necessary for this item, will be the responsibility of the project engineer. Unless otherwise directed, dispose of material excavated from existing ditches in accordance with 202.02 .

203.04 UNSUITABLE MATERIAL. Unsuitable materials are soils

containing significant amounts of debris or organic matter including stumps, roots, logs, and humus, or other materials which will decay or produce subsidence, including highly saturated soils, which the engineer determines a re not satisfactory for use in the embankment or other construction purposes. Remove unsuitable materials and dispose of as general excavation. Remove unsuitable materials determined to be environmentally sensitive and dispose of in accordance with 202.05 .

203.05 BORROW . Borrow is defined as soils required for construction

of embankments or other portions of the work in excess of soils obtained from excavation. Obtai n borrow from an approved source and use in accordance with 203.06 . Make arrangements for obtaining borrow at no direct pay. Securing of an exclusive option by a b idder or contractor on borrow areas or materials for the work will be considered a violation of Louisiana law and will be a basis for rejection of bids or such other action the Department deems advisable. Notify the engineer in writing a minimum of 30 cale ndar days in advance of contractors borrow operations so that samples may be taken and soil tests completed prior to beginning borrow operations. Include in notification: boring requests, quality control test results, property owner agreements, and other information as required by the Materials Sampling Manual and the Application of Quality Assurance Specifications for Embankment and Base Course to the District Lab. Drainage excavation also includes inlet and outlet ditches to structures or roadways; changes in or deepening of channels of streams, berm ditches, ditches parallel or adjacent to the roadway beyond the limits of the roadway section ; and material excavated from areas under bridges.

203.03.2 Cleaning Existing Ditches: This item consists of

excavating and disposing of sediment and vegetative materials from existing ditches in order to reestablish flow lines on the existing alignment in accord ance with plan details and the following. Establishment of ditch grades, if necessary for this item, will be the responsibility of the project engineer. Unless otherwise directed, dispose of material excavated from existing ditches in accordance with 202.02 .

203.04 UNSUITABLE MATERIAL. Unsuitable materials are soils

containing significant amounts of debris or organic matter including stumps, roots, logs, and humus, or other materials which will decay or produce subsidence, including highly saturated soils, which the engineer determines a re not satisfactory for use in the embankment or other construction purposes. Remove unsuitable materials and dispose of as general excavation. Remove unsuitable materials determined to be environmentally sensitive and dispose of in accordance with 202.05 .

203.05 BORROW . Borrow is defined as soils required for construction

of embankments or other portions of the work in excess of soils obtained from excavation. Obtai n borrow from an approved source and use in accordance with 203.06 . Make arrangements for obtaining borrow at no direct pay. Securing of an exclusive option by a b idder or contractor on borrow areas or materials for the work will be considered a violation of Louisiana law and will be a basis for rejection of bids or such other action the Department deems advisable. Notify the engineer in writing a minimum of 30 cale ndar days in advance of contractors borrow operations so that samples may be taken and soil tests completed prior to beginning borrow operations. Include in notification: boring requests, quality control test results, property owner agreements, and other information as required by the Materials Sampling Manual and the Application of Quality Assurance Specifications for Embankment and Base Course to the District Lab. Drainage excavation also includes inlet and outlet ditches to structures or roadways; changes in or deepening of channels of streams, berm ditches, ditches parallel or adjacent to the roadway beyond the limits of the roadway section ; and material excavated from areas under bridges.

203.03.2 Cleaning Existing Ditches: This item consists of

excavating and disposing of sediment and vegetative materials from existing ditches in order to reestablish flow lines on the existing alignment in accord ance with plan details and the following. Establishment of ditch grades, if necessary for this item, will be the responsibility of the project engineer. Unless otherwise directed, dispose of material excavated from existing ditches in accordance with 202.02 .

203.04 UNSUITABLE MATERIAL. Unsuitable materials are soils

containing significant amounts of debris or organic matter including stumps, roots, logs, and humus, or other materials which will decay or produce subsidence, including highly saturated soils, which the engineer determines a re not satisfactory for use in the embankment or other construction purposes. Remove unsuitable materials and dispose of as general excavation. Remove unsuitable materials determined to be environmentally sensitive and dispose of in accordance with 202.05 .

203.05 BORROW . Borrow is defined as soils required for construction

of embankments or other portions of the work in excess of soils obtained from excavation. Obtai n borrow from an approved source and use in accordance with 203.06 . Make arrangements for obtaining borrow at no direct pay. Securing of an exclusive option by a b idder or contractor on borrow areas or materials for the work will be considered a violation of Louisiana law and will be a basis for rejection of bids or such other action the Department deems advisable. Notify the engineer in writing a minimum of 30 cale ndar days in advance of contractors borrow operations so that samples may be taken and soil tests completed prior to beginning borrow operations. Include in notification: boring requests, quality control test results, property owner agreements, and other information as required by the Materials Sampling Manual and the Application of Quality Assurance Specifications for Embankment and Base Course to the District Lab. Unless otherwise authorized in writing, locate borrow pits, gravel pits, and quarry sites at least 300 feet from the right -of-way. When sources of borrow are located adjacent to a stream or river listed on the National System of Wild and Scenic Rivers or the Louisiana Natural and Scenic Rivers System, locate borrow pits and any stockpiled mater ials at least 300 feet from the natural stream or river bank. Clear the borrow pit and access to allow access for DOTD boring equipment. Survey the borrow area with a base line staked. Furnish both the engineer and laboratory with a location plat and bor row pit plat. Do not begin borrow operations until materials are approved for use. Sampling of soils from open excavations in lieu of borings will be allowed provided the open excavations display and allow sampling of each soil strata and the excavation i s at no cost to the Department.

203.06 SOIL USAGE. The laboratory will test and classify soil in

accordance with DOTD TR 423 from samples taken in the original location or from designated stockpiles. Soil shall be classified and approved prior to its being pl aced in embankments or other final positions on the project. Blending in the pit by approved methods to adjust percent silt or sand will be permitted. Do not blend soils that do not meet Liquid Limit or PI requirements in order to modify the Liquid Limit or PI. Soils may be treated with lime to reduce PI in accordance with 203.06.5 . Soil properties will be determined by the test methods shown in Table 203-1, “Soil Properties.” Table 203 -1 Soil Properties Property Test Method Plasticity Index (PI) DOTD TR 428 Liquid Limit (LL) DOTD TR 428 % Organic DOTD TR 413 % Silt DOTD TR 407 pH DOTD TR 430

203.06.1 Usable Soils: Usable soils shall have a maximum PI of 25

and a maximum organic content of 5 percent. Soils with a silt content of 50 percent or greater and also a PI of 10 or less will not be allowed. Unless otherwise authorized in writing, locate borrow pits, gravel pits, and quarry sites at least 300 feet from the right -of-way. When sources of borrow are located adjacent to a stream or river listed on the National System of Wild and Scenic Rivers or the Louisiana Natural and Scenic Rivers System, locate borrow pits and any stockpiled mater ials at least 300 feet from the natural stream or river bank. Clear the borrow pit and access to allow access for DOTD boring equipment. Survey the borrow area with a base line staked. Furnish both the engineer and laboratory with a location plat and bor row pit plat. Do not begin borrow operations until materials are approved for use. Sampling of soils from open excavations in lieu of borings will be allowed provided the open excavations display and allow sampling of each soil strata and the excavation i s at no cost to the Department.

203.06 SOIL USAGE. The laboratory will test and classify soil in

accordance with DOTD TR 423 from samples taken in the original location or from designated stockpiles. Soil shall be classified and approved prior to its being pl aced in embankments or other final positions on the project. Blending in the pit by approved methods to adjust percent silt or sand will be permitted. Do not blend soils that do not meet Liquid Limit or PI requirements in order to modify the Liquid Limit or PI. Soils may be treated with lime to reduce PI in accordance with 203.06.5 . Soil properties will be determined by the test methods shown in Table 203-1, “Soil Properties.” Table 203 -1 Soil Properties Property Test Method Plasticity Index (PI) DOTD TR 428 Liquid Limit (LL) DOTD TR 428 % Organic DOTD TR 413 % Silt DOTD TR 407 pH DOTD TR 430

203.06.1 Usable Soils: Usable soils shall have a maximum PI of 25

and a maximum organic content of 5 percent. Soils with a silt content of 50 percent or greater and also a PI of 10 or less will not be allowed. Unless otherwise authorized in writing, locate borrow pits, gravel pits, and quarry sites at least 300 feet from the right -of-way. When sources of borrow are located adjacent to a stream or river listed on the National System of Wild and Scenic Rivers or the Louisiana Natural and Scenic Rivers System, locate borrow pits and any stockpiled mater ials at least 300 feet from the natural stream or river bank. Clear the borrow pit and access to allow access for DOTD boring equipment. Survey the borrow area with a base line staked. Furnish both the engineer and laboratory with a location plat and bor row pit plat. Do not begin borrow operations until materials are approved for use. Sampling of soils from open excavations in lieu of borings will be allowed provided the open excavations display and allow sampling of each soil strata and the excavation i s at no cost to the Department.

203.06 SOIL USAGE. The laboratory will test and classify soil in

accordance with DOTD TR 423 from samples taken in the original location or from designated stockpiles. Soil shall be classified and approved prior to its being pl aced in embankments or other final positions on the project. Blending in the pit by approved methods to adjust percent silt or sand will be permitted. Do not blend soils that do not meet Liquid Limit or PI requirements in order to modify the Liquid Limit or PI. Soils may be treated with lime to reduce PI in accordance with 203.06.5 . Soil properties will be determined by the test methods shown in Table 203-1, “Soil Properties.” Table 203 -1 Soil Properties Property Test Method Plasticity Index (PI) DOTD TR 428 Liquid Limit (LL) DOTD TR 428 % Organic DOTD TR 413 % Silt DOTD TR 407 pH DOTD TR 430

203.06.1 Usable Soils: Usable soils shall have a maximum PI of 25

and a maximum organic content of 5 percent. Soils with a silt content of 50 percent or greater and also a PI of 10 or less will not be allowed.

203.06.2 Nonplastic Embankment: Nonplastic embankment shall

be as specified in 203.09 .

203.06.3 Headers: Headers are that portion of the embankment

within 500 feet of a bridge end. Const ruct headers for their full height with usable soils meeting the requirements of 203.06.1 , and having a minimum PI of 11, a maximum PI of 25, and a maximum silt content of 65 percent. No lime treatment to the soil to meet the PI requirements will be permitted. Compact headers to 98 percent of maximum dry density in accordan ce with

203.07 .

203.06.4 Embankments other than Headers: Construct

embankments with usable soils meeting the requirements of 203.06.1 . Soil with a PI greater than 25 and less than 35 will be permitted when treated with a minimum of 6 percent lime, by volume, provided the organic content and silt requirements given in 203.06.1 are met. If lime treatment is used, it will be at no direct pay. Lime treatment shall be Type E Treatment conforming to Section 304 . The contractor may request in writing that usable soils for temporary detour roads have a PI not to exceed 45 and a maximum silt content of 75 percent provided:

203.06.5 Plastic Soil for Slopes:

203.06.5 1 Use Topsoil in Accordance with Section 715

Embankment Material: The outside layer of embankment (fill sections) will consist of a plastic soil blanket in accordance with 203.10 .

203.06.5 2 Cut Slopes, PI Less than 10: When soils having a

PI less than 10 exist on cut slopes, undercut 12 inches and place a plastic soil blanket conforming to 203.10 .

203.06.5 3 Cut Slopes, PI 10 or Greater: When soils having a

PI of 10 or greater but with a pH less than 5.5 or greater than 8.5 exist on cut slopes, undercut and place a plastic soil blanket complying with 203.10 . In lieu of furnishing a plastic soil blanket, the soil may be modified in place so that the pH of the soil complies with the requirements of 203.10 , at the option of the engineer and concurrence of the contractor. In such case, payment will be in accordance with existing items or 109.04 , as applicable,

203.06.2 Nonplastic Embankment: Nonplastic embankment shall

be as specified in 203.09 .

203.06.3 Headers: Headers are that portion of the embankment

within 500 feet of a bridge end. Const ruct headers for their full height with usable soils meeting the requirements of 203.06.1 , and having a minimum PI of 11, a maximum PI of 25, and a maximum silt content of 65 percent. No lime treatment to the soil to meet the PI requirements will be permitted. Compact headers to 98 percent of maximum dry density in accordan ce with

203.07 .

203.06.4 Embankments other than Headers: Construct

embankments with usable soils meeting the requirements of 203.06.1 . Soil with a PI greater than 25 and less than 35 will be permitted when treated with a minimum of 6 percent lime, by volume, provided the organic content and silt requirements given in 203.06.1 are met. If lime treatment is used, it will be at no direct pay. Lime treatment shall be Type E Treatment conforming to Section 304 . The contractor may request in writing that usable soils for temporary detour roads have a PI not to exceed 45 and a maximum silt content of 75 percent provided:

203.06.5 Plastic Soil for Slopes:

203.06.5 1 Use Topsoil in Accordance with Section 715

Embankment Material: The outside layer of embankment (fill sections) will consist of a plastic soil blanket in accordance with 203.10 .

203.06.5 2 Cut Slopes, PI Less than 10: When soils having a

PI less than 10 exist on cut slopes, undercut 12 inches and place a plastic soil blanket conforming to 203.10 .

203.06.5 3 Cut Slopes, PI 10 or Greater: When soils having a

PI of 10 or greater but with a pH less than 5.5 or greater than 8.5 exist on cut slopes, undercut and place a plastic soil blanket complying with 203.10 . In lieu of furnishing a plastic soil blanket, the soil may be modified in place so that the pH of the soil complies with the requirements of 203.10 , at the option of the engineer and concurrence of the contractor. In such case, payment will be in accordance with existing items or 109.04 , as applicable,

203.06.2 Nonplastic Embankment: Nonplastic embankment shall

be as specified in 203.09 .

203.06.3 Headers: Headers are that portion of the embankment

within 500 feet of a bridge end. Const ruct headers for their full height with usable soils meeting the requirements of 203.06.1 , and having a minimum PI of 11, a maximum PI of 25, and a maximum silt content of 65 percent. No lime treatment to the soil to meet the PI requirements will be permitted. Compact headers to 98 percent of maximum dry density in accordan ce with

203.07 .

203.06.4 Embankments other than Headers: Construct

embankments with usable soils meeting the requirements of 203.06.1 . Soil with a PI greater than 25 and less than 35 will be permitted when treated with a minimum of 6 percent lime, by volume, provided the organic content and silt requirements given in 203.06.1 are met. If lime treatment is used, it will be at no direct pay. Lime treatment shall be Type E Treatment conforming to Section 304 . The contractor may request in writing that usable soils for temporary detour roads have a PI not to exceed 45 and a maximum silt content of 75 percent provided:

203.06.5 Plastic Soil for Slopes:

203.06.5 1 Use Topsoil in Accordance with Section 715

Embankment Material: The outside layer of embankment (fill sections) will consist of a plastic soil blanket in accordance with 203.10 .

203.06.5 2 Cut Slopes, PI Less than 10: When soils having a

PI less than 10 exist on cut slopes, undercut 12 inches and place a plastic soil blanket conforming to 203.10 .

203.06.5 3 Cut Slopes, PI 10 or Greater: When soils having a

PI of 10 or greater but with a pH less than 5.5 or greater than 8.5 exist on cut slopes, undercut and place a plastic soil blanket complying with 203.10 . In lieu of furnishing a plastic soil blanket, the soil may be modified in place so that the pH of the soil complies with the requirements of 203.10 , at the option of the engineer and concurrence of the contractor. In such case, payment will be in accordance with existing items or 109.04 , as applicable,

203.06.2 Nonplastic Embankment: Nonplastic embankment shall

be as specified in 203.09 .

203.06.3 Headers: Headers are that portion of the embankment

within 500 feet of a bridge end. Const ruct headers for their full height with usable soils meeting the requirements of 203.06.1 , and having a minimum PI of 11, a maximum PI of 25, and a maximum silt content of 65 percent. No lime treatment to the soil to meet the PI requirements will be permitted. Compact headers to 98 percent of maximum dry density in accordan ce with

203.07 .

203.06.4 Embankments other than Headers: Construct

embankments with usable soils meeting the requirements of 203.06.1 . Soil with a PI greater than 25 and less than 35 will be permitted when treated with a minimum of 6 percent lime, by volume, provided the organic content and silt requirements given in 203.06.1 are met. If lime treatment is used, it will be at no direct pay. Lime treatment shall be Type E Treatment conforming to Section 304 . The contractor may request in writing that usable soils for temporary detour roads have a PI not to exceed 45 and a maximum silt content of 75 percent provided:

203.06.5 Plastic Soil for Slopes:

203.06.5 1 Use Topsoil in Accordance with Section 715

Embankment Material: The outside layer of embankment (fill sections) will consist of a plastic soil blanket in accordance with 203.10 .

203.06.5 2 Cut Slopes, PI Less than 10: When soils having a

PI less than 10 exist on cut slopes, undercut 12 inches and place a plastic soil blanket conforming to 203.10 .

203.06.5 3 Cut Slopes, PI 10 or Greater: When soils having a

PI of 10 or greater but with a pH less than 5.5 or greater than 8.5 exist on cut slopes, undercut and place a plastic soil blanket complying with 203.10 . In lieu of furnishing a plastic soil blanket, the soil may be modified in place so that the pH of the soil complies with the requirements of 203.10 , at the option of the engineer and concurrence of the contractor. In such case, payment will be in accordance with existing items or 109.04 , as applicable,

203.06.2 Nonplastic Embankment: Nonplastic embankment shall

be as specified in 203.09 .

203.06.3 Headers: Headers are that portion of the embankment

within 500 feet of a bridge end. Const ruct headers for their full height with usable soils meeting the requirements of 203.06.1 , and having a minimum PI of 11, a maximum PI of 25, and a maximum silt content of 65 percent. No lime treatment to the soil to meet the PI requirements will be permitted. Compact headers to 98 percent of maximum dry density in accordan ce with

203.07 .

203.06.4 Embankments other than Headers: Construct

embankments with usable soils meeting the requirements of 203.06.1 . Soil with a PI greater than 25 and less than 35 will be permitted when treated with a minimum of 6 percent lime, by volume, provided the organic content and silt requirements given in 203.06.1 are met. If lime treatment is used, it will be at no direct pay. Lime treatment shall be Type E Treatment conforming to Section 304 . The contractor may request in writing that usable soils for temporary detour roads have a PI not to exceed 45 and a maximum silt content of 75 percent provided:

203.06.5 Plastic Soil for Slopes:

203.06.5 1 Use Topsoil in Accordance with Section 715

Embankment Material: The outside layer of embankment (fill sections) will consist of a plastic soil blanket in accordance with 203.10 .

203.06.5 2 Cut Slopes, PI Less than 10: When soils having a

PI less than 10 exist on cut slopes, undercut 12 inches and place a plastic soil blanket conforming to 203.10 .

203.06.5 3 Cut Slopes, PI 10 or Greater: When soils having a

PI of 10 or greater but with a pH less than 5.5 or greater than 8.5 exist on cut slopes, undercut and place a plastic soil blanket complying with 203.10 . In lieu of furnishing a plastic soil blanket, the soil may be modified in place so that the pH of the soil complies with the requirements of 203.10 , at the option of the engineer and concurrence of the contractor. In such case, payment will be in accordance with existing items or 109.04 , as applicable,

203.06.2 Nonplastic Embankment: Nonplastic embankment shall

be as specified in 203.09 .

203.06.3 Headers: Headers are that portion of the embankment

within 500 feet of a bridge end. Const ruct headers for their full height with usable soils meeting the requirements of 203.06.1 , and having a minimum PI of 11, a maximum PI of 25, and a maximum silt content of 65 percent. No lime treatment to the soil to meet the PI requirements will be permitted. Compact headers to 98 percent of maximum dry density in accordan ce with

203.07 .

203.06.4 Embankments other than Headers: Construct

embankments with usable soils meeting the requirements of 203.06.1 . Soil with a PI greater than 25 and less than 35 will be permitted when treated with a minimum of 6 percent lime, by volume, provided the organic content and silt requirements given in 203.06.1 are met. If lime treatment is used, it will be at no direct pay. Lime treatment shall be Type E Treatment conforming to Section 304 . The contractor may request in writing that usable soils for temporary detour roads have a PI not to exceed 45 and a maximum silt content of 75 percent provided:

203.06.5 Plastic Soil for Slopes:

203.06.5 1 Use Topsoil in Accordance with Section 715

Embankment Material: The outside layer of embankment (fill sections) will consist of a plastic soil blanket in accordance with 203.10 .

203.06.5 2 Cut Slopes, PI Less than 10: When soils having a

PI less than 10 exist on cut slopes, undercut 12 inches and place a plastic soil blanket conforming to 203.10 .

203.06.5 3 Cut Slopes, PI 10 or Greater: When soils having a

PI of 10 or greater but with a pH less than 5.5 or greater than 8.5 exist on cut slopes, undercut and place a plastic soil blanket complying with 203.10 . In lieu of furnishing a plastic soil blanket, the soil may be modified in place so that the pH of the soil complies with the requirements of 203.10 , at the option of the engineer and concurrence of the contractor. In such case, payment will be in accordance with existing items or 109.04 , as applicable,

203.06.2 Nonplastic Embankment: Nonplastic embankment shall

be as specified in 203.09 .

203.06.3 Headers: Headers are that portion of the embankment

within 500 feet of a bridge end. Const ruct headers for their full height with usable soils meeting the requirements of 203.06.1 , and having a minimum PI of 11, a maximum PI of 25, and a maximum silt content of 65 percent. No lime treatment to the soil to meet the PI requirements will be permitted. Compact headers to 98 percent of maximum dry density in accordan ce with

203.07 .

203.06.4 Embankments other than Headers: Construct

embankments with usable soils meeting the requirements of 203.06.1 . Soil with a PI greater than 25 and less than 35 will be permitted when treated with a minimum of 6 percent lime, by volume, provided the organic content and silt requirements given in 203.06.1 are met. If lime treatment is used, it will be at no direct pay. Lime treatment shall be Type E Treatment conforming to Section 304 . The contractor may request in writing that usable soils for temporary detour roads have a PI not to exceed 45 and a maximum silt content of 75 percent provided:

203.06.5 Plastic Soil for Slopes:

203.06.5 1 Use Topsoil in Accordance with Section 715

Embankment Material: The outside layer of embankment (fill sections) will consist of a plastic soil blanket in accordance with 203.10 .

203.06.5 2 Cut Slopes, PI Less than 10: When soils having a

PI less than 10 exist on cut slopes, undercut 12 inches and place a plastic soil blanket conforming to 203.10 .

203.06.5 3 Cut Slopes, PI 10 or Greater: When soils having a

PI of 10 or greater but with a pH less than 5.5 or greater than 8.5 exist on cut slopes, undercut and place a plastic soil blanket complying with 203.10 . In lieu of furnishing a plastic soil blanket, the soil may be modified in place so that the pH of the soil complies with the requirements of 203.10 , at the option of the engineer and concurrence of the contractor. In such case, payment will be in accordance with existing items or 109.04 , as applicable,

203.06.2 Nonplastic Embankment: Nonplastic embankment shall

be as specified in 203.09 .

203.06.3 Headers: Headers are that portion of the embankment

within 500 feet of a bridge end. Const ruct headers for their full height with usable soils meeting the requirements of 203.06.1 , and having a minimum PI of 11, a maximum PI of 25, and a maximum silt content of 65 percent. No lime treatment to the soil to meet the PI requirements will be permitted. Compact headers to 98 percent of maximum dry density in accordan ce with

203.07 .

203.06.4 Embankments other than Headers: Construct

embankments with usable soils meeting the requirements of 203.06.1 . Soil with a PI greater than 25 and less than 35 will be permitted when treated with a minimum of 6 percent lime, by volume, provided the organic content and silt requirements given in 203.06.1 are met. If lime treatment is used, it will be at no direct pay. Lime treatment shall be Type E Treatment conforming to Section 304 . The contractor may request in writing that usable soils for temporary detour roads have a PI not to exceed 45 and a maximum silt content of 75 percent provided:

203.06.5 Plastic Soil for Slopes:

203.06.5 1 Use Topsoil in Accordance with Section 715

Embankment Material: The outside layer of embankment (fill sections) will consist of a plastic soil blanket in accordance with 203.10 .

203.06.5 2 Cut Slopes, PI Less than 10: When soils having a

PI less than 10 exist on cut slopes, undercut 12 inches and place a plastic soil blanket conforming to 203.10 .

203.06.5 3 Cut Slopes, PI 10 or Greater: When soils having a

PI of 10 or greater but with a pH less than 5.5 or greater than 8.5 exist on cut slopes, undercut and place a plastic soil blanket complying with 203.10 . In lieu of furnishing a plastic soil blanket, the soil may be modified in place so that the pH of the soil complies with the requirements of 203.10 , at the option of the engineer and concurrence of the contractor. In such case, payment will be in accordance with existing items or 109.04 , as applicable, not to exceed the cost of undercut and replacement.

203.06.6 Usable Soils for Slope Adjustments and Shoulder

Widening: When the thickness of embankment material used for slope adjustment or unpaved shoulder is les s than 12 inches, a plastic soil complying with 203.10 will be required. If the thickness is greater than 12 inches, the contractor will be allowed to substitute p lastic soil for usable soil, provided the widening is not directly below a paved shoulder.

203.07 General Requirements.

203.07.1 General: Excavation and embankment work consists of

constructing roadway embankments, including preparation of surfaces on which they are to be placed; constructing drainage excavation; constructing backslopes; constructing dikes, when required; placing and compacting approved material in areas where unusable material has been undercut and removed; placing and compacting embankment material in holes, pits, and other depressions. Do not place or spread embankment materials on portland cement concrete or asphalt concrete pavements. Do not damage pavement surfaces, edges and joints during embankment operations.

203.07.2 Surface Layer Preparation: Compl ete all necessary

clearing and grubbing in an area, prior to beginning excavation, grading, or embankment operations in that area. Prior to any embankment operations in an area, cut ditches as required to facilitate drainage in that area unless otherwise noted on the plans. When preparing surface layers on which the embankment or base is to be placed, attempt all normal earthwork construction methods before undercutting or modifying the soil with additives. Such construction methods may include, but are n ot limited to, the following and will be at no direct pay:

203.06.6 Usable Soils for Slope Adjustments and Shoulder

Widening: When the thickness of embankment material used for slope adjustment or unpaved shoulder is les s than 12 inches, a plastic soil complying with 203.10 will be required. If the thickness is greater than 12 inches, the contractor will be allowed to substitute p lastic soil for usable soil, provided the widening is not directly below a paved shoulder.

203.07 General Requirements.

203.07.1 General: Excavation and embankment work consists of

constructing roadway embankments, including preparation of surfaces on which they are to be placed; constructing drainage excavation; constructing backslopes; constructing dikes, when required; placing and compacting approved material in areas where unusable material has been undercut and removed; placing and compacting embankment material in holes, pits, and other depressions. Do not place or spread embankment materials on portland cement concrete or asphalt concrete pavements. Do not damage pavement surfaces, edges and joints during embankment operations.

203.07.2 Surface Layer Preparation: Compl ete all necessary

clearing and grubbing in an area, prior to beginning excavation, grading, or embankment operations in that area. Prior to any embankment operations in an area, cut ditches as required to facilitate drainage in that area unless otherwise noted on the plans. When preparing surface layers on which the embankment or base is to be placed, attempt all normal earthwork construction methods before undercutting or modifying the soil with additives. Such construction methods may include, but are n ot limited to, the following and will be at no direct pay:

203.06.6 Usable Soils for Slope Adjustments and Shoulder

Widening: When the thickness of embankment material used for slope adjustment or unpaved shoulder is les s than 12 inches, a plastic soil complying with 203.10 will be required. If the thickness is greater than 12 inches, the contractor will be allowed to substitute p lastic soil for usable soil, provided the widening is not directly below a paved shoulder.

203.07 General Requirements.

203.07.1 General: Excavation and embankment work consists of

constructing roadway embankments, including preparation of surfaces on which they are to be placed; constructing drainage excavation; constructing backslopes; constructing dikes, when required; placing and compacting approved material in areas where unusable material has been undercut and removed; placing and compacting embankment material in holes, pits, and other depressions. Do not place or spread embankment materials on portland cement concrete or asphalt concrete pavements. Do not damage pavement surfaces, edges and joints during embankment operations.

203.07.2 Surface Layer Preparation: Compl ete all necessary

clearing and grubbing in an area, prior to beginning excavation, grading, or embankment operations in that area. Prior to any embankment operations in an area, cut ditches as required to facilitate drainage in that area unless otherwise noted on the plans. When preparing surface layers on which the embankment or base is to be placed, attempt all normal earthwork construction methods before undercutting or modifying the soil with additives. Such construction methods may include, but are n ot limited to, the following and will be at no direct pay:

203.06.6 Usable Soils for Slope Adjustments and Shoulder

Widening: When the thickness of embankment material used for slope adjustment or unpaved shoulder is les s than 12 inches, a plastic soil complying with 203.10 will be required. If the thickness is greater than 12 inches, the contractor will be allowed to substitute p lastic soil for usable soil, provided the widening is not directly below a paved shoulder.

203.07 General Requirements.

203.07.1 General: Excavation and embankment work consists of

constructing roadway embankments, including preparation of surfaces on which they are to be placed; constructing drainage excavation; constructing backslopes; constructing dikes, when required; placing and compacting approved material in areas where unusable material has been undercut and removed; placing and compacting embankment material in holes, pits, and other depressions. Do not place or spread embankment materials on portland cement concrete or asphalt concrete pavements. Do not damage pavement surfaces, edges and joints during embankment operations.

203.07.2 Surface Layer Preparation: Compl ete all necessary

clearing and grubbing in an area, prior to beginning excavation, grading, or embankment operations in that area. Prior to any embankment operations in an area, cut ditches as required to facilitate drainage in that area unless otherwise noted on the plans. When preparing surface layers on which the embankment or base is to be placed, attempt all normal earthwork construction methods before undercutting or modifying the soil with additives. Such construction methods may include, but are n ot limited to, the following and will be at no direct pay:

203.06.6 Usable Soils for Slope Adjustments and Shoulder

Widening: When the thickness of embankment material used for slope adjustment or unpaved shoulder is les s than 12 inches, a plastic soil complying with 203.10 will be required. If the thickness is greater than 12 inches, the contractor will be allowed to substitute p lastic soil for usable soil, provided the widening is not directly below a paved shoulder.

203.07 General Requirements.

203.07.1 General: Excavation and embankment work consists of

constructing roadway embankments, including preparation of surfaces on which they are to be placed; constructing drainage excavation; constructing backslopes; constructing dikes, when required; placing and compacting approved material in areas where unusable material has been undercut and removed; placing and compacting embankment material in holes, pits, and other depressions. Do not place or spread embankment materials on portland cement concrete or asphalt concrete pavements. Do not damage pavement surfaces, edges and joints during embankment operations.

203.07.2 Surface Layer Preparation: Compl ete all necessary

clearing and grubbing in an area, prior to beginning excavation, grading, or embankment operations in that area. Prior to any embankment operations in an area, cut ditches as required to facilitate drainage in that area unless otherwise noted on the plans. When preparing surface layers on which the embankment or base is to be placed, attempt all normal earthwork construction methods before undercutting or modifying the soil with additives. Such construction methods may include, but are n ot limited to, the following and will be at no direct pay:

203.07.3 Excavation: Excavated material shall become the property

of the contractor. Soils fro m excavation areas may be used in embankments or other finished sections when approved. Dispose of surplus or unusable excavated material in accordance with 202.02 or as provided in this subsection. When obliteration of old roadways is required, include grading operations necessary to satisfactorily incorporate the old roadway into the new roadway and s urroundings to the satisfaction of the engineer and to allow drainage.

203.07.4 Settlement Plate Installation and Monitoring:

Furnish and install settlement plate as shown on the plans. Install settlement plate prior to placement of any fill. Place settlement plate on top of the geotextile fabric if shown on the plans, otherwise, place the settlement plate on natural ground. Maintain a vertical and undamaged riser pipe during embankment placement and compaction. Replace any settlement plate damaged during construction at no cost to the Department. Establish the elevation of the settlement plate. Take initial settlement plate elevation readings immediately after installation. Unless specified on the plans, monitor settlement plate as follows: immediately after the final lift placement, twice weekly for the first month, and weekly for five months thereafter. Repeat this sequence if any additional fill placement or surcharge is required. Record the embankment elevation and surcharge height for each settlem ent plate reading. Submit settlement plate readings to the Project Engineer. The Project Engineer will verify the initial and final elevations for acceptance. Remove riser pipe and casing three feet below base course upon acceptance.

203.07.5 Embankment: Embankment material shall be in

accordance with 203.06 . Place in uniform layers not exceeding 12 inches of un -compacted thickness. Place each layer for the full w idth of embankment, blend as necessary to obtain a uniform material, bring to a Remove unstable materials by undercutting, unless otherwise directed, and backfill to required section with usable soils as directed. When undercutting is required, conduct the operations in such manner that the engineer can make necessary measurements before backfill is placed. When a new roadway is to be constructed on an existing roadbed, remove existing surface courses. When the surface of the existing roadbed is within 2 foot of finished sub -grade, scarify the existing roadbed full width to a depth of not less than 9 inches and re -compact to at least 95.0 percent of maximum dry density.

203.07.3 Excavation: Excavated material shall become the property

of the contractor. Soils fro m excavation areas may be used in embankments or other finished sections when approved. Dispose of surplus or unusable excavated material in accordance with 202.02 or as provided in this subsection. When obliteration of old roadways is required, include grading operations necessary to satisfactorily incorporate the old roadway into the new roadway and s urroundings to the satisfaction of the engineer and to allow drainage.

203.07.4 Settlement Plate Installation and Monitoring:

Furnish and install settlement plate as shown on the plans. Install settlement plate prior to placement of any fill. Place settlement plate on top of the geotextile fabric if shown on the plans, otherwise, place the settlement plate on natural ground. Maintain a vertical and undamaged riser pipe during embankment placement and compaction. Replace any settlement plate damaged during construction at no cost to the Department. Establish the elevation of the settlement plate. Take initial settlement plate elevation readings immediately after installation. Unless specified on the plans, monitor settlement plate as follows: immediately after the final lift placement, twice weekly for the first month, and weekly for five months thereafter. Repeat this sequence if any additional fill placement or surcharge is required. Record the embankment elevation and surcharge height for each settlem ent plate reading. Submit settlement plate readings to the Project Engineer. The Project Engineer will verify the initial and final elevations for acceptance. Remove riser pipe and casing three feet below base course upon acceptance.

203.07.5 Embankment: Embankment material shall be in

accordance with 203.06 . Place in uniform layers not exceeding 12 inches of un -compacted thickness. Place each layer for the full w idth of embankment, blend as necessary to obtain a uniform material, bring to a Remove unstable materials by undercutting, unless otherwise directed, and backfill to required section with usable soils as directed. When undercutting is required, conduct the operations in such manner that the engineer can make necessary measurements before backfill is placed. When a new roadway is to be constructed on an existing roadbed, remove existing surface courses. When the surface of the existing roadbed is within 2 foot of finished sub -grade, scarify the existing roadbed full width to a depth of not less than 9 inches and re -compact to at least 95.0 percent of maximum dry density.

203.07.3 Excavation: Excavated material shall become the property

of the contractor. Soils fro m excavation areas may be used in embankments or other finished sections when approved. Dispose of surplus or unusable excavated material in accordance with 202.02 or as provided in this subsection. When obliteration of old roadways is required, include grading operations necessary to satisfactorily incorporate the old roadway into the new roadway and s urroundings to the satisfaction of the engineer and to allow drainage.

203.07.4 Settlement Plate Installation and Monitoring:

Furnish and install settlement plate as shown on the plans. Install settlement plate prior to placement of any fill. Place settlement plate on top of the geotextile fabric if shown on the plans, otherwise, place the settlement plate on natural ground. Maintain a vertical and undamaged riser pipe during embankment placement and compaction. Replace any settlement plate damaged during construction at no cost to the Department. Establish the elevation of the settlement plate. Take initial settlement plate elevation readings immediately after installation. Unless specified on the plans, monitor settlement plate as follows: immediately after the final lift placement, twice weekly for the first month, and weekly for five months thereafter. Repeat this sequence if any additional fill placement or surcharge is required. Record the embankment elevation and surcharge height for each settlem ent plate reading. Submit settlement plate readings to the Project Engineer. The Project Engineer will verify the initial and final elevations for acceptance. Remove riser pipe and casing three feet below base course upon acceptance.

203.07.5 Embankment: Embankment material shall be in

accordance with 203.06 . Place in uniform layers not exceeding 12 inches of un -compacted thickness. Place each layer for the full w idth of embankment, blend as necessary to obtain a uniform material, bring to a Remove unstable materials by undercutting, unless otherwise directed, and backfill to required section with usable soils as directed. When undercutting is required, conduct the operations in such manner that the engineer can make necessary measurements before backfill is placed. When a new roadway is to be constructed on an existing roadbed, remove existing surface courses. When the surface of the existing roadbed is within 2 foot of finished sub -grade, scarify the existing roadbed full width to a depth of not less than 9 inches and re -compact to at least 95.0 percent of maximum dry density.

203.07.3 Excavation: Excavated material shall become the property

of the contractor. Soils fro m excavation areas may be used in embankments or other finished sections when approved. Dispose of surplus or unusable excavated material in accordance with 202.02 or as provided in this subsection. When obliteration of old roadways is required, include grading operations necessary to satisfactorily incorporate the old roadway into the new roadway and s urroundings to the satisfaction of the engineer and to allow drainage.

203.07.4 Settlement Plate Installation and Monitoring:

Furnish and install settlement plate as shown on the plans. Install settlement plate prior to placement of any fill. Place settlement plate on top of the geotextile fabric if shown on the plans, otherwise, place the settlement plate on natural ground. Maintain a vertical and undamaged riser pipe during embankment placement and compaction. Replace any settlement plate damaged during construction at no cost to the Department. Establish the elevation of the settlement plate. Take initial settlement plate elevation readings immediately after installation. Unless specified on the plans, monitor settlement plate as follows: immediately after the final lift placement, twice weekly for the first month, and weekly for five months thereafter. Repeat this sequence if any additional fill placement or surcharge is required. Record the embankment elevation and surcharge height for each settlem ent plate reading. Submit settlement plate readings to the Project Engineer. The Project Engineer will verify the initial and final elevations for acceptance. Remove riser pipe and casing three feet below base course upon acceptance.

203.07.5 Embankment: Embankment material shall be in

accordance with 203.06 . Place in uniform layers not exceeding 12 inches of un -compacted thickness. Place each layer for the full w idth of embankment, blend as necessary to obtain a uniform material, bring to a uniform moisture content, and compact to a minimum of 95.0 percent of maximum dry density before the next layer is placed. Determine maximum dry density in accordance with DOT D TR 415 or TR 418 and percent in - place density in accordance with DOTD TR 401. The density of the embankment shall be such that the density of the type of base course being constructed shall be met. The moisture content at the time of compaction, tested in accordance with DOTD TR 403, shall be within a range of ±2.0 percent of optimum moisture established in accordance with DOTD TR 415 or TR 418. If not, reprocess and re -compact the lifts until these requirements are met. Topsoil shall be placed and compacted in accordance with 715.03. Ensure that final embankment slope lines are uniform in appearance. Measure as necessary to assur e that the elevations at the top, bottom, and intermediate breaks in the slope are such that minimum acceptable slopes are achieved. Visually inspect the slopes and ensure the slopes are straight without valleys or humps. If an apparent discrepancy is di scovered upon visual inspection, take measurements a minimum of every 10 feet measured along the slope between theoretical break points in the embankment. Allowable tolerances for slope grade will not be less than by 0.03 foot/foot nor greater than 0.15 f oot/foot. The slopes shall be reworked until these criteria are met. The top of embankment shall not vary from the established grade by more than ±0.1 foot. Conduct operations to prevent lamination between lifts. Correct all laminations between lifts pr ior to placing additional lifts. Assure that surfaces of excavated areas and embankments are smooth and uniform. Do not disturb material outside the construction limits. When excavation and embankment construction results in surface soils having a PI les s than 10, or pH less than 5.5 or greater than 8.5, place a plastic soil blanket complying with 203.10 . The contractor shall be responsible for the stability of em bankments until final acceptance. Construction activities which may lead to subsequent embankment damage, will not be permitted. When embankments are constructed on a surface sloping more than 6:1 from the horizontal, cut the slope of the ground on which the embankment is to be placed into steps, as directed, before fill is placed. When an embankment is to be constructed to a height of less than 5 feet, remove heavy sod and objectionable vegetation from the area on which the embankment is to be placed. Sc arify the area to a depth of approximately 9 inches . Re-compact this area to at least 95.0 percent of maximum dry density in accordance with DOTD TR 415 or TR 418 and percent in -place density in accordance with DOTD TR 401. When height of fill is 5 feet or more, removal of sod will not be required, but disk the area on which embankment is to be placed to the satisfaction of the engineer and re -compact before construction of embankment. When embankment material is to be deposited only on one side of abutme nts, wing walls, piers, or culvert head walls, do not compact the area immediately adjacent to the structure to the extent that it will cause excessive pressure against the structure. When the embankment is to be deposited on both sides of a concrete wall or similar structure, conduct operations so that the embankment is always at approximately the same elevation on both sides of the structure. Backfill structures in accordance with Section 802 . When embankments are constructed in lakes, streams, swamps, or other unstable areas and unstable material cannot be removed or the area drained, the requirement for placing material in layers as outlined above may be waived. When this requirement is waived, place the embankment by end dump or other approved methods to an elevation where normal construction methods can begin. Construct embankments placed above this elevation in layers as specified above. When a wave of unsu itable material is forced up in front of the end dumping operation, it shall become the property of the contractor and be removed as necessary. In addition, do not allow this material to be trapped and incorporated in the embankment except as part of plastic soil for slopes.

203.08 CUT AREA PREPARATION . Scarify and compact the top 12

inches of the cut area to such density that the compaction requirements of the type base course being constructed shall be met. Construction, compaction, and testing requirements shall comply with 203.07 . When unstable soils are encountered, the engineer will determine the limits to be undercut. Excavate to a stable foundation or to the d epth required by the engineer and backfill to existing grade. Undercut shall be constructed and tested in accordance with 203.07 . When a stable foundation cannot be reached, “bridge -in” the embankment materials and construct the remaining embankment to existing grade in accordance with 203.07 When an embankment is to be constructed to a height of less than 5 feet, remove heavy sod and objectionable vegetation from the area on which the embankment is to be placed. Sc arify the area to a depth of approximately 9 inches . Re-compact this area to at least 95.0 percent of maximum dry density in accordance with DOTD TR 415 or TR 418 and percent in -place density in accordance with DOTD TR 401. When height of fill is 5 feet or more, removal of sod will not be required, but disk the area on which embankment is to be placed to the satisfaction of the engineer and re -compact before construction of embankment. When embankment material is to be deposited only on one side of abutme nts, wing walls, piers, or culvert head walls, do not compact the area immediately adjacent to the structure to the extent that it will cause excessive pressure against the structure. When the embankment is to be deposited on both sides of a concrete wall or similar structure, conduct operations so that the embankment is always at approximately the same elevation on both sides of the structure. Backfill structures in accordance with Section 802 . When embankments are constructed in lakes, streams, swamps, or other unstable areas and unstable material cannot be removed or the area drained, the requirement for placing material in layers as outlined above may be waived. When this requirement is waived, place the embankment by end dump or other approved methods to an elevation where normal construction methods can begin. Construct embankments placed above this elevation in layers as specified above. When a wave of unsu itable material is forced up in front of the end dumping operation, it shall become the property of the contractor and be removed as necessary. In addition, do not allow this material to be trapped and incorporated in the embankment except as part of plastic soil for slopes.

203.08 CUT AREA PREPARATION . Scarify and compact the top 12

inches of the cut area to such density that the compaction requirements of the type base course being constructed shall be met. Construction, compaction, and testing requirements shall comply with 203.07 . When unstable soils are encountered, the engineer will determine the limits to be undercut. Excavate to a stable foundation or to the d epth required by the engineer and backfill to existing grade. Undercut shall be constructed and tested in accordance with 203.07 . When a stable foundation cannot be reached, “bridge -in” the embankment materials and construct the remaining embankment to existing grade in accordance with 203.07

203.09 Nonplastic Embankment.

203.09.1 Material s: Non-plastic embankment material shall comply

with 1003.09 or the following, unless otherwise specified on the plans.

203.09.2 General Requirements: Do not entrap unsuitable

material defined in 203.04 in the embankment. Remove any such material at no direct pay. Leave surcharge materials on the embankment for at least the specified number of days after approval of the increment. Damage t o embankment increments due to the contractor’s operations shall be satisfactorily repaired by the contractor at no direct pay. Remove excess surcharge materials after the surcharge period. Verification cross -sections of the final embankment will be take n after removal of the surcharge. Material required due to additional subsidence after cross -sections are taken will be paid under the appropriate item. After all embankment increments have been surcharged, satisfactorily dispose of excess surcharge mater ial in accordance with 202.02 at no direct pay. Except for stone embankments, furnish and place a plastic soil blanket complying with 203.10 .

203.09.3 Nonplastic Embankment Construction: Construct

nonplastic embankments by mechanical methods. Unless otherwise shown on the plans, place material in lifts not exceeding 15 inches of u ncompacted thickness after establishing a working table as directed. Compact each lift and test in accordance with 203.07 .

203.09.4 Blended Calcium Sulfate Embankment

Const ruction: Add water or use other suitable means to prevent dust resulting from the transport and placement of dry material. Place blended embankment material in lifts not exceeding 12 inches in thickness (loose) after establishing a working table as dir ected. Compact each lift to at least 95 percent of maximum dry density prior to placement of subsequent lifts. Determine the maximum density in accordance with DOTD TR 418 modified to include a drying temperature not to exceed 140°F. Perform field density testing in accordance with 203.07 . Determine moisture content for density corrections by oven drying the material at 140°F for a minimum of 24 hours. Provide a forced draft type oven capable of maintaining this temperature. Also, furnish and place a plastic soil blanket complying with 203.10 .

203.09 Nonplastic Embankment.

203.09.1 Material s: Non-plastic embankment material shall comply

with 1003.09 or the following, unless otherwise specified on the plans.

203.09.2 General Requirements: Do not entrap unsuitable

material defined in 203.04 in the embankment. Remove any such material at no direct pay. Leave surcharge materials on the embankment for at least the specified number of days after approval of the increment. Damage t o embankment increments due to the contractor’s operations shall be satisfactorily repaired by the contractor at no direct pay. Remove excess surcharge materials after the surcharge period. Verification cross -sections of the final embankment will be take n after removal of the surcharge. Material required due to additional subsidence after cross -sections are taken will be paid under the appropriate item. After all embankment increments have been surcharged, satisfactorily dispose of excess surcharge mater ial in accordance with 202.02 at no direct pay. Except for stone embankments, furnish and place a plastic soil blanket complying with 203.10 .

203.09.3 Nonplastic Embankment Construction: Construct

nonplastic embankments by mechanical methods. Unless otherwise shown on the plans, place material in lifts not exceeding 15 inches of u ncompacted thickness after establishing a working table as directed. Compact each lift and test in accordance with 203.07 .

203.09.4 Blended Calcium Sulfate Embankment

Const ruction: Add water or use other suitable means to prevent dust resulting from the transport and placement of dry material. Place blended embankment material in lifts not exceeding 12 inches in thickness (loose) after establishing a working table as dir ected. Compact each lift to at least 95 percent of maximum dry density prior to placement of subsequent lifts. Determine the maximum density in accordance with DOTD TR 418 modified to include a drying temperature not to exceed 140°F. Perform field density testing in accordance with 203.07 . Determine moisture content for density corrections by oven drying the material at 140°F for a minimum of 24 hours. Provide a forced draft type oven capable of maintaining this temperature. Also, furnish and place a plastic soil blanket complying with 203.10 .

203.09 Nonplastic Embankment.

203.09.1 Material s: Non-plastic embankment material shall comply

with 1003.09 or the following, unless otherwise specified on the plans.

203.09.2 General Requirements: Do not entrap unsuitable

material defined in 203.04 in the embankment. Remove any such material at no direct pay. Leave surcharge materials on the embankment for at least the specified number of days after approval of the increment. Damage t o embankment increments due to the contractor’s operations shall be satisfactorily repaired by the contractor at no direct pay. Remove excess surcharge materials after the surcharge period. Verification cross -sections of the final embankment will be take n after removal of the surcharge. Material required due to additional subsidence after cross -sections are taken will be paid under the appropriate item. After all embankment increments have been surcharged, satisfactorily dispose of excess surcharge mater ial in accordance with 202.02 at no direct pay. Except for stone embankments, furnish and place a plastic soil blanket complying with 203.10 .

203.09.3 Nonplastic Embankment Construction: Construct

nonplastic embankments by mechanical methods. Unless otherwise shown on the plans, place material in lifts not exceeding 15 inches of u ncompacted thickness after establishing a working table as directed. Compact each lift and test in accordance with 203.07 .

203.09.4 Blended Calcium Sulfate Embankment

Const ruction: Add water or use other suitable means to prevent dust resulting from the transport and placement of dry material. Place blended embankment material in lifts not exceeding 12 inches in thickness (loose) after establishing a working table as dir ected. Compact each lift to at least 95 percent of maximum dry density prior to placement of subsequent lifts. Determine the maximum density in accordance with DOTD TR 418 modified to include a drying temperature not to exceed 140°F. Perform field density testing in accordance with 203.07 . Determine moisture content for density corrections by oven drying the material at 140°F for a minimum of 24 hours. Provide a forced draft type oven capable of maintaining this temperature. Also, furnish and place a plastic soil blanket complying with 203.10 .

203.09 Nonplastic Embankment.

203.09.1 Material s: Non-plastic embankment material shall comply

with 1003.09 or the following, unless otherwise specified on the plans.

203.09.2 General Requirements: Do not entrap unsuitable

material defined in 203.04 in the embankment. Remove any such material at no direct pay. Leave surcharge materials on the embankment for at least the specified number of days after approval of the increment. Damage t o embankment increments due to the contractor’s operations shall be satisfactorily repaired by the contractor at no direct pay. Remove excess surcharge materials after the surcharge period. Verification cross -sections of the final embankment will be take n after removal of the surcharge. Material required due to additional subsidence after cross -sections are taken will be paid under the appropriate item. After all embankment increments have been surcharged, satisfactorily dispose of excess surcharge mater ial in accordance with 202.02 at no direct pay. Except for stone embankments, furnish and place a plastic soil blanket complying with 203.10 .

203.09.3 Nonplastic Embankment Construction: Construct

nonplastic embankments by mechanical methods. Unless otherwise shown on the plans, place material in lifts not exceeding 15 inches of u ncompacted thickness after establishing a working table as directed. Compact each lift and test in accordance with 203.07 .

203.09.4 Blended Calcium Sulfate Embankment

Const ruction: Add water or use other suitable means to prevent dust resulting from the transport and placement of dry material. Place blended embankment material in lifts not exceeding 12 inches in thickness (loose) after establishing a working table as dir ected. Compact each lift to at least 95 percent of maximum dry density prior to placement of subsequent lifts. Determine the maximum density in accordance with DOTD TR 418 modified to include a drying temperature not to exceed 140°F. Perform field density testing in accordance with 203.07 . Determine moisture content for density corrections by oven drying the material at 140°F for a minimum of 24 hours. Provide a forced draft type oven capable of maintaining this temperature. Also, furnish and place a plastic soil blanket complying with 203.10 .

203.09 Nonplastic Embankment.

203.09.1 Material s: Non-plastic embankment material shall comply

with 1003.09 or the following, unless otherwise specified on the plans.

203.09.2 General Requirements: Do not entrap unsuitable

material defined in 203.04 in the embankment. Remove any such material at no direct pay. Leave surcharge materials on the embankment for at least the specified number of days after approval of the increment. Damage t o embankment increments due to the contractor’s operations shall be satisfactorily repaired by the contractor at no direct pay. Remove excess surcharge materials after the surcharge period. Verification cross -sections of the final embankment will be take n after removal of the surcharge. Material required due to additional subsidence after cross -sections are taken will be paid under the appropriate item. After all embankment increments have been surcharged, satisfactorily dispose of excess surcharge mater ial in accordance with 202.02 at no direct pay. Except for stone embankments, furnish and place a plastic soil blanket complying with 203.10 .

203.09.3 Nonplastic Embankment Construction: Construct

nonplastic embankments by mechanical methods. Unless otherwise shown on the plans, place material in lifts not exceeding 15 inches of u ncompacted thickness after establishing a working table as directed. Compact each lift and test in accordance with 203.07 .

203.09.4 Blended Calcium Sulfate Embankment

Const ruction: Add water or use other suitable means to prevent dust resulting from the transport and placement of dry material. Place blended embankment material in lifts not exceeding 12 inches in thickness (loose) after establishing a working table as dir ected. Compact each lift to at least 95 percent of maximum dry density prior to placement of subsequent lifts. Determine the maximum density in accordance with DOTD TR 418 modified to include a drying temperature not to exceed 140°F. Perform field density testing in accordance with 203.07 . Determine moisture content for density corrections by oven drying the material at 140°F for a minimum of 24 hours. Provide a forced draft type oven capable of maintaining this temperature. Also, furnish and place a plastic soil blanket complying with 203.10 .

203.09 Nonplastic Embankment.

203.09.1 Material s: Non-plastic embankment material shall comply

with 1003.09 or the following, unless otherwise specified on the plans.

203.09.2 General Requirements: Do not entrap unsuitable

material defined in 203.04 in the embankment. Remove any such material at no direct pay. Leave surcharge materials on the embankment for at least the specified number of days after approval of the increment. Damage t o embankment increments due to the contractor’s operations shall be satisfactorily repaired by the contractor at no direct pay. Remove excess surcharge materials after the surcharge period. Verification cross -sections of the final embankment will be take n after removal of the surcharge. Material required due to additional subsidence after cross -sections are taken will be paid under the appropriate item. After all embankment increments have been surcharged, satisfactorily dispose of excess surcharge mater ial in accordance with 202.02 at no direct pay. Except for stone embankments, furnish and place a plastic soil blanket complying with 203.10 .

203.09.3 Nonplastic Embankment Construction: Construct

nonplastic embankments by mechanical methods. Unless otherwise shown on the plans, place material in lifts not exceeding 15 inches of u ncompacted thickness after establishing a working table as directed. Compact each lift and test in accordance with 203.07 .

203.09.4 Blended Calcium Sulfate Embankment

Const ruction: Add water or use other suitable means to prevent dust resulting from the transport and placement of dry material. Place blended embankment material in lifts not exceeding 12 inches in thickness (loose) after establishing a working table as dir ected. Compact each lift to at least 95 percent of maximum dry density prior to placement of subsequent lifts. Determine the maximum density in accordance with DOTD TR 418 modified to include a drying temperature not to exceed 140°F. Perform field density testing in accordance with 203.07 . Determine moisture content for density corrections by oven drying the material at 140°F for a minimum of 24 hours. Provide a forced draft type oven capable of maintaining this temperature. Also, furnish and place a plastic soil blanket complying with 203.10 . Do not place blended calcium sulfate within 10 feet of metal drainage structures. The contractor will be allowed to substitute natural stone, flowable fill under Section 710 , or other material in 1003.08 as approved by the Department.

203.10 PLASTIC SOIL BLANKET. Plastic s oil blanket shall consist of

soils having a minimum PI of 11, maximum PI of 35, a maximum silt content of 65 percent, and a pH not less than 5.5 or greater than 8.5, and a minimum organic content of 3 percent. The contractor will be allowed to blend organ ic materials to achieve the minimum 3 percent organic content. The plastic soil blanket shall support a satisfactory stand of grass in accordance with Section 714 or Section 717 . Construct the soil blanket to a minimum thickness of 12 inches. Areas requiring a plastic soil blanket shall be approved prior to placement of the plastic soil blanket. After materials are placed and spread, remove lumps, stones, roots and other foreign matter from the area. Spread and roll soil blanket material in a manner that leaves a uniform surface. Ensure that any remaining ridges or grooves, including cleat tracks from the dozer, will be parallel to the roadway during the period of time between placement and seeding. Place plastic soil blanket in a timely manner to prevent erosion.

203.11 Geotextile Fabrics.

203.11.1 General: Furnish and place geotex tile fabric in accordance

with these specifications and in conformance with the details shown on the plans.

203.11.2 Materials: The geotextile fabric shall comply with

Section 1019.

203.11.3 Construction Requirements: Keep rolls of geotextile

fabric covered and protecte d from ultraviolet degradation at all times until use. Cover geotextile fabric that has been installed with embankment material within seven calendar days. When ultraviolet damage occurs, remove and replace the geotextile fabric. Place the geotextile fa bric at the locations shown on the plans or as directed. Overlap or sew adjacent rolls of geotextile fabric. When rolls are overlapped, overlap a minimum of 18 inches or as specified in the plans, including the ends of the rolls. Place the top layer of the geotextile fabric parallel with adjacent rolls and in the direction of embankment placement. When rolls are sewn, join adjacent rolls by sewing with polyester or kevlar thread. When field sewing, Do not place blended calcium sulfate within 10 feet of metal drainage structures. The contractor will be allowed to substitute natural stone, flowable fill under Section 710 , or other material in 1003.08 as approved by the Department.

203.10 PLASTIC SOIL BLANKET. Plastic s oil blanket shall consist of

soils having a minimum PI of 11, maximum PI of 35, a maximum silt content of 65 percent, and a pH not less than 5.5 or greater than 8.5, and a minimum organic content of 3 percent. The contractor will be allowed to blend organ ic materials to achieve the minimum 3 percent organic content. The plastic soil blanket shall support a satisfactory stand of grass in accordance with Section 714 or Section 717 . Construct the soil blanket to a minimum thickness of 12 inches. Areas requiring a plastic soil blanket shall be approved prior to placement of the plastic soil blanket. After materials are placed and spread, remove lumps, stones, roots and other foreign matter from the area. Spread and roll soil blanket material in a manner that leaves a uniform surface. Ensure that any remaining ridges or grooves, including cleat tracks from the dozer, will be parallel to the roadway during the period of time between placement and seeding. Place plastic soil blanket in a timely manner to prevent erosion.

203.11 Geotextile Fabrics.

203.11.1 General: Furnish and place geotex tile fabric in accordance

with these specifications and in conformance with the details shown on the plans.

203.11.2 Materials: The geotextile fabric shall comply with

Section 1019.

203.11.3 Construction Requirements: Keep rolls of geotextile

fabric covered and protecte d from ultraviolet degradation at all times until use. Cover geotextile fabric that has been installed with embankment material within seven calendar days. When ultraviolet damage occurs, remove and replace the geotextile fabric. Place the geotextile fa bric at the locations shown on the plans or as directed. Overlap or sew adjacent rolls of geotextile fabric. When rolls are overlapped, overlap a minimum of 18 inches or as specified in the plans, including the ends of the rolls. Place the top layer of the geotextile fabric parallel with adjacent rolls and in the direction of embankment placement. When rolls are sewn, join adjacent rolls by sewing with polyester or kevlar thread. When field sewing, Do not place blended calcium sulfate within 10 feet of metal drainage structures. The contractor will be allowed to substitute natural stone, flowable fill under Section 710 , or other material in 1003.08 as approved by the Department.

203.10 PLASTIC SOIL BLANKET. Plastic s oil blanket shall consist of

soils having a minimum PI of 11, maximum PI of 35, a maximum silt content of 65 percent, and a pH not less than 5.5 or greater than 8.5, and a minimum organic content of 3 percent. The contractor will be allowed to blend organ ic materials to achieve the minimum 3 percent organic content. The plastic soil blanket shall support a satisfactory stand of grass in accordance with Section 714 or Section 717 . Construct the soil blanket to a minimum thickness of 12 inches. Areas requiring a plastic soil blanket shall be approved prior to placement of the plastic soil blanket. After materials are placed and spread, remove lumps, stones, roots and other foreign matter from the area. Spread and roll soil blanket material in a manner that leaves a uniform surface. Ensure that any remaining ridges or grooves, including cleat tracks from the dozer, will be parallel to the roadway during the period of time between placement and seeding. Place plastic soil blanket in a timely manner to prevent erosion.

203.11 Geotextile Fabrics.

203.11.1 General: Furnish and place geotex tile fabric in accordance

with these specifications and in conformance with the details shown on the plans.

203.11.2 Materials: The geotextile fabric shall comply with

Section 1019.

203.11.3 Construction Requirements: Keep rolls of geotextile

fabric covered and protecte d from ultraviolet degradation at all times until use. Cover geotextile fabric that has been installed with embankment material within seven calendar days. When ultraviolet damage occurs, remove and replace the geotextile fabric. Place the geotextile fa bric at the locations shown on the plans or as directed. Overlap or sew adjacent rolls of geotextile fabric. When rolls are overlapped, overlap a minimum of 18 inches or as specified in the plans, including the ends of the rolls. Place the top layer of the geotextile fabric parallel with adjacent rolls and in the direction of embankment placement. When rolls are sewn, join adjacent rolls by sewing with polyester or kevlar thread. When field sewing, Do not place blended calcium sulfate within 10 feet of metal drainage structures. The contractor will be allowed to substitute natural stone, flowable fill under Section 710 , or other material in 1003.08 as approved by the Department.

203.10 PLASTIC SOIL BLANKET. Plastic s oil blanket shall consist of

soils having a minimum PI of 11, maximum PI of 35, a maximum silt content of 65 percent, and a pH not less than 5.5 or greater than 8.5, and a minimum organic content of 3 percent. The contractor will be allowed to blend organ ic materials to achieve the minimum 3 percent organic content. The plastic soil blanket shall support a satisfactory stand of grass in accordance with Section 714 or Section 717 . Construct the soil blanket to a minimum thickness of 12 inches. Areas requiring a plastic soil blanket shall be approved prior to placement of the plastic soil blanket. After materials are placed and spread, remove lumps, stones, roots and other foreign matter from the area. Spread and roll soil blanket material in a manner that leaves a uniform surface. Ensure that any remaining ridges or grooves, including cleat tracks from the dozer, will be parallel to the roadway during the period of time between placement and seeding. Place plastic soil blanket in a timely manner to prevent erosion.

203.11 Geotextile Fabrics.

203.11.1 General: Furnish and place geotex tile fabric in accordance

with these specifications and in conformance with the details shown on the plans.

203.11.2 Materials: The geotextile fabric shall comply with

Section 1019.

203.11.3 Construction Requirements: Keep rolls of geotextile

fabric covered and protecte d from ultraviolet degradation at all times until use. Cover geotextile fabric that has been installed with embankment material within seven calendar days. When ultraviolet damage occurs, remove and replace the geotextile fabric. Place the geotextile fa bric at the locations shown on the plans or as directed. Overlap or sew adjacent rolls of geotextile fabric. When rolls are overlapped, overlap a minimum of 18 inches or as specified in the plans, including the ends of the rolls. Place the top layer of the geotextile fabric parallel with adjacent rolls and in the direction of embankment placement. When rolls are sewn, join adjacent rolls by sewing with polyester or kevlar thread. When field sewing, Do not place blended calcium sulfate within 10 feet of metal drainage structures. The contractor will be allowed to substitute natural stone, flowable fill under Section 710 , or other material in 1003.08 as approved by the Department.

203.10 PLASTIC SOIL BLANKET. Plastic s oil blanket shall consist of

soils having a minimum PI of 11, maximum PI of 35, a maximum silt content of 65 percent, and a pH not less than 5.5 or greater than 8.5, and a minimum organic content of 3 percent. The contractor will be allowed to blend organ ic materials to achieve the minimum 3 percent organic content. The plastic soil blanket shall support a satisfactory stand of grass in accordance with Section 714 or Section 717 . Construct the soil blanket to a minimum thickness of 12 inches. Areas requiring a plastic soil blanket shall be approved prior to placement of the plastic soil blanket. After materials are placed and spread, remove lumps, stones, roots and other foreign matter from the area. Spread and roll soil blanket material in a manner that leaves a uniform surface. Ensure that any remaining ridges or grooves, including cleat tracks from the dozer, will be parallel to the roadway during the period of time between placement and seeding. Place plastic soil blanket in a timely manner to prevent erosion.

203.11 Geotextile Fabrics.

203.11.1 General: Furnish and place geotex tile fabric in accordance

with these specifications and in conformance with the details shown on the plans.

203.11.2 Materials: The geotextile fabric shall comply with

Section 1019.

203.11.3 Construction Requirements: Keep rolls of geotextile

fabric covered and protecte d from ultraviolet degradation at all times until use. Cover geotextile fabric that has been installed with embankment material within seven calendar days. When ultraviolet damage occurs, remove and replace the geotextile fabric. Place the geotextile fa bric at the locations shown on the plans or as directed. Overlap or sew adjacent rolls of geotextile fabric. When rolls are overlapped, overlap a minimum of 18 inches or as specified in the plans, including the ends of the rolls. Place the top layer of the geotextile fabric parallel with adjacent rolls and in the direction of embankment placement. When rolls are sewn, join adjacent rolls by sewing with polyester or kevlar thread. When field sewing, Do not place blended calcium sulfate within 10 feet of metal drainage structures. The contractor will be allowed to substitute natural stone, flowable fill under Section 710 , or other material in 1003.08 as approved by the Department.

203.10 PLASTIC SOIL BLANKET. Plastic s oil blanket shall consist of

soils having a minimum PI of 11, maximum PI of 35, a maximum silt content of 65 percent, and a pH not less than 5.5 or greater than 8.5, and a minimum organic content of 3 percent. The contractor will be allowed to blend organ ic materials to achieve the minimum 3 percent organic content. The plastic soil blanket shall support a satisfactory stand of grass in accordance with Section 714 or Section 717 . Construct the soil blanket to a minimum thickness of 12 inches. Areas requiring a plastic soil blanket shall be approved prior to placement of the plastic soil blanket. After materials are placed and spread, remove lumps, stones, roots and other foreign matter from the area. Spread and roll soil blanket material in a manner that leaves a uniform surface. Ensure that any remaining ridges or grooves, including cleat tracks from the dozer, will be parallel to the roadway during the period of time between placement and seeding. Place plastic soil blanket in a timely manner to prevent erosion.

203.11 Geotextile Fabrics.

203.11.1 General: Furnish and place geotex tile fabric in accordance

with these specifications and in conformance with the details shown on the plans.

203.11.2 Materials: The geotextile fabric shall comply with

Section 1019.

203.11.3 Construction Requirements: Keep rolls of geotextile

fabric covered and protecte d from ultraviolet degradation at all times until use. Cover geotextile fabric that has been installed with embankment material within seven calendar days. When ultraviolet damage occurs, remove and replace the geotextile fabric. Place the geotextile fa bric at the locations shown on the plans or as directed. Overlap or sew adjacent rolls of geotextile fabric. When rolls are overlapped, overlap a minimum of 18 inches or as specified in the plans, including the ends of the rolls. Place the top layer of the geotextile fabric parallel with adjacent rolls and in the direction of embankment placement. When rolls are sewn, join adjacent rolls by sewing with polyester or kevlar thread. When field sewing, employ the J -seam or “Butterfly” seam with the two pie ces of geotextile fabric mated together, turned inwards so as to sew through four layers of fabric. Sew with two rows of Type 401, two -thread chain stitch. Factory seams other than specified shall be submitted to the Materials and Testing Section for app roval. Where the ground is covered with water or soil is saturated, sewing of the geotextile fabric will be required. Place the geotextile fabric as smooth as possible with no wrinkles or folds, except in curved road sections. For curved road sections, f old the geotextile fabric to accommodate the curve. The fold shall be in the direction of construction and pinned or stapled. Fill and compact ruts that occur during construction prior to placement of geotextile fabric. Remove damaged geotextile fabric a nd replace with new geotextile fabric or cover with a second layer of geotextile fabric extending 2 feet in each direction from the damaged area.

203.12 QUALITY CONTROL. Locate, select, and place material

conforming to specification requirements. Control proce sses, including performing tests and making adjustments as necessary, to result in a uniform quality product meeting all the requirements of the plans and specifications. Perform tests for in -place moisture content in accordance with DOTD TR 403, at a fre quency that will ensure that the material is within the tolerances of optimum moisture. Perform tests for in -place density in accordance with DOTD TR 401 at a frequency that will ensure that the compactive effort is producing a uniform product that confor ms to specification requirements. Control placement and finishing to ensure conformance with the lines, grades, thickness, and typical cross -sections shown on the plans or established. Sections will be inspected prior to acceptance testing. Correct obvio usly deficient areas prior to acceptance testing.

203.13 ACCEPTANCE. The Department will perform inspection,

sampling, and testing for acceptance. Correct any area that is deficient whether identified by inspection or testing. The embankment (with surcharge, if required) will be approved in increments of 1000 feet, except terminal increments which may be less than 1000 feet. Maximum density for earthwork will be determined in accordance with DOTD TR 415 or DOTD TR 418; in -place density will be determined in accordance with DOTD TR 401. employ the J -seam or “Butterfly” seam with the two pie ces of geotextile fabric mated together, turned inwards so as to sew through four layers of fabric. Sew with two rows of Type 401, two -thread chain stitch. Factory seams other than specified shall be submitted to the Materials and Testing Section for app roval. Where the ground is covered with water or soil is saturated, sewing of the geotextile fabric will be required. Place the geotextile fabric as smooth as possible with no wrinkles or folds, except in curved road sections. For curved road sections, f old the geotextile fabric to accommodate the curve. The fold shall be in the direction of construction and pinned or stapled. Fill and compact ruts that occur during construction prior to placement of geotextile fabric. Remove damaged geotextile fabric a nd replace with new geotextile fabric or cover with a second layer of geotextile fabric extending 2 feet in each direction from the damaged area.

203.12 QUALITY CONTROL. Locate, select, and place material

conforming to specification requirements. Control proce sses, including performing tests and making adjustments as necessary, to result in a uniform quality product meeting all the requirements of the plans and specifications. Perform tests for in -place moisture content in accordance with DOTD TR 403, at a fre quency that will ensure that the material is within the tolerances of optimum moisture. Perform tests for in -place density in accordance with DOTD TR 401 at a frequency that will ensure that the compactive effort is producing a uniform product that confor ms to specification requirements. Control placement and finishing to ensure conformance with the lines, grades, thickness, and typical cross -sections shown on the plans or established. Sections will be inspected prior to acceptance testing. Correct obvio usly deficient areas prior to acceptance testing.

203.13 ACCEPTANCE. The Department will perform inspection,

sampling, and testing for acceptance. Correct any area that is deficient whether identified by inspection or testing. The embankment (with surcharge, if required) will be approved in increments of 1000 feet, except terminal increments which may be less than 1000 feet. Maximum density for earthwork will be determined in accordance with DOTD TR 415 or DOTD TR 418; in -place density will be determined in accordance with DOTD TR 401. employ the J -seam or “Butterfly” seam with the two pie ces of geotextile fabric mated together, turned inwards so as to sew through four layers of fabric. Sew with two rows of Type 401, two -thread chain stitch. Factory seams other than specified shall be submitted to the Materials and Testing Section for app roval. Where the ground is covered with water or soil is saturated, sewing of the geotextile fabric will be required. Place the geotextile fabric as smooth as possible with no wrinkles or folds, except in curved road sections. For curved road sections, f old the geotextile fabric to accommodate the curve. The fold shall be in the direction of construction and pinned or stapled. Fill and compact ruts that occur during construction prior to placement of geotextile fabric. Remove damaged geotextile fabric a nd replace with new geotextile fabric or cover with a second layer of geotextile fabric extending 2 feet in each direction from the damaged area.

203.12 QUALITY CONTROL. Locate, select, and place material

conforming to specification requirements. Control proce sses, including performing tests and making adjustments as necessary, to result in a uniform quality product meeting all the requirements of the plans and specifications. Perform tests for in -place moisture content in accordance with DOTD TR 403, at a fre quency that will ensure that the material is within the tolerances of optimum moisture. Perform tests for in -place density in accordance with DOTD TR 401 at a frequency that will ensure that the compactive effort is producing a uniform product that confor ms to specification requirements. Control placement and finishing to ensure conformance with the lines, grades, thickness, and typical cross -sections shown on the plans or established. Sections will be inspected prior to acceptance testing. Correct obvio usly deficient areas prior to acceptance testing.

203.13 ACCEPTANCE. The Department will perform inspection,

sampling, and testing for acceptance. Correct any area that is deficient whether identified by inspection or testing. The embankment (with surcharge, if required) will be approved in increments of 1000 feet, except terminal increments which may be less than 1000 feet. Maximum density for earthwork will be determined in accordance with DOTD TR 415 or DOTD TR 418; in -place density will be determined in accordance with DOTD TR 401.

203.14 Measurement.

203.14.1 General: Unless otherwise specified, borrow material in

accordance with 203.05 , topsoil, and plastic soil for slopes in accordance with 203.06.6 will be considered incidental to the embankment and will not be measured separately, but will be measured as embankment. Removal and stockpiling of existing topsoil will be measured by the i n-situ square yard. Measurement of undercut will be from subgrade or original ground, whichever is lower. No measurement will be made for excavation for culverts or culvert headwalls. When the grade line of a pipe or box culvert is raised or lowered more than 2 feet from the grade line shown on the plans or is relocated to a site requiring an equivalent change in excavation, payment will be increased or decreased accordingly at the rate of three times the contract unit price for General Excavation (or Emban kment if General Excavation is not a contract pay item). The volume to be used in the increase or decrease will be a rectangular solid the length of the pipe or box culvert, the outside width of the pipe or box culvert plus 3 feet, and the average change in invert elevation minus 2 feet.

203.14.2 General Excavation, Embankment and Nonplastic

Embankment: The measurement of quantities will be computed by the average end area method and will be that area bound by (1) the original ground line established by location (plan) cross -sections or new original cross -sections obtained by the contractor, and (2) the final theoretical pay line as shown on the plans, or established by the engineer, adjusted for field changes. New original cross -sections will be taken after cle aring, and prior to grubbing. The final theoretical pay line shall be derived from the profile grade, typical section and ditch grades shown in the plans, along with approved plan changes and other field changes made by the engineer. No increase in quanti ties will be authorized for overbuilding unless directed by the engineer. Pay lines for surcharged embankments will be the theoretical surcharge lines shown on the plans. No measurement will be made for removing and disposing of excess surcharge materials . When payment is made for embankment in its final position, no additional quantity will be measured due to settlement, compaction, erosion or other cause.

203.14 Measurement.

203.14.1 General: Unless otherwise specified, borrow material in

accordance with 203.05 , topsoil, and plastic soil for slopes in accordance with 203.06.6 will be considered incidental to the embankment and will not be measured separately, but will be measured as embankment. Removal and stockpiling of existing topsoil will be measured by the i n-situ square yard. Measurement of undercut will be from subgrade or original ground, whichever is lower. No measurement will be made for excavation for culverts or culvert headwalls. When the grade line of a pipe or box culvert is raised or lowered more than 2 feet from the grade line shown on the plans or is relocated to a site requiring an equivalent change in excavation, payment will be increased or decreased accordingly at the rate of three times the contract unit price for General Excavation (or Emban kment if General Excavation is not a contract pay item). The volume to be used in the increase or decrease will be a rectangular solid the length of the pipe or box culvert, the outside width of the pipe or box culvert plus 3 feet, and the average change in invert elevation minus 2 feet.

203.14.2 General Excavation, Embankment and Nonplastic

Embankment: The measurement of quantities will be computed by the average end area method and will be that area bound by (1) the original ground line established by location (plan) cross -sections or new original cross -sections obtained by the contractor, and (2) the final theoretical pay line as shown on the plans, or established by the engineer, adjusted for field changes. New original cross -sections will be taken after cle aring, and prior to grubbing. The final theoretical pay line shall be derived from the profile grade, typical section and ditch grades shown in the plans, along with approved plan changes and other field changes made by the engineer. No increase in quanti ties will be authorized for overbuilding unless directed by the engineer. Pay lines for surcharged embankments will be the theoretical surcharge lines shown on the plans. No measurement will be made for removing and disposing of excess surcharge materials . When payment is made for embankment in its final position, no additional quantity will be measured due to settlement, compaction, erosion or other cause.

203.14 Measurement.

203.14.1 General: Unless otherwise specified, borrow material in

accordance with 203.05 , topsoil, and plastic soil for slopes in accordance with 203.06.6 will be considered incidental to the embankment and will not be measured separately, but will be measured as embankment. Removal and stockpiling of existing topsoil will be measured by the i n-situ square yard. Measurement of undercut will be from subgrade or original ground, whichever is lower. No measurement will be made for excavation for culverts or culvert headwalls. When the grade line of a pipe or box culvert is raised or lowered more than 2 feet from the grade line shown on the plans or is relocated to a site requiring an equivalent change in excavation, payment will be increased or decreased accordingly at the rate of three times the contract unit price for General Excavation (or Emban kment if General Excavation is not a contract pay item). The volume to be used in the increase or decrease will be a rectangular solid the length of the pipe or box culvert, the outside width of the pipe or box culvert plus 3 feet, and the average change in invert elevation minus 2 feet.

203.14.2 General Excavation, Embankment and Nonplastic

Embankment: The measurement of quantities will be computed by the average end area method and will be that area bound by (1) the original ground line established by location (plan) cross -sections or new original cross -sections obtained by the contractor, and (2) the final theoretical pay line as shown on the plans, or established by the engineer, adjusted for field changes. New original cross -sections will be taken after cle aring, and prior to grubbing. The final theoretical pay line shall be derived from the profile grade, typical section and ditch grades shown in the plans, along with approved plan changes and other field changes made by the engineer. No increase in quanti ties will be authorized for overbuilding unless directed by the engineer. Pay lines for surcharged embankments will be the theoretical surcharge lines shown on the plans. No measurement will be made for removing and disposing of excess surcharge materials . When payment is made for embankment in its final position, no additional quantity will be measured due to settlement, compaction, erosion or other cause.

203.14 Measurement.

203.14.1 General: Unless otherwise specified, borrow material in

accordance with 203.05 , topsoil, and plastic soil for slopes in accordance with 203.06.6 will be considered incidental to the embankment and will not be measured separately, but will be measured as embankment. Removal and stockpiling of existing topsoil will be measured by the i n-situ square yard. Measurement of undercut will be from subgrade or original ground, whichever is lower. No measurement will be made for excavation for culverts or culvert headwalls. When the grade line of a pipe or box culvert is raised or lowered more than 2 feet from the grade line shown on the plans or is relocated to a site requiring an equivalent change in excavation, payment will be increased or decreased accordingly at the rate of three times the contract unit price for General Excavation (or Emban kment if General Excavation is not a contract pay item). The volume to be used in the increase or decrease will be a rectangular solid the length of the pipe or box culvert, the outside width of the pipe or box culvert plus 3 feet, and the average change in invert elevation minus 2 feet.

203.14.2 General Excavation, Embankment and Nonplastic

Embankment: The measurement of quantities will be computed by the average end area method and will be that area bound by (1) the original ground line established by location (plan) cross -sections or new original cross -sections obtained by the contractor, and (2) the final theoretical pay line as shown on the plans, or established by the engineer, adjusted for field changes. New original cross -sections will be taken after cle aring, and prior to grubbing. The final theoretical pay line shall be derived from the profile grade, typical section and ditch grades shown in the plans, along with approved plan changes and other field changes made by the engineer. No increase in quanti ties will be authorized for overbuilding unless directed by the engineer. Pay lines for surcharged embankments will be the theoretical surcharge lines shown on the plans. No measurement will be made for removing and disposing of excess surcharge materials . When payment is made for embankment in its final position, no additional quantity will be measured due to settlement, compaction, erosion or other cause. Excavation and embankment for crossovers, turnouts, driveway approaches or other minor installations will not be included in the measurement. A depth and width tolerance of ±1.5 feet will be allowed for excavation of unsuitable material. Overdepth and overwidth will be waived at no direct pay; however, no measurement for payment will be made for additio nal embankment material required to backfill areas beyond theoretical unsuitable material lines. Measurement will be made by one or more of the following methods:

203.14.2 1 Plan Quantity: The quantities of excavation and

embankment will be those shown in the plan s, provided the project is constructed essentially to the theoretical pay line. When the plans have been revised or when disagreement exists between the contractor and the engineer as to the accuracy of the plan quantities for the entire project, or any su bstantial portion thereof, either party may require that quantities be revised. The party requesting the revision will be responsible for isolating and detailing the error in an easily understood format which may include cross -sections, sketches, and comp utations. The revision will be verified and agreed to by the other party. Quantity revisions will not be considered without advanced notice to both parties and unless the original cross -sections have been taken. No payment will be made to the contractor to re -compute new plan quantities.

203.14.2 2 Field Cross -Sections: When payment lines are not

shown on the plans and cannot be established, in lieu of final theoretical pay lines, field cross -sections will be used to determine pay quantities for excavation and em bankment. After clearing operations, the contractor shall take original cross -sections for the entire length of the project. Take all original cross -sections in the presence of the Department. Take cross -sections at sufficient intervals to accurately det ermine earthwork quantities, not to exceed 100 linear feet. Take the cross -sections in accordance with DOTD procedures, and furnish results to the Department immediately in a format satisfactory to the engineer. The Department reserves the right to take additional cross -sections as needed to verify the contractor’s cross -sections. In the event the cross - sections do not verify, the contractor shall investigate and reconcile any differences. Excavation and embankment for crossovers, turnouts, driveway approaches or other minor installations will not be included in the measurement. A depth and width tolerance of ±1.5 feet will be allowed for excavation of unsuitable material. Overdepth and overwidth will be waived at no direct pay; however, no measurement for payment will be made for additio nal embankment material required to backfill areas beyond theoretical unsuitable material lines. Measurement will be made by one or more of the following methods:

203.14.2 1 Plan Quantity: The quantities of excavation and

embankment will be those shown in the plan s, provided the project is constructed essentially to the theoretical pay line. When the plans have been revised or when disagreement exists between the contractor and the engineer as to the accuracy of the plan quantities for the entire project, or any su bstantial portion thereof, either party may require that quantities be revised. The party requesting the revision will be responsible for isolating and detailing the error in an easily understood format which may include cross -sections, sketches, and comp utations. The revision will be verified and agreed to by the other party. Quantity revisions will not be considered without advanced notice to both parties and unless the original cross -sections have been taken. No payment will be made to the contractor to re -compute new plan quantities.

203.14.2 2 Field Cross -Sections: When payment lines are not

shown on the plans and cannot be established, in lieu of final theoretical pay lines, field cross -sections will be used to determine pay quantities for excavation and em bankment. After clearing operations, the contractor shall take original cross -sections for the entire length of the project. Take all original cross -sections in the presence of the Department. Take cross -sections at sufficient intervals to accurately det ermine earthwork quantities, not to exceed 100 linear feet. Take the cross -sections in accordance with DOTD procedures, and furnish results to the Department immediately in a format satisfactory to the engineer. The Department reserves the right to take additional cross -sections as needed to verify the contractor’s cross -sections. In the event the cross - sections do not verify, the contractor shall investigate and reconcile any differences. Excavation and embankment for crossovers, turnouts, driveway approaches or other minor installations will not be included in the measurement. A depth and width tolerance of ±1.5 feet will be allowed for excavation of unsuitable material. Overdepth and overwidth will be waived at no direct pay; however, no measurement for payment will be made for additio nal embankment material required to backfill areas beyond theoretical unsuitable material lines. Measurement will be made by one or more of the following methods:

203.14.2 1 Plan Quantity: The quantities of excavation and

embankment will be those shown in the plan s, provided the project is constructed essentially to the theoretical pay line. When the plans have been revised or when disagreement exists between the contractor and the engineer as to the accuracy of the plan quantities for the entire project, or any su bstantial portion thereof, either party may require that quantities be revised. The party requesting the revision will be responsible for isolating and detailing the error in an easily understood format which may include cross -sections, sketches, and comp utations. The revision will be verified and agreed to by the other party. Quantity revisions will not be considered without advanced notice to both parties and unless the original cross -sections have been taken. No payment will be made to the contractor to re -compute new plan quantities.

203.14.2 2 Field Cross -Sections: When payment lines are not

shown on the plans and cannot be established, in lieu of final theoretical pay lines, field cross -sections will be used to determine pay quantities for excavation and em bankment. After clearing operations, the contractor shall take original cross -sections for the entire length of the project. Take all original cross -sections in the presence of the Department. Take cross -sections at sufficient intervals to accurately det ermine earthwork quantities, not to exceed 100 linear feet. Take the cross -sections in accordance with DOTD procedures, and furnish results to the Department immediately in a format satisfactory to the engineer. The Department reserves the right to take additional cross -sections as needed to verify the contractor’s cross -sections. In the event the cross - sections do not verify, the contractor shall investigate and reconcile any differences. The original cross -sections will be used to determine the accurac y of the location cross -sections by using random sections not farther apart than 1000 linear feet and centerline elevations at intervals of 100 linear feet. The location cross -sections will be considered to be usable if the average of the differentials do es not exceed ±0.3 foot. For significant portions of the project with obvious errors between location and original cross -sections, the contractor’s original field cross -sections will be used, and will not be part of the verification process. In all cases where location sections are unavailable, new originals are to be taken and used.

203.14.3 Hydraulic Excavation: After completion of drainage

excavation operations at each individual location, measurement will be made in accordance with 203.14.2.1 or 203.14.2.2 . Elevations for underwater excavation will be determined in accordance with DOTD TR 426. Cleaning existing ditches will be measured by the linear foot along the center line of each ditch.

203.14.4 Settlement Plate Installation and Monitoring:

Settlement plate installation and monitoring will be measured per each, which includes furnishing, installing, monitoring and removing; and includes all labor, materials, equipment, tools, and incidentals necessary to complete the work.

203.14.5 Excavation and Embankment:

203.14.5 1 Linear Measurement: When excavation or

embankment is to be measured on a linear basis, measure the length along the centerline or t he baseline used in the plans and include performing the excavation, embankment and grading work necessary for construction of the project. It is the contractor’s responsibility to determine quantities of earthwork necessary to complete this item.

203.14.5 2 Lump Sum Measurement: When excavation and

embankment is to be measured by the lump sum, this item includes performing the excavation, embankment, and grading work necessary for construction of the project. It is the contractor’s responsibility to determine the correct quantities of earthwork required to complete this item. No adjustment in contract price will be made.

203.14.6 Borrow (Vehicular Measurement): The material will

be measured by the cubic yard in approved hauling vehicles at the point of delivery in acco rdance with 109.01 . The original cross -sections will be used to determine the accurac y of the location cross -sections by using random sections not farther apart than 1000 linear feet and centerline elevations at intervals of 100 linear feet. The location cross -sections will be considered to be usable if the average of the differentials do es not exceed ±0.3 foot. For significant portions of the project with obvious errors between location and original cross -sections, the contractor’s original field cross -sections will be used, and will not be part of the verification process. In all cases where location sections are unavailable, new originals are to be taken and used.

203.14.3 Hydraulic Excavation: After completion of drainage

excavation operations at each individual location, measurement will be made in accordance with 203.14.2.1 or 203.14.2.2 . Elevations for underwater excavation will be determined in accordance with DOTD TR 426. Cleaning existing ditches will be measured by the linear foot along the center line of each ditch.

203.14.4 Settlement Plate Installation and Monitoring:

Settlement plate installation and monitoring will be measured per each, which includes furnishing, installing, monitoring and removing; and includes all labor, materials, equipment, tools, and incidentals necessary to complete the work.

203.14.5 Excavation and Embankment:

203.14.5 1 Linear Measurement: When excavation or

embankment is to be measured on a linear basis, measure the length along the centerline or t he baseline used in the plans and include performing the excavation, embankment and grading work necessary for construction of the project. It is the contractor’s responsibility to determine quantities of earthwork necessary to complete this item.

203.14.5 2 Lump Sum Measurement: When excavation and

embankment is to be measured by the lump sum, this item includes performing the excavation, embankment, and grading work necessary for construction of the project. It is the contractor’s responsibility to determine the correct quantities of earthwork required to complete this item. No adjustment in contract price will be made.

203.14.6 Borrow (Vehicular Measurement): The material will

be measured by the cubic yard in approved hauling vehicles at the point of delivery in acco rdance with 109.01 . The original cross -sections will be used to determine the accurac y of the location cross -sections by using random sections not farther apart than 1000 linear feet and centerline elevations at intervals of 100 linear feet. The location cross -sections will be considered to be usable if the average of the differentials do es not exceed ±0.3 foot. For significant portions of the project with obvious errors between location and original cross -sections, the contractor’s original field cross -sections will be used, and will not be part of the verification process. In all cases where location sections are unavailable, new originals are to be taken and used.

203.14.3 Hydraulic Excavation: After completion of drainage

excavation operations at each individual location, measurement will be made in accordance with 203.14.2.1 or 203.14.2.2 . Elevations for underwater excavation will be determined in accordance with DOTD TR 426. Cleaning existing ditches will be measured by the linear foot along the center line of each ditch.

203.14.4 Settlement Plate Installation and Monitoring:

Settlement plate installation and monitoring will be measured per each, which includes furnishing, installing, monitoring and removing; and includes all labor, materials, equipment, tools, and incidentals necessary to complete the work.

203.14.5 Excavation and Embankment:

203.14.5 1 Linear Measurement: When excavation or

embankment is to be measured on a linear basis, measure the length along the centerline or t he baseline used in the plans and include performing the excavation, embankment and grading work necessary for construction of the project. It is the contractor’s responsibility to determine quantities of earthwork necessary to complete this item.

203.14.5 2 Lump Sum Measurement: When excavation and

embankment is to be measured by the lump sum, this item includes performing the excavation, embankment, and grading work necessary for construction of the project. It is the contractor’s responsibility to determine the correct quantities of earthwork required to complete this item. No adjustment in contract price will be made.

203.14.6 Borrow (Vehicular Measurement): The material will

be measured by the cubic yard in approved hauling vehicles at the point of delivery in acco rdance with 109.01 . The original cross -sections will be used to determine the accurac y of the location cross -sections by using random sections not farther apart than 1000 linear feet and centerline elevations at intervals of 100 linear feet. The location cross -sections will be considered to be usable if the average of the differentials do es not exceed ±0.3 foot. For significant portions of the project with obvious errors between location and original cross -sections, the contractor’s original field cross -sections will be used, and will not be part of the verification process. In all cases where location sections are unavailable, new originals are to be taken and used.

203.14.3 Hydraulic Excavation: After completion of drainage

excavation operations at each individual location, measurement will be made in accordance with 203.14.2.1 or 203.14.2.2 . Elevations for underwater excavation will be determined in accordance with DOTD TR 426. Cleaning existing ditches will be measured by the linear foot along the center line of each ditch.

203.14.4 Settlement Plate Installation and Monitoring:

Settlement plate installation and monitoring will be measured per each, which includes furnishing, installing, monitoring and removing; and includes all labor, materials, equipment, tools, and incidentals necessary to complete the work.

203.14.5 Excavation and Embankment:

203.14.5 1 Linear Measurement: When excavation or

embankment is to be measured on a linear basis, measure the length along the centerline or t he baseline used in the plans and include performing the excavation, embankment and grading work necessary for construction of the project. It is the contractor’s responsibility to determine quantities of earthwork necessary to complete this item.

203.14.5 2 Lump Sum Measurement: When excavation and

embankment is to be measured by the lump sum, this item includes performing the excavation, embankment, and grading work necessary for construction of the project. It is the contractor’s responsibility to determine the correct quantities of earthwork required to complete this item. No adjustment in contract price will be made.

203.14.6 Borrow (Vehicular Measurement): The material will

be measured by the cubic yard in approved hauling vehicles at the point of delivery in acco rdance with 109.01 . The original cross -sections will be used to determine the accurac y of the location cross -sections by using random sections not farther apart than 1000 linear feet and centerline elevations at intervals of 100 linear feet. The location cross -sections will be considered to be usable if the average of the differentials do es not exceed ±0.3 foot. For significant portions of the project with obvious errors between location and original cross -sections, the contractor’s original field cross -sections will be used, and will not be part of the verification process. In all cases where location sections are unavailable, new originals are to be taken and used.

203.14.3 Hydraulic Excavation: After completion of drainage

excavation operations at each individual location, measurement will be made in accordance with 203.14.2.1 or 203.14.2.2 . Elevations for underwater excavation will be determined in accordance with DOTD TR 426. Cleaning existing ditches will be measured by the linear foot along the center line of each ditch.

203.14.4 Settlement Plate Installation and Monitoring:

Settlement plate installation and monitoring will be measured per each, which includes furnishing, installing, monitoring and removing; and includes all labor, materials, equipment, tools, and incidentals necessary to complete the work.

203.14.5 Excavation and Embankment:

203.14.5 1 Linear Measurement: When excavation or

embankment is to be measured on a linear basis, measure the length along the centerline or t he baseline used in the plans and include performing the excavation, embankment and grading work necessary for construction of the project. It is the contractor’s responsibility to determine quantities of earthwork necessary to complete this item.

203.14.5 2 Lump Sum Measurement: When excavation and

embankment is to be measured by the lump sum, this item includes performing the excavation, embankment, and grading work necessary for construction of the project. It is the contractor’s responsibility to determine the correct quantities of earthwork required to complete this item. No adjustment in contract price will be made.

203.14.6 Borrow (Vehicular Measurement): The material will

be measured by the cubic yard in approved hauling vehicles at the point of delivery in acco rdance with 109.01 . The original cross -sections will be used to determine the accurac y of the location cross -sections by using random sections not farther apart than 1000 linear feet and centerline elevations at intervals of 100 linear feet. The location cross -sections will be considered to be usable if the average of the differentials do es not exceed ±0.3 foot. For significant portions of the project with obvious errors between location and original cross -sections, the contractor’s original field cross -sections will be used, and will not be part of the verification process. In all cases where location sections are unavailable, new originals are to be taken and used.

203.14.3 Hydraulic Excavation: After completion of drainage

excavation operations at each individual location, measurement will be made in accordance with 203.14.2.1 or 203.14.2.2 . Elevations for underwater excavation will be determined in accordance with DOTD TR 426. Cleaning existing ditches will be measured by the linear foot along the center line of each ditch.

203.14.4 Settlement Plate Installation and Monitoring:

Settlement plate installation and monitoring will be measured per each, which includes furnishing, installing, monitoring and removing; and includes all labor, materials, equipment, tools, and incidentals necessary to complete the work.

203.14.5 Excavation and Embankment:

203.14.5 1 Linear Measurement: When excavation or

embankment is to be measured on a linear basis, measure the length along the centerline or t he baseline used in the plans and include performing the excavation, embankment and grading work necessary for construction of the project. It is the contractor’s responsibility to determine quantities of earthwork necessary to complete this item.

203.14.5 2 Lump Sum Measurement: When excavation and

embankment is to be measured by the lump sum, this item includes performing the excavation, embankment, and grading work necessary for construction of the project. It is the contractor’s responsibility to determine the correct quantities of earthwork required to complete this item. No adjustment in contract price will be made.

203.14.6 Borrow (Vehicular Measurement): The material will

be measured by the cubic yard in approved hauling vehicles at the point of delivery in acco rdance with 109.01 . The original cross -sections will be used to determine the accurac y of the location cross -sections by using random sections not farther apart than 1000 linear feet and centerline elevations at intervals of 100 linear feet. The location cross -sections will be considered to be usable if the average of the differentials do es not exceed ±0.3 foot. For significant portions of the project with obvious errors between location and original cross -sections, the contractor’s original field cross -sections will be used, and will not be part of the verification process. In all cases where location sections are unavailable, new originals are to be taken and used.

203.14.3 Hydraulic Excavation: After completion of drainage

excavation operations at each individual location, measurement will be made in accordance with 203.14.2.1 or 203.14.2.2 . Elevations for underwater excavation will be determined in accordance with DOTD TR 426. Cleaning existing ditches will be measured by the linear foot along the center line of each ditch.

203.14.4 Settlement Plate Installation and Monitoring:

Settlement plate installation and monitoring will be measured per each, which includes furnishing, installing, monitoring and removing; and includes all labor, materials, equipment, tools, and incidentals necessary to complete the work.

203.14.5 Excavation and Embankment:

203.14.5 1 Linear Measurement: When excavation or

embankment is to be measured on a linear basis, measure the length along the centerline or t he baseline used in the plans and include performing the excavation, embankment and grading work necessary for construction of the project. It is the contractor’s responsibility to determine quantities of earthwork necessary to complete this item.

203.14.5 2 Lump Sum Measurement: When excavation and

embankment is to be measured by the lump sum, this item includes performing the excavation, embankment, and grading work necessary for construction of the project. It is the contractor’s responsibility to determine the correct quantities of earthwork required to complete this item. No adjustment in contract price will be made.

203.14.6 Borrow (Vehicular Measurement): The material will

be measured by the cubic yard in approved hauling vehicles at the point of delivery in acco rdance with 109.01 .

203.14.7 Geotextile Fabric: Geotextile fabric will be measured by

the square yard of covered area in place.

203.15 PAYMENT. Payment for the accepted quantities will be made at

the contract unit prices, which includes furnishing the equipment, labor and materials necessary to complete the items. Payment for roadway obliteration will be made under appropriate roadway removal and excavation items. Remova l of existing asphalt pavement asphalt will be paid for under Section 202 . Blading and shaping to drain will be considered incidental and will not be measured for pay. Excavation, other than blading and shaping, generally over 1 foot in depth over a substantial area, will be paid as general excavation for the full depth of cut. Payment for undercut will be as general excavation, and payment for required backfill w ill be made as embankment. Plastic soil blanket and topsoil will be included in the pay volume for the embankment. Payment for the removal and stockpiling of existing topsoil will be by the in -situ square yard. No direct payment will be made for acquisiti on of borrow materials outside the right -of-way; acquisition of right -of-way and constructing haul roads; stockpiling and re -handling of materials; precautionary measures to protect private property and utilities; or furnishing necessary water and watering equipment. Excavation for plastic soil blanket in cut sections, when required, will be made as general excavation and payment for the required plastic soil blanket will be made as embankment. Payment for cleaning existing ditches will be made at the contr act unit price per linear foot, which includes removal of obstructions, furnishing and placing required backfill material, and disposing of removed material. Payment for settlement plate installation and monitoring will be made at the contract unit price per each. If additional surcharge material is required it will be paid for as embankment. Compensation for extension of the monitoring period may be allowed in accordance with 109.04 . Payment will be made under:

203.14.7 Geotextile Fabric: Geotextile fabric will be measured by

the square yard of covered area in place.

203.15 PAYMENT. Payment for the accepted quantities will be made at

the contract unit prices, which includes furnishing the equipment, labor and materials necessary to complete the items. Payment for roadway obliteration will be made under appropriate roadway removal and excavation items. Remova l of existing asphalt pavement asphalt will be paid for under Section 202 . Blading and shaping to drain will be considered incidental and will not be measured for pay. Excavation, other than blading and shaping, generally over 1 foot in depth over a substantial area, will be paid as general excavation for the full depth of cut. Payment for undercut will be as general excavation, and payment for required backfill w ill be made as embankment. Plastic soil blanket and topsoil will be included in the pay volume for the embankment. Payment for the removal and stockpiling of existing topsoil will be by the in -situ square yard. No direct payment will be made for acquisiti on of borrow materials outside the right -of-way; acquisition of right -of-way and constructing haul roads; stockpiling and re -handling of materials; precautionary measures to protect private property and utilities; or furnishing necessary water and watering equipment. Excavation for plastic soil blanket in cut sections, when required, will be made as general excavation and payment for the required plastic soil blanket will be made as embankment. Payment for cleaning existing ditches will be made at the contr act unit price per linear foot, which includes removal of obstructions, furnishing and placing required backfill material, and disposing of removed material. Payment for settlement plate installation and monitoring will be made at the contract unit price per each. If additional surcharge material is required it will be paid for as embankment. Compensation for extension of the monitoring period may be allowed in accordance with 109.04 . Payment will be made under:

203.14.7 Geotextile Fabric: Geotextile fabric will be measured by

the square yard of covered area in place.

203.15 PAYMENT. Payment for the accepted quantities will be made at

the contract unit prices, which includes furnishing the equipment, labor and materials necessary to complete the items. Payment for roadway obliteration will be made under appropriate roadway removal and excavation items. Remova l of existing asphalt pavement asphalt will be paid for under Section 202 . Blading and shaping to drain will be considered incidental and will not be measured for pay. Excavation, other than blading and shaping, generally over 1 foot in depth over a substantial area, will be paid as general excavation for the full depth of cut. Payment for undercut will be as general excavation, and payment for required backfill w ill be made as embankment. Plastic soil blanket and topsoil will be included in the pay volume for the embankment. Payment for the removal and stockpiling of existing topsoil will be by the in -situ square yard. No direct payment will be made for acquisiti on of borrow materials outside the right -of-way; acquisition of right -of-way and constructing haul roads; stockpiling and re -handling of materials; precautionary measures to protect private property and utilities; or furnishing necessary water and watering equipment. Excavation for plastic soil blanket in cut sections, when required, will be made as general excavation and payment for the required plastic soil blanket will be made as embankment. Payment for cleaning existing ditches will be made at the contr act unit price per linear foot, which includes removal of obstructions, furnishing and placing required backfill material, and disposing of removed material. Payment for settlement plate installation and monitoring will be made at the contract unit price per each. If additional surcharge material is required it will be paid for as embankment. Compensation for extension of the monitoring period may be allowed in accordance with 109.04 . Payment will be made under: Item No. Pay Item Pay Unit 203-01 General Excavation Cubic Yard 203-02 Drainage Excavation Cubic Yard 203-03 Embankment Cubic Yard 203-04 Nonplastic Embankment Cubic Yard 203-05 Excavation and Embankment Lump Sum 203-06 Excavation and Embankment Linear Foot 203-07 Borrow (Vehicular Measurement) Cubic Yard 203-08 Geotextile Fabric Square Yard 203-09 Removal and Stockpiling of Existing Topsoil Square Yard 203-10 Cleaning Existing Ditches Linear Foot 203-11 Settlement Plate Installation and Monitoring Each Section 204 Temporary Erosion Control

204.01 DESCRIPTION. This work consists of constructing and

maintaining temporary erosion control features shown on the plans or as directed. Coordinate installation of temporary erosion control features with construction of permanent erosion control features to the extent necessary to ensure economical, effective and continuous control of erosion and water pollution t hroughout the life of the contract. Develop and comply with a Storm Water Pollution Prevention Plan (SWPPP) approved by the Department in accordance with the Department’s Notice of Intent (NOI), and retain it at the site of the project for review during inspections. The SWPPP shall include the erosion control features as shown on the plans, or as directed, in addition to other required components of the SWPPP specified by the U. S. Environmental Protection Agency (EPA) and the Louisiana Department of Envir onmental Quality (LDEQ). The plan shall indicate the use of contract items and the coordination of this work with the scheduling of clearing and earthwork. Quality assurance requirements shall be as specified in the latest edition of the Department’s publ ication titled Application of Quality Assurance Specifications for Embankment and Base Course.

204.02 Control of Erodible Soil.

204.02.1 General: Prevent the transmission of soil particles into

streams, canals, lakes, reservoirs, or other waterways. Except as necessary for construction, do not deposit excavated material into streams or impoundments or in a position close enough to be washed into waterways by high water or runoff. Do not disturb lands or waters outside the limits of construction, except as authorized.

204.02.2 Adjacent to Waterways: Keep stream banks in their

natural state. Do not unnecessarily strip protective vegetation in the vicinity of stream banks. Conduct operations without damage to banks. Do not excavate banks except as shown on the plans or as otherw ise approved in writing. Work roads requiring bank cuts shall be approved by the project engineer prior to making such cuts. Restore the banks to the satisfaction of the project engineer.