Structural Excavation, Backfill and Earth Retaining Systems
802.01 DESCRIPTION. Excavate materials necessary to facilitate
construction. Furnish, place, and compact backfill. Dispose of excess excavated material and obstructions in accordance with Section 202 , as directed by the Project Engineer, so that such activities will neither adversely affect hydraulics nor be unsightly. Furnish and install sheet ing of the type, size, dimensions , and locations specified meeting the required penetration and resistance with an undamaged cross -section. Design, f urnish , and construct Mechanically Stabilized Earth Walls (MSEW) in conformance with the lines, grades, design, geotechnical requirements, and dimensions shown on the plans and the MSEW specifications .
802.02 MATERIALS . Comply with the following unless otherwise
specified: Concrete Section 901 Coal Tar Epoxy -Polyamide Paint 1008.04 Reinforcing Steel Section 1009 Hardware Section 1013 Metal Sheet Piles 1013.10 Timber and Preservatives Section 1014
802.03 Struc Tural Excavation .
802.03.1 General Requirements : Excavation s shall be shored,
sheeted, or braced in accordance with 701.03 or as required. With the approval of the Project Engineer, formwork for footings may be omitted when the control of water is sufficient to allow construction in the dry. In such cases, provide excavation to plan dimensions. When required, provide water control in accordance with Section 817 .
802.03.2 Preservation of Channel : Unless approved by the
Project Engineer, do not excavate outside of sheeting, cofferdams, cribs, or caissons or disturb the natural stream bed adjacent to the structure. If excavating or dredgi ng at the site of the foundation, then, under agreement Structural Excavation, Backfill and Earth Retaining Systems
802.01 DESCRIPTION. Excavate materials necessary to facilitate
construction. Furnish, place, and compact backfill. Dispose of excess excavated material and obstructions in accordance with Section 202 , as directed by the Project Engineer, so that such activities will neither adversely affect hydraulics nor be unsightly. Furnish and install sheet ing of the type, size, dimensions , and locations specified meeting the required penetration and resistance with an undamaged cross -section. Design, f urnish , and construct Mechanically Stabilized Earth Walls (MSEW) in conformance with the lines, grades, design, geotechnical requirements, and dimensions shown on the plans and the MSEW specifications .
802.02 MATERIALS . Comply with the following unless otherwise
specified: Concrete Section 901 Coal Tar Epoxy -Polyamide Paint 1008.04 Reinforcing Steel Section 1009 Hardware Section 1013 Metal Sheet Piles 1013.10 Timber and Preservatives Section 1014
802.03 Struc Tural Excavation .
802.03.1 General Requirements : Excavation s shall be shored,
sheeted, or braced in accordance with 701.03 or as required. With the approval of the Project Engineer, formwork for footings may be omitted when the control of water is sufficient to allow construction in the dry. In such cases, provide excavation to plan dimensions. When required, provide water control in accordance with Section 817 .
802.03.2 Preservation of Channel : Unless approved by the
Project Engineer, do not excavate outside of sheeting, cofferdams, cribs, or caissons or disturb the natural stream bed adjacent to the structure. If excavating or dredgi ng at the site of the foundation, then, under agreement Structural Excavation, Backfill and Earth Retaining Systems
802.01 DESCRIPTION. Excavate materials necessary to facilitate
construction. Furnish, place, and compact backfill. Dispose of excess excavated material and obstructions in accordance with Section 202 , as directed by the Project Engineer, so that such activities will neither adversely affect hydraulics nor be unsightly. Furnish and install sheet ing of the type, size, dimensions , and locations specified meeting the required penetration and resistance with an undamaged cross -section. Design, f urnish , and construct Mechanically Stabilized Earth Walls (MSEW) in conformance with the lines, grades, design, geotechnical requirements, and dimensions shown on the plans and the MSEW specifications .
802.02 MATERIALS . Comply with the following unless otherwise
specified: Concrete Section 901 Coal Tar Epoxy -Polyamide Paint 1008.04 Reinforcing Steel Section 1009 Hardware Section 1013 Metal Sheet Piles 1013.10 Timber and Preservatives Section 1014
802.03 Struc Tural Excavation .
802.03.1 General Requirements : Excavation s shall be shored,
sheeted, or braced in accordance with 701.03 or as required. With the approval of the Project Engineer, formwork for footings may be omitted when the control of water is sufficient to allow construction in the dry. In such cases, provide excavation to plan dimensions. When required, provide water control in accordance with Section 817 .
802.03.2 Preservation of Channel : Unless approved by the
Project Engineer, do not excavate outside of sheeting, cofferdams, cribs, or caissons or disturb the natural stream bed adjacent to the structure. If excavating or dredgi ng at the site of the foundation, then, under agreement Structural Excavation, Backfill and Earth Retaining Systems
802.01 DESCRIPTION. Excavate materials necessary to facilitate
construction. Furnish, place, and compact backfill. Dispose of excess excavated material and obstructions in accordance with Section 202 , as directed by the Project Engineer, so that such activities will neither adversely affect hydraulics nor be unsightly. Furnish and install sheet ing of the type, size, dimensions , and locations specified meeting the required penetration and resistance with an undamaged cross -section. Design, f urnish , and construct Mechanically Stabilized Earth Walls (MSEW) in conformance with the lines, grades, design, geotechnical requirements, and dimensions shown on the plans and the MSEW specifications .
802.02 MATERIALS . Comply with the following unless otherwise
specified: Concrete Section 901 Coal Tar Epoxy -Polyamide Paint 1008.04 Reinforcing Steel Section 1009 Hardware Section 1013 Metal Sheet Piles 1013.10 Timber and Preservatives Section 1014
802.03 Struc Tural Excavation .
802.03.1 General Requirements : Excavation s shall be shored,
sheeted, or braced in accordance with 701.03 or as required. With the approval of the Project Engineer, formwork for footings may be omitted when the control of water is sufficient to allow construction in the dry. In such cases, provide excavation to plan dimensions. When required, provide water control in accordance with Section 817 .
802.03.2 Preservation of Channel : Unless approved by the
Project Engineer, do not excavate outside of sheeting, cofferdams, cribs, or caissons or disturb the natural stream bed adjacent to the structure. If excavating or dredgi ng at the site of the foundation, then, under agreement Structural Excavation, Backfill and Earth Retaining Systems
802.01 DESCRIPTION. Excavate materials necessary to facilitate
construction. Furnish, place, and compact backfill. Dispose of excess excavated material and obstructions in accordance with Section 202 , as directed by the Project Engineer, so that such activities will neither adversely affect hydraulics nor be unsightly. Furnish and install sheet ing of the type, size, dimensions , and locations specified meeting the required penetration and resistance with an undamaged cross -section. Design, f urnish , and construct Mechanically Stabilized Earth Walls (MSEW) in conformance with the lines, grades, design, geotechnical requirements, and dimensions shown on the plans and the MSEW specifications .
802.02 MATERIALS . Comply with the following unless otherwise
specified: Concrete Section 901 Coal Tar Epoxy -Polyamide Paint 1008.04 Reinforcing Steel Section 1009 Hardware Section 1013 Metal Sheet Piles 1013.10 Timber and Preservatives Section 1014
802.03 Struc Tural Excavation .
802.03.1 General Requirements : Excavation s shall be shored,
sheeted, or braced in accordance with 701.03 or as required. With the approval of the Project Engineer, formwork for footings may be omitted when the control of water is sufficient to allow construction in the dry. In such cases, provide excavation to plan dimensions. When required, provide water control in accordance with Section 817 .
802.03.2 Preservation of Channel : Unless approved by the
Project Engineer, do not excavate outside of sheeting, cofferdams, cribs, or caissons or disturb the natural stream bed adjacent to the structure. If excavating or dredgi ng at the site of the foundation, then, under agreement with permitting agencies and the Project Engineer, backfill such excavation to the original ground surface or river bed with satisfactory material after the foundation is in place. Remove excess mate rial deposited within the area of the stream and return channel to its natural state.
802.03.3 Preparation of Footing Foundations : Do not make
final removal of foundation material to grade until just before concrete is placed. For soft foundation material, add c ompactable material to provide a firm foundation for footing. Clean hard foundation material of loose material and cut to a firm level, stepped , or roughened surface, as directed.
802.03.4 Water Control : Excavations below the groundwater table
or water level will require water control to permit construction in the dry and maintain stability of the excavation base and sides. Control water infiltrating the excavation with sheeting, sumps, pumps, seals, cofferdams, well point systems or other accepted methods. Submit the proposed method of water control to the Project Engineer for record. Conform to Section 817 for temporary works.
802.04 BACKFILL. For MSEW backfill, comply w ith 802.05.2 .
Provide backfill material of acceptable quality, free fr om large or frozen lumps, wood or other foreign material. Backfill all excavated spaces to natural ground maintaining uniform lateral loading. Backfill reinforced concrete box culverts and attached headwalls in accordance with 701.08 . Provide adequate cover over reinforced concrete box culverts before heavy construction equipment may cross the installation to prevent damage to the box culvert. Place backfill material in a dry excavation for footings in horizontal lifts and compact to the satisfaction of the Project Engineer. Place backfill material in a dry excavation for other structures in horizontal layers not exceeding 9 -inch loose thickness and uniformly compact by approved methods to the satisfaction of the Project Engineer. Jetting of backfill behind abutments and wingwalls will not be permitted. Do not place backfill against a concrete abutment, wing wall, or reinforced concrete box culvert u ntil concrete has been in place a minimum of 14 calendar days, or until test cylinders made in accordance with DOTD TR 226 and tested in accordance with DOTD TR 230 have obtained a minimum compressive strength of 3000 psi. with permitting agencies and the Project Engineer, backfill such excavation to the original ground surface or river bed with satisfactory material after the foundation is in place. Remove excess mate rial deposited within the area of the stream and return channel to its natural state.
802.03.3 Preparation of Footing Foundations : Do not make
final removal of foundation material to grade until just before concrete is placed. For soft foundation material, add c ompactable material to provide a firm foundation for footing. Clean hard foundation material of loose material and cut to a firm level, stepped , or roughened surface, as directed.
802.03.4 Water Control : Excavations below the groundwater table
or water level will require water control to permit construction in the dry and maintain stability of the excavation base and sides. Control water infiltrating the excavation with sheeting, sumps, pumps, seals, cofferdams, well point systems or other accepted methods. Submit the proposed method of water control to the Project Engineer for record. Conform to Section 817 for temporary works.
802.04 BACKFILL. For MSEW backfill, comply w ith 802.05.2 .
Provide backfill material of acceptable quality, free fr om large or frozen lumps, wood or other foreign material. Backfill all excavated spaces to natural ground maintaining uniform lateral loading. Backfill reinforced concrete box culverts and attached headwalls in accordance with 701.08 . Provide adequate cover over reinforced concrete box culverts before heavy construction equipment may cross the installation to prevent damage to the box culvert. Place backfill material in a dry excavation for footings in horizontal lifts and compact to the satisfaction of the Project Engineer. Place backfill material in a dry excavation for other structures in horizontal layers not exceeding 9 -inch loose thickness and uniformly compact by approved methods to the satisfaction of the Project Engineer. Jetting of backfill behind abutments and wingwalls will not be permitted. Do not place backfill against a concrete abutment, wing wall, or reinforced concrete box culvert u ntil concrete has been in place a minimum of 14 calendar days, or until test cylinders made in accordance with DOTD TR 226 and tested in accordance with DOTD TR 230 have obtained a minimum compressive strength of 3000 psi. with permitting agencies and the Project Engineer, backfill such excavation to the original ground surface or river bed with satisfactory material after the foundation is in place. Remove excess mate rial deposited within the area of the stream and return channel to its natural state.
802.03.3 Preparation of Footing Foundations : Do not make
final removal of foundation material to grade until just before concrete is placed. For soft foundation material, add c ompactable material to provide a firm foundation for footing. Clean hard foundation material of loose material and cut to a firm level, stepped , or roughened surface, as directed.
802.03.4 Water Control : Excavations below the groundwater table
or water level will require water control to permit construction in the dry and maintain stability of the excavation base and sides. Control water infiltrating the excavation with sheeting, sumps, pumps, seals, cofferdams, well point systems or other accepted methods. Submit the proposed method of water control to the Project Engineer for record. Conform to Section 817 for temporary works.
802.04 BACKFILL. For MSEW backfill, comply w ith 802.05.2 .
Provide backfill material of acceptable quality, free fr om large or frozen lumps, wood or other foreign material. Backfill all excavated spaces to natural ground maintaining uniform lateral loading. Backfill reinforced concrete box culverts and attached headwalls in accordance with 701.08 . Provide adequate cover over reinforced concrete box culverts before heavy construction equipment may cross the installation to prevent damage to the box culvert. Place backfill material in a dry excavation for footings in horizontal lifts and compact to the satisfaction of the Project Engineer. Place backfill material in a dry excavation for other structures in horizontal layers not exceeding 9 -inch loose thickness and uniformly compact by approved methods to the satisfaction of the Project Engineer. Jetting of backfill behind abutments and wingwalls will not be permitted. Do not place backfill against a concrete abutment, wing wall, or reinforced concrete box culvert u ntil concrete has been in place a minimum of 14 calendar days, or until test cylinders made in accordance with DOTD TR 226 and tested in accordance with DOTD TR 230 have obtained a minimum compressive strength of 3000 psi. with permitting agencies and the Project Engineer, backfill such excavation to the original ground surface or river bed with satisfactory material after the foundation is in place. Remove excess mate rial deposited within the area of the stream and return channel to its natural state.
802.03.3 Preparation of Footing Foundations : Do not make
final removal of foundation material to grade until just before concrete is placed. For soft foundation material, add c ompactable material to provide a firm foundation for footing. Clean hard foundation material of loose material and cut to a firm level, stepped , or roughened surface, as directed.
802.03.4 Water Control : Excavations below the groundwater table
or water level will require water control to permit construction in the dry and maintain stability of the excavation base and sides. Control water infiltrating the excavation with sheeting, sumps, pumps, seals, cofferdams, well point systems or other accepted methods. Submit the proposed method of water control to the Project Engineer for record. Conform to Section 817 for temporary works.
802.04 BACKFILL. For MSEW backfill, comply w ith 802.05.2 .
Provide backfill material of acceptable quality, free fr om large or frozen lumps, wood or other foreign material. Backfill all excavated spaces to natural ground maintaining uniform lateral loading. Backfill reinforced concrete box culverts and attached headwalls in accordance with 701.08 . Provide adequate cover over reinforced concrete box culverts before heavy construction equipment may cross the installation to prevent damage to the box culvert. Place backfill material in a dry excavation for footings in horizontal lifts and compact to the satisfaction of the Project Engineer. Place backfill material in a dry excavation for other structures in horizontal layers not exceeding 9 -inch loose thickness and uniformly compact by approved methods to the satisfaction of the Project Engineer. Jetting of backfill behind abutments and wingwalls will not be permitted. Do not place backfill against a concrete abutment, wing wall, or reinforced concrete box culvert u ntil concrete has been in place a minimum of 14 calendar days, or until test cylinders made in accordance with DOTD TR 226 and tested in accordance with DOTD TR 230 have obtained a minimum compressive strength of 3000 psi.
802.05 Earth Retaining Systems .
802.05.1 Sheet Piles: Concrete sheet piles shall be precast -
prestressed piles fabricated in accordance with 805.09 . Steel sheet piles shall be fabricated in accordance with Section 807 . Timber sheet piles shall have tongues and grooves of suitable proportions, either cut from the solid material or made by building up the piles with three planks fastened together. Piles shall be drift-sharpened at their lower ends to wedge adjacent piles tightly together during driving. Treated timber shall be either Southern Pine or Douglas Fir, complying with Section 812 . Use galvanized hardware .
802.05.1 1 Permanent Sheeting : Provide new sheeting as
shown in the contract plans. Clean and apply corrosion protection in accordance with 802.05.1.4 .
802.05.1 2 Temporary Sheeting : Where contract plans require
temporary sheeting, the plans will specify the required design for sheeting. Sheeting may be new or used and will not require corrosion protection. Typically, remove sheeting when no longer re quired. However, when impractical to remove or when required on the plans, sheeting may remain in the completed work.
802.05.1 3 Contractor Sheeting : Sheeting used at the
contractor’s option shall be in accordance with Section 817 , “Temporary Works.” The contractor shall be responsible for the design and details of the sheeting. Sheeting may be new or used, not require corrosion protection, and shall be removed when no l onger needed unless otherwise approved.
802.05.1 4 Corrosion Protection : Before driving sheeting
which requires corrosion protection, clean and paint, or galvanize surfaces of steel sheet piling from the top of the sheet pile to a point 10 feet below the ground or mudline. Clean in accordance with Section 811 using Commercial Blast Method. Paint using a two coat coal -tar epoxy - polyamide paint system or galvanize in accordance with Section 811 .
802.05.1 5 Driving : Drive sheet piles with hammers adequate to
drive the piles to required depth in satisfactory condition, in accordance with Section 804 . To maintain satisfactory alignment, drive sheet piles in increments of penetration necessary to prevent distortion, twisting out of position, or pulling apart at interlocks. Extract sheet piles damaged during driving, or driven out of proper position or driven below cut -off elevation, and replace with new piles at no additional cost or time to the Department.
802.05 Earth Retaining Systems .
802.05.1 Sheet Piles: Concrete sheet piles shall be precast -
prestressed piles fabricated in accordance with 805.09 . Steel sheet piles shall be fabricated in accordance with Section 807 . Timber sheet piles shall have tongues and grooves of suitable proportions, either cut from the solid material or made by building up the piles with three planks fastened together. Piles shall be drift-sharpened at their lower ends to wedge adjacent piles tightly together during driving. Treated timber shall be either Southern Pine or Douglas Fir, complying with Section 812 . Use galvanized hardware .
802.05.1 1 Permanent Sheeting : Provide new sheeting as
shown in the contract plans. Clean and apply corrosion protection in accordance with 802.05.1.4 .
802.05.1 2 Temporary Sheeting : Where contract plans require
temporary sheeting, the plans will specify the required design for sheeting. Sheeting may be new or used and will not require corrosion protection. Typically, remove sheeting when no longer re quired. However, when impractical to remove or when required on the plans, sheeting may remain in the completed work.
802.05.1 3 Contractor Sheeting : Sheeting used at the
contractor’s option shall be in accordance with Section 817 , “Temporary Works.” The contractor shall be responsible for the design and details of the sheeting. Sheeting may be new or used, not require corrosion protection, and shall be removed when no l onger needed unless otherwise approved.
802.05.1 4 Corrosion Protection : Before driving sheeting
which requires corrosion protection, clean and paint, or galvanize surfaces of steel sheet piling from the top of the sheet pile to a point 10 feet below the ground or mudline. Clean in accordance with Section 811 using Commercial Blast Method. Paint using a two coat coal -tar epoxy - polyamide paint system or galvanize in accordance with Section 811 .
802.05.1 5 Driving : Drive sheet piles with hammers adequate to
drive the piles to required depth in satisfactory condition, in accordance with Section 804 . To maintain satisfactory alignment, drive sheet piles in increments of penetration necessary to prevent distortion, twisting out of position, or pulling apart at interlocks. Extract sheet piles damaged during driving, or driven out of proper position or driven below cut -off elevation, and replace with new piles at no additional cost or time to the Department.
802.05 Earth Retaining Systems .
802.05.1 Sheet Piles: Concrete sheet piles shall be precast -
prestressed piles fabricated in accordance with 805.09 . Steel sheet piles shall be fabricated in accordance with Section 807 . Timber sheet piles shall have tongues and grooves of suitable proportions, either cut from the solid material or made by building up the piles with three planks fastened together. Piles shall be drift-sharpened at their lower ends to wedge adjacent piles tightly together during driving. Treated timber shall be either Southern Pine or Douglas Fir, complying with Section 812 . Use galvanized hardware .
802.05.1 1 Permanent Sheeting : Provide new sheeting as
shown in the contract plans. Clean and apply corrosion protection in accordance with 802.05.1.4 .
802.05.1 2 Temporary Sheeting : Where contract plans require
temporary sheeting, the plans will specify the required design for sheeting. Sheeting may be new or used and will not require corrosion protection. Typically, remove sheeting when no longer re quired. However, when impractical to remove or when required on the plans, sheeting may remain in the completed work.
802.05.1 3 Contractor Sheeting : Sheeting used at the
contractor’s option shall be in accordance with Section 817 , “Temporary Works.” The contractor shall be responsible for the design and details of the sheeting. Sheeting may be new or used, not require corrosion protection, and shall be removed when no l onger needed unless otherwise approved.
802.05.1 4 Corrosion Protection : Before driving sheeting
which requires corrosion protection, clean and paint, or galvanize surfaces of steel sheet piling from the top of the sheet pile to a point 10 feet below the ground or mudline. Clean in accordance with Section 811 using Commercial Blast Method. Paint using a two coat coal -tar epoxy - polyamide paint system or galvanize in accordance with Section 811 .
802.05.1 5 Driving : Drive sheet piles with hammers adequate to
drive the piles to required depth in satisfactory condition, in accordance with Section 804 . To maintain satisfactory alignment, drive sheet piles in increments of penetration necessary to prevent distortion, twisting out of position, or pulling apart at interlocks. Extract sheet piles damaged during driving, or driven out of proper position or driven below cut -off elevation, and replace with new piles at no additional cost or time to the Department.
802.05 Earth Retaining Systems .
802.05.1 Sheet Piles: Concrete sheet piles shall be precast -
prestressed piles fabricated in accordance with 805.09 . Steel sheet piles shall be fabricated in accordance with Section 807 . Timber sheet piles shall have tongues and grooves of suitable proportions, either cut from the solid material or made by building up the piles with three planks fastened together. Piles shall be drift-sharpened at their lower ends to wedge adjacent piles tightly together during driving. Treated timber shall be either Southern Pine or Douglas Fir, complying with Section 812 . Use galvanized hardware .
802.05.1 1 Permanent Sheeting : Provide new sheeting as
shown in the contract plans. Clean and apply corrosion protection in accordance with 802.05.1.4 .
802.05.1 2 Temporary Sheeting : Where contract plans require
temporary sheeting, the plans will specify the required design for sheeting. Sheeting may be new or used and will not require corrosion protection. Typically, remove sheeting when no longer re quired. However, when impractical to remove or when required on the plans, sheeting may remain in the completed work.
802.05.1 3 Contractor Sheeting : Sheeting used at the
contractor’s option shall be in accordance with Section 817 , “Temporary Works.” The contractor shall be responsible for the design and details of the sheeting. Sheeting may be new or used, not require corrosion protection, and shall be removed when no l onger needed unless otherwise approved.
802.05.1 4 Corrosion Protection : Before driving sheeting
which requires corrosion protection, clean and paint, or galvanize surfaces of steel sheet piling from the top of the sheet pile to a point 10 feet below the ground or mudline. Clean in accordance with Section 811 using Commercial Blast Method. Paint using a two coat coal -tar epoxy - polyamide paint system or galvanize in accordance with Section 811 .
802.05.1 5 Driving : Drive sheet piles with hammers adequate to
drive the piles to required depth in satisfactory condition, in accordance with Section 804 . To maintain satisfactory alignment, drive sheet piles in increments of penetration necessary to prevent distortion, twisting out of position, or pulling apart at interlocks. Extract sheet piles damaged during driving, or driven out of proper position or driven below cut -off elevation, and replace with new piles at no additional cost or time to the Department.
802.05 Earth Retaining Systems .
802.05.1 Sheet Piles: Concrete sheet piles shall be precast -
prestressed piles fabricated in accordance with 805.09 . Steel sheet piles shall be fabricated in accordance with Section 807 . Timber sheet piles shall have tongues and grooves of suitable proportions, either cut from the solid material or made by building up the piles with three planks fastened together. Piles shall be drift-sharpened at their lower ends to wedge adjacent piles tightly together during driving. Treated timber shall be either Southern Pine or Douglas Fir, complying with Section 812 . Use galvanized hardware .
802.05.1 1 Permanent Sheeting : Provide new sheeting as
shown in the contract plans. Clean and apply corrosion protection in accordance with 802.05.1.4 .
802.05.1 2 Temporary Sheeting : Where contract plans require
temporary sheeting, the plans will specify the required design for sheeting. Sheeting may be new or used and will not require corrosion protection. Typically, remove sheeting when no longer re quired. However, when impractical to remove or when required on the plans, sheeting may remain in the completed work.
802.05.1 3 Contractor Sheeting : Sheeting used at the
contractor’s option shall be in accordance with Section 817 , “Temporary Works.” The contractor shall be responsible for the design and details of the sheeting. Sheeting may be new or used, not require corrosion protection, and shall be removed when no l onger needed unless otherwise approved.
802.05.1 4 Corrosion Protection : Before driving sheeting
which requires corrosion protection, clean and paint, or galvanize surfaces of steel sheet piling from the top of the sheet pile to a point 10 feet below the ground or mudline. Clean in accordance with Section 811 using Commercial Blast Method. Paint using a two coat coal -tar epoxy - polyamide paint system or galvanize in accordance with Section 811 .
802.05.1 5 Driving : Drive sheet piles with hammers adequate to
drive the piles to required depth in satisfactory condition, in accordance with Section 804 . To maintain satisfactory alignment, drive sheet piles in increments of penetration necessary to prevent distortion, twisting out of position, or pulling apart at interlocks. Extract sheet piles damaged during driving, or driven out of proper position or driven below cut -off elevation, and replace with new piles at no additional cost or time to the Department.
802.05 Earth Retaining Systems .
802.05.1 Sheet Piles: Concrete sheet piles shall be precast -
prestressed piles fabricated in accordance with 805.09 . Steel sheet piles shall be fabricated in accordance with Section 807 . Timber sheet piles shall have tongues and grooves of suitable proportions, either cut from the solid material or made by building up the piles with three planks fastened together. Piles shall be drift-sharpened at their lower ends to wedge adjacent piles tightly together during driving. Treated timber shall be either Southern Pine or Douglas Fir, complying with Section 812 . Use galvanized hardware .
802.05.1 1 Permanent Sheeting : Provide new sheeting as
shown in the contract plans. Clean and apply corrosion protection in accordance with 802.05.1.4 .
802.05.1 2 Temporary Sheeting : Where contract plans require
temporary sheeting, the plans will specify the required design for sheeting. Sheeting may be new or used and will not require corrosion protection. Typically, remove sheeting when no longer re quired. However, when impractical to remove or when required on the plans, sheeting may remain in the completed work.
802.05.1 3 Contractor Sheeting : Sheeting used at the
contractor’s option shall be in accordance with Section 817 , “Temporary Works.” The contractor shall be responsible for the design and details of the sheeting. Sheeting may be new or used, not require corrosion protection, and shall be removed when no l onger needed unless otherwise approved.
802.05.1 4 Corrosion Protection : Before driving sheeting
which requires corrosion protection, clean and paint, or galvanize surfaces of steel sheet piling from the top of the sheet pile to a point 10 feet below the ground or mudline. Clean in accordance with Section 811 using Commercial Blast Method. Paint using a two coat coal -tar epoxy - polyamide paint system or galvanize in accordance with Section 811 .
802.05.1 5 Driving : Drive sheet piles with hammers adequate to
drive the piles to required depth in satisfactory condition, in accordance with Section 804 . To maintain satisfactory alignment, drive sheet piles in increments of penetration necessary to prevent distortion, twisting out of position, or pulling apart at interlocks. Extract sheet piles damaged during driving, or driven out of proper position or driven below cut -off elevation, and replace with new piles at no additional cost or time to the Department.
802.05 Earth Retaining Systems .
802.05.1 Sheet Piles: Concrete sheet piles shall be precast -
prestressed piles fabricated in accordance with 805.09 . Steel sheet piles shall be fabricated in accordance with Section 807 . Timber sheet piles shall have tongues and grooves of suitable proportions, either cut from the solid material or made by building up the piles with three planks fastened together. Piles shall be drift-sharpened at their lower ends to wedge adjacent piles tightly together during driving. Treated timber shall be either Southern Pine or Douglas Fir, complying with Section 812 . Use galvanized hardware .
802.05.1 1 Permanent Sheeting : Provide new sheeting as
shown in the contract plans. Clean and apply corrosion protection in accordance with 802.05.1.4 .
802.05.1 2 Temporary Sheeting : Where contract plans require
temporary sheeting, the plans will specify the required design for sheeting. Sheeting may be new or used and will not require corrosion protection. Typically, remove sheeting when no longer re quired. However, when impractical to remove or when required on the plans, sheeting may remain in the completed work.
802.05.1 3 Contractor Sheeting : Sheeting used at the
contractor’s option shall be in accordance with Section 817 , “Temporary Works.” The contractor shall be responsible for the design and details of the sheeting. Sheeting may be new or used, not require corrosion protection, and shall be removed when no l onger needed unless otherwise approved.
802.05.1 4 Corrosion Protection : Before driving sheeting
which requires corrosion protection, clean and paint, or galvanize surfaces of steel sheet piling from the top of the sheet pile to a point 10 feet below the ground or mudline. Clean in accordance with Section 811 using Commercial Blast Method. Paint using a two coat coal -tar epoxy - polyamide paint system or galvanize in accordance with Section 811 .
802.05.1 5 Driving : Drive sheet piles with hammers adequate to
drive the piles to required depth in satisfactory condition, in accordance with Section 804 . To maintain satisfactory alignment, drive sheet piles in increments of penetration necessary to prevent distortion, twisting out of position, or pulling apart at interlocks. Extract sheet piles damaged during driving, or driven out of proper position or driven below cut -off elevation, and replace with new piles at no additional cost or time to the Department.
802.05 Earth Retaining Systems .
802.05.1 Sheet Piles: Concrete sheet piles shall be precast -
prestressed piles fabricated in accordance with 805.09 . Steel sheet piles shall be fabricated in accordance with Section 807 . Timber sheet piles shall have tongues and grooves of suitable proportions, either cut from the solid material or made by building up the piles with three planks fastened together. Piles shall be drift-sharpened at their lower ends to wedge adjacent piles tightly together during driving. Treated timber shall be either Southern Pine or Douglas Fir, complying with Section 812 . Use galvanized hardware .
802.05.1 1 Permanent Sheeting : Provide new sheeting as
shown in the contract plans. Clean and apply corrosion protection in accordance with 802.05.1.4 .
802.05.1 2 Temporary Sheeting : Where contract plans require
temporary sheeting, the plans will specify the required design for sheeting. Sheeting may be new or used and will not require corrosion protection. Typically, remove sheeting when no longer re quired. However, when impractical to remove or when required on the plans, sheeting may remain in the completed work.
802.05.1 3 Contractor Sheeting : Sheeting used at the
contractor’s option shall be in accordance with Section 817 , “Temporary Works.” The contractor shall be responsible for the design and details of the sheeting. Sheeting may be new or used, not require corrosion protection, and shall be removed when no l onger needed unless otherwise approved.
802.05.1 4 Corrosion Protection : Before driving sheeting
which requires corrosion protection, clean and paint, or galvanize surfaces of steel sheet piling from the top of the sheet pile to a point 10 feet below the ground or mudline. Clean in accordance with Section 811 using Commercial Blast Method. Paint using a two coat coal -tar epoxy - polyamide paint system or galvanize in accordance with Section 811 .
802.05.1 5 Driving : Drive sheet piles with hammers adequate to
drive the piles to required depth in satisfactory condition, in accordance with Section 804 . To maintain satisfactory alignment, drive sheet piles in increments of penetration necessary to prevent distortion, twisting out of position, or pulling apart at interlocks. Extract sheet piles damaged during driving, or driven out of proper position or driven below cut -off elevation, and replace with new piles at no additional cost or time to the Department. The contractor assumes full responsibility for any damage, settlement, or movement of adjacent structures or emba nkment settlement caused by the pile driving operation. Use of jets, pre-boring, or vibratory hammer will require written approval of the Project E ngineer. If the sheeting is used to support the structure, vibratory hammers will not be allowed for driving .
802.05.1 6 Cut-offs for Sheeting to Remain in Place : Cut
off tops of sheet piles or drive to a straight line at the elevation indicated on the plans or as directed. If heads of sheeting are appreciably distorted or otherwise damaged below cut -off level, remove and replace damaged portions. Treat tops of timber sheet piles after cut -off in accordance with 812.06 or use bent down galvanized metal coverings. Bend down coverings at least 3 inches on each side and nail to the vertical surface of sheet piles with large - headed galvanized roofing nails.
802.05.2 Mechanically Stabilized Earth Wall (MSEW) : Two
categories of MSEW systems are permitted: Modular Concrete Block and Panel walls. Adhere to the design details for the MSEW structures such as specified geogrid, strip, or mesh; facing element dimensions; lo ading conditions; leveling pad dimensions; temporary surcharge retaining walls; and details for appurtenances. Value engineering proposals for other MSEW systems will not be considered. Only approved MSEW systems will be considered. The list of approved MSEW systems, MSEW system approval policy, and the MSEW design guide are available at the Department’s Pavement and Geotechnical Services web site.
802.05.2 1 MSEW Submittals: Comply with 801.05 .
1.MSEW Design Package Submit to the Project Engineer the MSEW Design Package for review. Allow 45 calendar days for each review cycle. Affix a legible seal, date, and signature of the responsible Professional Engineer registered in the State of Louisiana. Do not begin any fabrication or construction prior to written acceptance of the MSEW Design Package. Include computer generated design and working drawings. The contractor assumes full responsibility for any damage, settlement, or movement of adjacent structures or emba nkment settlement caused by the pile driving operation. Use of jets, pre-boring, or vibratory hammer will require written approval of the Project E ngineer. If the sheeting is used to support the structure, vibratory hammers will not be allowed for driving .
802.05.1 6 Cut-offs for Sheeting to Remain in Place : Cut
off tops of sheet piles or drive to a straight line at the elevation indicated on the plans or as directed. If heads of sheeting are appreciably distorted or otherwise damaged below cut -off level, remove and replace damaged portions. Treat tops of timber sheet piles after cut -off in accordance with 812.06 or use bent down galvanized metal coverings. Bend down coverings at least 3 inches on each side and nail to the vertical surface of sheet piles with large - headed galvanized roofing nails.
802.05.2 Mechanically Stabilized Earth Wall (MSEW) : Two
categories of MSEW systems are permitted: Modular Concrete Block and Panel walls. Adhere to the design details for the MSEW structures such as specified geogrid, strip, or mesh; facing element dimensions; lo ading conditions; leveling pad dimensions; temporary surcharge retaining walls; and details for appurtenances. Value engineering proposals for other MSEW systems will not be considered. Only approved MSEW systems will be considered. The list of approved MSEW systems, MSEW system approval policy, and the MSEW design guide are available at the Department’s Pavement and Geotechnical Services web site.
802.05.2 1 MSEW Submittals: Comply with 801.05 .
1.MSEW Design Package Submit to the Project Engineer the MSEW Design Package for review. Allow 45 calendar days for each review cycle. Affix a legible seal, date, and signature of the responsible Professional Engineer registered in the State of Louisiana. Do not begin any fabrication or construction prior to written acceptance of the MSEW Design Package. Include computer generated design and working drawings. The contractor assumes full responsibility for any damage, settlement, or movement of adjacent structures or emba nkment settlement caused by the pile driving operation. Use of jets, pre-boring, or vibratory hammer will require written approval of the Project E ngineer. If the sheeting is used to support the structure, vibratory hammers will not be allowed for driving .
802.05.1 6 Cut-offs for Sheeting to Remain in Place : Cut
off tops of sheet piles or drive to a straight line at the elevation indicated on the plans or as directed. If heads of sheeting are appreciably distorted or otherwise damaged below cut -off level, remove and replace damaged portions. Treat tops of timber sheet piles after cut -off in accordance with 812.06 or use bent down galvanized metal coverings. Bend down coverings at least 3 inches on each side and nail to the vertical surface of sheet piles with large - headed galvanized roofing nails.
802.05.2 Mechanically Stabilized Earth Wall (MSEW) : Two
categories of MSEW systems are permitted: Modular Concrete Block and Panel walls. Adhere to the design details for the MSEW structures such as specified geogrid, strip, or mesh; facing element dimensions; lo ading conditions; leveling pad dimensions; temporary surcharge retaining walls; and details for appurtenances. Value engineering proposals for other MSEW systems will not be considered. Only approved MSEW systems will be considered. The list of approved MSEW systems, MSEW system approval policy, and the MSEW design guide are available at the Department’s Pavement and Geotechnical Services web site.
802.05.2 1 MSEW Submittals: Comply with 801.05 .
1.MSEW Design Package Submit to the Project Engineer the MSEW Design Package for review. Allow 45 calendar days for each review cycle. Affix a legible seal, date, and signature of the responsible Professional Engineer registered in the State of Louisiana. Do not begin any fabrication or construction prior to written acceptance of the MSEW Design Package. Include computer generated design and working drawings. The contractor assumes full responsibility for any damage, settlement, or movement of adjacent structures or emba nkment settlement caused by the pile driving operation. Use of jets, pre-boring, or vibratory hammer will require written approval of the Project E ngineer. If the sheeting is used to support the structure, vibratory hammers will not be allowed for driving .
802.05.1 6 Cut-offs for Sheeting to Remain in Place : Cut
off tops of sheet piles or drive to a straight line at the elevation indicated on the plans or as directed. If heads of sheeting are appreciably distorted or otherwise damaged below cut -off level, remove and replace damaged portions. Treat tops of timber sheet piles after cut -off in accordance with 812.06 or use bent down galvanized metal coverings. Bend down coverings at least 3 inches on each side and nail to the vertical surface of sheet piles with large - headed galvanized roofing nails.
802.05.2 Mechanically Stabilized Earth Wall (MSEW) : Two
categories of MSEW systems are permitted: Modular Concrete Block and Panel walls. Adhere to the design details for the MSEW structures such as specified geogrid, strip, or mesh; facing element dimensions; lo ading conditions; leveling pad dimensions; temporary surcharge retaining walls; and details for appurtenances. Value engineering proposals for other MSEW systems will not be considered. Only approved MSEW systems will be considered. The list of approved MSEW systems, MSEW system approval policy, and the MSEW design guide are available at the Department’s Pavement and Geotechnical Services web site.
802.05.2 1 MSEW Submittals: Comply with 801.05 .
1.MSEW Design Package Submit to the Project Engineer the MSEW Design Package for review. Allow 45 calendar days for each review cycle. Affix a legible seal, date, and signature of the responsible Professional Engineer registered in the State of Louisiana. Do not begin any fabrication or construction prior to written acceptance of the MSEW Design Package. Include computer generated design and working drawings. Include a copy of the computer program with a complete and legible ha nd calculation check for the most critical geometry and loading condition that will govern the design of the MSEW for verification of the accuracy of the computer generated solution. Document all loading conditions, design calculations, and assumptions. For all calculations, include all load cases that exist at completion and during construction for any required surcharges, hydraulic conditions, live loads, and loading combinations. Include a summary of the design computations indicating design section, geometry, loadings, and analysis results. Include working drawings showing horizontal and vertical alignment of the walls and the existing and proposed ground lines shown in the contract plans. Clearly show the vertical bearing pressures exerted by the MS EW structure corresponding to wall heights and reinforced backfill lengths. Show all information needed to fabricate and erect the walls including:
1.Existing ground elevations that have been verified by the contractor for each location
2.MSEW profile e levation showing at least the following: top of the leveling pad elevations, maximum bearing loads, and top of wall elevations.
3.Details of all joints, including slip joints, indicating type, size, and manufacturer
4.Details of wall batter
5.Shape, di mensions and details of facing elements
6.The number, size, type, and details of the soil reinforcing elements
7.Details of facing/reinforcement connections
8.Details showing location and installation of geotextile fabric
9.Details of the leveling pad showing dimensions
10.Finishing details at the top of wall (i.e., cap block, coping)
11.Details at miscellaneous obstructions (i.e., utility conduits) located below the ground surface
12.Details at bridge foundation obstructions including pilings
13.Wall termination and interface details, including compaction requirements
14.Dimensions of structural backfill required
15.Any additional details pertaining to coping, railing, temporary facing, and internal drainage, as required by the contract plans.
2.MSEW Certification Package Submit to the Project Engineer the MSEW Certification Package for review. Allow 21 calendar days for each review cycle. Do not deliver soil reinforcement or facing elements to the site without written acceptance of the MSEW Certi fication Package. Submit a Certification Package prepared by the MSEW supplier or MSEW component manufacturer. Document certified values as indicated in the Department’s MSEW Design Guide. Include a Certificate of Compliance that certifies the following meet or exceed MSEW design requirements (as applicable to the MSEW system):
1.Ultimate tensile strength of soil reinforcement (T ULT)
2.Allowable tensile load of soil reinforcement (T a)
3.Allowable connection load between the facing element and the soil reinforcement (T ac)
4.Soil reinforcement pullout coefficients meet or exceed the MSEW’s required design (F*, α) The Department will perform testing in case of a dispute over the validity of values. For tests not performed by the Department, supply test data from an approved laboratory to the Project Engineer to support the certified values. Perform additional tests at no added cost or time to the Department. If the required documentation is not provided for individual reduction factors (RF) or pullout coefficients (F*, α), use default values for these design parameters in accordance with the Department’s MSEW Design Guide. Indicate the use of default values in the Certificate of Compliance.
3.MSEW Facing Element Concrete Mix Design Submit to the Proj ect Engineer the concrete mix design for review. Allow 21 calendar days for each review cycle.
802.05.2 2 MSEW Design : The plans will specify a minimum
reinforced backfill length that satisfies the external stability of the MSEW system. Design MSEW structures as gravity walls for internal stability of the reinforced backfill. Design internal stability for the required reinforced backfill length and strength, facing/soil reinforcement connection strength, and facing stability. Specify the minimum required wall fa ce batter to limit the amount of horizontal movement resulting from the outward rotation of the wall. Design any temporary MSEW facings required during phased construction, temporary surcharge retaining walls located above the permanent MSEW structure, or other temporary construction systems that are required to build the permanent MSEW. Submit to the Project Engineer the MSEW Certification Package for review. Allow 21 calendar days for each review cycle. Do not deliver soil reinforcement or facing elements to the site without written acceptance of the MSEW Certi fication Package. Submit a Certification Package prepared by the MSEW supplier or MSEW component manufacturer. Document certified values as indicated in the Department’s MSEW Design Guide. Include a Certificate of Compliance that certifies the following meet or exceed MSEW design requirements (as applicable to the MSEW system):
1.Ultimate tensile strength of soil reinforcement (T ULT)
2.Allowable tensile load of soil reinforcement (T a)
3.Allowable connection load between the facing element and the soil reinforcement (T ac)
4.Soil reinforcement pullout coefficients meet or exceed the MSEW’s required design (F*, α) The Department will perform testing in case of a dispute over the validity of values. For tests not performed by the Department, supply test data from an approved laboratory to the Project Engineer to support the certified values. Perform additional tests at no added cost or time to the Department. If the required documentation is not provided for individual reduction factors (RF) or pullout coefficients (F*, α), use default values for these design parameters in accordance with the Department’s MSEW Design Guide. Indicate the use of default values in the Certificate of Compliance.
3.MSEW Facing Element Concrete Mix Design Submit to the Proj ect Engineer the concrete mix design for review. Allow 21 calendar days for each review cycle.
802.05.2 2 MSEW Design : The plans will specify a minimum
reinforced backfill length that satisfies the external stability of the MSEW system. Design MSEW structures as gravity walls for internal stability of the reinforced backfill. Design internal stability for the required reinforced backfill length and strength, facing/soil reinforcement connection strength, and facing stability. Specify the minimum required wall fa ce batter to limit the amount of horizontal movement resulting from the outward rotation of the wall. Design any temporary MSEW facings required during phased construction, temporary surcharge retaining walls located above the permanent MSEW structure, or other temporary construction systems that are required to build the permanent MSEW. Design permanent MSEW and temporary construction systems in accordance with the Department’s MSEW Design Guide and current edition of the AASHTO LRFD Bridge Design Specific ations . The Department will not accept designs based on methodology other than required by these specifications. Provide top of wall elevations in accordance with the plans, except an increase of up to 8 inches may be allowed, and will be at no additional cost or time to the Department. Design top of wall elevations to allow for proper interfacing with barriers, copings, surface ditches, bridge abutments, etc. as shown in the plans. Provide top of leveling pad elevations in accordance with the plans, excep t an increase in the embedment depth of the pad of up to 20 inches may be allowed, and will be at no additional cost or time to the Department. Set leveling pad elevations to allow for transverse and longitudinal drainage structures shown on the plans. Do not terminate wall over pile supported foundations.
802.05.2 3 MSEW Materials: Provide all applicable materials
and components such as the facing elements, reinforced backfill materials, backfill reinforcement, geotextile fabric, facing aggregate, internal drainage system (if required), and all other necessary components.
1.Facing Elements Provide a Certificate of Delivery for each shipment of facing elements listing particular lots shipped. Provide portland cement concrete with a minimum 28 -day compressive strength of 4,000 psi and a maximum water absorption limit of 6 percent. Furnish admixtures conforming to 1011.02 .
a.Casting Notify the Fabrication Inspection unit of the Construction Division at least 7 days prior to the production of facing elements. For modular concrete block walls, cast blocks in rigid molds in a manner that will assure the production of uniform elements. Place concrete in each block without interruption and consolidate by the use of an approved method. Clearly ma rk each lot with the date of manufacture, lot number, and type of block in accordance with the accepted MSEW system drawings. Steam cure the blocks for a minimum of 24 hours. Do not ship blocks before reaching a minimum compressive strength of 4,000 psi. Design permanent MSEW and temporary construction systems in accordance with the Department’s MSEW Design Guide and current edition of the AASHTO LRFD Bridge Design Specific ations . The Department will not accept designs based on methodology other than required by these specifications. Provide top of wall elevations in accordance with the plans, except an increase of up to 8 inches may be allowed, and will be at no additional cost or time to the Department. Design top of wall elevations to allow for proper interfacing with barriers, copings, surface ditches, bridge abutments, etc. as shown in the plans. Provide top of leveling pad elevations in accordance with the plans, excep t an increase in the embedment depth of the pad of up to 20 inches may be allowed, and will be at no additional cost or time to the Department. Set leveling pad elevations to allow for transverse and longitudinal drainage structures shown on the plans. Do not terminate wall over pile supported foundations.
802.05.2 3 MSEW Materials: Provide all applicable materials
and components such as the facing elements, reinforced backfill materials, backfill reinforcement, geotextile fabric, facing aggregate, internal drainage system (if required), and all other necessary components.
1.Facing Elements Provide a Certificate of Delivery for each shipment of facing elements listing particular lots shipped. Provide portland cement concrete with a minimum 28 -day compressive strength of 4,000 psi and a maximum water absorption limit of 6 percent. Furnish admixtures conforming to 1011.02 .
a.Casting Notify the Fabrication Inspection unit of the Construction Division at least 7 days prior to the production of facing elements. For modular concrete block walls, cast blocks in rigid molds in a manner that will assure the production of uniform elements. Place concrete in each block without interruption and consolidate by the use of an approved method. Clearly ma rk each lot with the date of manufacture, lot number, and type of block in accordance with the accepted MSEW system drawings. Steam cure the blocks for a minimum of 24 hours. Do not ship blocks before reaching a minimum compressive strength of 4,000 psi. For panel walls, cast panels on a flat surface with the front face of the panels at the bottom and the back face facing upward. Set tie strips or welded mesh connectors into the rear face. Place concrete in each unit without interruption and consolida te by the use of an approved vibrator, supplemented by such hand tamping as necessary to force the concrete into the corners of the forms. Clearly scribe the date of manufacture and panel identification number on the rear face of each panel. Cure panels with wet burlap for a minimum of 72 hours. Leave forms in place until they can be removed without damage to the panel. Panels will be considered acceptable based on the compression tests and by visual inspection. Use Grade 60 reinforcing steel in accorda nce with Section 806 and Section 1009 .
b.Finish and Tolerances Furnish tan (sandstone) modular concrete blocks unless another color is shown on the plans. Manufacture modular blocks within the following tolerances:
1.Length: ± 1/8 inch of the specified dimension
2.Width: ± 1/8 inch of the specified dimension
3.Height: ± 1/16 inch of the specified dimension When a broken or fractured face is required, furnish blocks having a front face dimension within 1.5 inches of the dimension shown on the plans. In accordance with Section 805 , furnish wall panels with a front face consisting of Class 2, and Class 3 surface finishes and a rear face consisting of a uniform surface finish. Roughly screed the rear face of the panel to eliminate open pockets of aggregate and surface distortions in excess of 1/4 inch. Manufacture panels within the following tolerances:
1.All dimensions: ± 3/16 inch
2.Angular distortion (height): ≤ 0.2 inch in 5 feet
3.Defects on formed surfaces: ≤ 0.1 inch in 5 feet
c.Compressiv e Strength Modular concrete block compressive strength will be determined on a per lot basis with random sampling in accordance with ASTM C140. Furnish blocks in lots of no greater than 10,000 blocks and maintain clear lot identification until acceptance of testing results. Furnish compressive strength test results from the manufacturer. Upon request submit test specimens prepared by the manufacturer to the Department for testing. Furnish compressive strength test specimens conforming to the saw -cut coupon provisions of Section 5.2.4 of ASTM C140. The Department will accept block lots when the average compressive strength of three test coupons is 4,000 psi with no individual test having a compressive strength less than 3,500 psi. The Department will re ject block lots not meeting the above requirements. Concrete panel compressive strength will be determined on a per lot basis with random sampling. Identify concrete lots no greater than 50 cubic yards for compressive strength testing. For each lot, crea te a compressive strength sample consisting of six cylinders made in accordance with DOTD TR 226. Submit test specimens to the Department for testing or test cylinders in pairs in accordance with DOTD TR 230 and furnish compressive strength results to the Project Engineer. The Department will accept panel lots when the average compressive strength of a pair of tested cylinders achieves 4,000 psi within 28 days. The Department will reject panel lots not meeting the above requirements.
d.Handling, Storage, and Shipping Handle, store, and ship facing elements in such a manner as to prevent chipping, cracks, fractures, discoloration, and excessive bending stresses. Support stored panels on firm blocking located immediately adjacent to tie strips to avoid bend ing the tie strips. The Department will reject facing elements that fail to meet any of the requirements specified above or that exhibit any of the following defects:
1.Defects that indicate imperfect molding.
2.Defects indicating honeycomb or open texture concrete.
3.Cracked or chipped blocks.
4.Color variation on front face of block due to excess form oil or other reasons.
e.Block Fill When modular concrete blocks require block fill, furnish and construct block fill in accordance with the manufa cturer’s recommendations. Show the block fill on the shop drawings.
f.Cap Blocks Unless shown otherwise in the plans, furnish and construct cap blocks consisting of a precast concrete cap placed over the uppermost level of blocks. Secure cap blocks with an epoxy adhesive from an approved source listed in AML. Utilize an epoxy adhesive providing a minimum of 50 percent surface coverage. Do not allow epoxy to drip down the front face of the wall.
g.Coping If required in the plans, construct a cast -in-place or precast concrete coping or half connector placed over the uppermost level of facing elements or as shown on the accepted working drawings. Utilize a Class A1 concrete conforming to Section 90 1. Apply a Class 3 special finish to the cast -in- place concrete coping conforming to 805.08 and 1011.03 . Utilize Gray for the special finish color unless shown otherwise in the plans.
2.Inextensible Soil Reinforcement Furnish galvanized steel reinforcing conforming to the required shape and dimensions and free of defects that may impair their strength and durability. The Department will sample and test reinforcing before fabrication or erection of the MSEW structure. Galvanize and repair damaged galvanized coatings in accordance with 811.08 prior to the soil reinforcement installation. When reinforcing steel strips are specified, provide galvanized steel strips hot rolled from bars to the required shape and dimensions with physical and mechanical properties conforming to ASTM A572 Grade 65. When reinforcing welded wire mesh is specified, provide galvanized shop -fabricated cold drawn steel wire reinforcing mesh and narrow ladders conforming to AAS HTO M 55 and the minimum requirements of ASTM A - 82 and welded into the finished mesh fabric in accordance with ASTM A - 185. Utilize the same size longitudinal and transverse wires. Apply galvanization after the mesh is fabricated.
3.Extensible Soil Reinfo rcement Provide reinforcing conforming to the required shape and dimensions and free of defects that may impair their strength and durability. The Department may sample and test reinforcing before fabrication or erection of the MSEW structure.
a.Geosynth etic Soil Reinforcement Utilize woven geotextile reinforcement consisting only of long chain polymeric filaments or yarns formed into a stable network. Utilize geogrid reinforcements consisting of a regular network of integrally connected polymer tensile elements with aperture geometry sufficient to permit significant mechanical interlock with the surrounding soil. Use geosynthetic reinforcement having a dimensionally stable structure and able to retain its geometry under construction stresses. Furnish g eosynthetic reinforcement with high resistance to damage during construction, to ultraviolet degradation, and to all forms of chemical and biological degradation encountered in the soil being reinforced. Check the geosynthetic soil reinforcement upon delivery to ensure that the proper material has been received. Label g eosynthetic rolls in accordance with ASTM D4873, Guide for Identification, Storage, and Handling of Geosynthetic Rolls. Protect the geosynthetic materials from temper atures greater tha n 140°F , mud, dirt, dust, and debris during all periods of shipment and storage . Follow t he manufacturer’s recommendations regarding protection from direct sunlight . The Department will reject any geosynthetic not meeting material specifications or exhibiting defects, tears, punctures, flaws, deterioration, or damage . Replace any deficient or damaged geotextile fabric or geosynthetic reinforcement at no additional cost to the Department . The Department may sub mit the test samples collected to an approved independent laboratory for verification testing. Do not construct the MSEW structure until the results of the verification testing indicate that soil reinforcement delivered to the site is in conformance with these specifications and the approved manufacturer’s Certification Package. If requested by the Department, when the type of geosynthetic soil reinforcement selected requires special equipment and/ or testing procedures other than those normally used by the Department, provide special equipment and/or testing procedures to the Department at no additional cost.
4.Reinforced Backfill and Block Backfill Materials Utilize a select granular reinforced backfill material unless a stone backfill is specified. Use granular and stone backfills from an approved source listed in AML with the following additional engineering properties and material requirements. When using granular reinforced backfill and modular concrete block fill comply with the following properties:
1.pH values shall range between 5.0 and 9.0 (DOTD TR 430).
2.Organic content shall not exceed 0.5 percent (DOTD TR 413).
3.Internal friction angle shall not be less than the values specified below as determined by the standard direct shear test, AASHTO T236 or the unconsolidated -undrained triaxial test, AASHTO T296. Mold and test samples within 2 percent of the optimum moisture content for the material a s determined by DOTD TR 418. When using granular reinforced backfill and modular concrete block fill or stone with steel soil reinforcement comply with the following electrochemical properties:
1.Resistivity > 3,000 ohm cm (DOTD TR429).
2.Chloride content < 100 ppm (AASHTO T 291).
3.Sulfate content < 200 ppm (AASHTO T 290). Test backfill material during initial source approval or if a change in the source is requested to ensure all property requirements are met. Sample backfill material once every 1,000 cubic yards and test the gradation and pH. Sample backfill material once every 5,000 cubic yards and test the internal friction angle, organic content, resistivity, chloride content, and sulfate content. When granular backfill is specified, provide a minimum internal friction angle (φ) of 34 degrees and comply with the gradation requirements shown in Table 802 -1. Table 802-1 Granular Backfill Gradation
U.S. Sieve Size Percent Passing 3/4 inch 100 No. 4 20 - 100 No. 10 15 - 85 No. 40 10 - 35 No. 100 0 - 10 No. 200 0 - 5 When stone backfill is specified, provide a minimum internal friction angle (φ) of 34 degrees, and comply with the gradation requirements shown in Table 802 -2. Table 802-2 Stone Backfill Gradation
U.S. Sieve Size Percent Passing 1 inch 100 3/4 inch 90 - 100 3/8 inch 20 - 55 No. 4 0 - 10 No. 8 0 - 5
5.Reinforcement Attachment Devices Furnish galvanized attachment devices conforming to the required shape and dimensions free of defects that may impair their strength and durability. The Department will sample and test the reinforcing and attachment devices prior to fabrication or erection of the MSEW. Shop fabricate tie strips from hot rolled steel conforming to ASTM A1011, Grade 50. Galvanize and repair damaged galvan ized coatings in accordance with 811.08 prior to the soil reinforcement installation. Furnish galvanized fasteners consist ing of hexagonal cap screw bolts and nuts conform ing to Section 807 and Section 811 . Furnish connector pins and mat bars fabricated from ASTM A36 steel and weld to the soil reinforcement mats . Furnish connector bars fabricated of cold drawn steel wire conforming to AASHTO M32. Galvanize connector pins and connector bars in accordance with 811.08 .
6.Leveling Pad Construct an unreinforced concrete leveling pad of Class M Concrete conforming to Section 901 .
7.Geotextile Fabric Furnish fabric resistant to chemical, biological, and insect attack conforming to Section 1019 , Classes B, C, or D.
8.Free Draining Aggregate Provide free draining aggregate consisting of crushed stone or crushed gravel and with the specified gradation for stone backfill in accordance with Table 802 -2.
9.Geomembrane If indicated in the plans, furnish a single -layer continuous polymeric sheet m anufactured from a virgin polymeric resin conforming to the requirements of Table 802 -3. Table 802-3 Geomembrane Property Test Method Minimum Requirements Thickness, mils ASTM D5199 40 Tensile Strength, lb/in. ASTM D882 1-in. strip 70 Tear Strength, lb. ASTM D1004 Die C 20 Puncture Strength, lb. ASTM D4833 modified 40 Impact, ft. -lb. ASTM D1424 modified 25
802.05.2 4 MSEW Construction Requirements:
1.Wall Excavation and Foundation Preparation Construct a graded level foundation for the MSEW structure for a width equal to or exceeding the length of the soil reinforcements plus 1 foot or as shown in the plans. Prior to the MSEW construction, compact the foundation with a smooth vibratory wheel roller weighing a minimum of 8 tons for at least five passes or as directed by the project engineer. Remove any foundation soils found to be unstable by the engineer and replace with backfill material compacted to 95 percent of the maximum dry density in accordance with DOTD TR 4 15 or TR 418.
2.Leveling Pad Construction At each MSEW foundation level, provide a precast reinforced or cast -in- place unreinforced concrete leveling pad of the type shown on the plans. Allow the leveling pad a minimum of 12 hours curing time before plac ement of wall blocks. If permanent MSEW facing is installed in front of a temporary MSEW facing, install the leveling pad just prior to construction of the permanent MSEW facing.
3.MSEW System Supplier’s Representative Provide a qualified and experienced representative from the MSEW system supplier until the project engineer is satisfied that the Department and contractor personnel are proficient with the MSEW construction procedures. Submit representative qualifications to the Department for approval pr ior to the start of wall construction . Make the representative available as needed by the project engineer during construction of the MSEW structures.
4.Internal Drainage System Table 802-3 Geomembrane Property Test Method Minimum Requirements Thickness, mils ASTM D5199 40 Tensile Strength, lb/in. ASTM D882 1-in. strip 70 Tear Strength, lb. ASTM D1004 Die C 20 Puncture Strength, lb. ASTM D4833 modified 40 Impact, ft. -lb. ASTM D1424 modified 25
802.05.2 4 MSEW Construction Requirements:
1.Wall Excavation and Foundation Preparation Construct a graded level foundation for the MSEW structure for a width equal to or exceeding the length of the soil reinforcements plus 1 foot or as shown in the plans. Prior to the MSEW construction, compact the foundation with a smooth vibratory wheel roller weighing a minimum of 8 tons for at least five passes or as directed by the project engineer. Remove any foundation soils found to be unstable by the engineer and replace with backfill material compacted to 95 percent of the maximum dry density in accordance with DOTD TR 4 15 or TR 418.
2.Leveling Pad Construction At each MSEW foundation level, provide a precast reinforced or cast -in- place unreinforced concrete leveling pad of the type shown on the plans. Allow the leveling pad a minimum of 12 hours curing time before plac ement of wall blocks. If permanent MSEW facing is installed in front of a temporary MSEW facing, install the leveling pad just prior to construction of the permanent MSEW facing.
3.MSEW System Supplier’s Representative Provide a qualified and experienced representative from the MSEW system supplier until the project engineer is satisfied that the Department and contractor personnel are proficient with the MSEW construction procedures. Submit representative qualifications to the Department for approval pr ior to the start of wall construction . Make the representative available as needed by the project engineer during construction of the MSEW structures.
4.Internal Drainage System Install an internal drainage system behind the wall as indicated in the plans or as shown on the approved working drawings. Place outlet pipes at sags in the flow line, low end of the collector pipe, and other locations as shown or specified. Submit the location and elevation of the internal drainage system to the Project En gineer for approval.
5.Geotextile Fabric For MSEW systems with modular concrete block facings and granular reinforced backfill, place geotextile fabric between the block fill and the reinforced backfill. If a stone reinforced backfill is used, geotextile fabric is not required. Place geotextile fabric between natural ground and reinforced backfill. Remove all loose or extraneous material and sharp objects from subgrade that may damage the geotextile fabric during installation. Stretch, align, and place geotextile fabric in a wrinkle -free manner in contact with the soil. Overlap adjacent geotextile fabric edges a minimum of 18 inches. Repair or replace torn or punctured sections of the geotextile fabric as directed by the project engineer. When repairin g geotextile fabric, place a section of fabric that is large enough to cover the damaged area with an overlap of at least 18 inches on all sides.
6.Wall Erection Place facing elements so t hat their final position is vertical or battered as shown on the plans. Erect facing elements with a staggered horizontal joint pattern. Place facing elements in successive horizontal lifts in the sequence as directed by the Project E ngineer as backfill placement proceeds. Construct MSEW structure using a predetermined backward batter corresponding to the anticip ated outward wall deflection as deter mined by the MSEW system supplier . Adjust batter in the field as directed by the Project E ngineer during construction. If the wall is to interface with another wall that will be constructed after this contract, submit wall interface and embankment compaction details at these locations to the Project Engineer. As necessary during backfill placement, maintain panels in a vertical position with temporary wooden wedges placed in the joint at the junction of the two adjacent panels on the external side of the wall. Utilize external bracing for the initial lift as required. Conform to the following tolerances for panel walls:
1.Horizontal and vertical alignment of wall face ± 3/4 inch along any 10-foot distance.
2.Overall Vertical tolerance (plumb) of wall is not to exceed 1/2 inch per 10 feet of wall height from the final wall batter. Negative (outward batter) batter is not acceptable.
3.Maximum allowable out of plan offset at any panel joint ≤ 1/4 inch. Conform to the following tolerances for modular block walls:
1.Horizontal and vertical alignment of wall face ± 3/4 inch along any 10-foot distance.
2.Overall Vertical tolerance (plumb) of wall is not to exceed 1 inch per 10 feet of wall height from the final wall batter. Negative (outward batter) batter is not acceptable.
3.Maximum horizontal gap between erected blocks < 1/4 inch.
4.Shim or grind to control the elevations of any two adjacent blocks within 1/16 inch.
7.Reinforced Backfill Placement Place backfill immediately after the erection of each lift of facing elements. Level backfill material to an elevation approximately 1 inch above facing connection before placing each level of soil reinforcement. Avoid damage or disturbance of wall materials when placing backfill. Remove and replace damaged wall materials at no expense to the Department. Assure no voids exist directly beneath the reinforcing elements during backfill placement near the facing. Compact backfil l to 95 percent of its maximum dry density in accordance with Section 203 and DOTD TR 401. Determine optimum moisture content and maximum dry density in accordanc e with DOTD TR 415 or TR 418. Perform compaction control testing at minimum frequency of one test per every 2 feet of wall height for every 100 lineal feet of wall. Assure a uniform moisture distribution prior to and during compaction of each layer. Pla ce backfill materials at a moisture content less than or equal to the optimum moisture content. Remove and rework backfill material having a moisture content in excess of the optimum until the moisture content is uniformly acceptable throughout the entire lift. Place backfill in 8 -inch loose lifts closely following the MSEW facing erection. Decrease lift thickness as necessary to obtain the specified density. Compact backfill without disturbing or distorting the reinforcement. Maintain a minimum of 6 i nches of compacted backfill between construction equipment and soil reinforcement or geotextile fabric. Use light mechanical tampers adjacent to the backside of the wall facing, within a 3 -foot wide area, to achieved compaction. Do not use Sheep’s foot o r grid -type rollers for compacting backfill within the reinforced soil zone. Shape the last level of backfill to permit runoff of rainwater away from the wall face at the end of each day’s operations. Do not allow surface runoff from adjacent areas to enter the reinforced soil zone until it is protected from infiltration. Repair any damage or movement caused by erosion, sloughing, or saturation of the reinforced backfill or retained backfill repaired at no expense to the Department.
8.Soil Reinforcement Placement Install soil reinforcement in accordance with the manufacturer’s recommendations and these specifications. Place reinforcement within the layers of the compacted backfill material at locations shown on the plans. To prevent damage, place only the amount of soil reinforcement required for immediately pending work. Place reinforcement with the strongest direction perpendicular to the wall face, unless shown otherwise in the plans. Connect reinforcement to MSEW facing in accordance with the MSEW system supplier’s recommendations. Place reinforcement flat and apply uniform tension to remove any slack in the connection or reinforcement material.
9.Surcharge When the plans indicate that an earth surcharge be placed over the reinforced zone, retain the surcharge with a temporary wall. Construct temporary wall with MSEW or other approved method , as accepted by the Project E ngineer , at no direct cost to the Department . Place temporary wall within one foot of permanent wall face. Slope the top surface of the surcharge to allow surface water to drain away from wall. Place a plastic membrane over reinforced zone prior to placing surcharge material. Include materials , placement , removal of the temporary wall, and surcharged materials in the cost of the permanent wall unless indicated otherwise on the plans.
10.Abutment Piling Adhere to the following requirements and sequence if abutments supported on piling are to be placed in the reinforced zone.
1.Drive all piles within the reinforced zone pr ior to MSEW installation.
2.Encase each pile in a Smooth Wall Corrugated Galvanized Steel (SWCGS) pipe of sufficient thickness in accordance with AASHTO M 36 to prevent buckling or distortion during placement and compaction of wall backfill. Include this expense in the cost of the wall.
3.Place spacers between the pile and SWCGS pipe to prevent the pipe from coming in contact with the pile during backfilling of the wall.
4.Extend SWCGS pipe from bottom of backfill to bottom of bridge abutment cap.
5.After positioning, seal the top of the SWCGS pipe to prevent debris accumulation during placement of backfill, and keep pipe sealed until filled with granular material.
6.Fill SWCGS pipe loosely with granular material after completion of wall construction a s directed and accepted by the Project Engineer.
11.MSEW Structural Excavation and Backfill Excavate and backfill below the original ground line to facilitate the placement of the reinforced backfill for the MSEW. Furnish and subsequently remove any temp orary retaining systems and dewatering systems necessary for execution of the work, and dispose of all excavated materials below the original ground elevation to the final grading line in accordance with plan details and these specifications.
802.06 Measurement.
802.06.1 Structural Excavation : When a pay item is not provided,
excavation will not be measured for payment. Structural excavation will be measured per cubic yard, based on plan dimensions plus excavation allowance. The excavation allowance is 18 inches outsid e the neat line of the vertical planes of the footing. Backfill and disposal of excess excavated material will not be measured for payment.
802.06.1 1 Reinforced Concrete Box Culverts: Excavation
and backfill required for box culvert construction will not be measu red for payment, except as specified in 203.14.1 .
802.06.1 2 Cofferdams: When the Contract does not contain an
item for “Cofferdams,” the cofferdams and cribs will not be measured for payment. When an item for “Cofferdams” is included in the Contra ct, the cofferdams will be measured on a lump sum basis and conform to Section 817, “Temporary Works.”
802.06.2 Water Control System : When the Contract does not
contain a n item for “Water Control System,” use an accepted method to control seepage and runoff. The “Water Control System” will not be measured for payment. When an item for “Water Control System” is included in the Contract, the water control system will be measured on a lump sum basis and shall conform to Section 817 , “Temporary Works. ”
802.06.3 Sheeting : Permanent sheeting will be measured based on
the design quantities shown on the plans per square foot. Temporary sheeting will be measured for payment based on the design shown on the plans per square foot . Contractor sheeting will not be measured for payment. Jetting or pre -boring of sheeting will not be measured for payment.
11.MSEW Structural Excavation and Backfill Excavate and backfill below the original ground line to facilitate the placement of the reinforced backfill for the MSEW. Furnish and subsequently remove any temp orary retaining systems and dewatering systems necessary for execution of the work, and dispose of all excavated materials below the original ground elevation to the final grading line in accordance with plan details and these specifications.
802.06 Measurement.
802.06.1 Structural Excavation : When a pay item is not provided,
excavation will not be measured for payment. Structural excavation will be measured per cubic yard, based on plan dimensions plus excavation allowance. The excavation allowance is 18 inches outsid e the neat line of the vertical planes of the footing. Backfill and disposal of excess excavated material will not be measured for payment.
802.06.1 1 Reinforced Concrete Box Culverts: Excavation
and backfill required for box culvert construction will not be measu red for payment, except as specified in 203.14.1 .
802.06.1 2 Cofferdams: When the Contract does not contain an
item for “Cofferdams,” the cofferdams and cribs will not be measured for payment. When an item for “Cofferdams” is included in the Contra ct, the cofferdams will be measured on a lump sum basis and conform to Section 817, “Temporary Works.”
802.06.2 Water Control System : When the Contract does not
contain a n item for “Water Control System,” use an accepted method to control seepage and runoff. The “Water Control System” will not be measured for payment. When an item for “Water Control System” is included in the Contract, the water control system will be measured on a lump sum basis and shall conform to Section 817 , “Temporary Works. ”
802.06.3 Sheeting : Permanent sheeting will be measured based on
the design quantities shown on the plans per square foot. Temporary sheeting will be measured for payment based on the design shown on the plans per square foot . Contractor sheeting will not be measured for payment. Jetting or pre -boring of sheeting will not be measured for payment.
11.MSEW Structural Excavation and Backfill Excavate and backfill below the original ground line to facilitate the placement of the reinforced backfill for the MSEW. Furnish and subsequently remove any temp orary retaining systems and dewatering systems necessary for execution of the work, and dispose of all excavated materials below the original ground elevation to the final grading line in accordance with plan details and these specifications.
802.06 Measurement.
802.06.1 Structural Excavation : When a pay item is not provided,
excavation will not be measured for payment. Structural excavation will be measured per cubic yard, based on plan dimensions plus excavation allowance. The excavation allowance is 18 inches outsid e the neat line of the vertical planes of the footing. Backfill and disposal of excess excavated material will not be measured for payment.
802.06.1 1 Reinforced Concrete Box Culverts: Excavation
and backfill required for box culvert construction will not be measu red for payment, except as specified in 203.14.1 .
802.06.1 2 Cofferdams: When the Contract does not contain an
item for “Cofferdams,” the cofferdams and cribs will not be measured for payment. When an item for “Cofferdams” is included in the Contra ct, the cofferdams will be measured on a lump sum basis and conform to Section 817, “Temporary Works.”
802.06.2 Water Control System : When the Contract does not
contain a n item for “Water Control System,” use an accepted method to control seepage and runoff. The “Water Control System” will not be measured for payment. When an item for “Water Control System” is included in the Contract, the water control system will be measured on a lump sum basis and shall conform to Section 817 , “Temporary Works. ”
802.06.3 Sheeting : Permanent sheeting will be measured based on
the design quantities shown on the plans per square foot. Temporary sheeting will be measured for payment based on the design shown on the plans per square foot . Contractor sheeting will not be measured for payment. Jetting or pre -boring of sheeting will not be measured for payment.
11.MSEW Structural Excavation and Backfill Excavate and backfill below the original ground line to facilitate the placement of the reinforced backfill for the MSEW. Furnish and subsequently remove any temp orary retaining systems and dewatering systems necessary for execution of the work, and dispose of all excavated materials below the original ground elevation to the final grading line in accordance with plan details and these specifications.
802.06 Measurement.
802.06.1 Structural Excavation : When a pay item is not provided,
excavation will not be measured for payment. Structural excavation will be measured per cubic yard, based on plan dimensions plus excavation allowance. The excavation allowance is 18 inches outsid e the neat line of the vertical planes of the footing. Backfill and disposal of excess excavated material will not be measured for payment.
802.06.1 1 Reinforced Concrete Box Culverts: Excavation
and backfill required for box culvert construction will not be measu red for payment, except as specified in 203.14.1 .
802.06.1 2 Cofferdams: When the Contract does not contain an
item for “Cofferdams,” the cofferdams and cribs will not be measured for payment. When an item for “Cofferdams” is included in the Contra ct, the cofferdams will be measured on a lump sum basis and conform to Section 817, “Temporary Works.”
802.06.2 Water Control System : When the Contract does not
contain a n item for “Water Control System,” use an accepted method to control seepage and runoff. The “Water Control System” will not be measured for payment. When an item for “Water Control System” is included in the Contract, the water control system will be measured on a lump sum basis and shall conform to Section 817 , “Temporary Works. ”
802.06.3 Sheeting : Permanent sheeting will be measured based on
the design quantities shown on the plans per square foot. Temporary sheeting will be measured for payment based on the design shown on the plans per square foot . Contractor sheeting will not be measured for payment. Jetting or pre -boring of sheeting will not be measured for payment.
11.MSEW Structural Excavation and Backfill Excavate and backfill below the original ground line to facilitate the placement of the reinforced backfill for the MSEW. Furnish and subsequently remove any temp orary retaining systems and dewatering systems necessary for execution of the work, and dispose of all excavated materials below the original ground elevation to the final grading line in accordance with plan details and these specifications.
802.06 Measurement.
802.06.1 Structural Excavation : When a pay item is not provided,
excavation will not be measured for payment. Structural excavation will be measured per cubic yard, based on plan dimensions plus excavation allowance. The excavation allowance is 18 inches outsid e the neat line of the vertical planes of the footing. Backfill and disposal of excess excavated material will not be measured for payment.
802.06.1 1 Reinforced Concrete Box Culverts: Excavation
and backfill required for box culvert construction will not be measu red for payment, except as specified in 203.14.1 .
802.06.1 2 Cofferdams: When the Contract does not contain an
item for “Cofferdams,” the cofferdams and cribs will not be measured for payment. When an item for “Cofferdams” is included in the Contra ct, the cofferdams will be measured on a lump sum basis and conform to Section 817, “Temporary Works.”
802.06.2 Water Control System : When the Contract does not
contain a n item for “Water Control System,” use an accepted method to control seepage and runoff. The “Water Control System” will not be measured for payment. When an item for “Water Control System” is included in the Contract, the water control system will be measured on a lump sum basis and shall conform to Section 817 , “Temporary Works. ”
802.06.3 Sheeting : Permanent sheeting will be measured based on
the design quantities shown on the plans per square foot. Temporary sheeting will be measured for payment based on the design shown on the plans per square foot . Contractor sheeting will not be measured for payment. Jetting or pre -boring of sheeting will not be measured for payment.
11.MSEW Structural Excavation and Backfill Excavate and backfill below the original ground line to facilitate the placement of the reinforced backfill for the MSEW. Furnish and subsequently remove any temp orary retaining systems and dewatering systems necessary for execution of the work, and dispose of all excavated materials below the original ground elevation to the final grading line in accordance with plan details and these specifications.
802.06 Measurement.
802.06.1 Structural Excavation : When a pay item is not provided,
excavation will not be measured for payment. Structural excavation will be measured per cubic yard, based on plan dimensions plus excavation allowance. The excavation allowance is 18 inches outsid e the neat line of the vertical planes of the footing. Backfill and disposal of excess excavated material will not be measured for payment.
802.06.1 1 Reinforced Concrete Box Culverts: Excavation
and backfill required for box culvert construction will not be measu red for payment, except as specified in 203.14.1 .
802.06.1 2 Cofferdams: When the Contract does not contain an
item for “Cofferdams,” the cofferdams and cribs will not be measured for payment. When an item for “Cofferdams” is included in the Contra ct, the cofferdams will be measured on a lump sum basis and conform to Section 817, “Temporary Works.”
802.06.2 Water Control System : When the Contract does not
contain a n item for “Water Control System,” use an accepted method to control seepage and runoff. The “Water Control System” will not be measured for payment. When an item for “Water Control System” is included in the Contract, the water control system will be measured on a lump sum basis and shall conform to Section 817 , “Temporary Works. ”
802.06.3 Sheeting : Permanent sheeting will be measured based on
the design quantities shown on the plans per square foot. Temporary sheeting will be measured for payment based on the design shown on the plans per square foot . Contractor sheeting will not be measured for payment. Jetting or pre -boring of sheeting will not be measured for payment.
11.MSEW Structural Excavation and Backfill Excavate and backfill below the original ground line to facilitate the placement of the reinforced backfill for the MSEW. Furnish and subsequently remove any temp orary retaining systems and dewatering systems necessary for execution of the work, and dispose of all excavated materials below the original ground elevation to the final grading line in accordance with plan details and these specifications.
802.06 Measurement.
802.06.1 Structural Excavation : When a pay item is not provided,
excavation will not be measured for payment. Structural excavation will be measured per cubic yard, based on plan dimensions plus excavation allowance. The excavation allowance is 18 inches outsid e the neat line of the vertical planes of the footing. Backfill and disposal of excess excavated material will not be measured for payment.
802.06.1 1 Reinforced Concrete Box Culverts: Excavation
and backfill required for box culvert construction will not be measu red for payment, except as specified in 203.14.1 .
802.06.1 2 Cofferdams: When the Contract does not contain an
item for “Cofferdams,” the cofferdams and cribs will not be measured for payment. When an item for “Cofferdams” is included in the Contra ct, the cofferdams will be measured on a lump sum basis and conform to Section 817, “Temporary Works.”
802.06.2 Water Control System : When the Contract does not
contain a n item for “Water Control System,” use an accepted method to control seepage and runoff. The “Water Control System” will not be measured for payment. When an item for “Water Control System” is included in the Contract, the water control system will be measured on a lump sum basis and shall conform to Section 817 , “Temporary Works. ”
802.06.3 Sheeting : Permanent sheeting will be measured based on
the design quantities shown on the plans per square foot. Temporary sheeting will be measured for payment based on the design shown on the plans per square foot . Contractor sheeting will not be measured for payment. Jetting or pre -boring of sheeting will not be measured for payment.
802.06.4 Mechanically Stabilized Earth Wall: Mechanically
Stabilized Earth Walls, designed, furnished, installed and accepted, will be measured by plan quantity per square foot of facing, as adjusted for field conditions. Embankment or reinforced backfill material will be measured per cubic yard as embankment under Section 203 .
802.06.5 MSEW Structural Excavation and Backfill: MSEW
Structural Excavation and Backfill will be measured on a lump sum basis.
802.07 PAYMENT . Payment for structural excavation, backfill, disposal
of excess excavated material, installation and/or removal of sheeting, and earth retaining structures will be made at the contract unit prices which includes all materials, labor, and equipment necessary to complete this item in accordance with th e Contract.
802.07.1 Structural Excavation : Payment for structural
excavation will be made at the contract unit price per cubic yard which includes required excavation and backfill, installation and removal of contractor sheeting, and disposal of excess excavate d material. When the required excavation depth is in excess of that specified, payment for the additional excavation required will be made in accordance with Table 802 -4. Table 802-4 Payment for Additional Excavation Depth of Foundation Excavation Below Specified Elevation (Feet) Percent of Contract Unit Price for the Excavation Item 0 to 2.0 100 2.1 to 4.0 125 4.1 to 6.0 150 6.1 to 8.0 175 8.1 to 10.0 200 Over 10.0 Extra Work
802.07.2 Sheeting : Payment for permanent and temporary sheeting
will be made at the contract unit prices.
802.07.3 Mechanically Stabilized Earth Wall (MSEW):
Permanent and temporary MSEW will be paid for at the contract unit price per square foot which includes furnishing design, materials, labor, equipment, and other incidentals require d to complete this item. Payment
802.06.4 Mechanically Stabilized Earth Wall: Mechanically
Stabilized Earth Walls, designed, furnished, installed and accepted, will be measured by plan quantity per square foot of facing, as adjusted for field conditions. Embankment or reinforced backfill material will be measured per cubic yard as embankment under Section 203 .
802.06.5 MSEW Structural Excavation and Backfill: MSEW
Structural Excavation and Backfill will be measured on a lump sum basis.
802.07 PAYMENT . Payment for structural excavation, backfill, disposal
of excess excavated material, installation and/or removal of sheeting, and earth retaining structures will be made at the contract unit prices which includes all materials, labor, and equipment necessary to complete this item in accordance with th e Contract.
802.07.1 Structural Excavation : Payment for structural
excavation will be made at the contract unit price per cubic yard which includes required excavation and backfill, installation and removal of contractor sheeting, and disposal of excess excavate d material. When the required excavation depth is in excess of that specified, payment for the additional excavation required will be made in accordance with Table 802 -4. Table 802-4 Payment for Additional Excavation Depth of Foundation Excavation Below Specified Elevation (Feet) Percent of Contract Unit Price for the Excavation Item 0 to 2.0 100 2.1 to 4.0 125 4.1 to 6.0 150 6.1 to 8.0 175 8.1 to 10.0 200 Over 10.0 Extra Work
802.07.2 Sheeting : Payment for permanent and temporary sheeting
will be made at the contract unit prices.
802.07.3 Mechanically Stabilized Earth Wall (MSEW):
Permanent and temporary MSEW will be paid for at the contract unit price per square foot which includes furnishing design, materials, labor, equipment, and other incidentals require d to complete this item. Payment
802.06.4 Mechanically Stabilized Earth Wall: Mechanically
Stabilized Earth Walls, designed, furnished, installed and accepted, will be measured by plan quantity per square foot of facing, as adjusted for field conditions. Embankment or reinforced backfill material will be measured per cubic yard as embankment under Section 203 .
802.06.5 MSEW Structural Excavation and Backfill: MSEW
Structural Excavation and Backfill will be measured on a lump sum basis.
802.07 PAYMENT . Payment for structural excavation, backfill, disposal
of excess excavated material, installation and/or removal of sheeting, and earth retaining structures will be made at the contract unit prices which includes all materials, labor, and equipment necessary to complete this item in accordance with th e Contract.
802.07.1 Structural Excavation : Payment for structural
excavation will be made at the contract unit price per cubic yard which includes required excavation and backfill, installation and removal of contractor sheeting, and disposal of excess excavate d material. When the required excavation depth is in excess of that specified, payment for the additional excavation required will be made in accordance with Table 802 -4. Table 802-4 Payment for Additional Excavation Depth of Foundation Excavation Below Specified Elevation (Feet) Percent of Contract Unit Price for the Excavation Item 0 to 2.0 100 2.1 to 4.0 125 4.1 to 6.0 150 6.1 to 8.0 175 8.1 to 10.0 200 Over 10.0 Extra Work
802.07.2 Sheeting : Payment for permanent and temporary sheeting
will be made at the contract unit prices.
802.07.3 Mechanically Stabilized Earth Wall (MSEW):
Permanent and temporary MSEW will be paid for at the contract unit price per square foot which includes furnishing design, materials, labor, equipment, and other incidentals require d to complete this item. Payment
802.06.4 Mechanically Stabilized Earth Wall: Mechanically
Stabilized Earth Walls, designed, furnished, installed and accepted, will be measured by plan quantity per square foot of facing, as adjusted for field conditions. Embankment or reinforced backfill material will be measured per cubic yard as embankment under Section 203 .
802.06.5 MSEW Structural Excavation and Backfill: MSEW
Structural Excavation and Backfill will be measured on a lump sum basis.
802.07 PAYMENT . Payment for structural excavation, backfill, disposal
of excess excavated material, installation and/or removal of sheeting, and earth retaining structures will be made at the contract unit prices which includes all materials, labor, and equipment necessary to complete this item in accordance with th e Contract.
802.07.1 Structural Excavation : Payment for structural
excavation will be made at the contract unit price per cubic yard which includes required excavation and backfill, installation and removal of contractor sheeting, and disposal of excess excavate d material. When the required excavation depth is in excess of that specified, payment for the additional excavation required will be made in accordance with Table 802 -4. Table 802-4 Payment for Additional Excavation Depth of Foundation Excavation Below Specified Elevation (Feet) Percent of Contract Unit Price for the Excavation Item 0 to 2.0 100 2.1 to 4.0 125 4.1 to 6.0 150 6.1 to 8.0 175 8.1 to 10.0 200 Over 10.0 Extra Work
802.07.2 Sheeting : Payment for permanent and temporary sheeting
will be made at the contract unit prices.
802.07.3 Mechanically Stabilized Earth Wall (MSEW):
Permanent and temporary MSEW will be paid for at the contract unit price per square foot which includes furnishing design, materials, labor, equipment, and other incidentals require d to complete this item. Payment
802.06.4 Mechanically Stabilized Earth Wall: Mechanically
Stabilized Earth Walls, designed, furnished, installed and accepted, will be measured by plan quantity per square foot of facing, as adjusted for field conditions. Embankment or reinforced backfill material will be measured per cubic yard as embankment under Section 203 .
802.06.5 MSEW Structural Excavation and Backfill: MSEW
Structural Excavation and Backfill will be measured on a lump sum basis.
802.07 PAYMENT . Payment for structural excavation, backfill, disposal
of excess excavated material, installation and/or removal of sheeting, and earth retaining structures will be made at the contract unit prices which includes all materials, labor, and equipment necessary to complete this item in accordance with th e Contract.
802.07.1 Structural Excavation : Payment for structural
excavation will be made at the contract unit price per cubic yard which includes required excavation and backfill, installation and removal of contractor sheeting, and disposal of excess excavate d material. When the required excavation depth is in excess of that specified, payment for the additional excavation required will be made in accordance with Table 802 -4. Table 802-4 Payment for Additional Excavation Depth of Foundation Excavation Below Specified Elevation (Feet) Percent of Contract Unit Price for the Excavation Item 0 to 2.0 100 2.1 to 4.0 125 4.1 to 6.0 150 6.1 to 8.0 175 8.1 to 10.0 200 Over 10.0 Extra Work
802.07.2 Sheeting : Payment for permanent and temporary sheeting
will be made at the contract unit prices.
802.07.3 Mechanically Stabilized Earth Wall (MSEW):
Permanent and temporary MSEW will be paid for at the contract unit price per square foot which includes furnishing design, materials, labor, equipment, and other incidentals require d to complete this item. Payment
802.06.4 Mechanically Stabilized Earth Wall: Mechanically
Stabilized Earth Walls, designed, furnished, installed and accepted, will be measured by plan quantity per square foot of facing, as adjusted for field conditions. Embankment or reinforced backfill material will be measured per cubic yard as embankment under Section 203 .
802.06.5 MSEW Structural Excavation and Backfill: MSEW
Structural Excavation and Backfill will be measured on a lump sum basis.
802.07 PAYMENT . Payment for structural excavation, backfill, disposal
of excess excavated material, installation and/or removal of sheeting, and earth retaining structures will be made at the contract unit prices which includes all materials, labor, and equipment necessary to complete this item in accordance with th e Contract.
802.07.1 Structural Excavation : Payment for structural
excavation will be made at the contract unit price per cubic yard which includes required excavation and backfill, installation and removal of contractor sheeting, and disposal of excess excavate d material. When the required excavation depth is in excess of that specified, payment for the additional excavation required will be made in accordance with Table 802 -4. Table 802-4 Payment for Additional Excavation Depth of Foundation Excavation Below Specified Elevation (Feet) Percent of Contract Unit Price for the Excavation Item 0 to 2.0 100 2.1 to 4.0 125 4.1 to 6.0 150 6.1 to 8.0 175 8.1 to 10.0 200 Over 10.0 Extra Work
802.07.2 Sheeting : Payment for permanent and temporary sheeting
will be made at the contract unit prices.
802.07.3 Mechanically Stabilized Earth Wall (MSEW):
Permanent and temporary MSEW will be paid for at the contract unit price per square foot which includes furnishing design, materials, labor, equipment, and other incidentals require d to complete this item. Payment
802.06.4 Mechanically Stabilized Earth Wall: Mechanically
Stabilized Earth Walls, designed, furnished, installed and accepted, will be measured by plan quantity per square foot of facing, as adjusted for field conditions. Embankment or reinforced backfill material will be measured per cubic yard as embankment under Section 203 .
802.06.5 MSEW Structural Excavation and Backfill: MSEW
Structural Excavation and Backfill will be measured on a lump sum basis.
802.07 PAYMENT . Payment for structural excavation, backfill, disposal
of excess excavated material, installation and/or removal of sheeting, and earth retaining structures will be made at the contract unit prices which includes all materials, labor, and equipment necessary to complete this item in accordance with th e Contract.
802.07.1 Structural Excavation : Payment for structural
excavation will be made at the contract unit price per cubic yard which includes required excavation and backfill, installation and removal of contractor sheeting, and disposal of excess excavate d material. When the required excavation depth is in excess of that specified, payment for the additional excavation required will be made in accordance with Table 802 -4. Table 802-4 Payment for Additional Excavation Depth of Foundation Excavation Below Specified Elevation (Feet) Percent of Contract Unit Price for the Excavation Item 0 to 2.0 100 2.1 to 4.0 125 4.1 to 6.0 150 6.1 to 8.0 175 8.1 to 10.0 200 Over 10.0 Extra Work
802.07.2 Sheeting : Payment for permanent and temporary sheeting
will be made at the contract unit prices.
802.07.3 Mechanically Stabilized Earth Wall (MSEW):
Permanent and temporary MSEW will be paid for at the contract unit price per square foot which includes furnishing design, materials, labor, equipment, and other incidentals require d to complete this item. Payment will include, but will not be limited to: modular concrete facing blocks, precast concrete panels, galvanized steel reinforcing and tie strips or galvanized steel mesh and mesh connectors or geosynthetic reinforcement, geotextile fabric, level up concrete, coping, leveling pad, internal and external drainage and dewatering systems, temporary retaining systems, temporary surcharge wall, special backfill material requirements, and removal of temporary items. Embankment or rei nforced backfill material will be paid for as embankment under Section 203 . Additional cost associated with its special material requirements will be included in th e MSEW item.
802.07.4 MSEW Structural Excavation and Backfill:
Excavation below the original ground line and subsequent backfill to the original ground line required for the construction of the MSEW structure will be paid for at the contract lump sum price, which includes all materials, labor, equipment, and other incidentals required for completion of this work. Payment will include, but not be limited to, furnishing and subsequently removing any temporary retaining systems and dewatering systems necessary for execution of the work, and disposal of all excavated materials below the original ground elevation to the final grading line. If no pay item for MSEW structural excavation and backfill is included in the contract, payment will be incidental to the MSE W. Payment will be made under: Item No. Pay Item Pay Unit 802-01 Structural Excavation (Type) Cubic Yard 802-02 Permanent Sheeting (Type) Square Foot 802-03 Temporary Sheeting (Type) Square Foot 802-04 Mechanically Stabilized Earth Wall Square Foot 802-05 MSEW Structural Excavation and Backfill Lump Sum will include, but will not be limited to: modular concrete facing blocks, precast concrete panels, galvanized steel reinforcing and tie strips or galvanized steel mesh and mesh connectors or geosynthetic reinforcement, geotextile fabric, level up concrete, coping, leveling pad, internal and external drainage and dewatering systems, temporary retaining systems, temporary surcharge wall, special backfill material requirements, and removal of temporary items. Embankment or rei nforced backfill material will be paid for as embankment under Section 203 . Additional cost associated with its special material requirements will be included in th e MSEW item.
802.07.4 MSEW Structural Excavation and Backfill:
Excavation below the original ground line and subsequent backfill to the original ground line required for the construction of the MSEW structure will be paid for at the contract lump sum price, which includes all materials, labor, equipment, and other incidentals required for completion of this work. Payment will include, but not be limited to, furnishing and subsequently removing any temporary retaining systems and dewatering systems necessary for execution of the work, and disposal of all excavated materials below the original ground elevation to the final grading line. If no pay item for MSEW structural excavation and backfill is included in the contract, payment will be incidental to the MSE W. Payment will be made under: Item No. Pay Item Pay Unit 802-01 Structural Excavation (Type) Cubic Yard 802-02 Permanent Sheeting (Type) Square Foot 802-03 Temporary Sheeting (Type) Square Foot 802-04 Mechanically Stabilized Earth Wall Square Foot 802-05 MSEW Structural Excavation and Backfill Lump Sum Section 803 Drilled Shafts
803.01 DESCRIPTION. Furnish and install drilled shafts of the
specified type, dimensions, locations, elevations, integrity, and resistance.
803.02 MATERIALS. Comply with the following sections and
subsections: Slurry 803.02 Portland Cement Concrete Section 901 Granular Material 1003.09 Cold Tar Epoxy Polyamide Paint 1008.04 Reinforcing Steel 1009.01 Concrete Admixtures 1011.02 Permanent Steel Casing 1013.11
803.02.1 Concrete Use Class S concrete conforming to Section 901
and with the following slump requirements: Dry placement methods: 5 – 7 inches Casing removal methods: 8 – 10 inches Tremie placement methods: 8 – 10 inches Slump loss of more than 4 inches shall not be permitted during the period equal to the anticipated placement period plus two hours. Slump life may be extended through use of retarders and mid-range water reducers .
803.02.2 Steel Casing: Casing shall be of ample strength to resist
damage and deformation from transportation and handling, installation and extraction stresses, and all pressures and forces acting on the casing. Casing shall be watertight and clean prior to placement in the excavation.
803.02.2 1 Permanent Casin g: Use steel conforming to ASTM
A36 or ASTM A252 Grade 2 unless specified otherwise on the plans. Corrugated casing is not allowed. All splicing of permanent structural casing shall be in accordance with Section 6 of the LRFD Bridge Design Specificati ons, latest edition . The inside diameter of permanent casing shall be as shown on the plans unless a larger diameter is approved by the
Source: Louisiana Standard Specifications for Roads and Bridges, 2016 Edition. Pages 587–607 of 1,145.