805DESCRIPTION

805.01 DESCRIPTION . Furnish, place, finish, and cure concrete in

bridges, culverts and other structures. Quality assurance requirements shall be as specified in the latest edition of the Department’s publications titled Application of Quality Assurance Specifications for Portland Cement Concrete Pavement and Structures and Application of Quality Assurance Specifications for Precast -Prestressed Concrete Plants. Conform to Section 802 for structural excavation and backfill.

805.02 MATERIALS. Comply with the following sections or

subsections : Steel Joints Section 815 Portland Cement Concrete Section 901 Mortar 1001.03 Joint Materials for Pavements and Structures Section 1005 Waterstops 1005.07 Reinforcing Steel Section 1009 Curing Materials 1011.01 Special Finish for Concrete 1011.03 Metals Section 1013 Steel Stay - in- Place Forms 1013 .28 Concrete Pipe and Precast Reinforced Concrete Drainage Units Section 1016 Flexible Plastic Gasket Material Epoxy Resin Adhesives 1016.01.1 Section 1017 Form Release A gents 1018.06 Geotextile Fabric Section 1019 Use grout conforming t o ASTM C1107. Prepare and test grout cubes in accordance with ASTM C109. Classes of concrete furnished shall be as follows: Structural Concrete

805.01 DESCRIPTION . Furnish, place, finish, and cure concrete in

bridges, culverts and other structures. Quality assurance requirements shall be as specified in the latest edition of the Department’s publications titled Application of Quality Assurance Specifications for Portland Cement Concrete Pavement and Structures and Application of Quality Assurance Specifications for Precast -Prestressed Concrete Plants. Conform to Section 802 for structural excavation and backfill.

805.02 MATERIALS. Comply with the following sections or

subsections : Steel Joints Section 815 Portland Cement Concrete Section 901 Mortar 1001.03 Joint Materials for Pavements and Structures Section 1005 Waterstops 1005.07 Reinforcing Steel Section 1009 Curing Materials 1011.01 Special Finish for Concrete 1011.03 Metals Section 1013 Steel Stay - in- Place Forms 1013 .28 Concrete Pipe and Precast Reinforced Concrete Drainage Units Section 1016 Flexible Plastic Gasket Material Epoxy Resin Adhesives 1016.01.1 Section 1017 Form Release A gents 1018.06 Geotextile Fabric Section 1019 Use grout conforming t o ASTM C1107. Prepare and test grout cubes in accordance with ASTM C109. Classes of concrete furnished shall be as follows: Table 805-1 Classes and Uses of Concrete Concrete Class Use A1, A2, A3 Concrete exposed to sea water, and all other concrete except as listed herein. MASS(A1), MASS( A2), MASS(A3) Mass concrete P1, P2, P3 Precast concrete S Drilled shafts, seals and underwater placements M Minor structure

805.03 Forms .

805.03.1 Design and Construction : Comply with Section 817 .

Forms shall be mortar tight, designed and constructed so that finished concrete conforms to specified dimensions and contours. If required, design and construct forms to accommodate part ial removal for finishing operations. Where lower formed spaces are inaccessible, leave lower form sections loose so that they may be removed for cleaning formed spaces immediately before placing concrete. As far as practical, design forms so that form ma rks will conform to general lines of the structure. When possible, forms shall be daylighted at intervals not greater than 10 feet vertically with openings sufficient to permit free access for inspection and working the concrete. Set and maintain forms tru e to required line and grade until concrete sufficiently hardens. When concrete is formed by soil, provide firm soil or compacted material.

805.03.2 Form Surface : Forms for exposed concrete surfaces shall

not adhere to nor discolor concrete. Chamfer forms for e xterior corners and round interior corners to prevent sharp corners. Bevel or draft projections and penetrations to ensure easy removal. Treat forms with an approved form release agent prior to placement of reinforcing steel. Do not use release agents th at will adhere to or discolor concrete. Table 805-1 Classes and Uses of Concrete Concrete Class Use A1, A2, A3 Concrete exposed to sea water, and all other concrete except as listed herein. MASS(A1), MASS( A2), MASS(A3) Mass concrete P1, P2, P3 Precast concrete S Drilled shafts, seals and underwater placements M Minor structure

805.03 Forms .

805.03.1 Design and Construction : Comply with Section 817 .

Forms shall be mortar tight, designed and constructed so that finished concrete conforms to specified dimensions and contours. If required, design and construct forms to accommodate part ial removal for finishing operations. Where lower formed spaces are inaccessible, leave lower form sections loose so that they may be removed for cleaning formed spaces immediately before placing concrete. As far as practical, design forms so that form ma rks will conform to general lines of the structure. When possible, forms shall be daylighted at intervals not greater than 10 feet vertically with openings sufficient to permit free access for inspection and working the concrete. Set and maintain forms tru e to required line and grade until concrete sufficiently hardens. When concrete is formed by soil, provide firm soil or compacted material.

805.03.2 Form Surface : Forms for exposed concrete surfaces shall

not adhere to nor discolor concrete. Chamfer forms for e xterior corners and round interior corners to prevent sharp corners. Bevel or draft projections and penetrations to ensure easy removal. Treat forms with an approved form release agent prior to placement of reinforcing steel. Do not use release agents th at will adhere to or discolor concrete. Table 805-1 Classes and Uses of Concrete Concrete Class Use A1, A2, A3 Concrete exposed to sea water, and all other concrete except as listed herein. MASS(A1), MASS( A2), MASS(A3) Mass concrete P1, P2, P3 Precast concrete S Drilled shafts, seals and underwater placements M Minor structure

805.03 Forms .

805.03.1 Design and Construction : Comply with Section 817 .

Forms shall be mortar tight, designed and constructed so that finished concrete conforms to specified dimensions and contours. If required, design and construct forms to accommodate part ial removal for finishing operations. Where lower formed spaces are inaccessible, leave lower form sections loose so that they may be removed for cleaning formed spaces immediately before placing concrete. As far as practical, design forms so that form ma rks will conform to general lines of the structure. When possible, forms shall be daylighted at intervals not greater than 10 feet vertically with openings sufficient to permit free access for inspection and working the concrete. Set and maintain forms tru e to required line and grade until concrete sufficiently hardens. When concrete is formed by soil, provide firm soil or compacted material.

805.03.2 Form Surface : Forms for exposed concrete surfaces shall

not adhere to nor discolor concrete. Chamfer forms for e xterior corners and round interior corners to prevent sharp corners. Bevel or draft projections and penetrations to ensure easy removal. Treat forms with an approved form release agent prior to placement of reinforcing steel. Do not use release agents th at will adhere to or discolor concrete. Table 805-1 Classes and Uses of Concrete Concrete Class Use A1, A2, A3 Concrete exposed to sea water, and all other concrete except as listed herein. MASS(A1), MASS( A2), MASS(A3) Mass concrete P1, P2, P3 Precast concrete S Drilled shafts, seals and underwater placements M Minor structure

805.03 Forms .

805.03.1 Design and Construction : Comply with Section 817 .

Forms shall be mortar tight, designed and constructed so that finished concrete conforms to specified dimensions and contours. If required, design and construct forms to accommodate part ial removal for finishing operations. Where lower formed spaces are inaccessible, leave lower form sections loose so that they may be removed for cleaning formed spaces immediately before placing concrete. As far as practical, design forms so that form ma rks will conform to general lines of the structure. When possible, forms shall be daylighted at intervals not greater than 10 feet vertically with openings sufficient to permit free access for inspection and working the concrete. Set and maintain forms tru e to required line and grade until concrete sufficiently hardens. When concrete is formed by soil, provide firm soil or compacted material.

805.03.2 Form Surface : Forms for exposed concrete surfaces shall

not adhere to nor discolor concrete. Chamfer forms for e xterior corners and round interior corners to prevent sharp corners. Bevel or draft projections and penetrations to ensure easy removal. Treat forms with an approved form release agent prior to placement of reinforcing steel. Do not use release agents th at will adhere to or discolor concrete. Prior to treating form surfaces and placing concrete, clean the interior of forms of dirt, sawdust, shavings, and all other debris.

805.03.3 Form Ties: Design and construct form ties to withstand the

forces of concrete placement and other applied loads. Construct metal ties or anchorages within forms to permit their removal to a depth of at least 1/2 inch from the face without damage to concrete.

805.03.4 Formwork and Surface Tolerances : Provide hardened

concrete finish lines in accordance with plan dimensions and the tolerances specified in Table 805-2 prior to removal of formwork and shores. For tolerances not shown, conform to ACI 117. For non-conforming formwork or concrete surfaces, submit a proposed corrective action plan to the Project Engineer for review. Include proposed repair locations, limits, and procedures. Repair procedures determined by the Department to be potentially detrimental to the structure or its performance will not be permitted. Do not begin corrective action until submittal acceptance.

805.03.4 1 Precast and Prestressed Concrete :

Conform to the “Manual for Quality Control for Plants and Production of Precast -Prestressed Concrete Products (MNL -116-Latest Edition) published by the Prestressed Concrete I nstitute.

805.03.4 2 Cast -in-Place Concrete : Conform to Table 805-02.

Prior to treating form surfaces and placing concrete, clean the interior of forms of dirt, sawdust, shavings, and all other debris.

805.03.3 Form Ties: Design and construct form ties to withstand the

forces of concrete placement and other applied loads. Construct metal ties or anchorages within forms to permit their removal to a depth of at least 1/2 inch from the face without damage to concrete.

805.03.4 Formwork and Surface Tolerances : Provide hardened

concrete finish lines in accordance with plan dimensions and the tolerances specified in Table 805-2 prior to removal of formwork and shores. For tolerances not shown, conform to ACI 117. For non-conforming formwork or concrete surfaces, submit a proposed corrective action plan to the Project Engineer for review. Include proposed repair locations, limits, and procedures. Repair procedures determined by the Department to be potentially detrimental to the structure or its performance will not be permitted. Do not begin corrective action until submittal acceptance.

805.03.4 1 Precast and Prestressed Concrete :

Conform to the “Manual for Quality Control for Plants and Production of Precast -Prestressed Concrete Products (MNL -116-Latest Edition) published by the Prestressed Concrete I nstitute.

805.03.4 2 Cast -in-Place Concrete : Conform to Table 805-02.

Prior to treating form surfaces and placing concrete, clean the interior of forms of dirt, sawdust, shavings, and all other debris.

805.03.3 Form Ties: Design and construct form ties to withstand the

forces of concrete placement and other applied loads. Construct metal ties or anchorages within forms to permit their removal to a depth of at least 1/2 inch from the face without damage to concrete.

805.03.4 Formwork and Surface Tolerances : Provide hardened

concrete finish lines in accordance with plan dimensions and the tolerances specified in Table 805-2 prior to removal of formwork and shores. For tolerances not shown, conform to ACI 117. For non-conforming formwork or concrete surfaces, submit a proposed corrective action plan to the Project Engineer for review. Include proposed repair locations, limits, and procedures. Repair procedures determined by the Department to be potentially detrimental to the structure or its performance will not be permitted. Do not begin corrective action until submittal acceptance.

805.03.4 1 Precast and Prestressed Concrete :

Conform to the “Manual for Quality Control for Plants and Production of Precast -Prestressed Concrete Products (MNL -116-Latest Edition) published by the Prestressed Concrete I nstitute.

805.03.4 2 Cast -in-Place Concrete : Conform to Table 805-02.

Prior to treating form surfaces and placing concrete, clean the interior of forms of dirt, sawdust, shavings, and all other debris.

805.03.3 Form Ties: Design and construct form ties to withstand the

forces of concrete placement and other applied loads. Construct metal ties or anchorages within forms to permit their removal to a depth of at least 1/2 inch from the face without damage to concrete.

805.03.4 Formwork and Surface Tolerances : Provide hardened

concrete finish lines in accordance with plan dimensions and the tolerances specified in Table 805-2 prior to removal of formwork and shores. For tolerances not shown, conform to ACI 117. For non-conforming formwork or concrete surfaces, submit a proposed corrective action plan to the Project Engineer for review. Include proposed repair locations, limits, and procedures. Repair procedures determined by the Department to be potentially detrimental to the structure or its performance will not be permitted. Do not begin corrective action until submittal acceptance.

805.03.4 1 Precast and Prestressed Concrete :

Conform to the “Manual for Quality Control for Plants and Production of Precast -Prestressed Concrete Products (MNL -116-Latest Edition) published by the Prestressed Concrete I nstitute.

805.03.4 2 Cast -in-Place Concrete : Conform to Table 805-02.

Prior to treating form surfaces and placing concrete, clean the interior of forms of dirt, sawdust, shavings, and all other debris.

805.03.3 Form Ties: Design and construct form ties to withstand the

forces of concrete placement and other applied loads. Construct metal ties or anchorages within forms to permit their removal to a depth of at least 1/2 inch from the face without damage to concrete.

805.03.4 Formwork and Surface Tolerances : Provide hardened

concrete finish lines in accordance with plan dimensions and the tolerances specified in Table 805-2 prior to removal of formwork and shores. For tolerances not shown, conform to ACI 117. For non-conforming formwork or concrete surfaces, submit a proposed corrective action plan to the Project Engineer for review. Include proposed repair locations, limits, and procedures. Repair procedures determined by the Department to be potentially detrimental to the structure or its performance will not be permitted. Do not begin corrective action until submittal acceptance.

805.03.4 1 Precast and Prestressed Concrete :

Conform to the “Manual for Quality Control for Plants and Production of Precast -Prestressed Concrete Products (MNL -116-Latest Edition) published by the Prestressed Concrete I nstitute.

805.03.4 2 Cast -in-Place Concrete : Conform to Table 805-02.

Table 805-2 Tolerances for Cast -in-Place Concrete Construction Description Tolerance, (Inches) Camber Measured from camber line +1/8, −0 From Plumb Exposed Surfaces ±3/8 Concealed Surfaces ±3/4 Columns In 10 feet of Length ±1/4 Over Entire Length ±1 Horizontal Element Centerline Alignment ±1/2 Centerline of Bearing Riser ±1/8 Abrupt form offset at Barrier Rail ±1/8 Location of Openings through Concrete Elements ±1/2 Vertical Profile Grade Line ±1/2 Bearing Riser Elevation ±1/8 Top of Other Concrete Surfaces and Horizontal Grooves Exposed ±3/4 Concealed ±1 Location of Concrete Openings ±1/2 Dimensions of Specified Elements Bridge Deck / Slab Thickness +1/4, −1/8 Footings Formed Surfaces +2, −1/2 Surfaces Placed against Soil +3, −1/2 Thickness +3, −1 Other Concrete Elements +1/2, −1/4 Concrete Openings ±1/2 From Plane Slope of Surfaces In 10 feet: Watertight Joints ±1/8 Bridge Decks ±1/4 Other Exposed Surfaces ±1/2 Concealed Surfaces ±1 Bearing Riser Horizontal Dimensions +1, −1/4

805.03.4 3 Bridge Deck and Approach Slab Ride Quality :

This subsection is under development. Table 805-3 Segment Roughness This table is reserved.

805.03.5 Steel Stay -in-Place Forms : Conform to the following:

811.06.6 1.

805.03.4 3 Bridge Deck and Approach Slab Ride Quality :

This subsection is under development. Table 805-3 Segment Roughness This table is reserved.

805.03.5 Steel Stay -in-Place Forms : Conform to the following:

811.06.6 1.

805.03.4 3 Bridge Deck and Approach Slab Ride Quality :

This subsection is under development. Table 805-3 Segment Roughness This table is reserved.

805.03.5 Steel Stay -in-Place Forms : Conform to the following:

811.06.6 1.

805.04 MINIMUM CONCRETE COVER . Measure cover from face of

concrete surface to nearest face of reinforcing steel. Provide minimum concrete cover in accordance with the plans or as specified in Table 805-4: Table 805-4 Concrete Cover Requirements Location Minimum Cover (inches) Tolerance (inches) Top of deck 2 1/2 +1/4, −1/8 Bottom of deck 1 1/2 Stirrups and ties 2 Contact with water 3 Contact with soil 3 +1/2, −1/4 Drilled shafts 6 −3 Other 2 +1/4, −1/8

805.05 Handling and Placing Concrete .

805.05.1 General : Prior to placing concrete, submit a concrete

placement plan to the engineer that will result in sound concrete, in the correct location and conforming to plan dimensions for record. In preparation for placing concrete, remove all sawdust, chips, and other debris from form interiors. Inspect forms then saturate with water immediately prior to placing concr ete. Strip forms, inspect, and allow substructure concrete to attain compressive strength of at least 4000 psi prior to placement of superstructure loads. Place concrete without segregating materials and without displacing reinforcement. Discontinue opera tions if placement methods cause segregation, impede workability, or produce other detrimental effects. When placing operations involve dropping concrete more than 5 feet, deposit it through a tremie or other accepted means identified in the concrete place ment plan. Consolidate concrete during and immediately after depositing by mechanical vibration, subject to the following provisions: Use internal vibration unless authorization for other methods is obtained or provided herein.

805.04 MINIMUM CONCRETE COVER . Measure cover from face of

concrete surface to nearest face of reinforcing steel. Provide minimum concrete cover in accordance with the plans or as specified in Table 805-4: Table 805-4 Concrete Cover Requirements Location Minimum Cover (inches) Tolerance (inches) Top of deck 2 1/2 +1/4, −1/8 Bottom of deck 1 1/2 Stirrups and ties 2 Contact with water 3 Contact with soil 3 +1/2, −1/4 Drilled shafts 6 −3 Other 2 +1/4, −1/8

805.05 Handling and Placing Concrete .

805.05.1 General : Prior to placing concrete, submit a concrete

placement plan to the engineer that will result in sound concrete, in the correct location and conforming to plan dimensions for record. In preparation for placing concrete, remove all sawdust, chips, and other debris from form interiors. Inspect forms then saturate with water immediately prior to placing concr ete. Strip forms, inspect, and allow substructure concrete to attain compressive strength of at least 4000 psi prior to placement of superstructure loads. Place concrete without segregating materials and without displacing reinforcement. Discontinue opera tions if placement methods cause segregation, impede workability, or produce other detrimental effects. When placing operations involve dropping concrete more than 5 feet, deposit it through a tremie or other accepted means identified in the concrete place ment plan. Consolidate concrete during and immediately after depositing by mechanical vibration, subject to the following provisions: Use internal vibration unless authorization for other methods is obtained or provided herein.

805.04 MINIMUM CONCRETE COVER . Measure cover from face of

concrete surface to nearest face of reinforcing steel. Provide minimum concrete cover in accordance with the plans or as specified in Table 805-4: Table 805-4 Concrete Cover Requirements Location Minimum Cover (inches) Tolerance (inches) Top of deck 2 1/2 +1/4, −1/8 Bottom of deck 1 1/2 Stirrups and ties 2 Contact with water 3 Contact with soil 3 +1/2, −1/4 Drilled shafts 6 −3 Other 2 +1/4, −1/8

805.05 Handling and Placing Concrete .

805.05.1 General : Prior to placing concrete, submit a concrete

placement plan to the engineer that will result in sound concrete, in the correct location and conforming to plan dimensions for record. In preparation for placing concrete, remove all sawdust, chips, and other debris from form interiors. Inspect forms then saturate with water immediately prior to placing concr ete. Strip forms, inspect, and allow substructure concrete to attain compressive strength of at least 4000 psi prior to placement of superstructure loads. Place concrete without segregating materials and without displacing reinforcement. Discontinue opera tions if placement methods cause segregation, impede workability, or produce other detrimental effects. When placing operations involve dropping concrete more than 5 feet, deposit it through a tremie or other accepted means identified in the concrete place ment plan. Consolidate concrete during and immediately after depositing by mechanical vibration, subject to the following provisions: Use internal vibration unless authorization for other methods is obtained or provided herein.

805.04 MINIMUM CONCRETE COVER . Measure cover from face of

concrete surface to nearest face of reinforcing steel. Provide minimum concrete cover in accordance with the plans or as specified in Table 805-4: Table 805-4 Concrete Cover Requirements Location Minimum Cover (inches) Tolerance (inches) Top of deck 2 1/2 +1/4, −1/8 Bottom of deck 1 1/2 Stirrups and ties 2 Contact with water 3 Contact with soil 3 +1/2, −1/4 Drilled shafts 6 −3 Other 2 +1/4, −1/8

805.05 Handling and Placing Concrete .

805.05.1 General : Prior to placing concrete, submit a concrete

placement plan to the engineer that will result in sound concrete, in the correct location and conforming to plan dimensions for record. In preparation for placing concrete, remove all sawdust, chips, and other debris from form interiors. Inspect forms then saturate with water immediately prior to placing concr ete. Strip forms, inspect, and allow substructure concrete to attain compressive strength of at least 4000 psi prior to placement of superstructure loads. Place concrete without segregating materials and without displacing reinforcement. Discontinue opera tions if placement methods cause segregation, impede workability, or produce other detrimental effects. When placing operations involve dropping concrete more than 5 feet, deposit it through a tremie or other accepted means identified in the concrete place ment plan. Consolidate concrete during and immediately after depositing by mechanical vibration, subject to the following provisions: Use internal vibration unless authorization for other methods is obtained or provided herein.

805.05.2 Reinforced Concrete Box Culvert : Furnish structures

of either cast -in-place concrete or precast concrete units. Install precast

805.05.2 Reinforced Concrete Box Culvert : Furnish structures

of either cast -in-place concrete or precast concrete units. Install precast units in accordance with Section 701. The maximum joint opening between precast sections is 0.75 inches. Construct each headwall monolithically, unless otherwise specified. Headwall installations include wingwalls and supporting footings in accordance with the plans. At the time of final acceptance, clean concrete box culverts of debris and soil to the culvert invert.

805.05.2 1 Cast -in-Place : When box culverts are constructed in

segments, vertical construction joints shall be perpendicular to the axis of the culvert. For culverts 4 feet or less in height, walls and top slab may be constructed monolithically. For culverts more than 4 feet in height, walls shall be placed independently from the top slab placement.

805.05.3 Footings, Columns, Walls, Caps, and Girders :

Deposit concrete uniformly the full length of the element and bring up evenly in horizontal layers. Place concrete in forms with no standing water. Use monolithic placement unless otherwise specified or allowed by the engineer. Place concrete between constructi on joints in a continuous operation. Prior to placing subsequent concrete sections, previously placed sections shall be capable of supporting applied loads. Concrete supporting formwork shall have attained at least 3000 psi compressive strength prior to p lacing concrete.

805.05.4 Slab Spans and Girder Decks : Place concrete full

depth and full width between vertical bulkheads in one continuous operation for each placement in accordance with the placement sequence specified in the plans. Submit proposed alteratio ns to the specified placement sequence to the Engineer of Record with supporting calculations for review. Review of proposed alterations to the placement sequence will be at no expense to the Department. Placement shall not induce stresses in previously p laced concrete which is between initial and final set. Use placement rates in accordance with Table 805 -5. units in accordance with Section 701. The maximum joint opening between precast sections is 0.75 inches. Construct each headwall monolithically, unless otherwise specified. Headwall installations include wingwalls and supporting footings in accordance with the plans. At the time of final acceptance, clean concrete box culverts of debris and soil to the culvert invert.

805.05.2 1 Cast -in-Place : When box culverts are constructed in

segments, vertical construction joints shall be perpendicular to the axis of the culvert. For culverts 4 feet or less in height, walls and top slab may be constructed monolithically. For culverts more than 4 feet in height, walls shall be placed independently from the top slab placement.

805.05.3 Footings, Columns, Walls, Caps, and Girders :

Deposit concrete uniformly the full length of the element and bring up evenly in horizontal layers. Place concrete in forms with no standing water. Use monolithic placement unless otherwise specified or allowed by the engineer. Place concrete between constructi on joints in a continuous operation. Prior to placing subsequent concrete sections, previously placed sections shall be capable of supporting applied loads. Concrete supporting formwork shall have attained at least 3000 psi compressive strength prior to p lacing concrete.

805.05.4 Slab Spans and Girder Decks : Place concrete full

depth and full width between vertical bulkheads in one continuous operation for each placement in accordance with the placement sequence specified in the plans. Submit proposed alteratio ns to the specified placement sequence to the Engineer of Record with supporting calculations for review. Review of proposed alterations to the placement sequence will be at no expense to the Department. Placement shall not induce stresses in previously p laced concrete which is between initial and final set. Use placement rates in accordance with Table 805 -5. units in accordance with Section 701. The maximum joint opening between precast sections is 0.75 inches. Construct each headwall monolithically, unless otherwise specified. Headwall installations include wingwalls and supporting footings in accordance with the plans. At the time of final acceptance, clean concrete box culverts of debris and soil to the culvert invert.

805.05.2 1 Cast -in-Place : When box culverts are constructed in

segments, vertical construction joints shall be perpendicular to the axis of the culvert. For culverts 4 feet or less in height, walls and top slab may be constructed monolithically. For culverts more than 4 feet in height, walls shall be placed independently from the top slab placement.

805.05.3 Footings, Columns, Walls, Caps, and Girders :

Deposit concrete uniformly the full length of the element and bring up evenly in horizontal layers. Place concrete in forms with no standing water. Use monolithic placement unless otherwise specified or allowed by the engineer. Place concrete between constructi on joints in a continuous operation. Prior to placing subsequent concrete sections, previously placed sections shall be capable of supporting applied loads. Concrete supporting formwork shall have attained at least 3000 psi compressive strength prior to p lacing concrete.

805.05.4 Slab Spans and Girder Decks : Place concrete full

depth and full width between vertical bulkheads in one continuous operation for each placement in accordance with the placement sequence specified in the plans. Submit proposed alteratio ns to the specified placement sequence to the Engineer of Record with supporting calculations for review. Review of proposed alterations to the placement sequence will be at no expense to the Department. Placement shall not induce stresses in previously p laced concrete which is between initial and final set. Use placement rates in accordance with Table 805 -5. units in accordance with Section 701. The maximum joint opening between precast sections is 0.75 inches. Construct each headwall monolithically, unless otherwise specified. Headwall installations include wingwalls and supporting footings in accordance with the plans. At the time of final acceptance, clean concrete box culverts of debris and soil to the culvert invert.

805.05.2 1 Cast -in-Place : When box culverts are constructed in

segments, vertical construction joints shall be perpendicular to the axis of the culvert. For culverts 4 feet or less in height, walls and top slab may be constructed monolithically. For culverts more than 4 feet in height, walls shall be placed independently from the top slab placement.

805.05.3 Footings, Columns, Walls, Caps, and Girders :

Deposit concrete uniformly the full length of the element and bring up evenly in horizontal layers. Place concrete in forms with no standing water. Use monolithic placement unless otherwise specified or allowed by the engineer. Place concrete between constructi on joints in a continuous operation. Prior to placing subsequent concrete sections, previously placed sections shall be capable of supporting applied loads. Concrete supporting formwork shall have attained at least 3000 psi compressive strength prior to p lacing concrete.

805.05.4 Slab Spans and Girder Decks : Place concrete full

depth and full width between vertical bulkheads in one continuous operation for each placement in accordance with the placement sequence specified in the plans. Submit proposed alteratio ns to the specified placement sequence to the Engineer of Record with supporting calculations for review. Review of proposed alterations to the placement sequence will be at no expense to the Department. Placement shall not induce stresses in previously p laced concrete which is between initial and final set. Use placement rates in accordance with Table 805 -5. Table 805-5 Placement Rates for Slab Spans and Girder Decks Placement Size (cubic yards) Minimum Placement Rate (cu yds / hour) 0-50 20 51-75 25 76-125 30 Over 125 40

805.05.4 1 Slab Spans : Anchor void forms to prevent

movement during placement of concrete in voided slabs. Forming concrete with soil is not allowed for slab spans.

805.05.4 2 Girder Decks : Provide sufficient supervision,

manpower, equipment, tools, and materials to assure proper production, placement, and finish of concrete for each placement in accordance with minimum placement rates specified in Table 805-5. If minimum placement rate is not achieved, the engineer may reject the placement. Further placement of similar nature and size will not be permitted until corrective measures have been taken to assure that the minimum placement rate can be met. The contractor is responsible for line and grade control. Verify girder camber prior to constructing risers. Construct riser elevations to accommodate actual girder camber and vertical curvature to maintain cast - in-place deck plan thickness.

805.05.5 End-On-Construction : Use end -on-construction only for

slab span bridges, either cast -in-place conc rete or precast concrete, when the construction cannot be conducted from the ground or it is impractical to work from the water surface. Provide to the engineer a submittal document requesting permission to use end -on-construction. Include drawings and analysis demonstrating construction loads will not adversely affect members. Construction loads include dead loads, live loads, impact, wind loads, etc. Include details of matting systems, crane specifications, dimensions, lifting loads, and corresponding extension distance from the crane. The drawings and calculations shall be stamped, signed and dated by a professional civil engineer registered in Louisiana. Table 805-5 Placement Rates for Slab Spans and Girder Decks Placement Size (cubic yards) Minimum Placement Rate (cu yds / hour) 0-50 20 51-75 25 76-125 30 Over 125 40

805.05.4 1 Slab Spans : Anchor void forms to prevent

movement during placement of concrete in voided slabs. Forming concrete with soil is not allowed for slab spans.

805.05.4 2 Girder Decks : Provide sufficient supervision,

manpower, equipment, tools, and materials to assure proper production, placement, and finish of concrete for each placement in accordance with minimum placement rates specified in Table 805-5. If minimum placement rate is not achieved, the engineer may reject the placement. Further placement of similar nature and size will not be permitted until corrective measures have been taken to assure that the minimum placement rate can be met. The contractor is responsible for line and grade control. Verify girder camber prior to constructing risers. Construct riser elevations to accommodate actual girder camber and vertical curvature to maintain cast - in-place deck plan thickness.

805.05.5 End-On-Construction : Use end -on-construction only for

slab span bridges, either cast -in-place conc rete or precast concrete, when the construction cannot be conducted from the ground or it is impractical to work from the water surface. Provide to the engineer a submittal document requesting permission to use end -on-construction. Include drawings and analysis demonstrating construction loads will not adversely affect members. Construction loads include dead loads, live loads, impact, wind loads, etc. Include details of matting systems, crane specifications, dimensions, lifting loads, and corresponding extension distance from the crane. The drawings and calculations shall be stamped, signed and dated by a professional civil engineer registered in Louisiana. Table 805-5 Placement Rates for Slab Spans and Girder Decks Placement Size (cubic yards) Minimum Placement Rate (cu yds / hour) 0-50 20 51-75 25 76-125 30 Over 125 40

805.05.4 1 Slab Spans : Anchor void forms to prevent

movement during placement of concrete in voided slabs. Forming concrete with soil is not allowed for slab spans.

805.05.4 2 Girder Decks : Provide sufficient supervision,

manpower, equipment, tools, and materials to assure proper production, placement, and finish of concrete for each placement in accordance with minimum placement rates specified in Table 805-5. If minimum placement rate is not achieved, the engineer may reject the placement. Further placement of similar nature and size will not be permitted until corrective measures have been taken to assure that the minimum placement rate can be met. The contractor is responsible for line and grade control. Verify girder camber prior to constructing risers. Construct riser elevations to accommodate actual girder camber and vertical curvature to maintain cast - in-place deck plan thickness.

805.05.5 End-On-Construction : Use end -on-construction only for

slab span bridges, either cast -in-place conc rete or precast concrete, when the construction cannot be conducted from the ground or it is impractical to work from the water surface. Provide to the engineer a submittal document requesting permission to use end -on-construction. Include drawings and analysis demonstrating construction loads will not adversely affect members. Construction loads include dead loads, live loads, impact, wind loads, etc. Include details of matting systems, crane specifications, dimensions, lifting loads, and corresponding extension distance from the crane. The drawings and calculations shall be stamped, signed and dated by a professional civil engineer registered in Louisiana. Table 805-5 Placement Rates for Slab Spans and Girder Decks Placement Size (cubic yards) Minimum Placement Rate (cu yds / hour) 0-50 20 51-75 25 76-125 30 Over 125 40

805.05.4 1 Slab Spans : Anchor void forms to prevent

movement during placement of concrete in voided slabs. Forming concrete with soil is not allowed for slab spans.

805.05.4 2 Girder Decks : Provide sufficient supervision,

manpower, equipment, tools, and materials to assure proper production, placement, and finish of concrete for each placement in accordance with minimum placement rates specified in Table 805-5. If minimum placement rate is not achieved, the engineer may reject the placement. Further placement of similar nature and size will not be permitted until corrective measures have been taken to assure that the minimum placement rate can be met. The contractor is responsible for line and grade control. Verify girder camber prior to constructing risers. Construct riser elevations to accommodate actual girder camber and vertical curvature to maintain cast - in-place deck plan thickness.

805.05.5 End-On-Construction : Use end -on-construction only for

slab span bridges, either cast -in-place conc rete or precast concrete, when the construction cannot be conducted from the ground or it is impractical to work from the water surface. Provide to the engineer a submittal document requesting permission to use end -on-construction. Include drawings and analysis demonstrating construction loads will not adversely affect members. Construction loads include dead loads, live loads, impact, wind loads, etc. Include details of matting systems, crane specifications, dimensions, lifting loads, and corresponding extension distance from the crane. The drawings and calculations shall be stamped, signed and dated by a professional civil engineer registered in Louisiana. Do not begin end-on-construction activity until the Department’s acceptance of the submittal. Acceptance of the end-on-construction submittal will not relieve the contractor from responsibility for safe and successful completion of the work. R epair all damage to the structure caused by related construction activities at no cost to the Department.

805.05.6 Conveying Concrete : Arrange equipment so that no

vibration damages freshly placed concrete. Operate conveyance mechanisms to prevent segregation of concrete. Supply a homogenous stream of concrete.

805.05.7 Depositing Concrete Underwater: When required by

the plans or allowed by the engineer, concrete may be placed under water. Place concrete without segregation and in one continuous placement using a tremie. Refer to 803.05.9 for tremie requirements. Provide a surface as level as possible. A leveling course may be allowed for seal concrete after dewatering subject to design considerations. Prior to constructing subsequent placements, remove laitance and other unsatisfactory material from the construction joint surface without damaging the concrete.

805.05.8 Construction Joints : Construction joints with

reinforcement crossing the plane of the joint shall conform to the following. Install construction joints only where located on the plans or shown on the placement schedule. Do not install construction joints between levels of mean low water and mean high water. Submit proposed construction joint locations not shown in the plans for review by the Engineer of Record. Roughen the surface of hardened concrete without leaving loosened particles of aggregate or damaged concrete. Thoroughly clean the roughened surface of foreign matter and laitance immediately prior to placi ng subsequent concrete. Allow at leas t seven days between adjacent placements . Achieve bonding as follows.

805.05.8 1 Neat Cement Slurry : Thoroughly saturate hardened

concrete with water and place adequate neat cement slurry at the joint. Place new concrete befo re the slurry has attained its initial set. Place concrete continuously from joint to joint. Finish joints true to plan line and elevation.

805.05.8 2 Epoxy Resin: Coat vertical concrete surfaces of

construction joints prior to each subsequent placement with an a ccepted Do not begin end-on-construction activity until the Department’s acceptance of the submittal. Acceptance of the end-on-construction submittal will not relieve the contractor from responsibility for safe and successful completion of the work. R epair all damage to the structure caused by related construction activities at no cost to the Department.

805.05.6 Conveying Concrete : Arrange equipment so that no

vibration damages freshly placed concrete. Operate conveyance mechanisms to prevent segregation of concrete. Supply a homogenous stream of concrete.

805.05.7 Depositing Concrete Underwater: When required by

the plans or allowed by the engineer, concrete may be placed under water. Place concrete without segregation and in one continuous placement using a tremie. Refer to 803.05.9 for tremie requirements. Provide a surface as level as possible. A leveling course may be allowed for seal concrete after dewatering subject to design considerations. Prior to constructing subsequent placements, remove laitance and other unsatisfactory material from the construction joint surface without damaging the concrete.

805.05.8 Construction Joints : Construction joints with

reinforcement crossing the plane of the joint shall conform to the following. Install construction joints only where located on the plans or shown on the placement schedule. Do not install construction joints between levels of mean low water and mean high water. Submit proposed construction joint locations not shown in the plans for review by the Engineer of Record. Roughen the surface of hardened concrete without leaving loosened particles of aggregate or damaged concrete. Thoroughly clean the roughened surface of foreign matter and laitance immediately prior to placi ng subsequent concrete. Allow at leas t seven days between adjacent placements . Achieve bonding as follows.

805.05.8 1 Neat Cement Slurry : Thoroughly saturate hardened

concrete with water and place adequate neat cement slurry at the joint. Place new concrete befo re the slurry has attained its initial set. Place concrete continuously from joint to joint. Finish joints true to plan line and elevation.

805.05.8 2 Epoxy Resin: Coat vertical concrete surfaces of

construction joints prior to each subsequent placement with an a ccepted Do not begin end-on-construction activity until the Department’s acceptance of the submittal. Acceptance of the end-on-construction submittal will not relieve the contractor from responsibility for safe and successful completion of the work. R epair all damage to the structure caused by related construction activities at no cost to the Department.

805.05.6 Conveying Concrete : Arrange equipment so that no

vibration damages freshly placed concrete. Operate conveyance mechanisms to prevent segregation of concrete. Supply a homogenous stream of concrete.

805.05.7 Depositing Concrete Underwater: When required by

the plans or allowed by the engineer, concrete may be placed under water. Place concrete without segregation and in one continuous placement using a tremie. Refer to 803.05.9 for tremie requirements. Provide a surface as level as possible. A leveling course may be allowed for seal concrete after dewatering subject to design considerations. Prior to constructing subsequent placements, remove laitance and other unsatisfactory material from the construction joint surface without damaging the concrete.

805.05.8 Construction Joints : Construction joints with

reinforcement crossing the plane of the joint shall conform to the following. Install construction joints only where located on the plans or shown on the placement schedule. Do not install construction joints between levels of mean low water and mean high water. Submit proposed construction joint locations not shown in the plans for review by the Engineer of Record. Roughen the surface of hardened concrete without leaving loosened particles of aggregate or damaged concrete. Thoroughly clean the roughened surface of foreign matter and laitance immediately prior to placi ng subsequent concrete. Allow at leas t seven days between adjacent placements . Achieve bonding as follows.

805.05.8 1 Neat Cement Slurry : Thoroughly saturate hardened

concrete with water and place adequate neat cement slurry at the joint. Place new concrete befo re the slurry has attained its initial set. Place concrete continuously from joint to joint. Finish joints true to plan line and elevation.

805.05.8 2 Epoxy Resin: Coat vertical concrete surfaces of

construction joints prior to each subsequent placement with an a ccepted Do not begin end-on-construction activity until the Department’s acceptance of the submittal. Acceptance of the end-on-construction submittal will not relieve the contractor from responsibility for safe and successful completion of the work. R epair all damage to the structure caused by related construction activities at no cost to the Department.

805.05.6 Conveying Concrete : Arrange equipment so that no

vibration damages freshly placed concrete. Operate conveyance mechanisms to prevent segregation of concrete. Supply a homogenous stream of concrete.

805.05.7 Depositing Concrete Underwater: When required by

the plans or allowed by the engineer, concrete may be placed under water. Place concrete without segregation and in one continuous placement using a tremie. Refer to 803.05.9 for tremie requirements. Provide a surface as level as possible. A leveling course may be allowed for seal concrete after dewatering subject to design considerations. Prior to constructing subsequent placements, remove laitance and other unsatisfactory material from the construction joint surface without damaging the concrete.

805.05.8 Construction Joints : Construction joints with

reinforcement crossing the plane of the joint shall conform to the following. Install construction joints only where located on the plans or shown on the placement schedule. Do not install construction joints between levels of mean low water and mean high water. Submit proposed construction joint locations not shown in the plans for review by the Engineer of Record. Roughen the surface of hardened concrete without leaving loosened particles of aggregate or damaged concrete. Thoroughly clean the roughened surface of foreign matter and laitance immediately prior to placi ng subsequent concrete. Allow at leas t seven days between adjacent placements . Achieve bonding as follows.

805.05.8 1 Neat Cement Slurry : Thoroughly saturate hardened

concrete with water and place adequate neat cement slurry at the joint. Place new concrete befo re the slurry has attained its initial set. Place concrete continuously from joint to joint. Finish joints true to plan line and elevation.

805.05.8 2 Epoxy Resin: Coat vertical concrete surfaces of

construction joints prior to each subsequent placement with an a ccepted Do not begin end-on-construction activity until the Department’s acceptance of the submittal. Acceptance of the end-on-construction submittal will not relieve the contractor from responsibility for safe and successful completion of the work. R epair all damage to the structure caused by related construction activities at no cost to the Department.

805.05.6 Conveying Concrete : Arrange equipment so that no

vibration damages freshly placed concrete. Operate conveyance mechanisms to prevent segregation of concrete. Supply a homogenous stream of concrete.

805.05.7 Depositing Concrete Underwater: When required by

the plans or allowed by the engineer, concrete may be placed under water. Place concrete without segregation and in one continuous placement using a tremie. Refer to 803.05.9 for tremie requirements. Provide a surface as level as possible. A leveling course may be allowed for seal concrete after dewatering subject to design considerations. Prior to constructing subsequent placements, remove laitance and other unsatisfactory material from the construction joint surface without damaging the concrete.

805.05.8 Construction Joints : Construction joints with

reinforcement crossing the plane of the joint shall conform to the following. Install construction joints only where located on the plans or shown on the placement schedule. Do not install construction joints between levels of mean low water and mean high water. Submit proposed construction joint locations not shown in the plans for review by the Engineer of Record. Roughen the surface of hardened concrete without leaving loosened particles of aggregate or damaged concrete. Thoroughly clean the roughened surface of foreign matter and laitance immediately prior to placi ng subsequent concrete. Allow at leas t seven days between adjacent placements . Achieve bonding as follows.

805.05.8 1 Neat Cement Slurry : Thoroughly saturate hardened

concrete with water and place adequate neat cement slurry at the joint. Place new concrete befo re the slurry has attained its initial set. Place concrete continuously from joint to joint. Finish joints true to plan line and elevation.

805.05.8 2 Epoxy Resin: Coat vertical concrete surfaces of

construction joints prior to each subsequent placement with an a ccepted Do not begin end-on-construction activity until the Department’s acceptance of the submittal. Acceptance of the end-on-construction submittal will not relieve the contractor from responsibility for safe and successful completion of the work. R epair all damage to the structure caused by related construction activities at no cost to the Department.

805.05.6 Conveying Concrete : Arrange equipment so that no

vibration damages freshly placed concrete. Operate conveyance mechanisms to prevent segregation of concrete. Supply a homogenous stream of concrete.

805.05.7 Depositing Concrete Underwater: When required by

the plans or allowed by the engineer, concrete may be placed under water. Place concrete without segregation and in one continuous placement using a tremie. Refer to 803.05.9 for tremie requirements. Provide a surface as level as possible. A leveling course may be allowed for seal concrete after dewatering subject to design considerations. Prior to constructing subsequent placements, remove laitance and other unsatisfactory material from the construction joint surface without damaging the concrete.

805.05.8 Construction Joints : Construction joints with

reinforcement crossing the plane of the joint shall conform to the following. Install construction joints only where located on the plans or shown on the placement schedule. Do not install construction joints between levels of mean low water and mean high water. Submit proposed construction joint locations not shown in the plans for review by the Engineer of Record. Roughen the surface of hardened concrete without leaving loosened particles of aggregate or damaged concrete. Thoroughly clean the roughened surface of foreign matter and laitance immediately prior to placi ng subsequent concrete. Allow at leas t seven days between adjacent placements . Achieve bonding as follows.

805.05.8 1 Neat Cement Slurry : Thoroughly saturate hardened

concrete with water and place adequate neat cement slurry at the joint. Place new concrete befo re the slurry has attained its initial set. Place concrete continuously from joint to joint. Finish joints true to plan line and elevation.

805.05.8 2 Epoxy Resin: Coat vertical concrete surfaces of

construction joints prior to each subsequent placement with an a ccepted epoxy resin conforming to Section 1017 . Apply in accordance with the manufacturer’s recommendations. A maximum of 2 inches of reinforcing steel may be coat ed with a thin layer of epoxy at the joint interface.

805.05.9 Water Stops : Place water stops of metal, rubber, or plastic

conforming to 1005.07 as shown on the plans. W here joint movement is to be provided, use waterstops of a type permitting such movement without damage. Splice waterstops in conformance with manufacturer’s recommendations to form continuous watertight joints.

805.06 CURING . Use wet cure method for all conc rete unless specified

herein or permitted otherwise. Cure precast concrete in accordance with

805.09.4 .

Cure all concrete a minimum of seven curing days. The curing day is defined as 24 hours in which the temperature is above 50°F and if binary or ternary mixes used, 55°F. Colder days may be counted if accepted methods are used to maintain the specified minimum air temperature adjacent to concrete. Do not permit salt water to come in contact with concrete for at least 30 days.

805.06.1 Wet Cure Method : Wet cure concrete utilizing burlap,

combined burlap and white polyethylene, or other acceptable blanket materials. Immediately cover the exposed concrete after finishing with two thicknesses of wet burlap or an approved equivalent. Secure blanket so that it is in contact with the concrete at all ti mes. After placement, keep the concrete continuously wet for at least 7 curing days.

805.06.2 Membrane Cure Method : For curing concrete in minor

drainage structures, bridge substructures, and diaphragms, a membrane curing compound in accordance with 1011.01 may be substituted for wet curing when surfaces do not require a Class 2 or Class 3 finish. When membrane curing is used, cover or shield exposed reinforcing steel an d construction joint surfaces to prevent coating with curing compound. Wet cure construction joint surfaces. epoxy resin conforming to Section 1017 . Apply in accordance with the manufacturer’s recommendations. A maximum of 2 inches of reinforcing steel may be coat ed with a thin layer of epoxy at the joint interface.

805.05.9 Water Stops : Place water stops of metal, rubber, or plastic

conforming to 1005.07 as shown on the plans. W here joint movement is to be provided, use waterstops of a type permitting such movement without damage. Splice waterstops in conformance with manufacturer’s recommendations to form continuous watertight joints.

805.06 CURING . Use wet cure method for all conc rete unless specified

herein or permitted otherwise. Cure precast concrete in accordance with

805.09.4 .

Cure all concrete a minimum of seven curing days. The curing day is defined as 24 hours in which the temperature is above 50°F and if binary or ternary mixes used, 55°F. Colder days may be counted if accepted methods are used to maintain the specified minimum air temperature adjacent to concrete. Do not permit salt water to come in contact with concrete for at least 30 days.

805.06.1 Wet Cure Method : Wet cure concrete utilizing burlap,

combined burlap and white polyethylene, or other acceptable blanket materials. Immediately cover the exposed concrete after finishing with two thicknesses of wet burlap or an approved equivalent. Secure blanket so that it is in contact with the concrete at all ti mes. After placement, keep the concrete continuously wet for at least 7 curing days.

805.06.2 Membrane Cure Method : For curing concrete in minor

drainage structures, bridge substructures, and diaphragms, a membrane curing compound in accordance with 1011.01 may be substituted for wet curing when surfaces do not require a Class 2 or Class 3 finish. When membrane curing is used, cover or shield exposed reinforcing steel an d construction joint surfaces to prevent coating with curing compound. Wet cure construction joint surfaces. epoxy resin conforming to Section 1017 . Apply in accordance with the manufacturer’s recommendations. A maximum of 2 inches of reinforcing steel may be coat ed with a thin layer of epoxy at the joint interface.

805.05.9 Water Stops : Place water stops of metal, rubber, or plastic

conforming to 1005.07 as shown on the plans. W here joint movement is to be provided, use waterstops of a type permitting such movement without damage. Splice waterstops in conformance with manufacturer’s recommendations to form continuous watertight joints.

805.06 CURING . Use wet cure method for all conc rete unless specified

herein or permitted otherwise. Cure precast concrete in accordance with

805.09.4 .

Cure all concrete a minimum of seven curing days. The curing day is defined as 24 hours in which the temperature is above 50°F and if binary or ternary mixes used, 55°F. Colder days may be counted if accepted methods are used to maintain the specified minimum air temperature adjacent to concrete. Do not permit salt water to come in contact with concrete for at least 30 days.

805.06.1 Wet Cure Method : Wet cure concrete utilizing burlap,

combined burlap and white polyethylene, or other acceptable blanket materials. Immediately cover the exposed concrete after finishing with two thicknesses of wet burlap or an approved equivalent. Secure blanket so that it is in contact with the concrete at all ti mes. After placement, keep the concrete continuously wet for at least 7 curing days.

805.06.2 Membrane Cure Method : For curing concrete in minor

drainage structures, bridge substructures, and diaphragms, a membrane curing compound in accordance with 1011.01 may be substituted for wet curing when surfaces do not require a Class 2 or Class 3 finish. When membrane curing is used, cover or shield exposed reinforcing steel an d construction joint surfaces to prevent coating with curing compound. Wet cure construction joint surfaces. epoxy resin conforming to Section 1017 . Apply in accordance with the manufacturer’s recommendations. A maximum of 2 inches of reinforcing steel may be coat ed with a thin layer of epoxy at the joint interface.

805.05.9 Water Stops : Place water stops of metal, rubber, or plastic

conforming to 1005.07 as shown on the plans. W here joint movement is to be provided, use waterstops of a type permitting such movement without damage. Splice waterstops in conformance with manufacturer’s recommendations to form continuous watertight joints.

805.06 CURING . Use wet cure method for all conc rete unless specified

herein or permitted otherwise. Cure precast concrete in accordance with

805.09.4 .

Cure all concrete a minimum of seven curing days. The curing day is defined as 24 hours in which the temperature is above 50°F and if binary or ternary mixes used, 55°F. Colder days may be counted if accepted methods are used to maintain the specified minimum air temperature adjacent to concrete. Do not permit salt water to come in contact with concrete for at least 30 days.

805.06.1 Wet Cure Method : Wet cure concrete utilizing burlap,

combined burlap and white polyethylene, or other acceptable blanket materials. Immediately cover the exposed concrete after finishing with two thicknesses of wet burlap or an approved equivalent. Secure blanket so that it is in contact with the concrete at all ti mes. After placement, keep the concrete continuously wet for at least 7 curing days.

805.06.2 Membrane Cure Method : For curing concrete in minor

drainage structures, bridge substructures, and diaphragms, a membrane curing compound in accordance with 1011.01 may be substituted for wet curing when surfaces do not require a Class 2 or Class 3 finish. When membrane curing is used, cover or shield exposed reinforcing steel an d construction joint surfaces to prevent coating with curing compound. Wet cure construction joint surfaces. epoxy resin conforming to Section 1017 . Apply in accordance with the manufacturer’s recommendations. A maximum of 2 inches of reinforcing steel may be coat ed with a thin layer of epoxy at the joint interface.

805.05.9 Water Stops : Place water stops of metal, rubber, or plastic

conforming to 1005.07 as shown on the plans. W here joint movement is to be provided, use waterstops of a type permitting such movement without damage. Splice waterstops in conformance with manufacturer’s recommendations to form continuous watertight joints.

805.06 CURING . Use wet cure method for all conc rete unless specified

herein or permitted otherwise. Cure precast concrete in accordance with

805.09.4 .

Cure all concrete a minimum of seven curing days. The curing day is defined as 24 hours in which the temperature is above 50°F and if binary or ternary mixes used, 55°F. Colder days may be counted if accepted methods are used to maintain the specified minimum air temperature adjacent to concrete. Do not permit salt water to come in contact with concrete for at least 30 days.

805.06.1 Wet Cure Method : Wet cure concrete utilizing burlap,

combined burlap and white polyethylene, or other acceptable blanket materials. Immediately cover the exposed concrete after finishing with two thicknesses of wet burlap or an approved equivalent. Secure blanket so that it is in contact with the concrete at all ti mes. After placement, keep the concrete continuously wet for at least 7 curing days.

805.06.2 Membrane Cure Method : For curing concrete in minor

drainage structures, bridge substructures, and diaphragms, a membrane curing compound in accordance with 1011.01 may be substituted for wet curing when surfaces do not require a Class 2 or Class 3 finish. When membrane curing is used, cover or shield exposed reinforcing steel an d construction joint surfaces to prevent coating with curing compound. Wet cure construction joint surfaces. Seal concrete surfaces in contact with forms immediately after form removal. Apply curing membrane as soon as surface moisture has evaporated. M ethod and application rate of curing compound shall be in accordance with the manufacturer’s recommendations, but the application rate shall not be less than one gallon per 100 square feet of surface area. Apply the compound in one or two applications. I f the compound is applied in two applications, apply the second application no more than 30 minutes after first application. After final application of curing compound, the surface should have the appearance of a blank white sheet of paper. If rain falls o n newly -coated concrete before the film has dried sufficiently to resist damage, or if the film is damaged, apply a new coat of compound to affected surfaces.

805.06.3 Form Curing Method : Form curing, in which the

concrete remains in forms that have not been dis turbed, is an acceptable method for formed surfaces. Wet cure or membrane cure unformed surfaces as specified in 805.06 .

805.06.4 Deck Curing : Maintain the deck in surfa ce saturated

condition using foggers until application of curing compound. Use a membrane cure with a Type 2 curing compound immediately after final texturing as an interim curing measure in accordance with 601.03.10 . Exposed reinforcing steel and joints shall be covered or shielded to prevent contact with curing compound. Use wet curing methods when concrete has set sufficiently to support blanketing ma terials without marring the surface. Close the deck to all traffic, including vehicles of the contractor, until concrete has been in place and cured for 14 curing days and has attained 4000 psi compressive strength.

805.07 REMOVAL OF FORMS AND FALSEWORK . Remov e

support forms and falsework without overstressing the concrete and in such a manner as to permit concrete to uniformly and gradually take stresses due to its own weight. During continued cold weather, when accepted artificial heating methods are not pro vided, the engineer may permit removal of forms and falsework at the end of a period of calendar days equal to two times the number of curing days specified. Remove support forms and falsework in accordance with the strength requirements of Table 805 -6 and time requirements of Table 805 -7. Remove side forms in accordance with Table 805 -6. Seal concrete surfaces in contact with forms immediately after form removal. Apply curing membrane as soon as surface moisture has evaporated. M ethod and application rate of curing compound shall be in accordance with the manufacturer’s recommendations, but the application rate shall not be less than one gallon per 100 square feet of surface area. Apply the compound in one or two applications. I f the compound is applied in two applications, apply the second application no more than 30 minutes after first application. After final application of curing compound, the surface should have the appearance of a blank white sheet of paper. If rain falls o n newly -coated concrete before the film has dried sufficiently to resist damage, or if the film is damaged, apply a new coat of compound to affected surfaces.

805.06.3 Form Curing Method : Form curing, in which the

concrete remains in forms that have not been dis turbed, is an acceptable method for formed surfaces. Wet cure or membrane cure unformed surfaces as specified in 805.06 .

805.06.4 Deck Curing : Maintain the deck in surfa ce saturated

condition using foggers until application of curing compound. Use a membrane cure with a Type 2 curing compound immediately after final texturing as an interim curing measure in accordance with 601.03.10 . Exposed reinforcing steel and joints shall be covered or shielded to prevent contact with curing compound. Use wet curing methods when concrete has set sufficiently to support blanketing ma terials without marring the surface. Close the deck to all traffic, including vehicles of the contractor, until concrete has been in place and cured for 14 curing days and has attained 4000 psi compressive strength.

805.07 REMOVAL OF FORMS AND FALSEWORK . Remov e

support forms and falsework without overstressing the concrete and in such a manner as to permit concrete to uniformly and gradually take stresses due to its own weight. During continued cold weather, when accepted artificial heating methods are not pro vided, the engineer may permit removal of forms and falsework at the end of a period of calendar days equal to two times the number of curing days specified. Remove support forms and falsework in accordance with the strength requirements of Table 805 -6 and time requirements of Table 805 -7. Remove side forms in accordance with Table 805 -6. Seal concrete surfaces in contact with forms immediately after form removal. Apply curing membrane as soon as surface moisture has evaporated. M ethod and application rate of curing compound shall be in accordance with the manufacturer’s recommendations, but the application rate shall not be less than one gallon per 100 square feet of surface area. Apply the compound in one or two applications. I f the compound is applied in two applications, apply the second application no more than 30 minutes after first application. After final application of curing compound, the surface should have the appearance of a blank white sheet of paper. If rain falls o n newly -coated concrete before the film has dried sufficiently to resist damage, or if the film is damaged, apply a new coat of compound to affected surfaces.

805.06.3 Form Curing Method : Form curing, in which the

concrete remains in forms that have not been dis turbed, is an acceptable method for formed surfaces. Wet cure or membrane cure unformed surfaces as specified in 805.06 .

805.06.4 Deck Curing : Maintain the deck in surfa ce saturated

condition using foggers until application of curing compound. Use a membrane cure with a Type 2 curing compound immediately after final texturing as an interim curing measure in accordance with 601.03.10 . Exposed reinforcing steel and joints shall be covered or shielded to prevent contact with curing compound. Use wet curing methods when concrete has set sufficiently to support blanketing ma terials without marring the surface. Close the deck to all traffic, including vehicles of the contractor, until concrete has been in place and cured for 14 curing days and has attained 4000 psi compressive strength.

805.07 REMOVAL OF FORMS AND FALSEWORK . Remov e

support forms and falsework without overstressing the concrete and in such a manner as to permit concrete to uniformly and gradually take stresses due to its own weight. During continued cold weather, when accepted artificial heating methods are not pro vided, the engineer may permit removal of forms and falsework at the end of a period of calendar days equal to two times the number of curing days specified. Remove support forms and falsework in accordance with the strength requirements of Table 805 -6 and time requirements of Table 805 -7. Remove side forms in accordance with Table 805 -6. Seal concrete surfaces in contact with forms immediately after form removal. Apply curing membrane as soon as surface moisture has evaporated. M ethod and application rate of curing compound shall be in accordance with the manufacturer’s recommendations, but the application rate shall not be less than one gallon per 100 square feet of surface area. Apply the compound in one or two applications. I f the compound is applied in two applications, apply the second application no more than 30 minutes after first application. After final application of curing compound, the surface should have the appearance of a blank white sheet of paper. If rain falls o n newly -coated concrete before the film has dried sufficiently to resist damage, or if the film is damaged, apply a new coat of compound to affected surfaces.

805.06.3 Form Curing Method : Form curing, in which the

concrete remains in forms that have not been dis turbed, is an acceptable method for formed surfaces. Wet cure or membrane cure unformed surfaces as specified in 805.06 .

805.06.4 Deck Curing : Maintain the deck in surfa ce saturated

condition using foggers until application of curing compound. Use a membrane cure with a Type 2 curing compound immediately after final texturing as an interim curing measure in accordance with 601.03.10 . Exposed reinforcing steel and joints shall be covered or shielded to prevent contact with curing compound. Use wet curing methods when concrete has set sufficiently to support blanketing ma terials without marring the surface. Close the deck to all traffic, including vehicles of the contractor, until concrete has been in place and cured for 14 curing days and has attained 4000 psi compressive strength.

805.07 REMOVAL OF FORMS AND FALSEWORK . Remov e

support forms and falsework without overstressing the concrete and in such a manner as to permit concrete to uniformly and gradually take stresses due to its own weight. During continued cold weather, when accepted artificial heating methods are not pro vided, the engineer may permit removal of forms and falsework at the end of a period of calendar days equal to two times the number of curing days specified. Remove support forms and falsework in accordance with the strength requirements of Table 805 -6 and time requirements of Table 805 -7. Remove side forms in accordance with Table 805 -6. Table 805-6 Removal of Support Forms and Falsework Cast -in-Place and Precast Non-Prestressed Concrete Concrete Class Compressive Strength, psi A1, A2, A3, S 4000 MASS(A1), MASS(A2), MASS(A3) 4000 M 3000 P1, P2, P3 Non-Prestressed 3000 Table 805-7 Forms and Falsework Removal Schedule Cast -in-Place and Precast Non-Prestressed Concrete Form and Falsework Location L = Unsupported Length (ft) Minimum Time (Curing Days) Under slabs/decks, diaphragms, beams, caps, footings, etc. L <10 7 10 ≤ L ≤ 17 7 + (L−10) L > 17 14 Under cantilever portions of slabs/decks L ≥ 1 7 L < 1 1 Side forms N/A 1 Caissons N/A 1

805.08 CONCRETE SURFACE FINISHES . Classify surface finishes

in accordance with Table 805-8. Table 805-8 Concrete Surface Finishes Class 1 Ordinary Finish Class 2 Rubbed Finish Class 3 Special Finish Class 4 Sandblast Finish Class 5 Bridge Deck Finish Class 6 Sidewalk Finish Give all concrete a Class 1, Ordinary Finish, prior to and in addition to any other type of finish specified. Give concrete a Class 2, Class 3, or Class 4 finish when specified. Table 805-6 Removal of Support Forms and Falsework Cast -in-Place and Precast Non-Prestressed Concrete Concrete Class Compressive Strength, psi A1, A2, A3, S 4000 MASS(A1), MASS(A2), MASS(A3) 4000 M 3000 P1, P2, P3 Non-Prestressed 3000 Table 805-7 Forms and Falsework Removal Schedule Cast -in-Place and Precast Non-Prestressed Concrete Form and Falsework Location L = Unsupported Length (ft) Minimum Time (Curing Days) Under slabs/decks, diaphragms, beams, caps, footings, etc. L <10 7 10 ≤ L ≤ 17 7 + (L−10) L > 17 14 Under cantilever portions of slabs/decks L ≥ 1 7 L < 1 1 Side forms N/A 1 Caissons N/A 1

805.08 CONCRETE SURFACE FINISHES . Classify surface finishes

in accordance with Table 805-8. Table 805-8 Concrete Surface Finishes Class 1 Ordinary Finish Class 2 Rubbed Finish Class 3 Special Finish Class 4 Sandblast Finish Class 5 Bridge Deck Finish Class 6 Sidewalk Finish Give all concrete a Class 1, Ordinary Finish, prior to and in addition to any other type of finish specified. Give concrete a Class 2, Class 3, or Class 4 finish when specified. Give bridge deck surfaces a Class 5, Bridge Deck Finish. Give sidewalk surfaces a Class 6, Sidewal k Finish.

805.08.1 Class 1, Ordinary Finish : Remove fins and irregular

projections from all surfaces. Clean and patch cavities produced by form ties, honeycombs, and other holes. Repair broken corners, edges, and other defects. Clean and patch air cavities (bug holes) of depths greater than 1/8 inch. Cut form ties back at least 1/2 inch as described in 805.03.3 . Fittings for metal ties shall be of such design that, upon their removal, cavities left will be of the smallest possible size. Grind fiberglass ties flush with the concrete surface. Provide surfaces which are sound, true, uniform, and similar in color. For precast concrete, do not clean in a manner that destroys the glazed surface of concrete resulting from the use of metal forms. Use concrete patch material from the Approved Materials List (AML) meeting the same des ign requirements as the concrete being patched. Patch material will be mixed, placed, and cured as per the manufacturer’s technical data sheet. Keep construction and expansion joints free of mortar and concrete. Leave joint filler exposed for its full le ngth with clean and true edges. Strike off exposed surfaces not protected by forms to a true, even surface. Do not use additional mortar to provide a grout finish. On concrete below the final ground line, removal of fins and projections may be omitted. A ll other patching will be required.

805.08.2 Class 2, Rubbed Finish : Concrete surfaces to receive a

Class 2 finish will be as specified in the plans. Provide a surface finish that has a uniform smooth texture and color. Fill all holes and voids, including bug holes. As soon as patching has sufficiently set, thoroughly saturate the exposed concrete surfaces with water and rub with a medium coarse carborundum stone. Continue rubbing until the surface has been ground to a paste, removing all form marks, irregular ities, and projections. In this process, do not introduce any additive material other than water. After rubbing has produced a smooth surface finish of uniform color, carefully brush the material which has been ground to a paste to a uniform texture, and allow it to reset under proper curing conditions. Carefully protect these surfaces from disfigurement and discoloration during subsequent construction operations. Give bridge deck surfaces a Class 5, Bridge Deck Finish. Give sidewalk surfaces a Class 6, Sidewal k Finish.

805.08.1 Class 1, Ordinary Finish : Remove fins and irregular

projections from all surfaces. Clean and patch cavities produced by form ties, honeycombs, and other holes. Repair broken corners, edges, and other defects. Clean and patch air cavities (bug holes) of depths greater than 1/8 inch. Cut form ties back at least 1/2 inch as described in 805.03.3 . Fittings for metal ties shall be of such design that, upon their removal, cavities left will be of the smallest possible size. Grind fiberglass ties flush with the concrete surface. Provide surfaces which are sound, true, uniform, and similar in color. For precast concrete, do not clean in a manner that destroys the glazed surface of concrete resulting from the use of metal forms. Use concrete patch material from the Approved Materials List (AML) meeting the same des ign requirements as the concrete being patched. Patch material will be mixed, placed, and cured as per the manufacturer’s technical data sheet. Keep construction and expansion joints free of mortar and concrete. Leave joint filler exposed for its full le ngth with clean and true edges. Strike off exposed surfaces not protected by forms to a true, even surface. Do not use additional mortar to provide a grout finish. On concrete below the final ground line, removal of fins and projections may be omitted. A ll other patching will be required.

805.08.2 Class 2, Rubbed Finish : Concrete surfaces to receive a

Class 2 finish will be as specified in the plans. Provide a surface finish that has a uniform smooth texture and color. Fill all holes and voids, including bug holes. As soon as patching has sufficiently set, thoroughly saturate the exposed concrete surfaces with water and rub with a medium coarse carborundum stone. Continue rubbing until the surface has been ground to a paste, removing all form marks, irregular ities, and projections. In this process, do not introduce any additive material other than water. After rubbing has produced a smooth surface finish of uniform color, carefully brush the material which has been ground to a paste to a uniform texture, and allow it to reset under proper curing conditions. Carefully protect these surfaces from disfigurement and discoloration during subsequent construction operations. Give bridge deck surfaces a Class 5, Bridge Deck Finish. Give sidewalk surfaces a Class 6, Sidewal k Finish.

805.08.1 Class 1, Ordinary Finish : Remove fins and irregular

projections from all surfaces. Clean and patch cavities produced by form ties, honeycombs, and other holes. Repair broken corners, edges, and other defects. Clean and patch air cavities (bug holes) of depths greater than 1/8 inch. Cut form ties back at least 1/2 inch as described in 805.03.3 . Fittings for metal ties shall be of such design that, upon their removal, cavities left will be of the smallest possible size. Grind fiberglass ties flush with the concrete surface. Provide surfaces which are sound, true, uniform, and similar in color. For precast concrete, do not clean in a manner that destroys the glazed surface of concrete resulting from the use of metal forms. Use concrete patch material from the Approved Materials List (AML) meeting the same des ign requirements as the concrete being patched. Patch material will be mixed, placed, and cured as per the manufacturer’s technical data sheet. Keep construction and expansion joints free of mortar and concrete. Leave joint filler exposed for its full le ngth with clean and true edges. Strike off exposed surfaces not protected by forms to a true, even surface. Do not use additional mortar to provide a grout finish. On concrete below the final ground line, removal of fins and projections may be omitted. A ll other patching will be required.

805.08.2 Class 2, Rubbed Finish : Concrete surfaces to receive a

Class 2 finish will be as specified in the plans. Provide a surface finish that has a uniform smooth texture and color. Fill all holes and voids, including bug holes. As soon as patching has sufficiently set, thoroughly saturate the exposed concrete surfaces with water and rub with a medium coarse carborundum stone. Continue rubbing until the surface has been ground to a paste, removing all form marks, irregular ities, and projections. In this process, do not introduce any additive material other than water. After rubbing has produced a smooth surface finish of uniform color, carefully brush the material which has been ground to a paste to a uniform texture, and allow it to reset under proper curing conditions. Carefully protect these surfaces from disfigurement and discoloration during subsequent construction operations. Following stone rubbing and brushing, use a non -shrink epoxy grout to fill any remaining hol es to produce a smooth surface of uniform color and texture.

805.08.3 Class 3, Special Finish : Concrete surfaces to receive a

Class 3 finish will be as specified in the plans. When the plans call for both Class 2 and Class 3 finishes to be applied to the same s urfaces, provide Class 2 finishing prior to Class 3 finishing for those surfaces. For existing concrete surfaces, patch and clean surfaces prior to applying Class 3 finish. Provide a concrete coating material from the AML. Provide the same product from a single manufacturer for each structure. Apply special finish in accordance with the manufacturer’s recommendations. Provide a uniform color and texture at time of acceptance. Provide color in accordance with the color scheme specified in the plans or ot herwise in accordance with 1011.03 . Provide to the engineer color and texture samples on materials similar to application for acceptance prior to finishing. Class 4, Sandblasted Finish : Concrete surfaces to receive a Class 4 finish will be as specified in the plans. After 28 curing days, sandblast the concrete surface with hard, sharp sand to produce an evenly fine grained surface in which mortar has been cut aw ay, leaving aggregate exposed.

805.08.4 Class 5, Bridge Deck Finish :

805.08.4 1 Striking Off: After concrete is placed and

consolidated according to 805.05 , strike -off bridge decks with mechanical equipment having longitudinal and transverse shearing motion. Roller type screeds are not permitted. Consolidation by vibratory action of the finishing machine is not allowed. Keep a slight excess amount of concrete in front of the cutti ng edge of the screed. Carry the excess amount of concrete to the edge of the placement or form and waste. Mechanically screed the entire length of the bridge deck width with the exception of joint block outs and one foot from gutterlines. Submit for approval other locations requiring hand finishing. Remove laitance and foreign materials brought to the surface during finishing operations. Keep the addition of water to the surface of concrete to assist in finishing operations to an absolute minimum. Apply water to assist finishing operations as a fine mist from a pressurized sprayer.

805.08.4 1.1 Longitudinal Screed : Longitudinal screeds are

allowed for simple spans bridge decks less than 50 feet in length. For spans between 30 and 50 feet in length, the screeds must be mechanically Following stone rubbing and brushing, use a non -shrink epoxy grout to fill any remaining hol es to produce a smooth surface of uniform color and texture.

805.08.3 Class 3, Special Finish : Concrete surfaces to receive a

Class 3 finish will be as specified in the plans. When the plans call for both Class 2 and Class 3 finishes to be applied to the same s urfaces, provide Class 2 finishing prior to Class 3 finishing for those surfaces. For existing concrete surfaces, patch and clean surfaces prior to applying Class 3 finish. Provide a concrete coating material from the AML. Provide the same product from a single manufacturer for each structure. Apply special finish in accordance with the manufacturer’s recommendations. Provide a uniform color and texture at time of acceptance. Provide color in accordance with the color scheme specified in the plans or ot herwise in accordance with 1011.03 . Provide to the engineer color and texture samples on materials similar to application for acceptance prior to finishing. Class 4, Sandblasted Finish : Concrete surfaces to receive a Class 4 finish will be as specified in the plans. After 28 curing days, sandblast the concrete surface with hard, sharp sand to produce an evenly fine grained surface in which mortar has been cut aw ay, leaving aggregate exposed.

805.08.4 Class 5, Bridge Deck Finish :

805.08.4 1 Striking Off: After concrete is placed and

consolidated according to 805.05 , strike -off bridge decks with mechanical equipment having longitudinal and transverse shearing motion. Roller type screeds are not permitted. Consolidation by vibratory action of the finishing machine is not allowed. Keep a slight excess amount of concrete in front of the cutti ng edge of the screed. Carry the excess amount of concrete to the edge of the placement or form and waste. Mechanically screed the entire length of the bridge deck width with the exception of joint block outs and one foot from gutterlines. Submit for approval other locations requiring hand finishing. Remove laitance and foreign materials brought to the surface during finishing operations. Keep the addition of water to the surface of concrete to assist in finishing operations to an absolute minimum. Apply water to assist finishing operations as a fine mist from a pressurized sprayer.

805.08.4 1.1 Longitudinal Screed : Longitudinal screeds are

allowed for simple spans bridge decks less than 50 feet in length. For spans between 30 and 50 feet in length, the screeds must be mechanically Following stone rubbing and brushing, use a non -shrink epoxy grout to fill any remaining hol es to produce a smooth surface of uniform color and texture.

805.08.3 Class 3, Special Finish : Concrete surfaces to receive a

Class 3 finish will be as specified in the plans. When the plans call for both Class 2 and Class 3 finishes to be applied to the same s urfaces, provide Class 2 finishing prior to Class 3 finishing for those surfaces. For existing concrete surfaces, patch and clean surfaces prior to applying Class 3 finish. Provide a concrete coating material from the AML. Provide the same product from a single manufacturer for each structure. Apply special finish in accordance with the manufacturer’s recommendations. Provide a uniform color and texture at time of acceptance. Provide color in accordance with the color scheme specified in the plans or ot herwise in accordance with 1011.03 . Provide to the engineer color and texture samples on materials similar to application for acceptance prior to finishing. Class 4, Sandblasted Finish : Concrete surfaces to receive a Class 4 finish will be as specified in the plans. After 28 curing days, sandblast the concrete surface with hard, sharp sand to produce an evenly fine grained surface in which mortar has been cut aw ay, leaving aggregate exposed.

805.08.4 Class 5, Bridge Deck Finish :

805.08.4 1 Striking Off: After concrete is placed and

consolidated according to 805.05 , strike -off bridge decks with mechanical equipment having longitudinal and transverse shearing motion. Roller type screeds are not permitted. Consolidation by vibratory action of the finishing machine is not allowed. Keep a slight excess amount of concrete in front of the cutti ng edge of the screed. Carry the excess amount of concrete to the edge of the placement or form and waste. Mechanically screed the entire length of the bridge deck width with the exception of joint block outs and one foot from gutterlines. Submit for approval other locations requiring hand finishing. Remove laitance and foreign materials brought to the surface during finishing operations. Keep the addition of water to the surface of concrete to assist in finishing operations to an absolute minimum. Apply water to assist finishing operations as a fine mist from a pressurized sprayer.

805.08.4 1.1 Longitudinal Screed : Longitudinal screeds are

allowed for simple spans bridge decks less than 50 feet in length. For spans between 30 and 50 feet in length, the screeds must be mechanically Following stone rubbing and brushing, use a non -shrink epoxy grout to fill any remaining hol es to produce a smooth surface of uniform color and texture.

805.08.3 Class 3, Special Finish : Concrete surfaces to receive a

Class 3 finish will be as specified in the plans. When the plans call for both Class 2 and Class 3 finishes to be applied to the same s urfaces, provide Class 2 finishing prior to Class 3 finishing for those surfaces. For existing concrete surfaces, patch and clean surfaces prior to applying Class 3 finish. Provide a concrete coating material from the AML. Provide the same product from a single manufacturer for each structure. Apply special finish in accordance with the manufacturer’s recommendations. Provide a uniform color and texture at time of acceptance. Provide color in accordance with the color scheme specified in the plans or ot herwise in accordance with 1011.03 . Provide to the engineer color and texture samples on materials similar to application for acceptance prior to finishing. Class 4, Sandblasted Finish : Concrete surfaces to receive a Class 4 finish will be as specified in the plans. After 28 curing days, sandblast the concrete surface with hard, sharp sand to produce an evenly fine grained surface in which mortar has been cut aw ay, leaving aggregate exposed.

805.08.4 Class 5, Bridge Deck Finish :

805.08.4 1 Striking Off: After concrete is placed and

consolidated according to 805.05 , strike -off bridge decks with mechanical equipment having longitudinal and transverse shearing motion. Roller type screeds are not permitted. Consolidation by vibratory action of the finishing machine is not allowed. Keep a slight excess amount of concrete in front of the cutti ng edge of the screed. Carry the excess amount of concrete to the edge of the placement or form and waste. Mechanically screed the entire length of the bridge deck width with the exception of joint block outs and one foot from gutterlines. Submit for approval other locations requiring hand finishing. Remove laitance and foreign materials brought to the surface during finishing operations. Keep the addition of water to the surface of concrete to assist in finishing operations to an absolute minimum. Apply water to assist finishing operations as a fine mist from a pressurized sprayer.

805.08.4 1.1 Longitudinal Screed : Longitudinal screeds are

allowed for simple spans bridge decks less than 50 feet in length. For spans between 30 and 50 feet in length, the screeds must be mechanically Following stone rubbing and brushing, use a non -shrink epoxy grout to fill any remaining hol es to produce a smooth surface of uniform color and texture.

805.08.3 Class 3, Special Finish : Concrete surfaces to receive a

Class 3 finish will be as specified in the plans. When the plans call for both Class 2 and Class 3 finishes to be applied to the same s urfaces, provide Class 2 finishing prior to Class 3 finishing for those surfaces. For existing concrete surfaces, patch and clean surfaces prior to applying Class 3 finish. Provide a concrete coating material from the AML. Provide the same product from a single manufacturer for each structure. Apply special finish in accordance with the manufacturer’s recommendations. Provide a uniform color and texture at time of acceptance. Provide color in accordance with the color scheme specified in the plans or ot herwise in accordance with 1011.03 . Provide to the engineer color and texture samples on materials similar to application for acceptance prior to finishing. Class 4, Sandblasted Finish : Concrete surfaces to receive a Class 4 finish will be as specified in the plans. After 28 curing days, sandblast the concrete surface with hard, sharp sand to produce an evenly fine grained surface in which mortar has been cut aw ay, leaving aggregate exposed.

805.08.4 Class 5, Bridge Deck Finish :

805.08.4 1 Striking Off: After concrete is placed and

consolidated according to 805.05 , strike -off bridge decks with mechanical equipment having longitudinal and transverse shearing motion. Roller type screeds are not permitted. Consolidation by vibratory action of the finishing machine is not allowed. Keep a slight excess amount of concrete in front of the cutti ng edge of the screed. Carry the excess amount of concrete to the edge of the placement or form and waste. Mechanically screed the entire length of the bridge deck width with the exception of joint block outs and one foot from gutterlines. Submit for approval other locations requiring hand finishing. Remove laitance and foreign materials brought to the surface during finishing operations. Keep the addition of water to the surface of concrete to assist in finishing operations to an absolute minimum. Apply water to assist finishing operations as a fine mist from a pressurized sprayer.

805.08.4 1.1 Longitudinal Screed : Longitudinal screeds are

allowed for simple spans bridge decks less than 50 feet in length. For spans between 30 and 50 feet in length, the screeds must be mechanically operated. Adjust the screed cutting edge to conform to the roadway profile. Strike -off bridge decks with a screed parallel to the centerline of roadway, resting on bulkheads or screed strips cut or set to required roadway cross - section.

805.08.4 1.2 Transverse Screed : Provide a transverse

screed for simple spans 50 feet or greater in length and for continuous spans. Provide mechanical finishing machines that are power driven, traveling on rails set to achieve specif ied profile and screeds set to the cross -section. Perform a dry run to check header placement, deck thickness, and reinforcing steel cover.

805.08.4 2 Straightedging : After striking off, check the surface

with an approved 10 -foot metal static straightedge operate d parallel to the centerline of the bridge. The surface shall show no deviation in excess of 1/8 inch from the testing edge of the straightedge. Correct deviations in excess of this requirement before final finishing. The checking operation shall progre ss by overlapping the straightedge at least one -half the length of the preceding pass. Correct major deviations by strike -off. Use the straightedge to correct minor deviations and as a checking device.

805.08.4 3 Final Texturing : After surface irregularities hav e

been removed and a satisfactorily smooth surface obtained, give the concrete a uniformly textured final surface finish by use of a metal tine texturing device conforming to 601.03.1.13 . Provide required texture by using either a me chanical or manual operation to propel metal tines. Provide grooves conforming to 601.03.9.8 . Grooves shall be transverse to the centerline of roadway and shall extend to within 1 foot of the gutter line. If grooves are applied too deep, micromilling or diamond grinding of the surface and re -grooving will be required at no additional cost to the Department. Maintain the deck in surface saturated condition using foggers until application of curing compound.

805.08.5 Class 6, Sidewalk Finish : After concrete has been

placed, consolidate and strike off the surface by means of a strike board and float. Use an edging tool on edges and at joints. Do not vary the surface by more than 1/8 inch under a 10 -foot metal static straightedge. Provide t he surface with a granular or matte texture. operated. Adjust the screed cutting edge to conform to the roadway profile. Strike -off bridge decks with a screed parallel to the centerline of roadway, resting on bulkheads or screed strips cut or set to required roadway cross - section.

805.08.4 1.2 Transverse Screed : Provide a transverse

screed for simple spans 50 feet or greater in length and for continuous spans. Provide mechanical finishing machines that are power driven, traveling on rails set to achieve specif ied profile and screeds set to the cross -section. Perform a dry run to check header placement, deck thickness, and reinforcing steel cover.

805.08.4 2 Straightedging : After striking off, check the surface

with an approved 10 -foot metal static straightedge operate d parallel to the centerline of the bridge. The surface shall show no deviation in excess of 1/8 inch from the testing edge of the straightedge. Correct deviations in excess of this requirement before final finishing. The checking operation shall progre ss by overlapping the straightedge at least one -half the length of the preceding pass. Correct major deviations by strike -off. Use the straightedge to correct minor deviations and as a checking device.

805.08.4 3 Final Texturing : After surface irregularities hav e

been removed and a satisfactorily smooth surface obtained, give the concrete a uniformly textured final surface finish by use of a metal tine texturing device conforming to 601.03.1.13 . Provide required texture by using either a me chanical or manual operation to propel metal tines. Provide grooves conforming to 601.03.9.8 . Grooves shall be transverse to the centerline of roadway and shall extend to within 1 foot of the gutter line. If grooves are applied too deep, micromilling or diamond grinding of the surface and re -grooving will be required at no additional cost to the Department. Maintain the deck in surface saturated condition using foggers until application of curing compound.

805.08.5 Class 6, Sidewalk Finish : After concrete has been

placed, consolidate and strike off the surface by means of a strike board and float. Use an edging tool on edges and at joints. Do not vary the surface by more than 1/8 inch under a 10 -foot metal static straightedge. Provide t he surface with a granular or matte texture. operated. Adjust the screed cutting edge to conform to the roadway profile. Strike -off bridge decks with a screed parallel to the centerline of roadway, resting on bulkheads or screed strips cut or set to required roadway cross - section.

805.08.4 1.2 Transverse Screed : Provide a transverse

screed for simple spans 50 feet or greater in length and for continuous spans. Provide mechanical finishing machines that are power driven, traveling on rails set to achieve specif ied profile and screeds set to the cross -section. Perform a dry run to check header placement, deck thickness, and reinforcing steel cover.

805.08.4 2 Straightedging : After striking off, check the surface

with an approved 10 -foot metal static straightedge operate d parallel to the centerline of the bridge. The surface shall show no deviation in excess of 1/8 inch from the testing edge of the straightedge. Correct deviations in excess of this requirement before final finishing. The checking operation shall progre ss by overlapping the straightedge at least one -half the length of the preceding pass. Correct major deviations by strike -off. Use the straightedge to correct minor deviations and as a checking device.

805.08.4 3 Final Texturing : After surface irregularities hav e

been removed and a satisfactorily smooth surface obtained, give the concrete a uniformly textured final surface finish by use of a metal tine texturing device conforming to 601.03.1.13 . Provide required texture by using either a me chanical or manual operation to propel metal tines. Provide grooves conforming to 601.03.9.8 . Grooves shall be transverse to the centerline of roadway and shall extend to within 1 foot of the gutter line. If grooves are applied too deep, micromilling or diamond grinding of the surface and re -grooving will be required at no additional cost to the Department. Maintain the deck in surface saturated condition using foggers until application of curing compound.

805.08.5 Class 6, Sidewalk Finish : After concrete has been

placed, consolidate and strike off the surface by means of a strike board and float. Use an edging tool on edges and at joints. Do not vary the surface by more than 1/8 inch under a 10 -foot metal static straightedge. Provide t he surface with a granular or matte texture. operated. Adjust the screed cutting edge to conform to the roadway profile. Strike -off bridge decks with a screed parallel to the centerline of roadway, resting on bulkheads or screed strips cut or set to required roadway cross - section.

805.08.4 1.2 Transverse Screed : Provide a transverse

screed for simple spans 50 feet or greater in length and for continuous spans. Provide mechanical finishing machines that are power driven, traveling on rails set to achieve specif ied profile and screeds set to the cross -section. Perform a dry run to check header placement, deck thickness, and reinforcing steel cover.

805.08.4 2 Straightedging : After striking off, check the surface

with an approved 10 -foot metal static straightedge operate d parallel to the centerline of the bridge. The surface shall show no deviation in excess of 1/8 inch from the testing edge of the straightedge. Correct deviations in excess of this requirement before final finishing. The checking operation shall progre ss by overlapping the straightedge at least one -half the length of the preceding pass. Correct major deviations by strike -off. Use the straightedge to correct minor deviations and as a checking device.

805.08.4 3 Final Texturing : After surface irregularities hav e

been removed and a satisfactorily smooth surface obtained, give the concrete a uniformly textured final surface finish by use of a metal tine texturing device conforming to 601.03.1.13 . Provide required texture by using either a me chanical or manual operation to propel metal tines. Provide grooves conforming to 601.03.9.8 . Grooves shall be transverse to the centerline of roadway and shall extend to within 1 foot of the gutter line. If grooves are applied too deep, micromilling or diamond grinding of the surface and re -grooving will be required at no additional cost to the Department. Maintain the deck in surface saturated condition using foggers until application of curing compound.

805.08.5 Class 6, Sidewalk Finish : After concrete has been

placed, consolidate and strike off the surface by means of a strike board and float. Use an edging tool on edges and at joints. Do not vary the surface by more than 1/8 inch under a 10 -foot metal static straightedge. Provide t he surface with a granular or matte texture. operated. Adjust the screed cutting edge to conform to the roadway profile. Strike -off bridge decks with a screed parallel to the centerline of roadway, resting on bulkheads or screed strips cut or set to required roadway cross - section.

805.08.4 1.2 Transverse Screed : Provide a transverse

screed for simple spans 50 feet or greater in length and for continuous spans. Provide mechanical finishing machines that are power driven, traveling on rails set to achieve specif ied profile and screeds set to the cross -section. Perform a dry run to check header placement, deck thickness, and reinforcing steel cover.

805.08.4 2 Straightedging : After striking off, check the surface

with an approved 10 -foot metal static straightedge operate d parallel to the centerline of the bridge. The surface shall show no deviation in excess of 1/8 inch from the testing edge of the straightedge. Correct deviations in excess of this requirement before final finishing. The checking operation shall progre ss by overlapping the straightedge at least one -half the length of the preceding pass. Correct major deviations by strike -off. Use the straightedge to correct minor deviations and as a checking device.

805.08.4 3 Final Texturing : After surface irregularities hav e

been removed and a satisfactorily smooth surface obtained, give the concrete a uniformly textured final surface finish by use of a metal tine texturing device conforming to 601.03.1.13 . Provide required texture by using either a me chanical or manual operation to propel metal tines. Provide grooves conforming to 601.03.9.8 . Grooves shall be transverse to the centerline of roadway and shall extend to within 1 foot of the gutter line. If grooves are applied too deep, micromilling or diamond grinding of the surface and re -grooving will be required at no additional cost to the Department. Maintain the deck in surface saturated condition using foggers until application of curing compound.

805.08.5 Class 6, Sidewalk Finish : After concrete has been

placed, consolidate and strike off the surface by means of a strike board and float. Use an edging tool on edges and at joints. Do not vary the surface by more than 1/8 inch under a 10 -foot metal static straightedge. Provide t he surface with a granular or matte texture.

805.09 PRECAST CONCRETE . Comply with 801.05 . Provide shop

drawings for precast concrete. Provide a technician skilled in the specified precast systems that shall supervise the work and provide assistance to the engineer as necessary. Furnish a concrete cylinder compression testing machine with a minimum 250,000 pound capacity complying with ASTM C39 along with all other nec essary supplies and equipment. Furnish a surface resistivity meter conforming to DOTD TR 233. Furnish suitable testing facilities for use of this equipment. Calibrate equipment utilizing an accepted calibration service prior to initial use and at one ye ar intervals thereafter. Recalibrate the equipment if it appears to be giving erratic results during use. Hot weather concrete limitations as stipulated in 901.11.2 shall not be applicable for steam curing; however, precautions such as cooling of forms will be required.

805.09.1 Supervision and Inspection : The Department will

inspect all precast concrete members. Shop drawings in accordance with 801.05 shall be in the possession of the plant inspector at least two days prior to beginning fa brication. Provide access to all engaged parts of the plant during fabrication. Keep areas requiring inspection free of debris. The fabrication, construction, and dimensional tolerances of prestressed members shall conform to the limits specified in the Manual for Quality Control for Plants and Production of Precast -Prestressed Concrete Products (MNL -116-Latest Edition), published by the Prestressed Concrete Institute, unless otherwise specified herein. Furnish an office with at least 140 square feet of floor space for the Department personnel to perform necessary work. Provide additional office space as deemed necessary by the engineer. This office shall contain a desk, chair, and file cabinet with lock, telephone with dedicated line, electric lights, power outlets, high speed internet connection, shelves, and tables in the quantity required by the engineer. Provide the office with adequate heating, ventilation, air conditioning, and convenient sanitary facilities with running water. Fabricator shall be responsible for paying all utility bills. This office shall be in good condition, located where there is not excessive noise with reasonable access to the fabrication area, and restricted for use by Department’s inspectors only. Provide convenient and adequate reserved parking space.

805.09.2 Forms : Forms shall be in accordance with 805.03 as

amended by this section.

805.09 PRECAST CONCRETE . Comply with 801.05 . Provide shop

drawings for precast concrete. Provide a technician skilled in the specified precast systems that shall supervise the work and provide assistance to the engineer as necessary. Furnish a concrete cylinder compression testing machine with a minimum 250,000 pound capacity complying with ASTM C39 along with all other nec essary supplies and equipment. Furnish a surface resistivity meter conforming to DOTD TR 233. Furnish suitable testing facilities for use of this equipment. Calibrate equipment utilizing an accepted calibration service prior to initial use and at one ye ar intervals thereafter. Recalibrate the equipment if it appears to be giving erratic results during use. Hot weather concrete limitations as stipulated in 901.11.2 shall not be applicable for steam curing; however, precautions such as cooling of forms will be required.

805.09.1 Supervision and Inspection : The Department will

inspect all precast concrete members. Shop drawings in accordance with 801.05 shall be in the possession of the plant inspector at least two days prior to beginning fa brication. Provide access to all engaged parts of the plant during fabrication. Keep areas requiring inspection free of debris. The fabrication, construction, and dimensional tolerances of prestressed members shall conform to the limits specified in the Manual for Quality Control for Plants and Production of Precast -Prestressed Concrete Products (MNL -116-Latest Edition), published by the Prestressed Concrete Institute, unless otherwise specified herein. Furnish an office with at least 140 square feet of floor space for the Department personnel to perform necessary work. Provide additional office space as deemed necessary by the engineer. This office shall contain a desk, chair, and file cabinet with lock, telephone with dedicated line, electric lights, power outlets, high speed internet connection, shelves, and tables in the quantity required by the engineer. Provide the office with adequate heating, ventilation, air conditioning, and convenient sanitary facilities with running water. Fabricator shall be responsible for paying all utility bills. This office shall be in good condition, located where there is not excessive noise with reasonable access to the fabrication area, and restricted for use by Department’s inspectors only. Provide convenient and adequate reserved parking space.

805.09.2 Forms : Forms shall be in accordance with 805.03 as

amended by this section.

805.09 PRECAST CONCRETE . Comply with 801.05 . Provide shop

drawings for precast concrete. Provide a technician skilled in the specified precast systems that shall supervise the work and provide assistance to the engineer as necessary. Furnish a concrete cylinder compression testing machine with a minimum 250,000 pound capacity complying with ASTM C39 along with all other nec essary supplies and equipment. Furnish a surface resistivity meter conforming to DOTD TR 233. Furnish suitable testing facilities for use of this equipment. Calibrate equipment utilizing an accepted calibration service prior to initial use and at one ye ar intervals thereafter. Recalibrate the equipment if it appears to be giving erratic results during use. Hot weather concrete limitations as stipulated in 901.11.2 shall not be applicable for steam curing; however, precautions such as cooling of forms will be required.

805.09.1 Supervision and Inspection : The Department will

inspect all precast concrete members. Shop drawings in accordance with 801.05 shall be in the possession of the plant inspector at least two days prior to beginning fa brication. Provide access to all engaged parts of the plant during fabrication. Keep areas requiring inspection free of debris. The fabrication, construction, and dimensional tolerances of prestressed members shall conform to the limits specified in the Manual for Quality Control for Plants and Production of Precast -Prestressed Concrete Products (MNL -116-Latest Edition), published by the Prestressed Concrete Institute, unless otherwise specified herein. Furnish an office with at least 140 square feet of floor space for the Department personnel to perform necessary work. Provide additional office space as deemed necessary by the engineer. This office shall contain a desk, chair, and file cabinet with lock, telephone with dedicated line, electric lights, power outlets, high speed internet connection, shelves, and tables in the quantity required by the engineer. Provide the office with adequate heating, ventilation, air conditioning, and convenient sanitary facilities with running water. Fabricator shall be responsible for paying all utility bills. This office shall be in good condition, located where there is not excessive noise with reasonable access to the fabrication area, and restricted for use by Department’s inspectors only. Provide convenient and adequate reserved parking space.

805.09.2 Forms : Forms shall be in accordance with 805.03 as

amended by this section.

805.09 PRECAST CONCRETE . Comply with 801.05 . Provide shop

drawings for precast concrete. Provide a technician skilled in the specified precast systems that shall supervise the work and provide assistance to the engineer as necessary. Furnish a concrete cylinder compression testing machine with a minimum 250,000 pound capacity complying with ASTM C39 along with all other nec essary supplies and equipment. Furnish a surface resistivity meter conforming to DOTD TR 233. Furnish suitable testing facilities for use of this equipment. Calibrate equipment utilizing an accepted calibration service prior to initial use and at one ye ar intervals thereafter. Recalibrate the equipment if it appears to be giving erratic results during use. Hot weather concrete limitations as stipulated in 901.11.2 shall not be applicable for steam curing; however, precautions such as cooling of forms will be required.

805.09.1 Supervision and Inspection : The Department will

inspect all precast concrete members. Shop drawings in accordance with 801.05 shall be in the possession of the plant inspector at least two days prior to beginning fa brication. Provide access to all engaged parts of the plant during fabrication. Keep areas requiring inspection free of debris. The fabrication, construction, and dimensional tolerances of prestressed members shall conform to the limits specified in the Manual for Quality Control for Plants and Production of Precast -Prestressed Concrete Products (MNL -116-Latest Edition), published by the Prestressed Concrete Institute, unless otherwise specified herein. Furnish an office with at least 140 square feet of floor space for the Department personnel to perform necessary work. Provide additional office space as deemed necessary by the engineer. This office shall contain a desk, chair, and file cabinet with lock, telephone with dedicated line, electric lights, power outlets, high speed internet connection, shelves, and tables in the quantity required by the engineer. Provide the office with adequate heating, ventilation, air conditioning, and convenient sanitary facilities with running water. Fabricator shall be responsible for paying all utility bills. This office shall be in good condition, located where there is not excessive noise with reasonable access to the fabrication area, and restricted for use by Department’s inspectors only. Provide convenient and adequate reserved parking space.

805.09.2 Forms : Forms shall be in accordance with 805.03 as

amended by this section. Use steel forms. Seal bolted joints or seams to mi nimize seepage. For exterior girders, space bolted form joints to have no more than two bolted joints or seams per member. Prior to placement of concrete and reinforcing steel, thoroughly clean forms and uniformly coat inside form surfaces with a form rele ase agent from the AML. Maintain form surfaces clean and free from concrete build - up. Prevent flash setting. Cool forms as required.

805.09.3 Handling and Placing Concrete : Handle and place

concrete in accordance with 805.05 and Section 901 , and as amended herein. Do not deposit concrete in forms until the engineer has inspected reinforcement, conduits, anchorages, cleanliness of forms, and prestressing strands and given acceptance. Vibrate concrete to achieve consolidation. In addition to internal vibration, external vibration may be applied. Vibrate without displacement or e xcessive vibration of reinforcing, conduits, or strands. At the time of initial set, rough float tops of prestressed beams by scrubbing transversely with a coarse wire brush to remove laitance and produce a roughened surface for future bonding. Roughen to average amplitude of 3/8 inch ± 1/8 inch.

805.09.4 Curing : Cure concrete in accordance with 805.06 , Section

901, and as amended by this section. Cure precast members for three curing days using ste am method, wet method, or a combination of the two. Furnish and install two recording thermometers reporting time - temperature relationship for each 200 feet of bed. Use thermocouple cure for all Class P2 and P3 concrete or when specified in the contract.

805.09.4 1 Steam Cure Method : Contain steam under a

suitable enclosure to minimize losses of moisture and heat. Allow initial set of concrete to take place prior to applying steam. Steam shall be at 100 percent relative humidity. Do not apply steam directly on c oncrete. During application of steam, increase ambient air temperature at a rate not to exceed 40°F per hour until a uniform temperature not exceeding 160°F is reached. Continue steam curing at this temperature and maintain 100 percent relative humidity until concrete reaches release strength. At this time, steam curing may be discontinued in accordance with detensioning Use steel forms. Seal bolted joints or seams to mi nimize seepage. For exterior girders, space bolted form joints to have no more than two bolted joints or seams per member. Prior to placement of concrete and reinforcing steel, thoroughly clean forms and uniformly coat inside form surfaces with a form rele ase agent from the AML. Maintain form surfaces clean and free from concrete build - up. Prevent flash setting. Cool forms as required.

805.09.3 Handling and Placing Concrete : Handle and place

concrete in accordance with 805.05 and Section 901 , and as amended herein. Do not deposit concrete in forms until the engineer has inspected reinforcement, conduits, anchorages, cleanliness of forms, and prestressing strands and given acceptance. Vibrate concrete to achieve consolidation. In addition to internal vibration, external vibration may be applied. Vibrate without displacement or e xcessive vibration of reinforcing, conduits, or strands. At the time of initial set, rough float tops of prestressed beams by scrubbing transversely with a coarse wire brush to remove laitance and produce a roughened surface for future bonding. Roughen to average amplitude of 3/8 inch ± 1/8 inch.

805.09.4 Curing : Cure concrete in accordance with 805.06 , Section

901, and as amended by this section. Cure precast members for three curing days using ste am method, wet method, or a combination of the two. Furnish and install two recording thermometers reporting time - temperature relationship for each 200 feet of bed. Use thermocouple cure for all Class P2 and P3 concrete or when specified in the contract.

805.09.4 1 Steam Cure Method : Contain steam under a

suitable enclosure to minimize losses of moisture and heat. Allow initial set of concrete to take place prior to applying steam. Steam shall be at 100 percent relative humidity. Do not apply steam directly on c oncrete. During application of steam, increase ambient air temperature at a rate not to exceed 40°F per hour until a uniform temperature not exceeding 160°F is reached. Continue steam curing at this temperature and maintain 100 percent relative humidity until concrete reaches release strength. At this time, steam curing may be discontinued in accordance with detensioning Use steel forms. Seal bolted joints or seams to mi nimize seepage. For exterior girders, space bolted form joints to have no more than two bolted joints or seams per member. Prior to placement of concrete and reinforcing steel, thoroughly clean forms and uniformly coat inside form surfaces with a form rele ase agent from the AML. Maintain form surfaces clean and free from concrete build - up. Prevent flash setting. Cool forms as required.

805.09.3 Handling and Placing Concrete : Handle and place

concrete in accordance with 805.05 and Section 901 , and as amended herein. Do not deposit concrete in forms until the engineer has inspected reinforcement, conduits, anchorages, cleanliness of forms, and prestressing strands and given acceptance. Vibrate concrete to achieve consolidation. In addition to internal vibration, external vibration may be applied. Vibrate without displacement or e xcessive vibration of reinforcing, conduits, or strands. At the time of initial set, rough float tops of prestressed beams by scrubbing transversely with a coarse wire brush to remove laitance and produce a roughened surface for future bonding. Roughen to average amplitude of 3/8 inch ± 1/8 inch.

805.09.4 Curing : Cure concrete in accordance with 805.06 , Section

901, and as amended by this section. Cure precast members for three curing days using ste am method, wet method, or a combination of the two. Furnish and install two recording thermometers reporting time - temperature relationship for each 200 feet of bed. Use thermocouple cure for all Class P2 and P3 concrete or when specified in the contract.

805.09.4 1 Steam Cure Method : Contain steam under a

suitable enclosure to minimize losses of moisture and heat. Allow initial set of concrete to take place prior to applying steam. Steam shall be at 100 percent relative humidity. Do not apply steam directly on c oncrete. During application of steam, increase ambient air temperature at a rate not to exceed 40°F per hour until a uniform temperature not exceeding 160°F is reached. Continue steam curing at this temperature and maintain 100 percent relative humidity until concrete reaches release strength. At this time, steam curing may be discontinued in accordance with detensioning Use steel forms. Seal bolted joints or seams to mi nimize seepage. For exterior girders, space bolted form joints to have no more than two bolted joints or seams per member. Prior to placement of concrete and reinforcing steel, thoroughly clean forms and uniformly coat inside form surfaces with a form rele ase agent from the AML. Maintain form surfaces clean and free from concrete build - up. Prevent flash setting. Cool forms as required.

805.09.3 Handling and Placing Concrete : Handle and place

concrete in accordance with 805.05 and Section 901 , and as amended herein. Do not deposit concrete in forms until the engineer has inspected reinforcement, conduits, anchorages, cleanliness of forms, and prestressing strands and given acceptance. Vibrate concrete to achieve consolidation. In addition to internal vibration, external vibration may be applied. Vibrate without displacement or e xcessive vibration of reinforcing, conduits, or strands. At the time of initial set, rough float tops of prestressed beams by scrubbing transversely with a coarse wire brush to remove laitance and produce a roughened surface for future bonding. Roughen to average amplitude of 3/8 inch ± 1/8 inch.

805.09.4 Curing : Cure concrete in accordance with 805.06 , Section

901, and as amended by this section. Cure precast members for three curing days using ste am method, wet method, or a combination of the two. Furnish and install two recording thermometers reporting time - temperature relationship for each 200 feet of bed. Use thermocouple cure for all Class P2 and P3 concrete or when specified in the contract.

805.09.4 1 Steam Cure Method : Contain steam under a

suitable enclosure to minimize losses of moisture and heat. Allow initial set of concrete to take place prior to applying steam. Steam shall be at 100 percent relative humidity. Do not apply steam directly on c oncrete. During application of steam, increase ambient air temperature at a rate not to exceed 40°F per hour until a uniform temperature not exceeding 160°F is reached. Continue steam curing at this temperature and maintain 100 percent relative humidity until concrete reaches release strength. At this time, steam curing may be discontinued in accordance with detensioning requirements.

805.09.4 2 Wet Cure Method : Wet cure in accordance with

805.06 , as amended by 805.09.4.3 .

805.09.4 3 Combined Steam and Wet Cure Method : Steam

and wet cure methods may be used in combination to obtain the three curing days. Submit the procedure for transitioning from steam to wet cure to the Department for review and concurrence. Minimize the transition time.

805.09.4 4 Membrane Cure Method : Use as an interim short

term curing method for plastic concrete. Steam or wet cure m ethod shall be used once the concrete has set sufficiently to prevent marring the surface. Maintain a surface saturated condition using foggers until application of the curing compound. Spray uniformly with a dissipating curing compound immediately after final finishing or texturing in accordance with 601.03.10 . Exposed reinforcing steel and joints shall be covered or shielded to prevent contact with curing compound.

805.09.5 Finishing : After removal from forms and completion of

curing, perform required repairs, finishing, and post -pour checks prior to storing members. Finish in accordance with 805.08 .1. Repair minor defects with concrete patch materials from the AML.

805.09.6 Storage and Transportation : Prevent damage during

storage, handling, and transportation of members. Replace damaged units. Maintain girders in an upright position. Support girders within three feet of the end of the girder , unless otherwise specified . Support piles at lifting locations. Upon detensioning, prestressed members may be moved to other locations in the fabrication yard for storage and curing. Hold non -prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength and minimum cure time. Hold prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength, and no less than 14 days for prestressed piles. Prestressed girders can be transported any time after reaching the specified 28 -day compressive strength.

805.09.7 Prest ressed Concrete :

805.09.7 1 Stressing Strand : Provide stressing strand in

requirements.

805.09.4 2 Wet Cure Method : Wet cure in accordance with

805.06 , as amended by 805.09.4.3 .

805.09.4 3 Combined Steam and Wet Cure Method : Steam

and wet cure methods may be used in combination to obtain the three curing days. Submit the procedure for transitioning from steam to wet cure to the Department for review and concurrence. Minimize the transition time.

805.09.4 4 Membrane Cure Method : Use as an interim short

term curing method for plastic concrete. Steam or wet cure m ethod shall be used once the concrete has set sufficiently to prevent marring the surface. Maintain a surface saturated condition using foggers until application of the curing compound. Spray uniformly with a dissipating curing compound immediately after final finishing or texturing in accordance with 601.03.10 . Exposed reinforcing steel and joints shall be covered or shielded to prevent contact with curing compound.

805.09.5 Finishing : After removal from forms and completion of

curing, perform required repairs, finishing, and post -pour checks prior to storing members. Finish in accordance with 805.08 .1. Repair minor defects with concrete patch materials from the AML.

805.09.6 Storage and Transportation : Prevent damage during

storage, handling, and transportation of members. Replace damaged units. Maintain girders in an upright position. Support girders within three feet of the end of the girder , unless otherwise specified . Support piles at lifting locations. Upon detensioning, prestressed members may be moved to other locations in the fabrication yard for storage and curing. Hold non -prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength and minimum cure time. Hold prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength, and no less than 14 days for prestressed piles. Prestressed girders can be transported any time after reaching the specified 28 -day compressive strength.

805.09.7 Prest ressed Concrete :

805.09.7 1 Stressing Strand : Provide stressing strand in

requirements.

805.09.4 2 Wet Cure Method : Wet cure in accordance with

805.06 , as amended by 805.09.4.3 .

805.09.4 3 Combined Steam and Wet Cure Method : Steam

and wet cure methods may be used in combination to obtain the three curing days. Submit the procedure for transitioning from steam to wet cure to the Department for review and concurrence. Minimize the transition time.

805.09.4 4 Membrane Cure Method : Use as an interim short

term curing method for plastic concrete. Steam or wet cure m ethod shall be used once the concrete has set sufficiently to prevent marring the surface. Maintain a surface saturated condition using foggers until application of the curing compound. Spray uniformly with a dissipating curing compound immediately after final finishing or texturing in accordance with 601.03.10 . Exposed reinforcing steel and joints shall be covered or shielded to prevent contact with curing compound.

805.09.5 Finishing : After removal from forms and completion of

curing, perform required repairs, finishing, and post -pour checks prior to storing members. Finish in accordance with 805.08 .1. Repair minor defects with concrete patch materials from the AML.

805.09.6 Storage and Transportation : Prevent damage during

storage, handling, and transportation of members. Replace damaged units. Maintain girders in an upright position. Support girders within three feet of the end of the girder , unless otherwise specified . Support piles at lifting locations. Upon detensioning, prestressed members may be moved to other locations in the fabrication yard for storage and curing. Hold non -prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength and minimum cure time. Hold prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength, and no less than 14 days for prestressed piles. Prestressed girders can be transported any time after reaching the specified 28 -day compressive strength.

805.09.7 Prest ressed Concrete :

805.09.7 1 Stressing Strand : Provide stressing strand in

requirements.

805.09.4 2 Wet Cure Method : Wet cure in accordance with

805.06 , as amended by 805.09.4.3 .

805.09.4 3 Combined Steam and Wet Cure Method : Steam

and wet cure methods may be used in combination to obtain the three curing days. Submit the procedure for transitioning from steam to wet cure to the Department for review and concurrence. Minimize the transition time.

805.09.4 4 Membrane Cure Method : Use as an interim short

term curing method for plastic concrete. Steam or wet cure m ethod shall be used once the concrete has set sufficiently to prevent marring the surface. Maintain a surface saturated condition using foggers until application of the curing compound. Spray uniformly with a dissipating curing compound immediately after final finishing or texturing in accordance with 601.03.10 . Exposed reinforcing steel and joints shall be covered or shielded to prevent contact with curing compound.

805.09.5 Finishing : After removal from forms and completion of

curing, perform required repairs, finishing, and post -pour checks prior to storing members. Finish in accordance with 805.08 .1. Repair minor defects with concrete patch materials from the AML.

805.09.6 Storage and Transportation : Prevent damage during

storage, handling, and transportation of members. Replace damaged units. Maintain girders in an upright position. Support girders within three feet of the end of the girder , unless otherwise specified . Support piles at lifting locations. Upon detensioning, prestressed members may be moved to other locations in the fabrication yard for storage and curing. Hold non -prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength and minimum cure time. Hold prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength, and no less than 14 days for prestressed piles. Prestressed girders can be transported any time after reaching the specified 28 -day compressive strength.

805.09.7 Prest ressed Concrete :

805.09.7 1 Stressing Strand : Provide stressing strand in

requirements.

805.09.4 2 Wet Cure Method : Wet cure in accordance with

805.06 , as amended by 805.09.4.3 .

805.09.4 3 Combined Steam and Wet Cure Method : Steam

and wet cure methods may be used in combination to obtain the three curing days. Submit the procedure for transitioning from steam to wet cure to the Department for review and concurrence. Minimize the transition time.

805.09.4 4 Membrane Cure Method : Use as an interim short

term curing method for plastic concrete. Steam or wet cure m ethod shall be used once the concrete has set sufficiently to prevent marring the surface. Maintain a surface saturated condition using foggers until application of the curing compound. Spray uniformly with a dissipating curing compound immediately after final finishing or texturing in accordance with 601.03.10 . Exposed reinforcing steel and joints shall be covered or shielded to prevent contact with curing compound.

805.09.5 Finishing : After removal from forms and completion of

curing, perform required repairs, finishing, and post -pour checks prior to storing members. Finish in accordance with 805.08 .1. Repair minor defects with concrete patch materials from the AML.

805.09.6 Storage and Transportation : Prevent damage during

storage, handling, and transportation of members. Replace damaged units. Maintain girders in an upright position. Support girders within three feet of the end of the girder , unless otherwise specified . Support piles at lifting locations. Upon detensioning, prestressed members may be moved to other locations in the fabrication yard for storage and curing. Hold non -prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength and minimum cure time. Hold prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength, and no less than 14 days for prestressed piles. Prestressed girders can be transported any time after reaching the specified 28 -day compressive strength.

805.09.7 Prest ressed Concrete :

805.09.7 1 Stressing Strand : Provide stressing strand in

requirements.

805.09.4 2 Wet Cure Method : Wet cure in accordance with

805.06 , as amended by 805.09.4.3 .

805.09.4 3 Combined Steam and Wet Cure Method : Steam

and wet cure methods may be used in combination to obtain the three curing days. Submit the procedure for transitioning from steam to wet cure to the Department for review and concurrence. Minimize the transition time.

805.09.4 4 Membrane Cure Method : Use as an interim short

term curing method for plastic concrete. Steam or wet cure m ethod shall be used once the concrete has set sufficiently to prevent marring the surface. Maintain a surface saturated condition using foggers until application of the curing compound. Spray uniformly with a dissipating curing compound immediately after final finishing or texturing in accordance with 601.03.10 . Exposed reinforcing steel and joints shall be covered or shielded to prevent contact with curing compound.

805.09.5 Finishing : After removal from forms and completion of

curing, perform required repairs, finishing, and post -pour checks prior to storing members. Finish in accordance with 805.08 .1. Repair minor defects with concrete patch materials from the AML.

805.09.6 Storage and Transportation : Prevent damage during

storage, handling, and transportation of members. Replace damaged units. Maintain girders in an upright position. Support girders within three feet of the end of the girder , unless otherwise specified . Support piles at lifting locations. Upon detensioning, prestressed members may be moved to other locations in the fabrication yard for storage and curing. Hold non -prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength and minimum cure time. Hold prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength, and no less than 14 days for prestressed piles. Prestressed girders can be transported any time after reaching the specified 28 -day compressive strength.

805.09.7 Prest ressed Concrete :

805.09.7 1 Stressing Strand : Provide stressing strand in

requirements.

805.09.4 2 Wet Cure Method : Wet cure in accordance with

805.06 , as amended by 805.09.4.3 .

805.09.4 3 Combined Steam and Wet Cure Method : Steam

and wet cure methods may be used in combination to obtain the three curing days. Submit the procedure for transitioning from steam to wet cure to the Department for review and concurrence. Minimize the transition time.

805.09.4 4 Membrane Cure Method : Use as an interim short

term curing method for plastic concrete. Steam or wet cure m ethod shall be used once the concrete has set sufficiently to prevent marring the surface. Maintain a surface saturated condition using foggers until application of the curing compound. Spray uniformly with a dissipating curing compound immediately after final finishing or texturing in accordance with 601.03.10 . Exposed reinforcing steel and joints shall be covered or shielded to prevent contact with curing compound.

805.09.5 Finishing : After removal from forms and completion of

curing, perform required repairs, finishing, and post -pour checks prior to storing members. Finish in accordance with 805.08 .1. Repair minor defects with concrete patch materials from the AML.

805.09.6 Storage and Transportation : Prevent damage during

storage, handling, and transportation of members. Replace damaged units. Maintain girders in an upright position. Support girders within three feet of the end of the girder , unless otherwise specified . Support piles at lifting locations. Upon detensioning, prestressed members may be moved to other locations in the fabrication yard for storage and curing. Hold non -prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength and minimum cure time. Hold prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength, and no less than 14 days for prestressed piles. Prestressed girders can be transported any time after reaching the specified 28 -day compressive strength.

805.09.7 Prest ressed Concrete :

805.09.7 1 Stressing Strand : Provide stressing strand in

requirements.

805.09.4 2 Wet Cure Method : Wet cure in accordance with

805.06 , as amended by 805.09.4.3 .

805.09.4 3 Combined Steam and Wet Cure Method : Steam

and wet cure methods may be used in combination to obtain the three curing days. Submit the procedure for transitioning from steam to wet cure to the Department for review and concurrence. Minimize the transition time.

805.09.4 4 Membrane Cure Method : Use as an interim short

term curing method for plastic concrete. Steam or wet cure m ethod shall be used once the concrete has set sufficiently to prevent marring the surface. Maintain a surface saturated condition using foggers until application of the curing compound. Spray uniformly with a dissipating curing compound immediately after final finishing or texturing in accordance with 601.03.10 . Exposed reinforcing steel and joints shall be covered or shielded to prevent contact with curing compound.

805.09.5 Finishing : After removal from forms and completion of

curing, perform required repairs, finishing, and post -pour checks prior to storing members. Finish in accordance with 805.08 .1. Repair minor defects with concrete patch materials from the AML.

805.09.6 Storage and Transportation : Prevent damage during

storage, handling, and transportation of members. Replace damaged units. Maintain girders in an upright position. Support girders within three feet of the end of the girder , unless otherwise specified . Support piles at lifting locations. Upon detensioning, prestressed members may be moved to other locations in the fabrication yard for storage and curing. Hold non -prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength and minimum cure time. Hold prestressed members at the plant after casting until concrete has attained the specified 28 -day compressive strength, and no less than 14 days for prestressed piles. Prestressed girders can be transported any time after reaching the specified 28 -day compressive strength.

805.09.7 Prest ressed Concrete :

805.09.7 1 Stressing Strand : Provide stressing strand in

accordance with Section 1009 . Cut off ends of strands and coat with a low permeability epoxy paste and coat with a suitable asphalt material in accordance with the plans. Provide l oad elongation curves show ing elongation in inches per inch, and inches per 10 feet, from 0 to 80 percent of the minimum ultimate tensile strength. Use the same strand type f or similar members. Do not use strands that have been stressed.

805.09.7 2 Debond Sheathing : Provide sheathing with

sufficient rigidity to prevent bonding of the pre -stressing strand and concrete. Sheathing shall have an inside diameter equal to the nominal strand diameter plus 1/8 inch and a wall thickness as thin as possible and sufficient to obtain the above requirements. Tape the joints between segments of sheathing to prevent leakage of concrete into the sheathing. Split sheathing will not be allowed.

805.09.7 3 Strand Tensioning Requirements : Prior to use in

fabrication, calibrate jacks with their gauges using an approved independent calibration service. Provide a calibration certificate to the DOTD Construction Section. Recalibrate if a jack or gauge appears to b e giving erratic results or if gauge pressure and elongations do not correlate. Several members may be cast in a continuous line and stressed at one time. Leave sufficient space between ends of members to permit access for cutting strands after concrete h as attained required strength. Leave sufficient free strand between concrete members to prevent member cracking during curing and detensioning. Tension strands with calibrated equipment. If hydraulic jacks are used, equip them with gauges with graduation s of 100 pounds and accurate within 2 percent of the specified force shown on the plans. Provide means for measuring elongation to the nearest 1/8 inch ± 1/16 inch. Bring strands to a uniform initial tension shown on the shop drawing or agreed to with DOTD fabrication supervisor but at least 2,000 pounds prior to full tensioning. Measure this initial tension by gauge reading or other accepted means. For final strand tensioning, measure strand force by elongation and then verify by gauge reading. Provide el ongation and tension force calculations to account for all losses (chuck seating, abutment rotation, full bed shortening, etc.) to achieve the specified force shown on the plans. Keep a record of strand elongation and jacking force for each strand. accordance with Section 1009 . Cut off ends of strands and coat with a low permeability epoxy paste and coat with a suitable asphalt material in accordance with the plans. Provide l oad elongation curves show ing elongation in inches per inch, and inches per 10 feet, from 0 to 80 percent of the minimum ultimate tensile strength. Use the same strand type f or similar members. Do not use strands that have been stressed.

805.09.7 2 Debond Sheathing : Provide sheathing with

sufficient rigidity to prevent bonding of the pre -stressing strand and concrete. Sheathing shall have an inside diameter equal to the nominal strand diameter plus 1/8 inch and a wall thickness as thin as possible and sufficient to obtain the above requirements. Tape the joints between segments of sheathing to prevent leakage of concrete into the sheathing. Split sheathing will not be allowed.

805.09.7 3 Strand Tensioning Requirements : Prior to use in

fabrication, calibrate jacks with their gauges using an approved independent calibration service. Provide a calibration certificate to the DOTD Construction Section. Recalibrate if a jack or gauge appears to b e giving erratic results or if gauge pressure and elongations do not correlate. Several members may be cast in a continuous line and stressed at one time. Leave sufficient space between ends of members to permit access for cutting strands after concrete h as attained required strength. Leave sufficient free strand between concrete members to prevent member cracking during curing and detensioning. Tension strands with calibrated equipment. If hydraulic jacks are used, equip them with gauges with graduation s of 100 pounds and accurate within 2 percent of the specified force shown on the plans. Provide means for measuring elongation to the nearest 1/8 inch ± 1/16 inch. Bring strands to a uniform initial tension shown on the shop drawing or agreed to with DOTD fabrication supervisor but at least 2,000 pounds prior to full tensioning. Measure this initial tension by gauge reading or other accepted means. For final strand tensioning, measure strand force by elongation and then verify by gauge reading. Provide el ongation and tension force calculations to account for all losses (chuck seating, abutment rotation, full bed shortening, etc.) to achieve the specified force shown on the plans. Keep a record of strand elongation and jacking force for each strand. accordance with Section 1009 . Cut off ends of strands and coat with a low permeability epoxy paste and coat with a suitable asphalt material in accordance with the plans. Provide l oad elongation curves show ing elongation in inches per inch, and inches per 10 feet, from 0 to 80 percent of the minimum ultimate tensile strength. Use the same strand type f or similar members. Do not use strands that have been stressed.

805.09.7 2 Debond Sheathing : Provide sheathing with

sufficient rigidity to prevent bonding of the pre -stressing strand and concrete. Sheathing shall have an inside diameter equal to the nominal strand diameter plus 1/8 inch and a wall thickness as thin as possible and sufficient to obtain the above requirements. Tape the joints between segments of sheathing to prevent leakage of concrete into the sheathing. Split sheathing will not be allowed.

805.09.7 3 Strand Tensioning Requirements : Prior to use in

fabrication, calibrate jacks with their gauges using an approved independent calibration service. Provide a calibration certificate to the DOTD Construction Section. Recalibrate if a jack or gauge appears to b e giving erratic results or if gauge pressure and elongations do not correlate. Several members may be cast in a continuous line and stressed at one time. Leave sufficient space between ends of members to permit access for cutting strands after concrete h as attained required strength. Leave sufficient free strand between concrete members to prevent member cracking during curing and detensioning. Tension strands with calibrated equipment. If hydraulic jacks are used, equip them with gauges with graduation s of 100 pounds and accurate within 2 percent of the specified force shown on the plans. Provide means for measuring elongation to the nearest 1/8 inch ± 1/16 inch. Bring strands to a uniform initial tension shown on the shop drawing or agreed to with DOTD fabrication supervisor but at least 2,000 pounds prior to full tensioning. Measure this initial tension by gauge reading or other accepted means. For final strand tensioning, measure strand force by elongation and then verify by gauge reading. Provide el ongation and tension force calculations to account for all losses (chuck seating, abutment rotation, full bed shortening, etc.) to achieve the specified force shown on the plans. Keep a record of strand elongation and jacking force for each strand. A gaug e reading jacking force greater than 5 percent of calculated force required based on elongation will initiate an investigation and corrective action. In case of a discrepancy, place the error on the side of a slight overstress. Limit gauge reading jackin g force to a temporary strand stress of no more than 81 percent of the specified strand tensile strength. Detension each strand in accordance with the sequence shown on the shop drawings.

805.09.7 4 Strength Requirements : Make a minimum of

seven test cylinders for Department use for acceptance testing. Make additional cylinders for quality control. Cure cylinders using either match cure or thermocouple control cure (TCC) as required below. Prior to detensioning, ensure that the least mature concrete placed in the member has reached the required release strength. After 28 days, the Department will test two cylinders for acceptance. Both 28 -day concrete cylinders must attain the minimum required strength or members involved are subject to rejection. If all cylinders have been tested and concrete has not attained final required strength, acceptance will be made in accordance with the Department’s manual titled Application of Quality Assurance Specifications for Precast -Prestressed Concrete Plants. Place recording thermometers as follows: For girders, locate one thermometer at the center of gravity of the top flange and one at the center of gravity of the bottom flange. For piles, locate the thermometer midway between an outside corner of the pile a nd nearest edge of the center void. If a void is not provided, provide one thermometer at the center of gravity of the cross -section.

805.09.7 4.1 Match Cure : Cure cylinders in the same

external curing environment as the member.

805.09.7 4.2 Thermocouple Control Cure (TCC) : Cure

cylinders in a calibrated device which mimics the internal temperature of the member. Furnish the necessary controls and equipment for maintaining cylinder temperature equal to the temperature in the precast concrete member. Device shall provide a pe rmanent graphical record of time versus temperature, rate of temperature change, and maximum and minimum temperatures. Use a maximum time interval of 15 minutes for graph.

805.09.7 5 Form Removal and Detensioning : Remove side

forms once concrete has reached the s pecified release compressive A gaug e reading jacking force greater than 5 percent of calculated force required based on elongation will initiate an investigation and corrective action. In case of a discrepancy, place the error on the side of a slight overstress. Limit gauge reading jackin g force to a temporary strand stress of no more than 81 percent of the specified strand tensile strength. Detension each strand in accordance with the sequence shown on the shop drawings.

805.09.7 4 Strength Requirements : Make a minimum of

seven test cylinders for Department use for acceptance testing. Make additional cylinders for quality control. Cure cylinders using either match cure or thermocouple control cure (TCC) as required below. Prior to detensioning, ensure that the least mature concrete placed in the member has reached the required release strength. After 28 days, the Department will test two cylinders for acceptance. Both 28 -day concrete cylinders must attain the minimum required strength or members involved are subject to rejection. If all cylinders have been tested and concrete has not attained final required strength, acceptance will be made in accordance with the Department’s manual titled Application of Quality Assurance Specifications for Precast -Prestressed Concrete Plants. Place recording thermometers as follows: For girders, locate one thermometer at the center of gravity of the top flange and one at the center of gravity of the bottom flange. For piles, locate the thermometer midway between an outside corner of the pile a nd nearest edge of the center void. If a void is not provided, provide one thermometer at the center of gravity of the cross -section.

805.09.7 4.1 Match Cure : Cure cylinders in the same

external curing environment as the member.

805.09.7 4.2 Thermocouple Control Cure (TCC) : Cure

cylinders in a calibrated device which mimics the internal temperature of the member. Furnish the necessary controls and equipment for maintaining cylinder temperature equal to the temperature in the precast concrete member. Device shall provide a pe rmanent graphical record of time versus temperature, rate of temperature change, and maximum and minimum temperatures. Use a maximum time interval of 15 minutes for graph.

805.09.7 5 Form Removal and Detensioning : Remove side

forms once concrete has reached the s pecified release compressive A gaug e reading jacking force greater than 5 percent of calculated force required based on elongation will initiate an investigation and corrective action. In case of a discrepancy, place the error on the side of a slight overstress. Limit gauge reading jackin g force to a temporary strand stress of no more than 81 percent of the specified strand tensile strength. Detension each strand in accordance with the sequence shown on the shop drawings.

805.09.7 4 Strength Requirements : Make a minimum of

seven test cylinders for Department use for acceptance testing. Make additional cylinders for quality control. Cure cylinders using either match cure or thermocouple control cure (TCC) as required below. Prior to detensioning, ensure that the least mature concrete placed in the member has reached the required release strength. After 28 days, the Department will test two cylinders for acceptance. Both 28 -day concrete cylinders must attain the minimum required strength or members involved are subject to rejection. If all cylinders have been tested and concrete has not attained final required strength, acceptance will be made in accordance with the Department’s manual titled Application of Quality Assurance Specifications for Precast -Prestressed Concrete Plants. Place recording thermometers as follows: For girders, locate one thermometer at the center of gravity of the top flange and one at the center of gravity of the bottom flange. For piles, locate the thermometer midway between an outside corner of the pile a nd nearest edge of the center void. If a void is not provided, provide one thermometer at the center of gravity of the cross -section.

805.09.7 4.1 Match Cure : Cure cylinders in the same

external curing environment as the member.

805.09.7 4.2 Thermocouple Control Cure (TCC) : Cure

cylinders in a calibrated device which mimics the internal temperature of the member. Furnish the necessary controls and equipment for maintaining cylinder temperature equal to the temperature in the precast concrete member. Device shall provide a pe rmanent graphical record of time versus temperature, rate of temperature change, and maximum and minimum temperatures. Use a maximum time interval of 15 minutes for graph.

805.09.7 5 Form Removal and Detensioning : Remove side

forms once concrete has reached the s pecified release compressive A gaug e reading jacking force greater than 5 percent of calculated force required based on elongation will initiate an investigation and corrective action. In case of a discrepancy, place the error on the side of a slight overstress. Limit gauge reading jackin g force to a temporary strand stress of no more than 81 percent of the specified strand tensile strength. Detension each strand in accordance with the sequence shown on the shop drawings.

805.09.7 4 Strength Requirements : Make a minimum of

seven test cylinders for Department use for acceptance testing. Make additional cylinders for quality control. Cure cylinders using either match cure or thermocouple control cure (TCC) as required below. Prior to detensioning, ensure that the least mature concrete placed in the member has reached the required release strength. After 28 days, the Department will test two cylinders for acceptance. Both 28 -day concrete cylinders must attain the minimum required strength or members involved are subject to rejection. If all cylinders have been tested and concrete has not attained final required strength, acceptance will be made in accordance with the Department’s manual titled Application of Quality Assurance Specifications for Precast -Prestressed Concrete Plants. Place recording thermometers as follows: For girders, locate one thermometer at the center of gravity of the top flange and one at the center of gravity of the bottom flange. For piles, locate the thermometer midway between an outside corner of the pile a nd nearest edge of the center void. If a void is not provided, provide one thermometer at the center of gravity of the cross -section.

805.09.7 4.1 Match Cure : Cure cylinders in the same

external curing environment as the member.

805.09.7 4.2 Thermocouple Control Cure (TCC) : Cure

cylinders in a calibrated device which mimics the internal temperature of the member. Furnish the necessary controls and equipment for maintaining cylinder temperature equal to the temperature in the precast concrete member. Device shall provide a pe rmanent graphical record of time versus temperature, rate of temperature change, and maximum and minimum temperatures. Use a maximum time interval of 15 minutes for graph.

805.09.7 5 Form Removal and Detensioning : Remove side

forms once concrete has reached the s pecified release compressive A gaug e reading jacking force greater than 5 percent of calculated force required based on elongation will initiate an investigation and corrective action. In case of a discrepancy, place the error on the side of a slight overstress. Limit gauge reading jackin g force to a temporary strand stress of no more than 81 percent of the specified strand tensile strength. Detension each strand in accordance with the sequence shown on the shop drawings.

805.09.7 4 Strength Requirements : Make a minimum of

seven test cylinders for Department use for acceptance testing. Make additional cylinders for quality control. Cure cylinders using either match cure or thermocouple control cure (TCC) as required below. Prior to detensioning, ensure that the least mature concrete placed in the member has reached the required release strength. After 28 days, the Department will test two cylinders for acceptance. Both 28 -day concrete cylinders must attain the minimum required strength or members involved are subject to rejection. If all cylinders have been tested and concrete has not attained final required strength, acceptance will be made in accordance with the Department’s manual titled Application of Quality Assurance Specifications for Precast -Prestressed Concrete Plants. Place recording thermometers as follows: For girders, locate one thermometer at the center of gravity of the top flange and one at the center of gravity of the bottom flange. For piles, locate the thermometer midway between an outside corner of the pile a nd nearest edge of the center void. If a void is not provided, provide one thermometer at the center of gravity of the cross -section.

805.09.7 4.1 Match Cure : Cure cylinders in the same

external curing environment as the member.

805.09.7 4.2 Thermocouple Control Cure (TCC) : Cure

cylinders in a calibrated device which mimics the internal temperature of the member. Furnish the necessary controls and equipment for maintaining cylinder temperature equal to the temperature in the precast concrete member. Device shall provide a pe rmanent graphical record of time versus temperature, rate of temperature change, and maximum and minimum temperatures. Use a maximum time interval of 15 minutes for graph.

805.09.7 5 Form Removal and Detensioning : Remove side

forms once concrete has reached the s pecified release compressive strength. Detension strands after removal of side forms. Detension strands before the internal concrete temperature has decreased to 20°F less than its highest peak temperature. Adding heat will be permitted to maintain the i nternal concrete temperature within the required range. Detension strands such that lateral eccentricity of prestress will be a minimum in accordance with approved shop drawings.

805.09.8 Post -Tensioned Concrete : Post-tension in accordance

with the plans, latest editions of the AASHTO LRFD Design Specifications and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges.

805.09.8 1 Bonded Reinforcement : Provide post -tensioning

steel bar/strand reinforcement to be bonded which is free of dirt, loose rust, grease, or other deleterious substances. Blow out ducts with compressed air until no water comes through the duct. Install reinforcement in ducts which are free of water, dirt, or other foreign substances. Stress reinforcement, grout d ucts, and once grout has cured and reached the required strength, transfer post -tensioned forces to member.

805.09.8 2 Non-Bonded Reinforcement : Install post -

tensioning steel bar/strand in flexible ducts cast in the member. After tensioning, grout the ducts to pr ovide corrosion protection. For members with draped strands, an open tap at low and high points of the duct may be necessary.

805.09.8 3 Grouting : Use grout conforming to ASTM C1107

and install using the latest edition of AASHTO LRFD Design Specifications, AASHTO LRFD Construction Specifications, and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges. Mold and cure grout cubes with the member and attain a compressive strength of at least 3000 psi prior to transfer of bond stre ss or end anchor release. Prepare and test grout cubes in accordance with ASTM C109.

805.10 MEASUREMENT . Quantities will be the design quantities as

shown on the plans.

805.10.1 Structural Concrete : Quantities for structural concrete

are computed from plan dimensions per cubic yard. The measured volume is the gross volume reduced by the volume displaced by chamfers with leg dimensions greater than 1.5 inches, expansion joint components and pile strength. Detension strands after removal of side forms. Detension strands before the internal concrete temperature has decreased to 20°F less than its highest peak temperature. Adding heat will be permitted to maintain the i nternal concrete temperature within the required range. Detension strands such that lateral eccentricity of prestress will be a minimum in accordance with approved shop drawings.

805.09.8 Post -Tensioned Concrete : Post-tension in accordance

with the plans, latest editions of the AASHTO LRFD Design Specifications and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges.

805.09.8 1 Bonded Reinforcement : Provide post -tensioning

steel bar/strand reinforcement to be bonded which is free of dirt, loose rust, grease, or other deleterious substances. Blow out ducts with compressed air until no water comes through the duct. Install reinforcement in ducts which are free of water, dirt, or other foreign substances. Stress reinforcement, grout d ucts, and once grout has cured and reached the required strength, transfer post -tensioned forces to member.

805.09.8 2 Non-Bonded Reinforcement : Install post -

tensioning steel bar/strand in flexible ducts cast in the member. After tensioning, grout the ducts to pr ovide corrosion protection. For members with draped strands, an open tap at low and high points of the duct may be necessary.

805.09.8 3 Grouting : Use grout conforming to ASTM C1107

and install using the latest edition of AASHTO LRFD Design Specifications, AASHTO LRFD Construction Specifications, and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges. Mold and cure grout cubes with the member and attain a compressive strength of at least 3000 psi prior to transfer of bond stre ss or end anchor release. Prepare and test grout cubes in accordance with ASTM C109.

805.10 MEASUREMENT . Quantities will be the design quantities as

shown on the plans.

805.10.1 Structural Concrete : Quantities for structural concrete

are computed from plan dimensions per cubic yard. The measured volume is the gross volume reduced by the volume displaced by chamfers with leg dimensions greater than 1.5 inches, expansion joint components and pile strength. Detension strands after removal of side forms. Detension strands before the internal concrete temperature has decreased to 20°F less than its highest peak temperature. Adding heat will be permitted to maintain the i nternal concrete temperature within the required range. Detension strands such that lateral eccentricity of prestress will be a minimum in accordance with approved shop drawings.

805.09.8 Post -Tensioned Concrete : Post-tension in accordance

with the plans, latest editions of the AASHTO LRFD Design Specifications and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges.

805.09.8 1 Bonded Reinforcement : Provide post -tensioning

steel bar/strand reinforcement to be bonded which is free of dirt, loose rust, grease, or other deleterious substances. Blow out ducts with compressed air until no water comes through the duct. Install reinforcement in ducts which are free of water, dirt, or other foreign substances. Stress reinforcement, grout d ucts, and once grout has cured and reached the required strength, transfer post -tensioned forces to member.

805.09.8 2 Non-Bonded Reinforcement : Install post -

tensioning steel bar/strand in flexible ducts cast in the member. After tensioning, grout the ducts to pr ovide corrosion protection. For members with draped strands, an open tap at low and high points of the duct may be necessary.

805.09.8 3 Grouting : Use grout conforming to ASTM C1107

and install using the latest edition of AASHTO LRFD Design Specifications, AASHTO LRFD Construction Specifications, and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges. Mold and cure grout cubes with the member and attain a compressive strength of at least 3000 psi prior to transfer of bond stre ss or end anchor release. Prepare and test grout cubes in accordance with ASTM C109.

805.10 MEASUREMENT . Quantities will be the design quantities as

shown on the plans.

805.10.1 Structural Concrete : Quantities for structural concrete

are computed from plan dimensions per cubic yard. The measured volume is the gross volume reduced by the volume displaced by chamfers with leg dimensions greater than 1.5 inches, expansion joint components and pile strength. Detension strands after removal of side forms. Detension strands before the internal concrete temperature has decreased to 20°F less than its highest peak temperature. Adding heat will be permitted to maintain the i nternal concrete temperature within the required range. Detension strands such that lateral eccentricity of prestress will be a minimum in accordance with approved shop drawings.

805.09.8 Post -Tensioned Concrete : Post-tension in accordance

with the plans, latest editions of the AASHTO LRFD Design Specifications and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges.

805.09.8 1 Bonded Reinforcement : Provide post -tensioning

steel bar/strand reinforcement to be bonded which is free of dirt, loose rust, grease, or other deleterious substances. Blow out ducts with compressed air until no water comes through the duct. Install reinforcement in ducts which are free of water, dirt, or other foreign substances. Stress reinforcement, grout d ucts, and once grout has cured and reached the required strength, transfer post -tensioned forces to member.

805.09.8 2 Non-Bonded Reinforcement : Install post -

tensioning steel bar/strand in flexible ducts cast in the member. After tensioning, grout the ducts to pr ovide corrosion protection. For members with draped strands, an open tap at low and high points of the duct may be necessary.

805.09.8 3 Grouting : Use grout conforming to ASTM C1107

and install using the latest edition of AASHTO LRFD Design Specifications, AASHTO LRFD Construction Specifications, and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges. Mold and cure grout cubes with the member and attain a compressive strength of at least 3000 psi prior to transfer of bond stre ss or end anchor release. Prepare and test grout cubes in accordance with ASTM C109.

805.10 MEASUREMENT . Quantities will be the design quantities as

shown on the plans.

805.10.1 Structural Concrete : Quantities for structural concrete

are computed from plan dimensions per cubic yard. The measured volume is the gross volume reduced by the volume displaced by chamfers with leg dimensions greater than 1.5 inches, expansion joint components and pile strength. Detension strands after removal of side forms. Detension strands before the internal concrete temperature has decreased to 20°F less than its highest peak temperature. Adding heat will be permitted to maintain the i nternal concrete temperature within the required range. Detension strands such that lateral eccentricity of prestress will be a minimum in accordance with approved shop drawings.

805.09.8 Post -Tensioned Concrete : Post-tension in accordance

with the plans, latest editions of the AASHTO LRFD Design Specifications and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges.

805.09.8 1 Bonded Reinforcement : Provide post -tensioning

steel bar/strand reinforcement to be bonded which is free of dirt, loose rust, grease, or other deleterious substances. Blow out ducts with compressed air until no water comes through the duct. Install reinforcement in ducts which are free of water, dirt, or other foreign substances. Stress reinforcement, grout d ucts, and once grout has cured and reached the required strength, transfer post -tensioned forces to member.

805.09.8 2 Non-Bonded Reinforcement : Install post -

tensioning steel bar/strand in flexible ducts cast in the member. After tensioning, grout the ducts to pr ovide corrosion protection. For members with draped strands, an open tap at low and high points of the duct may be necessary.

805.09.8 3 Grouting : Use grout conforming to ASTM C1107

and install using the latest edition of AASHTO LRFD Design Specifications, AASHTO LRFD Construction Specifications, and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges. Mold and cure grout cubes with the member and attain a compressive strength of at least 3000 psi prior to transfer of bond stre ss or end anchor release. Prepare and test grout cubes in accordance with ASTM C109.

805.10 MEASUREMENT . Quantities will be the design quantities as

shown on the plans.

805.10.1 Structural Concrete : Quantities for structural concrete

are computed from plan dimensions per cubic yard. The measured volume is the gross volume reduced by the volume displaced by chamfers with leg dimensions greater than 1.5 inches, expansion joint components and pile strength. Detension strands after removal of side forms. Detension strands before the internal concrete temperature has decreased to 20°F less than its highest peak temperature. Adding heat will be permitted to maintain the i nternal concrete temperature within the required range. Detension strands such that lateral eccentricity of prestress will be a minimum in accordance with approved shop drawings.

805.09.8 Post -Tensioned Concrete : Post-tension in accordance

with the plans, latest editions of the AASHTO LRFD Design Specifications and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges.

805.09.8 1 Bonded Reinforcement : Provide post -tensioning

steel bar/strand reinforcement to be bonded which is free of dirt, loose rust, grease, or other deleterious substances. Blow out ducts with compressed air until no water comes through the duct. Install reinforcement in ducts which are free of water, dirt, or other foreign substances. Stress reinforcement, grout d ucts, and once grout has cured and reached the required strength, transfer post -tensioned forces to member.

805.09.8 2 Non-Bonded Reinforcement : Install post -

tensioning steel bar/strand in flexible ducts cast in the member. After tensioning, grout the ducts to pr ovide corrosion protection. For members with draped strands, an open tap at low and high points of the duct may be necessary.

805.09.8 3 Grouting : Use grout conforming to ASTM C1107

and install using the latest edition of AASHTO LRFD Design Specifications, AASHTO LRFD Construction Specifications, and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges. Mold and cure grout cubes with the member and attain a compressive strength of at least 3000 psi prior to transfer of bond stre ss or end anchor release. Prepare and test grout cubes in accordance with ASTM C109.

805.10 MEASUREMENT . Quantities will be the design quantities as

shown on the plans.

805.10.1 Structural Concrete : Quantities for structural concrete

are computed from plan dimensions per cubic yard. The measured volume is the gross volume reduced by the volume displaced by chamfers with leg dimensions greater than 1.5 inches, expansion joint components and pile strength. Detension strands after removal of side forms. Detension strands before the internal concrete temperature has decreased to 20°F less than its highest peak temperature. Adding heat will be permitted to maintain the i nternal concrete temperature within the required range. Detension strands such that lateral eccentricity of prestress will be a minimum in accordance with approved shop drawings.

805.09.8 Post -Tensioned Concrete : Post-tension in accordance

with the plans, latest editions of the AASHTO LRFD Design Specifications and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges.

805.09.8 1 Bonded Reinforcement : Provide post -tensioning

steel bar/strand reinforcement to be bonded which is free of dirt, loose rust, grease, or other deleterious substances. Blow out ducts with compressed air until no water comes through the duct. Install reinforcement in ducts which are free of water, dirt, or other foreign substances. Stress reinforcement, grout d ucts, and once grout has cured and reached the required strength, transfer post -tensioned forces to member.

805.09.8 2 Non-Bonded Reinforcement : Install post -

tensioning steel bar/strand in flexible ducts cast in the member. After tensioning, grout the ducts to pr ovide corrosion protection. For members with draped strands, an open tap at low and high points of the duct may be necessary.

805.09.8 3 Grouting : Use grout conforming to ASTM C1107

and install using the latest edition of AASHTO LRFD Design Specifications, AASHTO LRFD Construction Specifications, and the AASHTO Guide Specifications for Design and Construction of Segmental Concrete Bridges. Mold and cure grout cubes with the member and attain a compressive strength of at least 3000 psi prior to transfer of bond stre ss or end anchor release. Prepare and test grout cubes in accordance with ASTM C109.

805.10 MEASUREMENT . Quantities will be the design quantities as

shown on the plans.

805.10.1 Structural Concrete : Quantities for structural concrete

are computed from plan dimensions per cubic yard. The measured volume is the gross volume reduced by the volume displaced by chamfers with leg dimensions greater than 1.5 inches, expansion joint components and pile embedments. Volumes deducted for embedded timber piling are ba sed on 12 inches butt diameter and nominal dimensions for other pile types.

805.10.2 Concrete Surface Finish : Quantities for Class 2 Rubbed

Finish, Class 3 Special Finish, and Class 4 Sandblast Finish will be measured per square foot. Other concrete surface fini shes will not be measured for payment.

805.10.3 Bridge Superstructure and Substructure : Quantities

for bridge superstructure and substructure will be measured per square foot. Quantities will be based on the clear roadway width measured from gutter line to gutt er line multiplied by the length of bridge measured from abutment joint to abutment joint.

805.10.4 Reinforced Concrete Box Culverts : Quantities for

reinforced concrete box culverts of each size and type will be measured in place by the linear foot along the flo w line between inside faces of the headwalls. For multiple barrel structures, the measured length will be the sum of the lengths of all barrels measured as described above. Quantities for reinforced concrete box culvert headwalls will be measured per each. The quantity represents the headwall installation on one end of the box culvert regardless of the number of barrels.

805.11 Payment .

805.11.1 Structural Concrete : Payment for structural concrete will

be made at the contract unit price per cubic yard, adjusted in acc ordance with the following provisions. Class A1, A2, A3, MASS(A1), MASS(A2), MASS(A3) and S concrete will be accepted on lot basis. Consider a lot to be an identifiable placement not exceeding 200 cubic yards of concrete. A placement of 200 to 400 cubic yards will be divided into two identifiable lots as equal in size as possible. A placement exceeding 400 cubic yards will be represented by three lots. As a minimum, two random batches will be sampled for each lot, and three cylinders will be molded from each batch sampled. The cylinders will be tested for compressive strength in 28 to 31 calendar days. In the event of sudden cessation of operation, a minimum of three cylinders will constitute a lot. Sampling, testing, acceptance, and payment will be in ac cordance with Section 901 . Formwork, falsework, bracing, concrete handling, placing, finishing and curing, and expansion joint fillers will not be measured for pay ment. embedments. Volumes deducted for embedded timber piling are ba sed on 12 inches butt diameter and nominal dimensions for other pile types.

805.10.2 Concrete Surface Finish : Quantities for Class 2 Rubbed

Finish, Class 3 Special Finish, and Class 4 Sandblast Finish will be measured per square foot. Other concrete surface fini shes will not be measured for payment.

805.10.3 Bridge Superstructure and Substructure : Quantities

for bridge superstructure and substructure will be measured per square foot. Quantities will be based on the clear roadway width measured from gutter line to gutt er line multiplied by the length of bridge measured from abutment joint to abutment joint.

805.10.4 Reinforced Concrete Box Culverts : Quantities for

reinforced concrete box culverts of each size and type will be measured in place by the linear foot along the flo w line between inside faces of the headwalls. For multiple barrel structures, the measured length will be the sum of the lengths of all barrels measured as described above. Quantities for reinforced concrete box culvert headwalls will be measured per each. The quantity represents the headwall installation on one end of the box culvert regardless of the number of barrels.

805.11 Payment .

805.11.1 Structural Concrete : Payment for structural concrete will

be made at the contract unit price per cubic yard, adjusted in acc ordance with the following provisions. Class A1, A2, A3, MASS(A1), MASS(A2), MASS(A3) and S concrete will be accepted on lot basis. Consider a lot to be an identifiable placement not exceeding 200 cubic yards of concrete. A placement of 200 to 400 cubic yards will be divided into two identifiable lots as equal in size as possible. A placement exceeding 400 cubic yards will be represented by three lots. As a minimum, two random batches will be sampled for each lot, and three cylinders will be molded from each batch sampled. The cylinders will be tested for compressive strength in 28 to 31 calendar days. In the event of sudden cessation of operation, a minimum of three cylinders will constitute a lot. Sampling, testing, acceptance, and payment will be in ac cordance with Section 901 . Formwork, falsework, bracing, concrete handling, placing, finishing and curing, and expansion joint fillers will not be measured for pay ment. embedments. Volumes deducted for embedded timber piling are ba sed on 12 inches butt diameter and nominal dimensions for other pile types.

805.10.2 Concrete Surface Finish : Quantities for Class 2 Rubbed

Finish, Class 3 Special Finish, and Class 4 Sandblast Finish will be measured per square foot. Other concrete surface fini shes will not be measured for payment.

805.10.3 Bridge Superstructure and Substructure : Quantities

for bridge superstructure and substructure will be measured per square foot. Quantities will be based on the clear roadway width measured from gutter line to gutt er line multiplied by the length of bridge measured from abutment joint to abutment joint.

805.10.4 Reinforced Concrete Box Culverts : Quantities for

reinforced concrete box culverts of each size and type will be measured in place by the linear foot along the flo w line between inside faces of the headwalls. For multiple barrel structures, the measured length will be the sum of the lengths of all barrels measured as described above. Quantities for reinforced concrete box culvert headwalls will be measured per each. The quantity represents the headwall installation on one end of the box culvert regardless of the number of barrels.

805.11 Payment .

805.11.1 Structural Concrete : Payment for structural concrete will

be made at the contract unit price per cubic yard, adjusted in acc ordance with the following provisions. Class A1, A2, A3, MASS(A1), MASS(A2), MASS(A3) and S concrete will be accepted on lot basis. Consider a lot to be an identifiable placement not exceeding 200 cubic yards of concrete. A placement of 200 to 400 cubic yards will be divided into two identifiable lots as equal in size as possible. A placement exceeding 400 cubic yards will be represented by three lots. As a minimum, two random batches will be sampled for each lot, and three cylinders will be molded from each batch sampled. The cylinders will be tested for compressive strength in 28 to 31 calendar days. In the event of sudden cessation of operation, a minimum of three cylinders will constitute a lot. Sampling, testing, acceptance, and payment will be in ac cordance with Section 901 . Formwork, falsework, bracing, concrete handling, placing, finishing and curing, and expansion joint fillers will not be measured for pay ment. embedments. Volumes deducted for embedded timber piling are ba sed on 12 inches butt diameter and nominal dimensions for other pile types.

805.10.2 Concrete Surface Finish : Quantities for Class 2 Rubbed

Finish, Class 3 Special Finish, and Class 4 Sandblast Finish will be measured per square foot. Other concrete surface fini shes will not be measured for payment.

805.10.3 Bridge Superstructure and Substructure : Quantities

for bridge superstructure and substructure will be measured per square foot. Quantities will be based on the clear roadway width measured from gutter line to gutt er line multiplied by the length of bridge measured from abutment joint to abutment joint.

805.10.4 Reinforced Concrete Box Culverts : Quantities for

reinforced concrete box culverts of each size and type will be measured in place by the linear foot along the flo w line between inside faces of the headwalls. For multiple barrel structures, the measured length will be the sum of the lengths of all barrels measured as described above. Quantities for reinforced concrete box culvert headwalls will be measured per each. The quantity represents the headwall installation on one end of the box culvert regardless of the number of barrels.

805.11 Payment .

805.11.1 Structural Concrete : Payment for structural concrete will

be made at the contract unit price per cubic yard, adjusted in acc ordance with the following provisions. Class A1, A2, A3, MASS(A1), MASS(A2), MASS(A3) and S concrete will be accepted on lot basis. Consider a lot to be an identifiable placement not exceeding 200 cubic yards of concrete. A placement of 200 to 400 cubic yards will be divided into two identifiable lots as equal in size as possible. A placement exceeding 400 cubic yards will be represented by three lots. As a minimum, two random batches will be sampled for each lot, and three cylinders will be molded from each batch sampled. The cylinders will be tested for compressive strength in 28 to 31 calendar days. In the event of sudden cessation of operation, a minimum of three cylinders will constitute a lot. Sampling, testing, acceptance, and payment will be in ac cordance with Section 901 . Formwork, falsework, bracing, concrete handling, placing, finishing and curing, and expansion joint fillers will not be measured for pay ment. embedments. Volumes deducted for embedded timber piling are ba sed on 12 inches butt diameter and nominal dimensions for other pile types.

805.10.2 Concrete Surface Finish : Quantities for Class 2 Rubbed

Finish, Class 3 Special Finish, and Class 4 Sandblast Finish will be measured per square foot. Other concrete surface fini shes will not be measured for payment.

805.10.3 Bridge Superstructure and Substructure : Quantities

for bridge superstructure and substructure will be measured per square foot. Quantities will be based on the clear roadway width measured from gutter line to gutt er line multiplied by the length of bridge measured from abutment joint to abutment joint.

805.10.4 Reinforced Concrete Box Culverts : Quantities for

reinforced concrete box culverts of each size and type will be measured in place by the linear foot along the flo w line between inside faces of the headwalls. For multiple barrel structures, the measured length will be the sum of the lengths of all barrels measured as described above. Quantities for reinforced concrete box culvert headwalls will be measured per each. The quantity represents the headwall installation on one end of the box culvert regardless of the number of barrels.

805.11 Payment .

805.11.1 Structural Concrete : Payment for structural concrete will

be made at the contract unit price per cubic yard, adjusted in acc ordance with the following provisions. Class A1, A2, A3, MASS(A1), MASS(A2), MASS(A3) and S concrete will be accepted on lot basis. Consider a lot to be an identifiable placement not exceeding 200 cubic yards of concrete. A placement of 200 to 400 cubic yards will be divided into two identifiable lots as equal in size as possible. A placement exceeding 400 cubic yards will be represented by three lots. As a minimum, two random batches will be sampled for each lot, and three cylinders will be molded from each batch sampled. The cylinders will be tested for compressive strength in 28 to 31 calendar days. In the event of sudden cessation of operation, a minimum of three cylinders will constitute a lot. Sampling, testing, acceptance, and payment will be in ac cordance with Section 901 . Formwork, falsework, bracing, concrete handling, placing, finishing and curing, and expansion joint fillers will not be measured for pay ment. embedments. Volumes deducted for embedded timber piling are ba sed on 12 inches butt diameter and nominal dimensions for other pile types.

805.10.2 Concrete Surface Finish : Quantities for Class 2 Rubbed

Finish, Class 3 Special Finish, and Class 4 Sandblast Finish will be measured per square foot. Other concrete surface fini shes will not be measured for payment.

805.10.3 Bridge Superstructure and Substructure : Quantities

for bridge superstructure and substructure will be measured per square foot. Quantities will be based on the clear roadway width measured from gutter line to gutt er line multiplied by the length of bridge measured from abutment joint to abutment joint.

805.10.4 Reinforced Concrete Box Culverts : Quantities for

reinforced concrete box culverts of each size and type will be measured in place by the linear foot along the flo w line between inside faces of the headwalls. For multiple barrel structures, the measured length will be the sum of the lengths of all barrels measured as described above. Quantities for reinforced concrete box culvert headwalls will be measured per each. The quantity represents the headwall installation on one end of the box culvert regardless of the number of barrels.

805.11 Payment .

805.11.1 Structural Concrete : Payment for structural concrete will

be made at the contract unit price per cubic yard, adjusted in acc ordance with the following provisions. Class A1, A2, A3, MASS(A1), MASS(A2), MASS(A3) and S concrete will be accepted on lot basis. Consider a lot to be an identifiable placement not exceeding 200 cubic yards of concrete. A placement of 200 to 400 cubic yards will be divided into two identifiable lots as equal in size as possible. A placement exceeding 400 cubic yards will be represented by three lots. As a minimum, two random batches will be sampled for each lot, and three cylinders will be molded from each batch sampled. The cylinders will be tested for compressive strength in 28 to 31 calendar days. In the event of sudden cessation of operation, a minimum of three cylinders will constitute a lot. Sampling, testing, acceptance, and payment will be in ac cordance with Section 901 . Formwork, falsework, bracing, concrete handling, placing, finishing and curing, and expansion joint fillers will not be measured for pay ment.

805.11.2 Concrete Surface Finishes : Payment for completed and

accepted Class 2 Rubbed Finish, Class 3 Special Finish, and Class 4 Sandblast Finish will be made at the contract unit price per square foot which includes all materials, labor, equipment, and t ools necessary to complete the item. Unless specified otherwise, payment for other concrete surface finishes will be included in the payment for the concrete receiving the corresponding finish.

805.11.3 Precast -Prestressed Girders : Payment will be at the

contrac t unit price per linear foot which includes all work and appurtenances necessary for fabrication, storage, handling, transporting, and installation in accordance with the plans and shop drawings. Miscellaneous steel and hardware not embedded in the girder are paid for as provided in Section 807 . Bearings will be paid for as provided in Section 814.

805.11.4 Bridge Superstructure and Substructure : Payment

will be made at the contract unit price per square foot, which includes the entire superstructure with railings and the portion of the subs tructure above the bottom of caps. Cast-in-place concrete is subject to 805.11.1 and pay adjustments made in accordance with T able 901-4.

805.11.5 Reinforced Concrete Box Culverts : Payment for

reinforced concrete box culverts will be made at the contract unit price per linear foot, which includes connections to existing structures, concrete, reinforcing steel, excavation, backfill, and all other items of material, labor, and equipment necessary to complete the work in accordance with the Contract. Payment for reinforced concrete box culvert headwalls will be made at the c ontract unit price per each headwall which includes connections to existing structures, concrete, reinforcing steel, joint materials, excavation, backfill, and all other items of material, labor, and equipment necessary to complete the work in accordance w ith the Contract. Cast-in-place concrete is subject to 805.11.1 and p ay adjustments made in accordance with T able 901-4. Acceptance for each precast reinforced concrete box culvert will be in accordance with the latest version of ASTM C1577.

805.11.2 Concrete Surface Finishes : Payment for completed and

accepted Class 2 Rubbed Finish, Class 3 Special Finish, and Class 4 Sandblast Finish will be made at the contract unit price per square foot which includes all materials, labor, equipment, and t ools necessary to complete the item. Unless specified otherwise, payment for other concrete surface finishes will be included in the payment for the concrete receiving the corresponding finish.

805.11.3 Precast -Prestressed Girders : Payment will be at the

contrac t unit price per linear foot which includes all work and appurtenances necessary for fabrication, storage, handling, transporting, and installation in accordance with the plans and shop drawings. Miscellaneous steel and hardware not embedded in the girder are paid for as provided in Section 807 . Bearings will be paid for as provided in Section 814.

805.11.4 Bridge Superstructure and Substructure : Payment

will be made at the contract unit price per square foot, which includes the entire superstructure with railings and the portion of the subs tructure above the bottom of caps. Cast-in-place concrete is subject to 805.11.1 and pay adjustments made in accordance with T able 901-4.

805.11.5 Reinforced Concrete Box Culverts : Payment for

reinforced concrete box culverts will be made at the contract unit price per linear foot, which includes connections to existing structures, concrete, reinforcing steel, excavation, backfill, and all other items of material, labor, and equipment necessary to complete the work in accordance with the Contract. Payment for reinforced concrete box culvert headwalls will be made at the c ontract unit price per each headwall which includes connections to existing structures, concrete, reinforcing steel, joint materials, excavation, backfill, and all other items of material, labor, and equipment necessary to complete the work in accordance w ith the Contract. Cast-in-place concrete is subject to 805.11.1 and p ay adjustments made in accordance with T able 901-4. Acceptance for each precast reinforced concrete box culvert will be in accordance with the latest version of ASTM C1577.

805.11.2 Concrete Surface Finishes : Payment for completed and

accepted Class 2 Rubbed Finish, Class 3 Special Finish, and Class 4 Sandblast Finish will be made at the contract unit price per square foot which includes all materials, labor, equipment, and t ools necessary to complete the item. Unless specified otherwise, payment for other concrete surface finishes will be included in the payment for the concrete receiving the corresponding finish.

805.11.3 Precast -Prestressed Girders : Payment will be at the

contrac t unit price per linear foot which includes all work and appurtenances necessary for fabrication, storage, handling, transporting, and installation in accordance with the plans and shop drawings. Miscellaneous steel and hardware not embedded in the girder are paid for as provided in Section 807 . Bearings will be paid for as provided in Section 814.

805.11.4 Bridge Superstructure and Substructure : Payment

will be made at the contract unit price per square foot, which includes the entire superstructure with railings and the portion of the subs tructure above the bottom of caps. Cast-in-place concrete is subject to 805.11.1 and pay adjustments made in accordance with T able 901-4.

805.11.5 Reinforced Concrete Box Culverts : Payment for

reinforced concrete box culverts will be made at the contract unit price per linear foot, which includes connections to existing structures, concrete, reinforcing steel, excavation, backfill, and all other items of material, labor, and equipment necessary to complete the work in accordance with the Contract. Payment for reinforced concrete box culvert headwalls will be made at the c ontract unit price per each headwall which includes connections to existing structures, concrete, reinforcing steel, joint materials, excavation, backfill, and all other items of material, labor, and equipment necessary to complete the work in accordance w ith the Contract. Cast-in-place concrete is subject to 805.11.1 and p ay adjustments made in accordance with T able 901-4. Acceptance for each precast reinforced concrete box culvert will be in accordance with the latest version of ASTM C1577.

805.11.2 Concrete Surface Finishes : Payment for completed and

accepted Class 2 Rubbed Finish, Class 3 Special Finish, and Class 4 Sandblast Finish will be made at the contract unit price per square foot which includes all materials, labor, equipment, and t ools necessary to complete the item. Unless specified otherwise, payment for other concrete surface finishes will be included in the payment for the concrete receiving the corresponding finish.

805.11.3 Precast -Prestressed Girders : Payment will be at the

contrac t unit price per linear foot which includes all work and appurtenances necessary for fabrication, storage, handling, transporting, and installation in accordance with the plans and shop drawings. Miscellaneous steel and hardware not embedded in the girder are paid for as provided in Section 807 . Bearings will be paid for as provided in Section 814.

805.11.4 Bridge Superstructure and Substructure : Payment

will be made at the contract unit price per square foot, which includes the entire superstructure with railings and the portion of the subs tructure above the bottom of caps. Cast-in-place concrete is subject to 805.11.1 and pay adjustments made in accordance with T able 901-4.

805.11.5 Reinforced Concrete Box Culverts : Payment for

reinforced concrete box culverts will be made at the contract unit price per linear foot, which includes connections to existing structures, concrete, reinforcing steel, excavation, backfill, and all other items of material, labor, and equipment necessary to complete the work in accordance with the Contract. Payment for reinforced concrete box culvert headwalls will be made at the c ontract unit price per each headwall which includes connections to existing structures, concrete, reinforcing steel, joint materials, excavation, backfill, and all other items of material, labor, and equipment necessary to complete the work in accordance w ith the Contract. Cast-in-place concrete is subject to 805.11.1 and p ay adjustments made in accordance with T able 901-4. Acceptance for each precast reinforced concrete box culvert will be in accordance with the latest version of ASTM C1577.

805.11.2 Concrete Surface Finishes : Payment for completed and

accepted Class 2 Rubbed Finish, Class 3 Special Finish, and Class 4 Sandblast Finish will be made at the contract unit price per square foot which includes all materials, labor, equipment, and t ools necessary to complete the item. Unless specified otherwise, payment for other concrete surface finishes will be included in the payment for the concrete receiving the corresponding finish.

805.11.3 Precast -Prestressed Girders : Payment will be at the

contrac t unit price per linear foot which includes all work and appurtenances necessary for fabrication, storage, handling, transporting, and installation in accordance with the plans and shop drawings. Miscellaneous steel and hardware not embedded in the girder are paid for as provided in Section 807 . Bearings will be paid for as provided in Section 814.

805.11.4 Bridge Superstructure and Substructure : Payment

will be made at the contract unit price per square foot, which includes the entire superstructure with railings and the portion of the subs tructure above the bottom of caps. Cast-in-place concrete is subject to 805.11.1 and pay adjustments made in accordance with T able 901-4.

805.11.5 Reinforced Concrete Box Culverts : Payment for

reinforced concrete box culverts will be made at the contract unit price per linear foot, which includes connections to existing structures, concrete, reinforcing steel, excavation, backfill, and all other items of material, labor, and equipment necessary to complete the work in accordance with the Contract. Payment for reinforced concrete box culvert headwalls will be made at the c ontract unit price per each headwall which includes connections to existing structures, concrete, reinforcing steel, joint materials, excavation, backfill, and all other items of material, labor, and equipment necessary to complete the work in accordance w ith the Contract. Cast-in-place concrete is subject to 805.11.1 and p ay adjustments made in accordance with T able 901-4. Acceptance for each precast reinforced concrete box culvert will be in accordance with the latest version of ASTM C1577. Payment will be made under: Item No. Pay Item Pay Unit 805-01 Class A1 Concrete (Type) Cubic Yard 805-02 Class A2 Concrete (Type) Cubic Yard 805-03 Class A3 Concrete (Type) Cubic Yard 805-04 Class MASS (A1) Concrete (Type) Cubic Yard 805-05 Class MASS (A2) Concrete (Type) Cubic Yard 805-06 Class MASS (A3) Concrete (Type) Cubic Yard 805-07 Class S Concrete Cubic Yard 805-08 Precast -Prestressed Concrete Girders (Type) Linear Foot 805-09 Precast Concrete Members Linear Foot 805-10 Precast Concrete Members Square Foot 805-11 Precast Concrete Members Each 805-12 Bridge Superstructure and Substructure (Type) Square Foot 805-13 Reinforced Concrete Box Culverts (Cast -in- Place or Precast)(Size) Linear Foot 805-14 Reinforced Concrete Box Culverts (Cast -in- Place)(Size) Linear Foot 805-15 Reinforced Concrete Box Culverts (Precast)(Size) Linear Foot 805-16 Reinforced Concrete Box Culverts (Extension)(Size) Linear Foot 805-17 Reinforced Concrete Box Culvert Headwall Each 805-18 Concrete Finish (Class) Square Foot Section 806 Deformed Reinforcing Steel

806.01 DESCRIPTION. Furnish and place reinforcing steel for

reinforced concrete structures.

806.02 MATERIALS. Comply with Section 1009 . Use accessories

compatible with the reinforcement.

806.03 FABRICATION. Fabricate reinforcement to the shapes shown

on the plans.

806.03.1 Bending: Cold bend reinforcement unless otherwise

permitted. Do not rebend bars. Special fabrication will be required for bending No. 14 and 18 bars more than 90 degrees. Bend bars around a pin having a diameter as specified in Table 806 -1, unless otherwise specified: