Difference between revisions of "751.6 General Quantities"

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m (→‎751.6.1 Index of Quantities: Per BR, updated barrier pay items)
 
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===751.6.1 Index of Quantities===
 
===751.6.1 Index of Quantities===
The following list of pay items shall be used as a guide when preparing the Table of Estimated Quantities.  The pay items shall be listed on the plans in numerical order according to the Item Number.  The Item Number is for information only and is not to be listed in the Table of Estimated Quantities.  For pay items not listed, see the Plans Review Section.
+
The following list of pay items shall be used as a guide when preparing the Table of Estimated Quantities to be shown on the bridge plans.  The pay items shall be listed on the plans in numerical order according to the Item Number.  The Item Number is for information only and is not to be listed in the Table of Estimated Quantities.  For pay items not listed, see the Preliminary and Review Section.
 +
 
 +
'''Accuracy and Rounding'''
  
 +
When performing multi-step calculations as in the case of computing the final estimated quantities, keep at least one more significant digit in the intermediate result than needed in the final answer, in this case the final estimated quantity. Hence, the accuracy given in the following indexed table of quantities represents the plan reporting accountability to which the final estimated quantity is subject to for measurement and payment.
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 +
Round final calculation to the nearest unit increment given as the plan reporting accuracy and show on plans. Rounding should follow generally accepted rules and be agreeable to those responsible for estimating the final estimated quantities.
  
 
{|align="center" border="1" cellpadding="1" cellspacing="1" style="text-align:center"
 
{|align="center" border="1" cellpadding="1" cellspacing="1" style="text-align:center"
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|-
 
|-
 
!width="100"|Item Number
 
!width="100"|Item Number
!width="100"|Accuracy
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!width="120"|Plan Reporting Accuracy
!width="100"|Units
+
!width="50"|Units
!width="100"|Item Description
+
!width="150"|Item Description
 
|-
 
|-
 
|style="background:#cccccc;"|<div id="quantities note"></div> &nbsp;
 
|style="background:#cccccc;"|<div id="quantities note"></div> &nbsp;
|colspan="3" align="left"|Indicates this item shall be used only as approved by Plans Review Section.
+
|colspan="3" align="left"|Indicates this item shall be used only as approved by Preliminary and Review Section.
 
|-
 
|-
|206-10.00<br/>206-10.05 || 5.0 || cu. yard<br/>cu. meter ||align="left"| Class 1 Excavation
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=5 206-10.00]|| 5 || cu. yard ||align="left"| Class 1 Excavation
 
|-
 
|-
|206-10.03<br/>206-10.07 || 1.0 || cu. yard<br/>cu. meter ||align="left"|  Class 1 Excavation in Rock (*)
+
|206-10.03 || 1 || cu. yard ||align="left"|  Class 1 Excavation in Rock (*)
 
|-
 
|-
|206-20.00<br/>206-20.05 || 1.0 || cu. yard<br/>cu. meter ||align="left"|  Class 2 Excavation
+
|206-20.00 || 1 || cu. yard ||align="left"|  Class 2 Excavation
 
|-
 
|-
|206-20.03<br/>206-20.07 || 1.0 || cu. yard<br/>cu. meter ||align="left"|  Class 2 Excavation in Rock (*)
+
|206-20.03 || 1 || cu. yard ||align="left"|  Class 2 Excavation in Rock (*)
 
|-
 
|-
|206-33.00<br/>206-33.05 || 5.0 || cu. yard<br/>cu. meter ||align="left"|  Class 4 Excavation
+
|206-33.00 || 5 || cu. yard ||align="left"|  Class 4 Excavation
 
|-
 
|-
|206-34.00<br/>206-34.05 || 1.0 || cu. yard<br/>cu. meter ||align="left"|  Class 4 Excavation in Rock (*)
+
|206-34.00 || 1 || cu. yard ||align="left"|  Class 4 Excavation in Rock (*)
 
|-
 
|-
 
|colspan="4" align="left"|* Note: Use when cross-sections indicate rock will be encountered and quantity is more than 10 cu. Yard. If there is less than 10 cu. yards of total excavation in rock, no Excavation in Rock pay items should be listed in the Estimated Quantities. Excavation in rock will be paid in accordance with Sec 109. Check with Project Manager when computing this item.
 
|colspan="4" align="left"|* Note: Use when cross-sections indicate rock will be encountered and quantity is more than 10 cu. Yard. If there is less than 10 cu. yards of total excavation in rock, no Excavation in Rock pay items should be listed in the Estimated Quantities. Excavation in rock will be paid in accordance with Sec 109. Check with Project Manager when computing this item.
|-style="background:#cccccc;"
 
|206-36.00<br/>206-36.05||1.0<br/>0.5||linear foot<br/> meter||align="left"| [[#quantities note|Supplementary Foundation Test Holes (NX)]]
 
|-style="background:#cccccc;"
 
|206-36.10<br/>206-36.15||1.0<br/>0.5||linear foot<br/> meter||align="left"| [[#quantities note|Supplementary Cored Holes]]
 
 
|-
 
|-
|206-40.00<br/>206-40.05||1.0||cu. yard<br/>cu. meter||align="left"| Porous Backfill
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=5 206-36.00]||1||linear foot||align="left"| Supplementary Foundation Test Holes (NX)
 
|-
 
|-
|206-45.00<br/>206-45.05||1.0||cu. yard<br/>cu. meter||align="left"| Select Granular Backfill for Structural Systems
+
|206-36.10||1||linear foot||align="left"| Supplementary Cored Holes
 
|-
 
|-
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
+
|206-40.00||1||cu. yard||align="left"| Porous Backfill
 
|-
 
|-
|206-55.00||1.0||lump sum||align="left"| Temporary Shoring
+
|206-55.00||1||lump sum||align="left"| Temporary Shoring
 
|-
 
|-
|206-60.02 to<br/>206-60.12||1.0||lump sum||align="left"| Cofferdams - Bent xx<br/>Note:  Use a separate pay item for each bent. Item numbers established for only Bent 2 thru Bent 12.
+
|206-60.02 to<br/>206-60.12||1||lump sum||align="left"| Cofferdams - Bent xx<br/>Note:  Use a separate pay item for each bent. Item numbers established for only Bent 2 thru Bent 12.
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|206-99.01||1.0||lump sum||align="left"|Misc.
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=5 206-99.01]||1||lump sum||align="left"|Misc.
 
|-
 
|-
|206-99.02||1.0||each||align="left"|Misc.
+
|206-99.02||1||each||align="left"|Misc.
 
|-
 
|-
|206-99.03<br/>206-99.03M||1.0<br/>0.5||linear foot<br/> meter||align="left"|Misc.
+
|206-99.03||1||linear foot||align="left"|Misc.
 
|-
 
|-
|206-99.04||1.0||sq. foot||align="left"|Misc.
+
|206-99.04||1||sq. foot||align="left"|Misc.
 
|-
 
|-
|206-99.05<br/>206-99.05M||0.1||sq. yard<br/>sq. meter||align="left"|Misc.
+
|206-99.05||1||sq. yard||align="left"|Misc.
 
|-
 
|-
|206-99.07<br/>206-99.07M||1.0||cu. yard<br/>cu. meter||align="left"|Misc.
+
|206-99.07||0.1||cu. yard||align="left"|Misc.
 
|-
 
|-
|216-05.00||1.0||lump sum||align="left"|Removal of Bridges
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=5 216-05.00]||1||lump sum||align="left"|Removal of Bridges
 
|-
 
|-
|216-05.01||1.0||lump sum||align="left"|Match Marking and Storing Superstructure
+
|216-05.01||1||lump sum||align="left"|Match Marking and Storing Superstructure
 
|-
 
|-
|216-10.00<br/>216-10.50||1.0||sq. yard<br/>sq. meter||align="left"|Scarification of Bridge Decks<br/>Note: Do not use on concrete overlay removals.
+
|216-10.00||1||sq. yard||align="left"|Scarification of Bridge Deck<br/>Note: Do not use with concrete wearing surface removals.
 
|-
 
|-
|216-15.00<br/>216-15.50||1.0<br/>0.1||sq. foot<br/>sq. meter||align="left"|Removal of Seal Coat<br/>Note:  Do not use for unbonded seal coat removal.
+
|216-10.01|| 1|| sq. yard||align="left"| Total Surface Hydro Demolition
 
|-
 
|-
|216-15.01<br/>216-15.51||1.0<br/>0.1||sq. foot<br/>sq. meter||align="left"|Removal of Asphalt Wearing Surface
+
|216-15.00||1||sq. foot||align="left"|Removal of Seal Coat or Polymer Wearing Surface<br/>Note: Do not use for unbonded removal.
 
|-
 
|-
|216-15.02<br/>216-15.52||1.0<br/>0.1||sq. foot<br/>sq. meter||align="left"|Removal of Concrete Wearing Surface<br/>Note:  Use for all concrete wearing surfaces.
+
|216-15.01||1||sq. foot||align="left"|Removal of Asphalt Wearing Surface
 
|-
 
|-
|216-20.00<br/>216-20.50||1.0<br/>0.5||linear foot<br/> meter||align="left"|Removal and Storage of Existing Bridge Rails
+
|216-15.02||1||sq. foot||align="left"|Removal of Concrete Wearing Surface<br/>Note:  Use for all concrete wearing surfaces.
 
|-
 
|-
|216-25.00<br/>216-25.50||1.0<br/>0.1||sq. foot<br/>sq. meter||align="left"|Removal of Existing Bridge Decks
+
|216-15.03||1|| sq. foot||align="left"| Removal of Existing Deck Repair<br/>Note: Use with Hydro demolition when required.
 
|-
 
|-
|216-30.00<br/>216-30.50||1.0<br/>0.1||sq. foot<br/>sq. meter||align="left"|Partial Removal of Existing Bridge Decks
+
|216-20.00||1||linear foot||align="left"|Removal and Storage of Existing Bridge Rail
 
|-
 
|-
|216-35.00||1.0||lump sum||align="left"|Partial Removal of Culvert Concrete
+
|216-25.00||1||sq. foot||align="left"|Removal of Existing Bridge Deck
 
|-
 
|-
|216-35.01||1.0||lump sum||align="left"|Partial Removal of Culvert-Bridge Concrete
+
|216-30.00||1||sq. foot||align="left"|Partial Removal of Existing Bridge Deck
 
|-
 
|-
|216-35.02||1.0||lump sum||align="left"|Partial Removal of Substructure Concrete
+
|216-35.00||1||lump sum||align="left"|Partial Removal of Culvert Concrete
 
|-
 
|-
|216-40.00<br/>216-40.50||1.0<br/>0.5||linear foot<br/> meter||align="left"|Curb Removal<br/>Note:  Use for just removal of curbs including for thrie beam installation.
+
|216-35.01||1||lump sum||align="left"|Partial Removal of Culvert-Bridge Concrete
 
|-
 
|-
|216-45.00<br/>216-45.50||1.0<br/>0.5||linear foot<br/> meter||align="left"|Removal of Existing Expansion Joints & Adjacent Concrete<br/>Note:  Also use Concrete and Reinforcing Steel pay items for replacement of expansion joint system.
+
|216-35.02||1||lump sum||align="left"|Partial Removal of Substructure Concrete
 
|-
 
|-
|216-50.00<br/>216-50.50||1.0<br/>0.5||linear foot<br/> meter||align="left"|Removal of Existing Expansion Joint Seal or Sealant<br/>Note:  Also use Concrete and Reinforcing Steel pay items for replacement of expansion joint system.
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=5 216-40.00]||1||linear foot||align="left"|Curb Removal<br/>Note:  Use for just removal of curbs including for thrie beam installation.
 
|-
 
|-
|216-55.00||1.0||lump sum||align="left"|Removal of Cathodic Protection System
+
|216-45.00||1||linear foot||align="left"|Removal of Existing Expansion Joint & Adjacent Concrete<br/>Note:  Also use concrete and reinforcing steel pay items for replacement of expansion joint system.
 +
|-
 +
|216-50.00||1||linear foot||align="left"|Removal of Existing Expansion Joint Seal or Sealant<br/>Note:  Also use Concrete and Reinforcing Steel pay items for replacement of expansion joint system.
 +
|-
 +
|216-55.00||1||lump sum||align="left"|Removal of Cathodic Protection System
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|216-99.01||1.0||lump sum||align="left"| Misc.
+
|216-99.01||1||lump sum||align="left"| Misc.
 
|-
 
|-
|216-99.03<br/>216-99.03M||1.0<br/>0.5||linear foot<br/> meter||align="left"| Misc.
+
|216-99.02|| 1|| each||align="left"| Misc.  
 
|-
 
|-
|216-99.04||1.0||sq. foot||align="left"| Misc.
+
|216-99.03||1||linear foot||align="left"| Misc.
 
|-
 
|-
|216-99.05<br/>216-99.05M||0.1||sq. yard<br/>sq. meter||align="left"| Misc.
+
|216-99.04||1||sq. foot||align="left"| Misc.
 
|-
 
|-
|403-10.50<br/>403-10.55||1.0||sq. yard<br/>sq. meter||align="left"| Alternate Asphaltic Concrete Wearing Surface (Bridge)
+
|216-99.05||1||sq. yard||align="left"| Misc.
 
|-
 
|-
|407-10.05<br/>407-10.00||10.0<br/>50.0||gallon<br/>liter||align="left"| Tack Coat
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=7 403-10.50]||1||sq. yard||align="left"| Optional Asphaltic Concrete Wearing Surface (Bridges)
 
|-
 
|-
|409-40.00<br/>409-40.05||1.0||sq. yard<br/>sq. meter||align="left"| Seal Coat, Grade A
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=7 407-10.05]||1||gallon||align="left"| Tack Coat
 
|-
 
|-
|409-40.20<br/>409-40.25||1.0||sq. yard<br/>sq. meter||align="left"| Seal Coat, Grade C
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=7 409-10.48]||1||gallon||align="left"|Emulsified Asphalt, Seal Coat
 
|-
 
|-
|503-10.10<br/>503-10.15||1.0||sq. yard<br/>sq. meter||align="left"| Bridge Approach Slab (Bridge)
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=7 409-40.01]||1||sq. yard||align="left"| Seal Coat Aggregate, Grade A1
 
|-
 
|-
|505-00.01<br/>505-00.05||1.0||sq. yard<br/>sq. meter||align="left"| Alternate Concrete Wearing Surface
+
|409-40.11|| 1|| sq. yard||align="left"| Seal Coat Aggregate, Grade B1
 
|-
 
|-
|505-10.00<br/>505-10.50||1.0||sq. yard<br/>sq. meter||align="left"| Low Slump Concrete Wearing Surface
+
|413-33.00|| 1|| sq. yard||align="left"| Optional Ultrathin Bonded Asphalt Wearing Surface (Bridges)
 
|-
 
|-
|505-20.00<br/>505-20.50||1.0||sq. yard<br/>sq. meter||align="left"| Latex Modified Concrete Wearing Surface
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=8 503-10.10A]||1||sq. yard||align="left"| Bridge Approach Slab (Major Road)
 
|-
 
|-
|505-20.01<br/>505-20.51||1.0||sq. yard<br/>sq. meter||align="left"| Latex Modified High Early Strength Concrete Wearing Surface
+
|503-10.11A|| 1||sq. yard||align="left"| Bridge Approach Slab (Minor Road)
 
|-
 
|-
|505-30.00<br/>505-30.50||1.0||sq. yard<br/>sq. meter||align="left"| Silica Fume Concrete Wearing Surface
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=8 505-00.01]||1||sq. yard||align="left"| Optional Concrete Wearing Surface
 +
|-
 +
|505-00.02|| 1|| sq. yard||align="left"| Optional Very Early Strength Concrete Wearing Surface
 +
|-
 +
|505-00.03|| 1|| sq. yard||align="left"| Reinforced Concrete Wearing Surface
 +
|-
 +
|505-00.04|| 1|| cu. yard||align="left"| Supplementary Wearing Surface Material<br/>Note: Use with total surface hydro demolition to pay for monolithic deck repair.
 +
|-
 +
|505-10.00||1||sq. yard||align="left"| Low Slump Concrete Wearing Surface<br/>Note: Use with SPM or SLE approval (typically only allowed as a choice with 505-00.01.
 +
|-
 +
|505-20.00||1||sq. yard||align="left"| Latex Modified Concrete Wearing Surface
 +
|-
 +
|505-30.00||1||sq. yard||align="left"| Silica Fume Concrete Wearing Surface
 +
|-
 +
|505-40.00|| 1|| sq. yard||align="left"| Latex Modified Very Early Strength Concrete Wearing Surface
 +
|-
 +
|505-50.00|| 1|| sq. yard||align="left"| CSA Cement Very Early Strength Concrete Wearing Surface
 +
|-
 +
|505-60.00|| 1|| sq. yard||align="left"| Steel Fiber Reinforced Concrete Wearing Surface
 +
|-
 +
|505-70.00|| 1|| sq. yard||align="left"| Polyester Polymer Concrete Wearing Surface
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|505-99.05<br/>505-99.05M||1.0||sq. yard<br/>sq. meter||align="left"| Misc.
+
|505-99.05||1||sq. yard||align="left"| Misc.
|-style="background:#cccccc;"
 
|605-20.10A<br/>605-20.15A||1.0<br/>0.5||linear foot<br/> meter||align="left"|[[#quantities note|Structural Underdrain]]
 
 
|-
 
|-
|607-10.50<br/>607-15.50||1.0<br/>0.5||linear foot<br/> meter||align="left"| Chain-Link Fence (Retaining Walls)
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=9 605-20.10A]||1||linear foot||align="left"|Structural Underdrain
 
|-
 
|-
|607-10.54<br/>607-15.54||1.0<br/>0.5||linear foot<br/> meter||align="left"| (42 in.) Property Fence (Structures)<br/>1065 mm Property Fence (Structures)
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=9 607-10.50]||1||linear foot||align="left"| Chain-Link Fence (Retaining Walls)
 
|-
 
|-
|607-10.55<br/>607-15.55||1.0<br/>0.5||linear foot<br/> meter||align="left"| (60 in.) Property Fence (Structures)<br/>1525 mm Property Fence (Structures)
+
|607-10.54||1||linear foot||align="left"| (42 in.) Property Fence (Structures)
 
|-
 
|-
|607-10.56<br/>607-15.56||1.0<br/>0.5||linear foot<br/> meter||align="left"|(72 in.) Property Fence (Structures)<br/>1830 mm Property Fence (Structures)
+
|607-10.55||1||linear foot||align="left"| (60 in.) Property Fence (Structures)
 
|-
 
|-
|607-10.57<br/>607-15.57||1.0<br/>0.5||linear foot<br/> meter||align="left"| (84 in.) Property Fence (Structures)<br/>2135 mm Property Fence (Structures)
+
|607-10.56||1||linear foot||align="left"|(72 in.) Property Fence (Structures)
 
|-
 
|-
|607-10.58<br/>607-15.58||1.0<br/>0.5||linear foot<br/> meter||align="left"|(96 in.) Property Fence (Structures)<br/>2440 mm Property Fence (Structures)
+
|607-10.57||1||linear foot||align="left"| (84 in.) Property Fence (Structures)
 
|-
 
|-
|607-10.60<br/>607-15.60||1.0<br/>0.5||linear foot<br/> meter||align="left"| Pedestrian Fence (Structures)<br/>Pedestrian Fence (Structures)
+
|607-10.58||1||linear foot||align="left"|(96 in.) Property Fence (Structures)
 
|-
 
|-
|607-10.65<br/>607-15.65||1.0<br/>0.5||linear foot<br/> meter||align="left"| (60 in.) Pedestrian Fence (Structures)<br/>1525 mm Pedestrian Fence (Structures)
+
|607-10.60||1||linear foot||align="left"| Pedestrian Fence (Structures)
 
|-
 
|-
|607-10.66<br/>607-15.66||1.0<br/>0.5||linear foot<br/> meter||align="left"| (72 in.) Pedestrian Fence (Structures)<br/>1830 mm Pedestrian Fence (Structures)
+
|607-10.65||1||linear foot||align="left"| (60 in.) Pedestrian Fence (Structures)
 
|-
 
|-
|607-10.67<br/>607-15.67||1.0<br/>0.5|| linear foot<br/> meter||align="left"| (112 in.) Curved Top Pedestrian Fence (Structures)<br/>2800 mm Curved Top Pedestrian Fence (Structures)
+
|607-10.66||1||linear foot||align="left"| (72 in.) Pedestrian Fence (Structures)
 +
|-
 +
|607-10.67||1|| linear foot||align="left"| (112 in.) Curved Top Pedestrian Fence (Structures)
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|607-99.03<br/>607-99.03M||1.0<br/>0.5||linear foot<br/> meter||align="left"| Misc.
+
|607-99.03||1||linear foot||align="left"| Misc.
 +
|-
 +
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=9 615-10.05]||1||lump sum||align="left"| Water Transportation for Engineer
 +
|-
 +
|623-00.01|| 1|| sq. yard||align="left"| Optional Polymer Wearing Surface
 
|-
 
|-
|615-10.05||1.0||lump sum||align="left"| Water Transportation for Engineer
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=9 623-30.00]||1||sq. yard||align="left"| Epoxy Polymer Wearing Surface
 
|-
 
|-
|623-30.00<br/>623-30.05||1.0|| sq. yard<br/>sq. meter||align="left"| Epoxy Polymer Concrete Overlay
+
|623-40.00||1||cu. foot||align="left"| Polymer Concrete
 
|-
 
|-
|623-40.00<br/>623-40.05||1.0<br/>0.05||cu. foot<br/>cu. meter||align="left"| Polymer Concrete
+
|623-50.00|| 1|| sq. yard||align="left"| MMA Polymer Slurry Wearing Surface
 
|-
 
|-
|623-99.05<br/>623-99.05M||1.0||sq. yard<br/>sq. meter||align="left"| Misc.
+
|623-99.05||1||sq. yard||align="left"| Misc.
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|701-11.00<br/>701-11.20||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (1 ft. 0 in. Dia.)<br/>Drilled Shafts (300 mm Dia.)
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 701-11.00]||0.1||linear foot||align="left"| Drilled Shafts (1 ft. 0 in. Dia.)
 
|-
 
|-
|701-11.01<br/>701-11.21||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (1 ft. 6 in. Dia.)<br/>Drilled Shafts (450 mm Dia.)
+
|701-11.01||0.1||linear foot||align="left"| Drilled Shafts (1 ft. 6 in. Dia.)
 
|-
 
|-
|701-11.02<br/>701-11.22||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (2 ft. 0 in. Dia.)<br/>Drilled Shafts (600 mm Dia.)
+
|701-11.02||0.1||linear foot||align="left"| Drilled Shafts (2 ft. 0 in. Dia.)
 
|-
 
|-
|701-11.03<br/>701-11.23||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (2 ft. 6 in. Dia.)<br/>Drilled Shafts (750 mm Dia.)
+
|701-11.03||0.1||linear foot||align="left"| Drilled Shafts (2 ft. 6 in. Dia.)
 
|-
 
|-
|701-11.04<br/>701-11.24||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (3 ft. 0 in. Dia.)<br/>Drilled Shafts (900 mm Dia.)
+
|701-11.04||0.1||linear foot||align="left"| Drilled Shafts (3 ft. 0 in. Dia.)
 
|-
 
|-
|701-11.05<br/>701-11.25||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (3 ft. 6 in. Dia.)<br/>Drilled Shafts (1050 mm Dia.)
+
|701-11.05||0.1||linear foot||align="left"| Drilled Shafts (3 ft. 6 in. Dia.)
 
|-
 
|-
|701-11.06<br/>701-11.26||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (4 ft. 0 in. Dia.)<br/>Drilled Shafts (1200 mm Dia.)
+
|701-11.06||0.1||linear foot||align="left"| Drilled Shafts (4 ft. 0 in. Dia.)
 
|-
 
|-
|701-11.07<br/>701-11.27||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (4 ft. 6 in. Dia.)<br/>Drilled Shafts (1350 mm Dia.)
+
|701-11.07||0.1||linear foot||align="left"| Drilled Shafts (4 ft. 6 in. Dia.)
 
|-
 
|-
|701-11.08<br/>701-11.28||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (5 ft. 0 in. Dia.)<br/>Drilled Shafts (1500 mm Dia.)
+
|701-11.08||0.1||linear foot||align="left"| Drilled Shafts (5 ft. 0 in. Dia.)
 
|-
 
|-
|701-11.09<br/>701-11.29||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (5 ft. 6 in. Dia.)<br/>Drilled Shafts (1650 mm Dia.)
+
|701-11.09||0.1||linear foot||align="left"| Drilled Shafts (5 ft. 6 in. Dia.)
 
|-
 
|-
|701-11.10<br/>701-11.30||0.10<br/>0.05||linear foot<br/> meter||align="left"|Drilled Shafts (6 ft. 0 in. Dia.)<br/>Drilled Shafts (1800 mm Dia.)
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 701-11.10]||0.1||linear foot||align="left"|Drilled Shafts (6 ft. 0 in. Dia.)
 
|-
 
|-
|701-11.11<br/>701-11.31||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (6 ft. 6 in. Dia.)<br/>Drilled Shafts (1950 mm Dia.)
+
|701-11.11||0.1||linear foot||align="left"| Drilled Shafts (6 ft. 6 in. Dia.)
 
|-
 
|-
|701-11.12<br/>701-11.32||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (7 ft. 0 in. Dia.)<br/>Drilled Shafts (2100 mm Dia.)
+
|701-11.12||0.1||linear foot||align="left"| Drilled Shafts (7 ft. 0 in. Dia.)
 
|-
 
|-
|701-11.13<br/>701-11.33A||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (7 ft. 6 in. Dia.)<br/>Drilled Shafts (2250 mm Dia.)
+
|701-11.13||0.1||linear foot||align="left"| Drilled Shafts (7 ft. 6 in. Dia.)
 
|-
 
|-
|701-11.14<br/>701-11.34A||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (8 ft. 0 in. Dia.)<br/>Drilled Shafts (2400 mm Dia.)
+
|701-11.14||0.1||linear foot||align="left"| Drilled Shafts (8 ft. 0 in. Dia.)
 
|-
 
|-
|701-11.15<br/>701-11.35A||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (8 ft. 6 in. Dia.)<br/>Drilled Shafts (2550 mm Dia.)
+
|701-11.15||0.1||linear foot||align="left"| Drilled Shafts (8 ft. 6 in. Dia.)
 
|-
 
|-
|701-11.16<br/>701-11.36||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (9 ft. 0 in. Dia.)<br/>Drilled Shafts (2700 mm Dia.)
+
|701-11.16||0.1||linear foot||align="left"| Drilled Shafts (9 ft. 0 in. Dia.)
 
|-
 
|-
|701-11.17<br/>701-11.37||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (9 ft. 6 in. Dia.)<br/>Drilled Shafts (2850 mm Dia.)
+
|701-11.17||0.1||linear foot||align="left"| Drilled Shafts (9 ft. 6 in. Dia.)
 
|-
 
|-
|701-11.18<br/>701-11.38||0.10<br/>0.05||linear foot<br/> meter||align="left"| Drilled Shafts (10 ft. 0 in. Dia.)<br/>Drilled Shafts (3000 mm Dia.)
+
|701-11.18||0.1||linear foot||align="left"| Drilled Shafts (10 ft. 0 in. Dia.)
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|701-12.00<br/>701-12.20||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (1 ft. 0 in. Dia.)<br/>Rock Sockets (300 mm Dia.)
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 701-12.00]||0.1||linear foot||align="left"|Rock Sockets (1 ft. 0 in. Dia.)
 
|-
 
|-
|701-12.01<br/>701-12.21||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (1 ft. 6 in. Dia.)<br/>Rock Sockets (450 mm Dia.)
+
|701-12.01||0.1||linear foot||align="left"|Rock Sockets (1 ft. 6 in. Dia.)
 
|-
 
|-
|701-12.02<br/>701-12.22||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (2 ft. 0 in. Dia.)<br/>Rock Sockets (600 mm Dia.)
+
|701-12.02||0.1||linear foot||align="left"|Rock Sockets (2 ft. 0 in. Dia.)
 
|-
 
|-
|701-12.03<br/>701-12.23||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (2 ft. 6 in. Dia.)<br/>Rock Sockets (750 mm Dia.)
+
|701-12.03||0.1||linear foot||align="left"|Rock Sockets (2 ft. 6 in. Dia.)
 
|-
 
|-
|701-12.04<br/>701-12.24||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (3 ft. 0 in. Dia.)<br/>Rock Sockets (900 mm Dia.)
+
|701-12.04||0.1||linear foot||align="left"|Rock Sockets (3 ft. 0 in. Dia.)
 
|-
 
|-
|701-12.05<br/>701-12.25||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (3 ft. 6 in. Dia.)<br/>Rock Sockets (1050 mm Dia.)
+
|701-12.05||0.1||linear foot||align="left"|Rock Sockets (3 ft. 6 in. Dia.)
 
|-
 
|-
|701-12.06<br/>701-12.26||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (4 ft. 0 in. Dia.)<br/>Rock Sockets (1200 mm Dia.)
+
|701-12.06||0.1||linear foot||align="left"|Rock Sockets (4 ft. 0 in. Dia.)
 
|-
 
|-
|701-12.07<br/>701-12.27||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (4 ft. 6 in. Dia.)<br/>Rock Sockets (1350 mm Dia.)
+
|701-12.07||0.1||linear foot||align="left"|Rock Sockets (4 ft. 6 in. Dia.)
 
|-
 
|-
|701-12.08<br/>701-12.28A||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (5 ft. 0 in. Dia.)<br/>Rock Sockets (1500 mm Dia.)
+
|701-12.08||0.1||linear foot||align="left"|Rock Sockets (5 ft. 0 in. Dia.)
 
|-
 
|-
|701-12.09<br/>701-12.29A||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (5 ft. 6 in. Dia.)<br/>Rock Sockets (1650 mm Dia.)
+
|701-12.09||0.1||linear foot||align="left"|Rock Sockets (5 ft. 6 in. Dia.)
 
|-
 
|-
|701-12.10<br/>701-12.30A||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (6 ft. 0 in. Dia.)<br/>Rock Sockets (1800 mm Dia.)
+
|701-12.10||0.1||linear foot||align="left"|Rock Sockets (6 ft. 0 in. Dia.)
 
|-
 
|-
|701-12.11<br/>701-12.31A||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (6 ft. 6 in. Dia.)<br/>Rock Sockets (1950 mm Dia.)
+
|701-12.11||0.1||linear foot||align="left"|Rock Sockets (6 ft. 6 in. Dia.)
 
|-
 
|-
|701-12.12<br/>701-12.32A||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (7 ft. 0 in. Dia.)<br/>Rock Sockets (2100 mm Dia.)
+
|701-12.12||0.1||linear foot||align="left"|Rock Sockets (7 ft. 0 in. Dia.)
 
|-
 
|-
|701-12.13<br/>701-12.33A||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (7 ft. 6 in. Dia.)<br/>Rock Sockets (2250 mm Dia.)
+
|701-12.13||0.1||linear foot||align="left"|Rock Sockets (7 ft. 6 in. Dia.)
 
|-
 
|-
|701-12.14<br/>701-12.34A||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (8 ft. 0 in. Dia.)<br/>Rock Sockets (2400 mm Dia.)
+
|701-12.14||0.1||linear foot||align="left"|Rock Sockets (8 ft. 0 in. Dia.)
 
|-
 
|-
|701-12.15<br/>701-12.35A||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (8 ft. 6 in. Dia.)<br/>Rock Sockets (2550 mm Dia.)
+
|701-12.15||0.1||linear foot||align="left"|Rock Sockets (8 ft. 6 in. Dia.)
 
|-
 
|-
|701-12.16<br/>701-12.36A||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (9 ft. 0 in. Dia.)<br/>Rock Sockets (2700 mm Dia.)
+
|701-12.16||0.1||linear foot||align="left"|Rock Sockets (9 ft. 0 in. Dia.)
 
|-
 
|-
|701-12.17<br/>701-12.37||0.10<br/>0.05||linear foot<br/> meter||align="left"|Rock Sockets (9 ft. 6 in. Dia.)<br/>Rock Sockets (2850 mm Dia.)
+
|701-12.17||0.1||linear foot||align="left"|Rock Sockets (9 ft. 6 in. Dia.)
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|701-13.00||1.0||each||align="left"|Supplementary Television Camera Inspection
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 701-13.00]||1||each||align="left"|Video Camera Inspection
 
|-
 
|-
|701-14.00<br/>701-14.50||0.10<br/>0.05||linear foot<br/> meter||align="left"|Foundation Inspection Holes
+
|701-14.00||0.1||linear foot||align="left"|Foundation Inspection Holes
|-
 
|701-15.00<br/>701-15.50||0.10<br/>0.05||linear foot<br/> meter||align="left"|Concrete Coring
 
 
|-
 
|-
 
|701-16.00||1||each||align="left"|Sonic Logging Testing
 
|701-16.00||1||each||align="left"|Sonic Logging Testing
Line 248: Line 278:
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|701-99.01||1.0||lump sum||align="left"|Misc.
+
|701-99.01||1||lump sum||align="left"|Misc.
 +
|-
 +
|701-99.02||1||each||align="left"|Misc.
 +
|-
 +
|701-99.03||0.1||linear foot||align="left"|Misc.
 
|-
 
|-
|701-99.02||1.0||each||align="left"|Misc.
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 702-10.10]||1||linear foot||align="left"|Structural Steel Piles (10 in.)
 
|-
 
|-
|701-99.03<br/>701-99.03M||0.1<br/>0.05||linear foot<br/> meter||align="left"|Misc.
+
|702-10.12||1||linear foot||align="left"|Structural Steel Piles (12 in.)
 
|-
 
|-
|702-10.10<br/>702-05.10||1.0<br/>0.5||linear foot<br/> meter||align="left"|Structural Steel Piles (10 in.)<br/>Structural Steel Piles (250 mm)
+
|702-10.14||1||linear foot||align="left"|Structural Steel Piles (14 in.)
 
|-
 
|-
|702-10.12<br/>702-05.12||1.0<br/>0.5||linear foot<br/> meter||align="left"|Structural Steel Piles (12 in.)<br/>Structural Steel Piles (310 mm)
+
|702-11.14||1||linear foot||align="left"|Cast-In-Place Concrete Piles (14 in.)
 
|-
 
|-
|702-10.14<br/>702-05.14||1.0<br/>0.5||linear foot<br/> meter||align="left"|Structural Steel Piles (14 in.)<br/>Structural Steel Piles (360 mm)
+
|702-11.16||1||linear foot||align="left"|Cast-In-Place Concrete Piles (16 in.)
 
|-
 
|-
|702-11.14<br/>702-11.35||1.0<br/>0.5||linear foot<br/> meter||align="left"|Cast-In-Place Concrete Piles (14 in.)<br/>350 mm Cast-In-Place Concrete Piles
+
|702-11.20||1||linear foot||align="left"|Cast-In-Place Concrete Piles (20 in.)
 
|-
 
|-
|702-11.16||1.0||linear foot||align="left"|Cast-In-Place Concrete Piles (16 in.)
+
|702-11.24||1||linear foot||align="left"|Cast-In-Place Concrete Piles (24 in.)
 
|-
 
|-
|702-11.20<br/>702-11.50||1.0<br/>0.5||linear foot<br/> meter||align="left"|Cast-In-Place Concrete Piles (20 in.)<br/>500 mm Cast-In-Place Concrete Piles
+
|702-12.10|| 1|| linear foot||align="left"| Galvanized Structural Steel Piles (10 in.)  
 
|-
 
|-
|702-11.24<br/>702-11.60||1.0<br/>0.5||linear foot<br/> meter||align="left"|Cast-In-Place Concrete Piles (24 in.)<br/>600 mm Cast-In-Place Concrete Piles
+
|702-12.12|| 1|| linear foot||align="left"| Galvanized Structural Steel Piles (12 in.)  
 
|-
 
|-
|702-30.00<br/>702-30.05||1.0<br/>0.5||linear foot<br/> meter||align="left"|Test Piles
+
|702-12.14|| 1|| linear foot||align="left"| Galvanized Structural Steel Piles (14 in.)
 
|-
 
|-
|702-40.00||1.0||each||align="left"|Loading Tests
+
|702-13.14|| 1|| linear foot||align="left"| Galvanized Cast-In-Place Concrete Piles (14 in.)
 
|-
 
|-
|702-50.01||1.0||each||align="left"|Dynamic Pile Testing
+
|702-13.16|| 1|| linear foot||align="left"| Galvanized Cast-In-Place Concrete Piles (16 in.)
 
|-
 
|-
|702-50.02||1.0||each||align="left"|Pile Wave Analysis
+
|702-13.20|| 1|| linear foot||align="left"| Galvanized Cast-In-Place Concrete Piles (20 in.)
 
|-
 
|-
|702-50.03<br/>702-50.53||1.0<br/>0.5||linear foot<br/> meter||align="left"|Pilot Hole
+
|702-13.24|| 1|| linear foot||align="left"| Galvanized Cast-In-Place Concrete Piles (24 in.)
 
|-
 
|-
|702-60.00<br/>702-60.05||1.0<br/>0.5||linear foot<br/> meter||align="left"|Pre-Bore for Piling<br/>Note: Compute this to nearest foot or 0.5 meter for each hole..
+
|702-30.00||1||linear foot||align="left"|Probe Piles
 
|-
 
|-
|702-70.00||1.0||each||align="left"|Pile Point Reinforcement
+
|702-40.00||1||each||align="left"|Static Load Test Piles
 +
|-
 +
|702-50.01||1||each||align="left"|Dynamic Pile Testing
 +
|-
 +
|702-50.02||1||each||align="left"|Pile Wave Analysis
 +
|-
 +
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 702-50.03]||1||linear foot||align="left"|Pilot Hole
 +
|-
 +
|702-50.04||1||each||align="left"|Dynamic Pile Restrike Testing
 +
|-
 +
|702-60.00||1||linear foot||align="left"|Pre-Bore for Piling<br/>Note: Compute this to nearest foot for each hole.
 +
|-
 +
|702-70.00||1||each||align="left"|Pile Point Reinforcement
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|702-99.02||1.0||each||align="left"|Misc.
+
|702-99.02||1||each||align="left"|Misc.
 
|-
 
|-
|702-99.03<br/>702-99.03M||1.0<br/>0.5||linear foot<br/> meter||align="left"|Misc.
+
|702-99.03||1||linear foot||align="left"|Misc.
 
|-
 
|-
|703-10.04<br/>703-10.54||1.0||sq. yard<br/>sq. meter||align="left"|Diamond Grinding
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 703-10.04]||1||sq. yard||align="left"|Diamond Grinding
 
|-
 
|-
|703-10.05<br/>703-10.55||1.0||sq. yard<br/>sq. meter||align="left"|Transverse Diamond Grooving  
+
|703-10.05||1||sq. yard||align="left"|Transverse Diamond Grooving  
|-style="background:#cccccc;"
 
|703-20.00<br/>703-20.11A||0.10||cu. yard<br/>cu. meter||align="left"|[[#quantities note|Class B Concrete (Culverts-Bridge)]]
 
|-style="background:#cccccc;"
 
|703-20.01<br/>703-20.12A||0.10||cu. yard<br/>cu. meter||align="left"|[[#quantities note|Class B Concrete (Culverts)]]
 
 
|-
 
|-
|703-20.02<br/>703-20.13||0.10||cu. yard<br/>cu. meter||align="left"|Class B Concrete (Misc)
+
|703-20.02||0.1||cu. yard||align="left"|Class B Concrete (Misc)
 
|-
 
|-
|703-20.03<br/>703-20.14||0.10||cu. yard<br/>cu. meter||align="left"|Class B Concrete (Substructure)
+
|703-20.03||0.1||cu. yard||align="left"|Class B Concrete (Substructure)
 
|-
 
|-
|703-20.09<br/>703-20.15||0.10||cu. yard<br/>cu. meter||align="left"|Class B Concrete (Retaining Walls)
+
|703-20.09||0.1||cu. yard||align="left"|Class B Concrete (Retaining Walls)
 
|-
 
|-
|703-20.25||1.0||each||align="left"|Deadman Anchorage Assembly
+
|703-20.25||1||each||align="left"|Deadman Anchorage Assembly
 
|-
 
|-
|703-30.01<br/>703-30.11||0.10||cu. yard<br/>cu. meter||align="left"|Seal Concrete
+
|703-30.01||0.1||cu. yard||align="left"|Seal Concrete
 
|-
 
|-
|703-40.01<br/>703-40.00||0.10||cu. yard<br/>cu. meter||align="left"|Class B-1 Concrete
+
|703-40.01||0.1||cu. yard||align="left"|Class B-1 Concrete
 
|-
 
|-
|703-40.02<br/>703-40.11||0.10||cu. yard<br/>cu. meter||align="left"|Class B-1 Concrete (Superstructure on Steel and Concrete)
+
|703-40.02||0.1||cu. yard||align="left"|Class B-1 Concrete (Superstructure on Steel and Concrete)
 
|-
 
|-
|703-40.03<br/>703-40.12||0.10||cu. yard<br/>cu. meter||align="left"|Class B-1 Concrete (Substructure)
+
|703-40.03||0.1||cu. yard||align="left"|Class B-1 Concrete (Substructure)
 
|-
 
|-
|703-40.04<br/>703-40.13||0.10||cu. yard<br/> cu. meter||align="left"|Class B-1 Concrete (Superstructure on Steel)
+
|703-40.04||0.1||cu. yard||align="left"|Class B-1 Concrete (Superstructure on Steel)
 
|-
 
|-
|703-40.05<br/>703-40.14||0.10||cu. yard<br/> cu. meter||align="left"|Class B-1 Concrete (Superstructure Voided Slabs)
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 703-40.05]||0.1||cu. yard||align="left"|Class B-1 Concrete (Superstructure Voided Slabs)
 
|-
 
|-
|703-40.06<br/>703-40.15||0.10||cu. yard<br/> cu. meter||align="left"|Class B-1 Concrete (Superstructure Concrete Box Girder)
+
|703-40.06||0.1||cu. yard||align="left"|Class B-1 Concrete (Superstructure Concrete Box Girder)
 
|-
 
|-
|703-40.07<br/>703-40.16||0.10||cu. yard<br/> cu. meter||align="left"|Class B-1 Concrete (Superstructure Concrete Tee Girder)
+
|703-40.07||0.1||cu. yard||align="left"|Class B-1 Concrete (Superstructure Concrete Tee Girder)
 
|-
 
|-
|703-40.08<br/>703-40.17||0.10||cu. yard<br/> cu. meter||align="left"|Class B-1 Concrete (Superstructure Solid Slab)
+
|703-40.08||0.1||cu. yard||align="left"|Class B-1 Concrete (Superstructure Solid Slab)
 
|-
 
|-
|703-40.09<br/>703-40.18||0.10||cu. yard<br/> cu. meter||align="left"|Class B-1 Concrete (Retaining Walls)
+
|703-40.09||0.1||cu. yard||align="left"|Class B-1 Concrete (Retaining Walls)
 
|-
 
|-
|703-40.10<br/>703-40.19||0.10||cu. yard<br/> cu. meter||align="left"|Class B-1 Concrete (Superstructure Concrete on I-Girder)
+
|703-40.10||0.1||cu. yard||align="left"|Class B-1 Concrete (Superstructure Concrete on I-Girder)
 
|-
 
|-
|703-40.20<br/>703-40.25||0.10||cu. yard<br/> cu. meter||align="left"|Class B-1 Concrete (Superstructure)
+
|703-40.20||0.1||cu. yard||align="left"|Class B-1 Concrete (Superstructure)
 
|-
 
|-
|703-40.30<br/>703-40.35||0.10||cu. yard<br/> cu. meter||align="left"|Class B-1 Concrete (Barrier Curbs)
+
|703-40.30||0.1||cu. yard||align="left"|Class B-1 Concrete (Barriers)
 
|-
 
|-
|703-40.40<br/>703-40.21||0.10||cu. yard<br/> cu. meter||align="left"|Class B-1 Concrete (Culverts-Bridge)
+
|703-40.40||0.1||cu. yard||align="left"|Class B-1 Concrete (Culverts-Bridge)
 
|-
 
|-
|703-40.41<br/>703-40.22||0.10||cu. yard<br/> cu. meter||align="left"|Class B-1 Concrete (Culverts)
+
|703-40.41||0.1||cu. yard||align="left"|Class B-1 Concrete (Culverts)
 
|-
 
|-
|703-42.02<br/>703-43.02||0.10||cu. yard<br/> cu. meter||align="left"|Class B-2 Concrete (Superstructure on Steel and Concrete)
+
|703-42.02||0.1||cu. yard||align="left"|Class B-2 Concrete (Superstructure on Steel and Concrete)
 
|-
 
|-
|703-42.04<br/>703-43.04||0.10||cu. yard<br/> cu. meter||align="left"|Class B-2 Concrete (Superstructure on Steel)
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 703-42.04]||0.1||cu. yard||align="left"|Class B-2 Concrete (Superstructure on Steel)
 
|-
 
|-
|703-42.05<br/>703-43.05||0.10||cu. yard<br/> cu. meter||align="left"|Class B-2 Concrete (Superstructure Voided Slabs)
+
|703-42.05||0.1||cu. yard||align="left"|Class B-2 Concrete (Superstructure Voided Slabs)
 
|-
 
|-
|703-42.06<br/>703-43.06||0.10||cu. yard<br/> cu. meter||align="left"|Class B-2 Concrete (Superstructure Concrete Box Girder)
+
|703-42.06||0.1||cu. yard||align="left"|Class B-2 Concrete (Superstructure Concrete Box Girder)
 
|-
 
|-
|703-42.07<br/>703-43.07||0.10||cu. yard<br/> cu. meter||align="left"|Class B-2 Concrete (Superstructure Concrete Tee Girder)
+
|703-42.07||0.1||cu. yard||align="left"|Class B-2 Concrete (Superstructure Concrete Tee Girder)
 
|-
 
|-
|703-42.08<br/>703-43.08||0.10||cu. yard<br/> cu. meter||align="left"|Class B-2 Concrete (Superstructure Solid Slab)
+
|703-42.08||0.1||cu. yard||align="left"|Class B-2 Concrete (Superstructure Solid Slab)
 
|-
 
|-
|703-42.10<br/>703-43.10||0.10||cu. yard<br/> cu. meter||align="left"|Class B-2 Concrete (Superstructure Concrete on I Girder)
+
|703-42.10||0.1||cu. yard||align="left"|Class B-2 Concrete (Superstructure Concrete on I Girder)
 
|-
 
|-
|703-42.11<br/>703-43.11||0.10||cu. yard<br/> cu. meter||align="left"|Class B-2 Concrete (Superstructure Concrete on Box Girder)
+
|703-42.11||0.1||cu. yard||align="left"|Class B-2 Concrete (Superstructure Concrete on Box Girder)
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|703-42.12<br/>703-43.12||1.0||sq. yard<br/> sq. meter||align="left"|Slab on Steel
+
|703-42.12||1||sq. yard||align="left"|Slab on Steel
 +
|-
 +
|703-42.13||1||sq. yard||align="left"|Slab on Concrete I-Girder
 +
|-
 +
|703-42.14||0.1||cu. yard||align="left"|Class B-2 Concrete
 +
|-
 +
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 703-42.15]||1||linear foot||align="left"|Type B Barrier
 
|-
 
|-
|703-42.13<br/>703-43.13||1.0||sq. yard<br/> sq. meter||align="left"|Slab on Concrete I-Girder
+
||703-42.16||1||linear foot||align="left"|Type H Barrier
 
|-
 
|-
|703-42.14<br/>703-43.14||0.10||cu. yard<br/> cu. meter||align="left"|Class B-2 Concrete
+
|703-42.18||1||sq. yard||align="left"|Slab on Concrete Bulb-Tee Girder
 
|-
 
|-
|703-42.15<br/>703-43.15||1.0<br/>0.5||linear foot<br/> meter||align="left"|Safety Barrier Curb
+
|703-42.19A||1||linear foot||align="left"|Type D Barrier  
 
|-
 
|-
|703-42.26<br/>703-43.26||1.0||sq. yard<br/>sq. meter||align="left"|Reinforced Concrete Slab Overlay<br/>Note: For prestressed voided slab beams, box girders and double-tees.
+
|703-42.20||1||sq. yard||align="left"|Slab on Semi-Deep Abutment
 
|-
 
|-
|703-42.18<br/>703.43.18||1.0||sq. yard<br/>sq. meter||align="left"|Slab on Concrete Bulb-Tee Girder
+
|703-42.21||1||sq. yard||align="left"|Slab on Concrete NU-Girder
 
|-
 
|-
|703-42.19A<br/>703-43.19A||1.0<br/>0.5||linear foot<br/> meter||align="left"|Barrier Curb (Type D)
+
|703-42.22|| 1|| sq. yard||align="left"| Slab on Concrete Beam<br/>Note: For spread box beams and spread voided slab beams
 
|-
 
|-
|703-42.20<br/>703-43.25||1.0||sq. yard<br/>sq. meter||align="left"|Slab on Semi-Deep Abutment
+
|703-42.26||1||sq. yard||align="left"|Slab on Concrete Adjacent Beam<br>Note: For double-tee girders and when specified on the Design Layout for solid slab beams, adjacent box beams and adjacent voided slab beams.
 
|-
 
|-
|703-42.30<br/>703-43.35||0.10||cu. yard<br/>cu. meter||align="left"|Class B-2 Concrete (Post -Tensioned Overlay)
+
|703-42.30||0.1||cu. yard||align="left"|Class B-2 Concrete (Post-Tensioned Wearing Surface)
 
|-
 
|-
|703-44.10<br/>703-44.15||1.0<br/>0.5||linear foot<br/> meter||align="left"|Median Barrier Curb
+
|703-44.10||1||linear foot||align="left"|Type A Barrier  
 
|-
 
|-
|703-44.11<br/>703-44.16||1.0<br/>0.5||linear foot<br/> meter||align="left"|Median Barrier Curb (Type C)
+
|703-44.11||1||linear foot||align="left"|Type C Barrier
 
|-
 
|-
|703-44.12<br/>703-44.17||1.0<br/>0.5||linear foot<br/> meter||align="left"|Median Barrier Curb Transition
+
|703-44.12||1||linear foot||align="left"|Type A Barrier Transition
 
|-
 
|-
|703-44.13<br/>703-44.18||1.0<br/>0.5||linear foot<br/> meter||align="left"|Median Barrier Curb Transition (Type C)
+
|703-44.13||1||linear foot||align="left"|Type C Barrier Transition
 
|-
 
|-
|703-44.20<br/>703-44.25A||1.0<br/>0.1||sq. foot<br/>sq. meter||align="left"|Raised Median Barrier
+
|703-44.20||1||sq. foot||align="left"|Raised Median Barrier
 
|-
 
|-
|703-44.30<br/>703-44.35A||1.0<br/>0.1||sq. foot<br/>sq. meter||align="left"|Sidewalk (Bridges)
+
|703-44.30||1||sq. foot||align="left"|Sidewalk (Bridges)
 
|-
 
|-
|703-45.35<br/>703-45.36||1.0<br/>0.5||linear foot<br/> meter||align="left"|Curb Modification
+
|703-45.35||1||linear foot||align="left"|Curb Modification
 
|-
 
|-
|703-46.00<br/>703-46.50||1.0<br/>0.5||linear foot<br/> meter||align="left"|Curb Blockout
+
|703-46.00||1||linear foot||align="left"|Curb Blockout
 
|-
 
|-
|703-46.10<br/>703-46.60||1.0<br/>0.5||linear foot<br/> meter||align="left"|Corral Curb  
+
|703-46.10||1||linear foot||align="left"|Corral Curb  
 
|-
 
|-
|703-46.20<br/>703-46.70||1.0||sq. yard<br/>sq. meter||align="left"|Form Liners
+
|703-46.20||1||sq. yard||align="left"|Form Liners
 
|-
 
|-
|703-60.00A<br/>703-60.10A||0.10||cu. yard<br/>cu. meter||align="left"|Class A-1 Concrete
+
|703-46.30|| 1|| linear foot|| align="left"| Concrete Curb (Bridge Rail)
 +
|-
 +
|703-60.00A||0.1||cu. yard||align="left"|Class A-1 Concrete
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|703-99.01||1.0||lump sum||align="left"|Misc.
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 703-99.01]||1||lump sum||align="left"|Misc.
 +
|-
 +
|703-99.02||1||each||align="left"|Misc.
 +
|-
 +
|703-99.03||1||linear foot||align="left"|Misc.
 +
|-
 +
|703-99.04||1||sq. foot||align="left"|Misc.
 +
|-
 +
|703-99.05||1||sq. yard||align="left"|Misc.
 +
|-
 +
|703-99.07||0.1||cu. yard||align="left"|Misc.
 +
|-
 +
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 704-01.01]||1||sq. foot||align="left"|Substructure Repair (Formed)
 +
|-
 +
|704-01.02||1||sq. foot||align="left"|Substructure Repair (Unformed)
 +
|-
 +
|704-01.03||1||sq. foot||align="left"|Superstructure Repair (Unformed)
 
|-
 
|-
|703-99.02||1.0||each||align="left"|Misc.
+
|704-01.04||50*||sq. foot||align="left"|Half-Sole Repair
 
|-
 
|-
|703-99.03<br/>703-99.03M||1.0<br/>0.5||linear foot<br/> meter||align="left"|Misc.
+
|704-01.06||50*||sq. foot||align="left"|Full Depth Repair
 
|-
 
|-
|703-99.04||1.0||sq. foot||align="left"|Misc.
+
|704-01.07||1||linear foot||align="left"|Slab Edge Repair (Bridges)
 
|-
 
|-
|703-99.05<br/>703-99.05M||0.1||sq. yard<br/>sq. meter||align="left"|Misc.
+
|704-01.08||50*||sq. foot||align="left"|Modified Deck Repair
 
|-
 
|-
|703-99.07<br/>703-99.07M||0.1||cu. yard<br/>cu. meter||align="left"|Misc.
+
|704-01.10||1||linear foot||align="left"|Epoxy Pressure Injecting
 
|-
 
|-
|704-01.01<br/>704-01.51||1.0<br/>0.1||sq. foot<br/>sq. meter||align="left"|Substructure Repair (Formed)
+
|704-01.11||1||each||align="left"|Deck Girder End Repair
 
|-
 
|-
|704-01.02<br/>704-01.52||1.0<br/>0.1||sq. foot<br/>sq. meter||align="left"|Substructure Repair (Unformed)
+
|704-01.12||50*||sq. foot||align="left"|Deck Repair with Void Tube Replacement
 
|-
 
|-
|704-01.03<br/>704-01.53||1.0<br/>0.1||sq. foot<br/>sq. meter||align="left"|Superstructure Repair (Unformed)
+
|704-01.13||1||sq. foot||align="left"|Clean and Epoxy Seal
 
|-
 
|-
|704-01.04<br/>704-01.54||50.0*<br/>5.0*||sq. foot<br/>sq. meter||align="left"|Repairing Concrete Deck (Half-Soling)
+
|&nbsp;||&nbsp;||&nbsp;||align="left"|*Note: Round quantity up to nearest multiple of 50 sq. ft. 
 
|-
 
|-
|704-01-05<br/>704-01-55||1.0*||cu. yard<br/>cu. meter||align="left"|Partial Depth Repair
+
|704-01.63|| 1|| sq. yard||align="left"|Concrete Crack Filler
 
|-
 
|-
|704-01.06<br/>704-01.56||50.0*<br/>5.0*||sq. foot<br/>sq. meter||align="left"|Full Depth Repair
+
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|704-01.07<br/>704-01.57||1.0<br/>0.5||linear foot<br/> meter||align="left"|Slab Edge Repair (Bridges)
+
| 704-01.64|| 1|| sq. foot||align="left"| Fiber Reinforced Polymer Wrap
 
|-
 
|-
|704-01.08<br/>704-01.58||50.0*<br/>5.0*||sq. foot<br/>sq. meter||align="left"|Modified Deck Repair
+
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|704-01.09<br/>704-01.59||1.0||sq. yard<br/>sq. meter||align="left"|Total Surface Hydro Demolition
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 704-99.01]||1||lump sum||align="left"|Misc.
 
|-
 
|-
|704-01.10<br/>704-01.60||1.0<br/>0.5||linear foot<br/> meter||align="left"|Epoxy Pressure Injecting
+
|704-99.02||1||each||align="left"|Misc.
 
|-
 
|-
|704-01.11<br/>704-01.61||1.0||each||align="left"|Deck Girder End Repair
+
|704-99.03||1||linear foot||align="left"|Misc.
 
|-
 
|-
|704-01.12<br/>704-01.62||50.0*<br/>5.0*||sq. foot<br/>sq. meter||align="left"|Deck Repair with Void Tube Replacement
+
|704-99.04||1||sq. foot||align="left"|Misc.
 
|-
 
|-
|704-01.13||1.0||sq. foot||align="left"|Clean and Epoxy Seal
+
|704-99.05||1||sq. yard||align="left"|Misc.
 
|-
 
|-
|&nbsp;||&nbsp;||&nbsp;||align="left"|*Note: Round quantity up to nearest multiple of 50 sq. ft (5 m<sup>2</sup>) or 1 cu. yard (1 m<sup>3</sup>)
+
|704-99.07||0.1||cu. yard||align="left"|Misc.
 
|-
 
|-
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 705-60.00]||1||linear foot||align="left"|Type 2 (32 in.), Prestressed Concrete I-Girder
 
|-
 
|-
|704-99.01||1.0||lump sum||align="left"|Misc.
+
|705-60.01||1||linear foot||align="left"|Type 3 (39 in.), Prestressed Concrete I-Girder
 
|-
 
|-
|704-99.02||1.0||each||align="left"|Misc.
+
|705-60.02||1||linear foot||align="left"|Type 4 (45 in.), Prestressed Concrete I-Girder
 
|-
 
|-
|704-99.03<br/>704-99.03M||1.0<br/>0.5||linear foot<br/> meter||align="left"|Misc.
+
|705-60.03||1||linear foot||align="left"|Type 6 (54 in.), Prestressed Concrete I-Girder
 
|-
 
|-
|704-99.04||1.0||sq. foot||align="left"|Misc.
+
|705-60.10||1||linear foot||align="left"|Type 8 (63 in.), Prestressed Concrete Bulb-Tee Girder
 
|-
 
|-
|704-99.05<br/>704-99.05M||1.0<br/>0.1||sq. yard<br/>sq. meter||align="left"|Misc.
+
|705-60.11||1||linear foot||align="left"|Type 7 (72 in.), Prestressed Concrete Bulb-Tee Girder
 
|-
 
|-
|704-99.07<br/>704-99.07M||0.1||cu. yard<br/>cu. meter||align="left"|Misc.
+
|705-60.21||1||linear foot||align="left"|NU 35, Prestressed Concrete NU-Girder
 
|-
 
|-
|705-60.00||1.0||linear foot||align="left"|Type 2 (32 in.) Prestressed Concrete I-Girder
+
|705-60.22||1||linear foot||align="left"|NU 43, Prestressed Concrete NU-Girder
 
|-
 
|-
|705-60.01||1.0||linear foot||align="left"|Type 3 (39 in.) Prestressed Concrete I-Girder
+
|705-60.23||1||linear foot||align="left"|NU 53, Prestressed Concrete NU-Girder
 
|-
 
|-
|705-60.02||1.0||linear foot||align="left"|Type 4 (45 in.) Prestressed Concrete I-Girder
+
|705-60.24||1||linear foot||align="left"|NU 63, Prestressed Concrete NU-Girder
 
|-
 
|-
|705-60.03||1.0||linear foot||align="left"|Type 6 (54 in.) Prestressed Concrete I-Girder
+
|705-60.25||1||linear foot||align="left"|NU 70, Prestressed Concrete NU-Girder
 
|-
 
|-
|705-60.10||1.0||linear foot||align="left"|Type 8 (63 in.) Prestressed Concrete Bulb-Tee Girder
+
|705-60.26|| 1|| linear foot||align="left"| NU 78, Prestressed Concrete NU-Girder  
 
|-
 
|-
|705-60.11||1.0||linear foot||align="left"|Type 7 (72 in.) Prestressed Concrete Bulb-Tee Girder
+
|705-60.30||1||linear foot||align="left"|11 in., Prestressed Concrete Solid Slab Beam
 
|-
 
|-
|705-60.20||1.0||linear foot||align="left"|NU 29 (750) Prestressed Concrete NU-Girder
+
|705-60.40A||1||linear foot||align="left"|15 in., Prestressed Concrete Spread Voided Slab Beam
 
|-
 
|-
|705-60.21||1.0||linear foot||align="left"|NU 35 (900) Prestressed Concrete NU-Girder
+
|705-60.42A||1||linear foot||align="left"|18 in., Prestressed Concrete Spread Voided Slab Beam
 
|-
 
|-
|705-60.22||1.0||linear foot||align="left"|NU 43 (1100) Prestressed Concrete NU-Girder
+
|705-60.43A||1||linear foot||align="left"|21 in., Prestressed Concrete Spread Voided Slab Beam
 
|-
 
|-
|705-60.23||1.0||linear foot||align="left"|NU 53 (1350) Prestressed Concrete NU-Girder
+
|705-60.45|| 1|| linear foot||align="left"|15 in., Prestressed Concrete Adjacent Voided Slab Beam
 
|-
 
|-
|705-60.24||1.0||linear foot||align="left"|NU 63 (1600) Prestressed Concrete NU-Girder
+
|705-60.47|| 1|| linear foot||align="left"|18 in., Prestressed Concrete Adjacent Voided Slab Beam
 
|-
 
|-
|705-60.25||1.0||linear foot||align="left"|NU 70 (1800) Prestressed Concrete NU-Girder
+
|705-60.48|| 1|| linear foot||align="left"|21 in., Prestressed Concrete Adjacent Voided Slab Beam
 
|-
 
|-
|705-60.26||1.0||linear foot||align="left"|NU 78 (2000) Prestressed Concrete NU-Girder
+
|705-60.49|| 1|| linear foot||align="left"|21 in., Prestressed Concrete Spread Box Beam
 
|-
 
|-
|705-60.27||1.0||linear foot||align="left"|NU 94 (2400) Prestressed Concrete NU-Girder
+
|705-60.50A||1||linear foot||align="left"|27 in., Prestressed Concrete Spread Box Beam
 
|-
 
|-
|705-60.30||1.0||linear foot||align="left"|11 in. Prestressed Concrete Solid Slab Beam
+
|705-60.51A||1||linear foot||align="left"|33 in., Prestressed Concrete Spread Box Beam
 
|-
 
|-
|705-60.31||1.0||linear foot||align="left"|12 in. Prestressed Concrete Solid Slab Beam
+
|705-60.52A||1||linear foot||align="left"|39 in., Prestressed Concrete Spread Box Beam
 
|-
 
|-
|705-60.41||1.0||linear foot||align="left"|15 in. Prestressed Concrete Solid Slab Beam
+
|705-60.53A||1||linear foot||align="left"|42 in., Prestressed Concrete Spread Box Beam
 
|-
 
|-
|705-60.42||1.0||linear foot||align="left"|17 in. Prestressed Concrete Solid Slab Beam
+
|705-60.54|| 1|| linear foot||align="left"|21 in., Prestressed Concrete Adjacent Box Beam  
 
|-
 
|-
|705-60.43||1.0||linear foot||align="left"|18 in. Prestressed Concrete Solid Slab Beam
+
|705-60.55|| 1|| linear foot||align="left"|27 in., Prestressed Concrete Adjacent Box Beam  
 
|-
 
|-
|705-60.44||1.0||linear foot||align="left"|21 in. Prestressed Concrete Solid Slab Beam
+
|705-60.56|| 1|| linear foot||align="left"|33 in., Prestressed Concrete Adjacent Box Beam  
 
|-
 
|-
|705-60.50||1.0||linear foot||align="left"|27 in. Prestressed Concrete Solid Slab Beam
+
|705-60.57|| 1|| linear foot||align="left"|39 in., Prestressed Concrete Adjacent Box Beam  
 
|-
 
|-
|705-60.51||1.0||linear foot||align="left"|33 in. Prestressed Concrete Solid Slab Beam
+
|705-60.58|| 1|| linear foot||align="left"|42 in., Prestressed Concrete Adjacent Box Beam  
 
|-
 
|-
|705-60.52||1.0||linear foot||align="left"|39 in. Prestressed Concrete Solid Slab Beam
+
|705-60.60||1||linear foot||align="left"|16 in., Prestressed Concrete Double-Tee Girder
 
|-
 
|-
|705-60.53||1.0||linear foot||align="left"|42 in. Prestressed Concrete Solid Slab Beam
+
|705-60.61||1||linear foot||align="left"|22 in., Prestressed Concrete Double-Tee Girder 
 
|-
 
|-
|705-60.61||1.0||linear foot||align="left"|Type 16 Prestressed Concrete Dbl-Tee
+
|705-60.62||1||linear foot||align="left"|30 in., Prestressed Concrete Double-Tee Girder
 
|-
 
|-
|705-60.62||1.0||linear foot||align="left"|Type 22 Prestressed Concrete Dbl-Tee
+
|705-60.65|| 1|| linear foot||align="left"|17 in., Prestressed Concrete Spread Box Beam
 
|-
 
|-
|705-60.63||1.0||linear foot||align="left"|Type 30 Prestressed Concrete Dbl-Tee
+
|705-60.66|| 1|| linear foot||align="left"|17 in., Prestressed Concrete Adjacent Box Beam
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|705-99.01||1.0||lump sum||align="left"|Misc.
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 705-99.01]||1||lump sum||align="left"|Misc.
 
|-
 
|-
|705-99.02||1.0||each||align="left"|Misc.
+
|705-99.02||1||each||align="left"|Misc.
 
|-
 
|-
|705-99.03<br/>705-99.03M||1.0<br/>0.5||linear foot<br/> meter||align="left"|Misc.
+
|705-99.03||1||linear foot||align="left"|Misc.
 
|-
 
|-
|705-99.04||1.0||sq. foot||align="left"|Misc.
+
|705-99.04||1||sq. foot||align="left"|Misc.
 
|-
 
|-
|705-99.05<br/>705-99.05M||1.0<br/>0.1||sq. yard<br/>sq. meter||align="left"|Misc.
+
|705-99.05||1||sq. yard||align="left"|Misc.
 
|-
 
|-
|706-10.00<br/>706-10.05||10<br/>5||pound<br/>kilogram||align="left"|Reinforcing Steel  
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 706-10.00]||10||pound||align="left"|Reinforcing Steel  
 
|-
 
|-
|706-10.20<br/>706-10.25||10<br/>5||pound<br/>kilogram||align="left"|Reinforcing Steel (Culverts-Bridge)
+
|706-10.20||10||pound||align="left"|Reinforcing Steel (Culverts-Bridge)
 
|-
 
|-
|706-10.30<br/>706-10.35||10<br/>5||pound<br/>kilogram||align="left"|Reinforcing Steel (Culverts)
+
|706-10.30||10||pound||align="left"|Reinforcing Steel (Culverts)
 
|-
 
|-
|706-10.40<br/>706-10.45||10<br/>5||pound<br/>kilogram||align="left"|Reinforcing Steel (Retaining Wall)
+
|706-10.40||10||pound||align="left"|Reinforcing Steel (Retaining Wall)
 
|-
 
|-
|706-10.60<br/>706-10.65||10<br/>5||pound<br/>kilogram||align="left"|Reinforcing Steel (Bridges)
+
|706-10.60||10||pound||align="left"|Reinforcing Steel (Bridges)
 
|-
 
|-
|706-10.70||1.0||each||align="left"|Mechanical Bar Splice
+
|706-10.70||1||each||align="left"|Mechanical Bar Splice<br/>Note: Use when the total number of mechanical bar splices on a set of plans is 50 or greater not including any required in the approach slabs.
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|706-99.11<br/>706-99.11M||10<br/>5||pound<br/>kilogram||align="left"|Misc.
+
|706-99.11||10||pound||align="left"|Misc.
 
|-
 
|-
|707-10.00||1.0||lump sum||align="left"|Conduit System on Structure
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 707-10.00]||1||lump sum||align="left"|Conduit System on Structure
 
|-
 
|-
|707-10.30||1.0||lump sum||align="left"|Conduit System on Structure (Telephone)
+
|707-10.30||1||lump sum||align="left"|Conduit System on Structure (Telephone)
 
|-
 
|-
|707-10.40||1.0||lump sum||align="left"|Cathodic Protection System
+
|707-10.40||1||lump sum||align="left"|Cathodic Protection System
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|707-99.01||1.0||lump sum||align="left"|Misc.
+
|707-99.01||1||lump sum||align="left"|Misc.
 
|-
 
|-
|707-99.02||1.0||each||align="left"|Misc.
+
|707-99.02||1||each||align="left"|Misc.
 
|-
 
|-
|710-10.00<br/>710-10.05||10<br/>5||pound<br/>kilogram||align="left"|Reinforcing Steel (Epoxy Coated)
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 710-10.00]||10||pound||align="left"|Reinforcing Steel (Epoxy Coated)
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|710-99.11<br/>710-99.11M||10<br/>5||pound<br/>kilogram||align="left"|Misc.
+
|710-99.11||10||pound||align="left"|Misc.
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|711-01.00||1||lump sum||align="left"|Protective Coating – Concrete Bents and Piers (Urethane)Note: Tar appearance
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 711-01.00]||1||lump sum||align="left"|Protective Coating – Concrete Bents and Piers (Urethane) Note: Tar appearance
 
|-
 
|-
|711-02.00||1||lump sum||align="left"|Protective Coating – Concrete Bents and Piers (Epoxy)Note:  Clear appearance
+
|711-02.00||1||lump sum||align="left"|Protective Coating – Concrete Bents and Piers (Epoxy) Note:  Clear appearance
 
|-
 
|-
 
|711-03.00||1||lump sum||align="left"|Concrete and Masonry Protection System
 
|711-03.00||1||lump sum||align="left"|Concrete and Masonry Protection System
Line 562: Line 628:
 
|711-06.00||1||lump sum||align="left"|Aesthetic Concrete Stain
 
|711-06.00||1||lump sum||align="left"|Aesthetic Concrete Stain
 
|-
 
|-
|711-07.00||1.0||sq. foot||align="left"|Penetrating Sealer
+
|711-07.00||1||sq. yard||align="left"|Penetrating Sealer
 
|-
 
|-
|711-10.00<br/>711-10.50||1.0||sq. yard<br/>sq. meter||align="left"|Waterproofing
+
|711-10.00||1||sq. yard||align="left"|Waterproofing
 
|-
 
|-
|711-10.01<br/>711-10.51||1.0||sq. yard<br/>sq. meter||align="left"|Waterproofing Membrane
+
|711-10.01||1||sq. yard||align="left"|Waterproofing Membrane
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
Line 572: Line 638:
 
|711-99.01||1||lump sum||align="left"|Misc.
 
|711-99.01||1||lump sum||align="left"|Misc.
 
|-
 
|-
|711-99.04||1.0||sq. foot||align="left"|Misc.
+
|711-99.04||1||sq. foot||align="left"|Misc.
 
|-
 
|-
|711-99.05<br/>711-99.05M||1.0||sq. yard<br/>sq. meter||align="left"|Misc.
+
|711-99.05||1||sq. yard||align="left"|Misc.
 
|-
 
|-
|712-09.00<br/>712-09.05A||1.0<br/> 0.5||linear foot<br/>meter||align="left"|Expansion Device (Finger Plate)
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 712-09.00]||1||linear foot||align="left"|Expansion Device (Finger Plate)
 
|-
 
|-
|712-09.15<br/>712-09.20A||1.0<br/>0.5 ||linear foot<br/>meter||align="left"|Expansion Device (Flat Plate)
+
|712-09.15||1 ||linear foot||align="left"|Expansion Device (Flat Plate)
 
|-
 
|-
|712-10.00<br/>712-10.05||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Carbon Steel (Misc.)
+
|712-10.00||10||pound||align="left"|Fabricated Structural Carbon Steel (Misc.)
 
|-
 
|-
|712-10.10<br/>712-10.15||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Carbon Steel (I-Beam)
+
|712-10.10||10||pound||align="left"|Fabricated Structural Carbon Steel (I-Beam)
 
|-
 
|-
|712-10.20<br/>712-10.25||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Carbon Steel (Plate Girder)
+
|712-10.20||10||pound||align="left"|Fabricated Structural Carbon Steel (Plate Girder)
 
|-
 
|-
|712-10.30<br/>712-10.35||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Carbon Steel (Trusses)
+
|712-10.30||10||pound||align="left"|Fabricated Structural Carbon Steel (Trusses)
 
|-
 
|-
|712-10.40<br/>712-10.45||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Carbon Steel (Concrete)
+
|712-10.40||10||pound||align="left"|Fabricated Structural Carbon Steel (Concrete)
 
|-
 
|-
|712-10.50<br/>712-10.55||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Carbon Steel (Box Girder)
+
|712-10.50||10||pound||align="left"|Fabricated Structural Carbon Steel (Box Girder)
 
|-
 
|-
|712-10.60||1.0 ||lump sum||align="left"|Fabricated Sign Support Brackets  
+
|712-10.60||1 ||lump sum||align="left"|Fabricated Sign Support Brackets  
 
|-
 
|-
|712-11.00<br/>712-11.05||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Low Alloy Steel (Misc.)
+
|712-11.00||10||pound||align="left"|Fabricated Structural Low Alloy Steel (Misc.)
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-11.11<br/>712-11.12||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Low Alloy Steel (I-Beam)A709, Grade 50<br/>Fabricated Structural Low Alloy Steel (I-Beam)A-709M, Grade 345
+
|712-11.11||10||pound||align="left"|Fabricated Structural Low Alloy Steel (I-Beam)A709, Grade 50
 
|-
 
|-
|712-11.13<br/>712-11.15||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Low Alloy Steel (I-Beam) A709, Grade 50W<br/>Fabricated Structural Low Alloy Steel (I-Beam) A709M, Grade 345W
+
|712-11.13||10||pound||align="left"|Fabricated Structural Low Alloy Steel (I-Beam) A709, Grade 50W
 
|-
 
|-
|712-11.21<br/>712-11.20||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Low Alloy Steel (Plate Girder) A709, Grade 50<br/>Fabricated Structural Low Alloy Steel (Plate Girder) A709M, Grade 345
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 712-11.21]||10||pound||align="left"|Fabricated Structural Low Alloy Steel (Plate Girder) A709, Grade 50
 
|-
 
|-
|712-11.22<br/>712-11.25||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Low Alloy Steel (Plate Girder) A709, Grade 50W<br/>Fabricated Structural Low Alloy Steel (Plate Girder) A709M, Grade 345W
+
|712-11.22||10||pound||align="left"|Fabricated Structural Low Alloy Steel (Plate Girder) A709, Grade 50W
 
|-
 
|-
|712-11.23<br/>712-11.26||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Low Alloy Steel (Plate Girder) A709 Grade HPS70W<br/>Fabricated Structural Low Alloy Steel (Plate Girder) A709M Grade HPS485W
+
|712-11.23||10||pound||align="left"|Fabricated Structural Low Alloy Steel (Plate Girder) A709 Grade HPS70W
 
|-
 
|-
|712-11.24<br/>712-11.27||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Low Alloy Steel (Plate Girder) A709 Grade HPS50W<br/>Fabricated Structural Low Alloy Steel (Plate Girder) A709M Grade HPS345W
+
|712-11.24||10||pound||align="left"|Fabricated Structural Low Alloy Steel (Plate Girder) A709 Grade HPS50W
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-11.30<br/>712-11.35||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Low Alloy Steel (Trusses)
+
|712-11.30||10||pound||align="left"|Fabricated Structural Low Alloy Steel (Trusses)
 
|-
 
|-
|712-11.40<br/>712-11.45||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Low Alloy Steel (Concrete)
+
|712-11.40||10||pound||align="left"|Fabricated Structural Low Alloy Steel (Concrete)
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-11.51<br/>712-11.50||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Low Alloy Steel (Box Girder) A709, Grade 50<br/>Fabricated Structural Low Alloy Steel (Box Girder) A709M, Grade 345
+
|712-11.51||10||pound||align="left"|Fabricated Structural Low Alloy Steel (Box Girder) A709, Grade 50
 +
|-
 +
|712-11.52||10||pound||align="left"|Fabricated Structural Low Alloy Steel (Box Girder) A709, Grade 50W
 
|-
 
|-
|712-11.52<br/>712-11.55||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Low Alloy Steel (Box Girder) A709, Grade 50W<br/>Fabricated Structural Low Alloy Steel (Box Girder) A709M, Grade 345W
+
|712-11.59||1||each||align="left"|Shear Connectors
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-11.60<br/>712-11.65||1.0<br/>0.1||sq. foot<br/>sq. meter||align="left"|Steel Grid Floor (Half Concrete Filled)
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 712-11.60]||1||sq. foot||align="left"|Steel Grid Floor (Half Concrete Filled)
 
|-
 
|-
|712-11.61<br/>712-11.66||1.0<br/>0.1||sq. foot<br/>sq. meter||align="left"|Steel Grid Floor (Concrete Filled)
+
|712-11.61||1||sq. foot||align="left"|Steel Grid Floor (Concrete Filled)
 
|-
 
|-
|712-12.50||1.0||lump sum||align="left"|Strengthening Existing Stringers
+
|712-12.50||1||lump sum||align="left"|Strengthening Existing Beams
 +
|-
 +
|712-12.51||1||each||align="left"|Hinge Modification
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-13.00<br/>712-13.05||10<br/>5||pound<br/>kilogram||align="left"|Fabricated Structural Steel Bearings
+
|712-13.00||10||pound||align="left"|Fabricated Structural Steel Bearings
 +
|-
 +
|712-20.00||10||pound||align="left"|Carbon Steel Castings
 +
|-
 +
|712-22.00||10||pound||align="left"|Gray Iron Castings
 
|-
 
|-
|712-20.00<br/>712-20.05||10<br/>5||pound<br/>kilogram||align="left"|Carbon Steel Castings
+
|712-23.00||1||linear foot||align="left"|Bridge Rail (Two Tube Structural Steel)
 
|-
 
|-
|712-22.00<br/>712-22.05||10<br/>5||pound<br/>kilogram||align="left"|Gray Iron Castings
+
|712-30.00||1||each||align="left"|Steel Bar Dam
 
|-
 
|-
|712-23.00<br/>712-23.05||1.0<br/>0.5||linear foot<br/>meter||align="left"|Bridge Rail (Two Tube Structural Steel)
+
|712-31.00||1||each||align="left"|Cleaning and Coating Existing Bearings
 
|-
 
|-
|712-30.00||1.0||each||align="left"|Steel Bar Dam
+
|712-31.10||1||each||align="left"|Bearing Removal for Inspection
 
|-
 
|-
|712-31.00||1.0||each||align="left"|Cleaning and Coating Existing Bearings
+
|712-31.15||1||each||align="left"|Surface Finishing Bearing Rocker
 
|-
 
|-
|712-31.10||1.0||each||align="left"|Bearing Removal for Inspection
+
|712-31.20||1||each||align="left"|Cleaning, Lubricating and Coating Bearing
 
|-
 
|-
|712-31.15||1.0||each||align="left"|Surface Finishing Bearing Rocker
+
|712-31.30||1||each||align="left"|Rehabilitate Bearing
 
|-
 
|-
|712-31.20||1.0||each||align="left"|Cleaning, Lubricating and Coating Bearing
+
|712-31.40||10||pound||align="left"|New Bearing Materials
 
|-
 
|-
|712-31.30||1.0||each||align="left"|Rehabilitate Bearing
+
|712-31.50||1||each||align="left"|Anchor Bolt Replacement
 
|-
 
|-
|712-31.40<br/>712-31.45||10<br/>5||pound<br/>kilogram||align="left"|New Bearing Materials
+
|712-32.00||1||each||align="left"|Removing, Coating and Reinstalling Light Standards (Bridges)
 
|-
 
|-
|712-31.50||1.0||each||align="left"|Anchor Bolt Replacement
+
|712-32.10||1||each||align="left"|Earthquake Restrainer Assemblies
 
|-
 
|-
|712-32.00||1.0||each||align="left"|Removing, Coating and Reinstalling Light Standards (Bridges)
+
|712-32.50||1||each||align="left"|Rivet Removal and Replacement
 
|-
 
|-
|712-32.10||1.0||each||align="left"|Earthquake Restrainer Assemblies
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 712-33.00]||1||lump sum||align="left"|Existing Diaphragm Connections to Flange
 
|-
 
|-
|712-33.00||1.0||lump sum||align="left"|Existing Diaphragm Connections to Flange
+
|712-33.01||1||each||align="left"|Steel Intermediate Diaphragm for P/S Concrete Girders
 
|-
 
|-
|712-33.01||1.0||each||align="left"|Steel Intermediate Diaphragm for P/S Concrete Girders
+
|712-35.00||1||linear foot||align="left"|Railing for Steps
|-style="background:#cccccc;"
 
|712-35.00<br/>712-35.05A||1.0<br/>0.5||linear foot<br/>meter||align="left"|[[#quantities note|Railing for Steps]]
 
 
|-
 
|-
|712-36.10||1.0 ||each||align="left"|Slab Drain
+
|712-36.10||1 ||each||align="left"|Slab Drain
 
|-
 
|-
|712-36.11||1.0||each||align="left"|Slab Drain with Grate
+
|712-36.11||1||each||align="left"|Slab Drain with Grate
 
|-
 
|-
|712-36.20||1.0||lump sum||align="left"|Drainage System (On Structure)
+
|712-36.20||1||lump sum||align="left"|Drainage System (On Structure)
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-51.00||1.0||lump sum||align="left"|Surface Preparation for Recoating Structural Steel
+
|712-51.00||1||lump sum||align="left"|Surface Preparation for Recoating Structural Steel
 
|-
 
|-
|712-51.01||1.0||lump sum||align="left"|Surface Preparation for Overcoating Structural Steel   
+
|712-51.01||1||lump sum||align="left"|Surface Preparation for Overcoating Structural Steel   
 
|-
 
|-
|712-51.02||1.0||lump sum||align="left"|Surface Preparation for Applying Epoxy-Mastic Primer  
+
|712-51.02||1||lump sum||align="left"|Surface Preparation for Applying Epoxy-Mastic Primer  
 
|-
 
|-
|712-51.10||1.0||lump sum||align="left"|Field Application of Inorganic Zinc Primer
+
|712-51.10||1||lump sum||align="left"|Field Application of Inorganic Zinc Primer
 
|-
 
|-
|712-51.11||1.0||lump sum||align="left"|Intermediate Field Coat (System G)
+
|712-51.11||1||lump sum||align="left"|Intermediate Field Coat (System G)
 
|-
 
|-
|712-51.12||1.0||lump sum||align="left"|Finish Field Coat (System G)
+
|712-51.12||1||lump sum||align="left"|Finish Field Coat (System G)
 
|-
 
|-
|712-51.13||1.0||lump sum||align="left"|Intermediate Field Coat (System H)  
+
|712-51.13||1||lump sum||align="left"|Intermediate Field Coat (System H)  
 
|-
 
|-
|712-51.14||1.0||lump sum||align="left"|Finish Field Coat (System H)
+
|712-51.14||1||lump sum||align="left"|Finish Field Coat (System H)
 +
|-
 +
|712-51.15||1||lump sum||align="left"|Finish Field Coat (System I)
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-52.00<br/>712-57.00||100.0<br/>10.0||sq. foot<br/>sq.meter||align="left"|Surface Preparation for Recoating Structural Steel
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 712-52.00]||100||sq. foot||align="left"|Surface Preparation for Recoating Structural Steel
 +
|-
 +
|712-52.01||100||sq. foot||align="left"|Surface Preparation for Overcoating Structural Steel
 
|-
 
|-
|712-52.01<br/>712-57.01||100.0<br/>10.0||sq. foot<br/>sq.meter||align="left"|Surface Preparation for Overcoating Structural Steel
+
|712-52.02||100||sq. foot||align="left"|Chloride Remediation Surface Preparation
 
|-
 
|-
|712-52.10<br/>712-57.10||100.00<br/>10.0||sq. foot<br/>sq. meter||align="left"|Field Application of Inorganic Zinc Primer
+
|712-52.10||100||sq. foot||align="left"|Field Application of Inorganic Zinc Primer
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-53.15A<br/>712-57.20B||0.10||tons<br/>megagram||align="left"|Intermediate Field Coat (System G)  
+
|712-53.15A||0.1||ton||align="left"|Intermediate Field Coat (System G)  
 
|-
 
|-
|712-53.20A<br/>712-57.25B||0.10||tons<br/>megagram||align="left"|Finish Field Coat (System G)
+
|712-53.20A||0.1||ton||align="left"|Finish Field Coat (System G)
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-53.35A<br/>712-57.40B||0.10||tons<br/>megagram||align="left"|Intermediate Field Coat (System H)  
+
|712-53.35A||0.1||ton||align="left"|Intermediate Field Coat (System H)
 +
|-
 +
||712-53.40A||0.1||ton||align="left"|Finish Field Coat (System H)  
 
|-
 
|-
||712-53.40A<br/>712-57.45B||0.10||tons<br/>megagram||align="left"|Finish Field Coat (System H)  
+
|712-53.46||1||ton||align="left"|Finish Field Cost (System I)
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-53.65A<br/>712-57.85A||100.0<br/>10.0||sq. foot<br/>sq. meter||align="left"|Intermediate Field Coat (System G)  
+
|712-53.65A||100||sq. foot||align="left"|Intermediate Field Coat (System G)  
 
|-
 
|-
|712-53.70A<br/>712-57.95A||100.0<br/>10.0||sq. foot<br/>sq. meter||align="left"|Finish Field Coat (System G)
+
|712-53.70A||100||sq. foot||align="left"|Finish Field Coat (System G)
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-53.85A<br/>712-58.25A||100.0<br/>10.0||sq. foot<br/>sq. meter||align="left"|Intermediate Field Coat (System H)  
+
|712-53.85A||100||sq. foot||align="left"|Intermediate Field Coat (System H)
 +
|-
 +
|712-53.90A||100||sq. foot||align="left"|Finish Field Coat (System H)
 
|-
 
|-
|712-53.90A<br/>712-58.35A||100.0<br/>10.0||sq. foot<br/>sq. meter||align="left"|Finish Field Coat (System H)
+
|712-53.96||100||sq. foot||align="left"|Finish Field Coat (System I)
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-59.00||1.0||lump sum||align="left"|Calcium Sulfonate Rust Penetrating Sealer  
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 712-59.00]||1||lump sum||align="left"|Calcium Sulfonate Rust Penetrating Sealer  
 
|-
 
|-
|712-59.01||1.0||lump sum||align="left"|Calcium Sulfonate Primer  
+
|712-59.01||1||lump sum||align="left"|Calcium Sulfonate Primer  
 
|-
 
|-
|712-59.02||1.0||lump sum||align="left"|Calcium Sulfonate Topcoat  
+
|712-59.02||1||lump sum||align="left"|Calcium Sulfonate Topcoat  
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-59.20<br/>712-59.40||100.0<br/>10.0||sq. foot<br/>sq. meter||align="left"|Calcium Sulfonate Primer   
+
|712-59.20||100||sq. foot||align="left"|Calcium Sulfonate Primer   
 
|-
 
|-
|712-59.21<br/>712-59.41||100.0<br/>10.0||sq. foot<br/>sq. meter||align="left"|Calcium Sulfonate Topcoat  
+
|712-59.21||100||sq. foot||align="left"|Calcium Sulfonate Topcoat  
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-59.30<br/>712-59.50||0.10||tons<br/>megagram||align="left"|Calcium Sulfonate Primer  
+
|712-59.30||0.1||ton||align="left"|Calcium Sulfonate Primer  
 
|-
 
|-
|712-59.31<br/>712-59.51||0.10||tons<br/>megagram||align="left"|Calcium Sulfonate Topcoat  
+
|712-59.31||0.1||ton||align="left"|Calcium Sulfonate Topcoat  
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-59.60||1.0||lump sum||align="left"|Aluminum Epoxy-Mastic Primer   
+
|712-59.60||1||lump sum||align="left"|Aluminum Epoxy-Mastic Primer   
 
|-
 
|-
|712-59.61||1.0||lump sum||align="left"|Gray Epoxy-Mastic Primer   
+
|712-59.61||1||lump sum||align="left"|Gray Epoxy-Mastic Primer   
 
|-
 
|-
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|712-60.00<br/>712-60.05||1.0<br/>0.5||linear foot<br/>meter||align="left"|Non-Destructive Testing
+
|712-60.00||1||linear foot||align="left"|Non-Destructive Testing
 +
|-
 +
|712-99.01||1||lump sum||align="left"|Galvanizing Structural Steel
 
|-
 
|-
|712-99.01||1.0||lump sum||align="left"|Misc.
+
|712-99.02||1||each||align="left"|Misc.
 
|-
 
|-
|712-99.02||1.0||each||align="left"|Misc.
+
|712-99.03||1||linear foot||align="left"|Misc.
 
|-
 
|-
|712-99.03<br/>712-99.03M||1.0<br/>0.5||linear foot<br/>meter||align="left"|Misc.
+
|712-99.04||1||sq. foot||align="left"|Misc.
 
|-
 
|-
|712-99.04||1.0||sq. foot||align="left"|Misc.
+
|712-99.05||1||sq. yard||align="left"|Misc.
 
|-
 
|-
|712-99.05<br/>712-99.05M||1.0<br/>0.1||sq. yard<br/>sq. meter||align="left"|Misc.
+
|712-99.10||0.1||ton||align="left"|Misc.
 
|-
 
|-
|712-99.10<br/>712-99.10M||0.1||tons<br/>megagram||align="left"|Misc.
+
|712-99.11||10||pound||align="left"|Misc.
 
|-
 
|-
|712-99.11<br/>712-99.11M||10<br/>5||pound<br/>kilogram||align="left"|Misc.
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 713-30.00]||1||linear foot||align="left"|Bridge Guardrail (W-Beam)
|-style="background:#cccccc;"
 
|713-30.00<br/>713-30.05||1.0<br/>0.5||linear foot<br/>meter||align="left"|[[#quantities note|Guard Rail (W-Beam)]]
 
 
|-
 
|-
|713-40.00<br/>713-40.05||1.0<br/>0.5||linear foot<br/>meter||align="left"|[[#quantities note|Bridge Guard Rail (Thrie Beam)]]
+
|713-40.00||1||linear foot||align="left"|Bridge Guardrail (Thrie Beam)
 
|-
 
|-
|713-99.03A<br/>713-99.03M||1.0<br/>0.5||linear foot<br/>meter||align="left"|Misc.
+
|713-99.03A||1||linear foot||align="left"|Misc.
 
|-
 
|-
|715-10.01||1.0||each||align="left"|Vertical Drain at End Bents
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 715-10.01]||1||each||align="left"|Vertical Drain at End Bents
 
|-
 
|-
|715-99.02||1.0||each||align="left"|Misc.
+
|715-99.02||1||each||align="left"|Misc.
 
|-
 
|-
|716-10.00||1.0||each||align="left"|Plain Neoprene Bearing Pad
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 716-10.00]||1||each||align="left"|Plain Neoprene Bearing Pad
 
|-
 
|-
|716-10.01<br/>716-10.51||1.0<br/>0.5||linear foot<br/>meter||align="left"|Plain Neoprene Bearing Pad
+
|716-10.01||1||linear foot||align="left"|Plain Neoprene Bearing Pad
 
|-
 
|-
|716-10.02||1.0||each||align="left"|Laminated Neoprene Bearing Pad
+
|716-10.02||1||each||align="left"|Laminated Neoprene Bearing Pad
 
|-
 
|-
|716-10.03||1.0||each||align="left"|Laminated Neoprene Bearing Pad (Tapered)
+
|716-10.03||1||each||align="left"|Laminated Neoprene Bearing Pad (Tapered)
 
|-
 
|-
|716-20.00||1.0||each||align="left"|Laminated Neoprene Bearing Pad Assembly
+
|716-20.00||1||each||align="left"|Laminated Neoprene Bearing Pad Assembly
 
|-
 
|-
|716-30.00||1.0||each||align="left"|Type N PTFE Bearing
+
|716-30.00||1||each||align="left"|Type N PTFE Bearing
 
|-
 
|-
|716-40.00||1.0||each||align="left"|POT Bearing
+
|716-40.00||1||each||align="left"|POT Bearing
 
|-
 
|-
|716-99.01||1.0||lump sum||align="left"|Misc.
+
|716-99.01||1||lump sum||align="left"|Misc.
 
|-
 
|-
|716-99.02||1.0||each||align="left"|Misc.
+
|716-99.02||1||each||align="left"|Misc.
 
|-
 
|-
|716-99.03<br/>716-99.03M||1.0<br/>0.5||linear foot<br/>meter||align="left"|Misc.
+
|716-99.03||1||linear foot||align="left"|Misc.
 
|-
 
|-
 
||&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
||&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|717-00.01<br/>717-00.51||1.0<br/>0.5|| linear foot<br/>meter||align="left"|Alternate Expansion Joint System
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 717-00.01]||1|| linear foot||align="left"|Alternate Expansion Joint System
 
|-
 
|-
|717-10.01<br/>717-10.51||1.0<br/>0.5||linear foot<br/>meter||align="left"|Preformed Compression Seal Expansion Joint System
+
|717-10.01||1||linear foot||align="left"|Preformed Compression Seal Expansion Joint System
 
|-
 
|-
|717-10.02<br/>717-10.52||1.0<br/>0.5||linear foot<br/>meter||align="left"|Preformed Compression Seal<br/>Note:  Use for seal only, no armor.
+
|717-10.02||1||linear foot||align="left"|Preformed Compression Seal<br/>Note:  Use for seal only, no armor.
 
|-
 
|-
|717-20.01<br/>717-20.51||1.0<br/>0.5||linear foot<br/>meter||align="left"|Strip Seal Expansion Joint System
+
|717-20.01||1||linear foot||align="left"|Strip Seal Expansion Joint System
 
|-
 
|-
|717-20.02<br/>717-20.52||1.0<br/>0.5||linear foot<br/>meter||align="left"|Strip Seal<br/>Note:  Use for seal only, no armor.
+
|717-20.02||1||linear foot||align="left"|Strip Seal<br/>Note:  Use for seal only, no armor.
 
|-
 
|-
|717-30.01<br/>717-30.51||1.0<br/>0.5||linear foot<br/>meter||align="left"|Silicone Expansion Joint Sealant System
+
|717-20.53|| 1|| linear foot||align="left"| Open Cell Foam Joint System
 
|-
 
|-
|717-30.02<br/>717-30.52||1.0<br/>0.5||linear foot<br/>meter||align="left"|Silicone Expansion Joint Sealant<br/>Note: Use for silicone sealant only, no armor.
+
|717-20.54|| 1|| linear foot||align="left"| Open Cell Foam Joint Seal<br/>Note: Use for seal only, no armor.
 
|-
 
|-
|717-99.03<br/>717-99.03M||1.0<br/>0.5||linear foot<br/>meter||align="left"|Misc.
+
|717-30.01||1||linear foot||align="left"|Silicone Expansion Joint Sealant System<br/>Note: See [[751.13 Expansion Devices#751.13.1.5 Silicone Seal Expansion Joint System|EPG 751.13.1.5 Silicone Seal Expansion Joint System]].
 
|-
 
|-
|718-10.10||1.0||lump sum||align="left"|Furnishing Superstructure
+
|717-30.02||1||linear foot||align="left"|Silicone Expansion Joint Sealant<br/>Note: See [[751.13 Expansion Devices#751.13.1.5 Silicone Seal Expansion Joint System|EPG 751.13.1.5 Silicone Seal Expansion Joint System]].<br/>Use for silicone sealant only, no armor.
 
|-
 
|-
|718-10.11||1.0||lump sum||align="left"|Partial Furnishing of Superstructure
+
|717-40.01||1||linear foot||align="left"|Preformed Silicone or EPDM Expansion Joint System
 
|-
 
|-
|718-10.20||1.0||lump sum||align="left"|Transporting and Erecting Superstructure
+
|717-40.02||1||linear foot||align="left"|Preformed Silicone or EPDM Expansion Joint Seal<br/>Note: Use for seal only, no armor.
 
|-
 
|-
|718-10.30||1.0||lump sum||align="left"|Removing and Storing Superstructure
+
|717-99.03||1||linear foot||align="left"|Misc.
 
|-
 
|-
|718-99.01||1.0||lump sum||align="left"|Misc.
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 718-10.10]||1||lump sum||align="left"|Furnishing Superstructure
 
|-
 
|-
|718-99.02||1.0||Each||align="left"|Misc.
+
|718-10.11||1||lump sum||align="left"|Partial Furnishing of Superstructure
 
|-
 
|-
|720-10.00<br/>720-10.50||1.0<br/>0.1||sq. foot<br/>sq. meter||align="left"|Mechanically Stabilized Earth Wall Systems
+
|718-10.20||1||lump sum||align="left"|Transporting and Erecting Superstructure
 
|-
 
|-
|720-11.00<br/>720-11.50||1.0||sq. yard<br/>sq. meter||align="left"|Form Liners for MSE Wall Systems
+
|718-10.30||1||lump sum||align="left"|Removing and Storing Superstructure
 
|-
 
|-
|720-99.04||1.0||sq. foot||align="left"|Misc.
+
|718-99.01||1||lump sum||align="left"|Misc.
 
|-
 
|-
|720-99.05<br/>720-99.05M||1.0<br/>0.1||sq. yard<br/>sq. meter||align="left"|Misc.
+
|718-99.02||1||each||align="left"|Misc.
 
|-
 
|-
|725-10.00||1.0||each||align="left"|Corrugated Metal Pipe Pile Spacers
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=11 720-10.00]||1||sq. foot||align="left"|Mechanically Stabilized Earth Wall Systems
 +
|-
 +
|720-11.00||1||sq. yard||align="left"|Form Liners for MSE Wall Systems
 +
|-
 +
|720-12.00||1||cu. yard||align="left"| Select Granular Backfill for Structural Systems
 +
|-
 +
|720-13.00||1||  each ||align="left"| Pipe Pile Spacers  
 +
|-
 +
|720-99.04||1||sq. foot||align="left"|Misc.
 +
|-
 +
|720-99.05||1||sq. yard||align="left"|Misc.
 
|-
 
|-
 
||&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
||&nbsp;||&nbsp;||&nbsp;||&nbsp;
 
|-
 
|-
|901-93.00||1.0||lump sum||align="left"|Navigation Lighting System
+
|[http://www.modot.org/business/standards_and_specs/SpecbookEPG.pdf#page=13 901-93.00]||1||lump sum||align="left"|Navigation Lighting System
 
|-
 
|-
|901-93.01||1.0||lump sum||align="left"|Bridge Lighting
+
|901-93.01||1||lump sum||align="left"|Bridge Lighting
 
|}
 
|}
  
 
===751.6.2 Computation of Estimated Quantities===
 
===751.6.2 Computation of Estimated Quantities===
 
'''General'''
 
  
 
All estimated quantities shall be carried to the degree of accuracy specified in the Index of Estimated Quantities.  All quantities shall be listed on the plans in the order and worded exactly as shown in the Index of Estimated Quantities.
 
All estimated quantities shall be carried to the degree of accuracy specified in the Index of Estimated Quantities.  All quantities shall be listed on the plans in the order and worded exactly as shown in the Index of Estimated Quantities.
Line 853: Line 941:
 
In order to satisfy funding requirements on projects that add capacity to the Interstate System, the quantities that are attributed to the addition of capacity shall be reported separately from the remaining quantities in the submitted computations.  Quantities shall not be shown separately on the bridge plans.
 
In order to satisfy funding requirements on projects that add capacity to the Interstate System, the quantities that are attributed to the addition of capacity shall be reported separately from the remaining quantities in the submitted computations.  Quantities shall not be shown separately on the bridge plans.
  
 
+
====751.6.2.1 Weight of Bolts and Shear Connectors====
'''Weight of Bolts'''
 
  
 
Refer to AISC Manual of Steel Construction or ASTM A325 for weight and dimensions of high strength bolts and washers.  When calculating the weight of high strength bolts in structural connections, the following simplified weights may be used.  These values include the weight of a regular hex head, one heavy hex nut, one washer, and the portion of the bolt projecting beyond the grip (washer thickness + nut thickness + 1/4“).
 
Refer to AISC Manual of Steel Construction or ASTM A325 for weight and dimensions of high strength bolts and washers.  When calculating the weight of high strength bolts in structural connections, the following simplified weights may be used.  These values include the weight of a regular hex head, one heavy hex nut, one washer, and the portion of the bolt projecting beyond the grip (washer thickness + nut thickness + 1/4“).
 
  
  
Line 882: Line 968:
 
|1-1/2||400
 
|1-1/2||400
 
|}
 
|}
 
  
  
Line 897: Line 982:
 
!width="50"|7"
 
!width="50"|7"
 
|-
 
|-
|3/4"||63.0||75.5||88.0||100.5
+
|3/4"||63||75||88||100
 
|-
 
|-
|7/8"||81.0||98.0||115.0||132.0
+
|7/8"||81||98||115||132
 
|}
 
|}
  
  
'''Piles'''
+
====751.6.2.2 Piles====
  
 
Estimated quantities for piles, steel or concrete, shall be compiled as the entire length of the piles used, including the length of pile embedded in the pile cap or footing, measured to the nearest foot for each pile.
 
Estimated quantities for piles, steel or concrete, shall be compiled as the entire length of the piles used, including the length of pile embedded in the pile cap or footing, measured to the nearest foot for each pile.
  
 +
====751.6.2.3 Pre-bore for Piling====
  
'''Pre-bore for Piling'''
+
Pre-bore is required when fill exceeds five feet as described in Sec 702 or when specified on the Design Layout.  Pre-bore is also required through earth plugs.  Pre-bore is computed as the length of pile measured from the bottom of the pile cap or footing to the natural ground line or as directed on the Design Layout rounded to the nearest foot for each hole.
  
Pre-bore is required when fill exceeds five feet as described in Sec 702 or when specified on the Design LayoutPre-bore is also required through earth plugs. Pre-bore is computed as the length of pile measured from the bottom of the pile cap or footing to the natural ground line or as directed on the Design Layout rounded to the nearest foot for each hole.
+
====751.6.2.4 Drilled Shafts ====
 +
 
 +
Drilled shafts, rock sockets and reinforcing steel quantity will be measured in accordance with Sec 701.  Video camera inspection quantity will be calculated one for each drilled shaft.  Foundation inspection hole quantities will be from the top of rock socket to the greater of either 10 feet or twice the diameter of the rock socket below the anticipated bottom of rock socket for each rock socket. Sonic logging testing shall be performed on all drilled shafts and rock sockets.  Drilled shafts for high mast lighting will not require sonic logging testing.
 +
 
 +
====751.6.2.5 Concrete====
 +
 
 +
The volume of concrete shall be calculated to the nearest 0.1 cubic yard, except where reported in the table of Estimated Quantities for Slab, where concrete is rounded to the nearest whole cubic yard (see [[751.50 Standard Detailing Notes#(B3.21)|EPG 751.50, Note B3.21]]). Do not deduct for volume of concrete displaced by reinforcing steel or HP piling. When CIP piles are used, the displaced concrete volume should be deducted.
 +
 
 +
====751.6.2.6 Polymer Concrete====
 +
 
 +
The volume of polymer concrete shall be calculated to the nearest 1.0 cubic footDo not deduct for volume of concrete displaced by reinforcing steel.
 +
<div id="Non-Destructive Testing (NDT) for Cover Plates"></div>
 +
 
 +
====751.6.2.7 Non-Destructive Testing (NDT) for Cover Plates====
 +
 
 +
NDT shall be required for all top cover plates when a bridge is to be redecked. Required NDT length shall be computed for pay and, if necessary for clarity, details can be shown on the plans (for example, to show unusual NDT locations not covered elsewhere). The length of weld to be tested and the base metal, 1” either side of the weld, shall be cleaned of all rust prior to the testing. On cover plates with square ends, the weld shall be tested 1” from each corner along the ends of the cover plate plus 6” back along the side from each corner of the plate. On cover plates with tapered ends, the weld shall be tested along the end of cover plate, along tapered edges and 6” back along cover plate from end of taper.
 +
 
 +
In the rare case that there are bottom flange cover plates, it is the responsibility of the SPM or SLE to coordinate with district bridge engineer or review visual records and field inspection notes and decide if these plates need to be tested. This should include only welded cover plate ends that terminate in a tension zone. If cover plates terminate at the inflection point or past it, there is a small chance that the bottom flange cover plate welds would need to be tested. (Rarely, other areas of cover plate welds could be tested based on deteriorated conditions as reported from the field on the Structural Rehabilitation Checklist.)
  
 +
====751.6.2.8 Temporary Shoring====
  
'''Drilled Shafts '''
+
When temporary shoring is required, it shall be reported as a lump sum item on the bridge plans.  In addition, the estimated area of temporary shoring shall be computed to the nearest square foot and recorded only in the quantity folder.  Embedment of temporary shoring shall be taken as one third of the exposed height of the shoring for the purpose of estimating the shoring area.
  
Drilled shafts, rock sockets and reinforcing steel quantity will be measured in accordance with Sec 701. Supplementary television camera inspection quantity will be calculated one for each drilled shaft. Foundation inspection hole quantities will be from the top of rock socket to 10 feet below the anticipated bottom of rock socket for each rock socket.  Concrete coring quantities will be calculated for 10% of the drilled shafts for the total bridge through the drilled shaft and rock socket plus one foot below the bottom of the rock socket.  Sonic logging testing shall be performed on all drilled shafts and rock sockets.  Drilled shafts for high mast lighting will not require sonic logging testing and concrete coring.
+
====751.6.2.9 MSE Retaining Walls====
  
 +
Quantities for Mechanically Stabilized Earth Wall Systems are to be calculated based on the vertical face of the wall system as shown on the plans.  The payment for furnishing and fabricating the concrete facing elements, excavation and installing the leveling pad, furnishing and installing the soil reinforcement, furnishing and placing select granular backfill for structural systems, furnishing other incidentals related to the wall system, and erecting the wall system complete-in-place, will be considered completely covered by the contract unit price for Mechanically Stabilized Earth Wall Systems per square foot.  The use of the Select Granular Backfill for Structural Systems pay item will not be required.
  
'''Concrete '''
+
====751.6.2.10 Bridge Slabs====
  
The volume of concrete shall be calculated to the nearest 0.1 cubic yard. Do not deduct for volume of concrete displaced by reinforcing steel or piling.
+
The gross area of concrete slabs is used in the Estimated Quantities table and shall be estimated to the nearest square yard longitudinally from end of slab to end of slab and transversely from out to out of the bridge slab. This shall include all expansion gaps within these limits.  
  
 +
The actual volume of concrete is used in the table of slab quantities for the purpose of preparing the cost estimate and is given on the plans as an aid to the contractor. The concrete on top of the backwall at end bents for expansion joint systems shall be included in this volume (see [[751.50 Standard Detailing Notes#(B1.7)|Note B1.7]]). Concrete shall be estimated to the nearest cubic yard instead of 0.1 cubic yard due to variances and assumptions used in this estimate (see [[751.50 Standard Detailing Notes#B3c. Slabs on Steel, Concrete and Semi-Deep Abutment, and Reinforced Concrete Slab Overlays|Note B3.21]]). Reinforcing steel shall be estimated to the nearest 10 pounds.
  
'''Polymer Concrete'''
+
<div id="Structural Steel Protective Coatings (Nonweathering Steel)"></div>
  
The volume of polymer concrete shall be calculated to the nearest 1.0 cubic foot. Do not deduct for volume of concrete displaced by reinforcing steel.
+
====751.6.2.11 Structural Steel Protective Coatings (Nonweathering Steel)====
 +
 
 +
The protective coating, as specified on the Design Layout, shall be System G, H or I with the color being gray or brown. The coating color shall be specified on the Design Layout. The following gives pay item guidelines for most bridges.  
  
 +
'''<u>Coating New Multi-Girder/Beam Bridges</u> '''
  
'''Non-Destructive Testing''' 
+
Intermediate Field Coat and Finish Field Coat (System G, H or I) (Gray or Brown) - The quantity shall be computed to the nearest one hundred square foot of structural steel to be field coated. The area computations do not include bearings, diaphragms, stiffeners and all other miscellaneous steel within the limits of the field coatings.
  
The length of weld requiring non-destructive testing shall include 6” of weld along each edge of the cover plate and the 1” returns along the end of the cover plate at each corner.  On tapered ends, test weld along the end of cover plate, along tapered edges and 6” back along cover plate from end of taper. 
+
'''1. Bridges over Roadways''' (does not include over Railroads)
  
 +
The intermediate field coat for beam and girder spans shall be applied to the surfaces of all structural steel except those surfaces to be in contact with concrete shall not receive the intermediate coat. The intermediate coat shall also be applied to the bearings, except where bearings will be encased in concrete.
  
'''Temporary Shoring'''
+
The finish field coat for beam and girder spans shall include the facia girders or beams. The limits of the facia girders or beams shall include the bottom of the top exterior flanges, the top of the bottom exterior flanges, the exterior web area, the exterior face of the top and bottom flanges, and the bottom of the bottom flange. Areas of steel to be in contact with concrete shall not receive the finish coat. The finish coat shall also be applied to the exterior bearings, except where bearings will be encased in concrete.
  
When temporary shoring is required, it shall be reported as a lump sum item on the bridge plans. In addition, the estimated area of temporary shoring shall be computed to the nearest square foot and recorded only in the quantity folder. Embedment of temporary shoring shall be taken as one third of the exposed height of the shoring for the purpose of estimating the shoring area.  
+
The surfaces of all structural steel located under expansion joints of beam and girder spans shall be field coated with intermediate and finish coats for a distance of one and a half times the girder depth, but not less than 10 feet from the center line of the joint. Within this limit, the items to be field coated shall include all surfaces of beams, girders, bearings, diaphragms, stiffeners and miscellaneous structural steel items. Areas of steel to be in contact with concrete shall not receive the field coats. The limits of the field coatings shall be masked to provide crisp, straight lines and to prevent overspray on adjacent areas.  
  
 +
'''2. Bridges over Streams and Bridges over Railroads '''
  
'''MSE Retaining Walls'''
+
The field coatings (including intermediate and finish coats) for beam and girder spans shall include the facia girders or beams. The limits of the facia girders or beams shall include the bottom of the top exterior flanges, the top of the bottom exterior flanges, the exterior web area, the exterior face of the top and bottom flanges, and the bottom of the bottom flange. Areas of steel to be in contact with concrete shall not receive the field coats. The field coatings shall also be applied to the exterior bearings, except where bearings will be encased in concrete. The interior beams or girders shall only have the prime coat applied with no other field coatings required.
  
Quantities for Mechanically Stabilized Earth Wall Systems are to be calculated based on the vertical face of the wall system as shown on the plans. The payment for furnishing and fabricating the concrete facing elements, excavation and installing the leveling pad, furnishing and installing the soil reinforcement, furnishing and placing select granular backfill for structural systems, furnishing other incidentals related to the wall system, and erecting the wall system complete-in-place, will be considered completely covered by the contract unit price for Mechanically Stabilized Earth Wall Systems per square foot. The use of the Select Granular Backfill for Structural Systems pay item will not be required.
+
The surfaces of all structural steel located under expansion joints of beam and girder spans shall be field coated with intermediate and finish coats for a distance of one and a half times the girder depth, but not less than 10 feet from the center line of the joint. Within the limit, the items to be field coated shall include all surfaces of beams, girders, bearings, diaphragms, stiffeners and miscellaneous structural steel items. Areas of steel to be in contact with concrete shall not receive the field coats. The limits of the field coatings shall be masked to provide crisp, straight lines and to prevent overspray on adjacent areas.  
  
 +
'''<u>Coating New Truss Bridges or Other Unusual Structures</u> '''
  
'''Structural Steel Protective Coatings (Non-Weathering Steel)'''
+
Intermediate Field Coat and Finish Field Coat (System G, H or I) (Gray or brown) - The quantity shall be computed as a lump sum quantity.
  
The protective coating, as specified on the Design Layout, shall be System G or H with the color being gray or brown.  The coating color shall be specified on the Design Layout.  The following gives pay item guidelines for most bridges.
+
All structural steel for truss or steel box girder spans shall be field coated with intermediate and finish coats, except the area of steel to be in contact with concrete.  
  
 +
<u>'''Recoating Existing Multi-Girder/Beam Bridges '''</u>
  
'''New Multi-Girder/Stringer Bridges'''
+
Quantities shall be computed to the nearest one hundred square feet of structural steel to be prepared or coated. The area computations do not include bearings, diaphragms, stiffeners and all other misc. steel within the limits of surface preparation or field coatings.
  
Intermediate Field Coat and Finish Field Coat (System G & H) (Gray or Brown) - The quantity shall be computed to the nearest one hundred square foot of structural steel to be field coated.
+
'''1. Surface Preparation for Recoating Structural Steel '''- Preparation shall include the surfaces of all structural steel.  
  
:'''1. Bridges over Roadways''' (does not include over Railroads)
+
'''2. Field Application of Inorganic Zinc Primer''' - Coverage shall meet the same requirements of Surface Preparation for Recoating Structural Steel.
  
:The intermediate field coat for beam and girder spans shall be applied to the surfaces of all structural steel except those surfaces to be in contact with concrete shall not receive the intermediate coat. The intermediate coat shall also be applied to the bearings, except where bearings will be encased in concrete.
+
'''3. Intermediate Field Coat (System G or H) (Gray or Brown)''' - Coverage shall meet the same requirements as new multi-girder/beam bridges.  
  
:The finish field coat for beam and girder spans shall include the facia girders or beams.  The limits of the facia girders or beams shall include the bottom of the top exterior flanges, the top of the bottom exterior flanges, the exterior web area, the exterior face of the top and bottom flanges, and the bottom of the bottom flange.  Areas of steel to be in contact with concrete shall not receive the finish coat.  The finish coat shall also be applied to the exterior bearings, except where bearings will be encased in concrete.
+
'''4. Finish Field Coat (System G, H or I) (Gray or Brown)''' - Coverage shall meet the same requirements as new multi-girder/beam bridges.  
 
:The surfaces of all structural steel located under expansion joints of beam and girder spans shall be field coated with intermediate and finish coats for a distance of one and a half times the girder depth, but not less than 10 feet from the center line of the joint.  Within this limit, the items to be field coated shall include all surfaces of beams, girders, bearings, diaphragms, stiffeners and miscellaneous structural steel items.  Areas of steel to be in contact with concrete shall not receive the field coats.  The limits of the field coatings shall be masked to provide crisp, straight lines and to prevent overspray on adjacent areas.
 
  
 +
<u>'''Recoating Existing Truss Bridges or other Unusual Structures '''</u>
  
:'''2. Bridges over Streams and Bridges over Railroads'''
+
Quantities shall be computed as lump sum quantities. The approximate weight of steel shall be shown to the nearest ton in the contract documents.  
  
:The field coating (including intermediate and finish coats) for beam and girder spans shall include the facia girders or beams.  The limits of the facia girders or beams shall include the bottom of the top exterior flanges, the top of the bottom exterior flanges, the exterior web area, the exterior face of the top and bottom flanges, and the bottom of the bottom flange.  Areas of steel to be in contact with concrete shall not receive the field coats.  The field coating shall also be applied to the exterior bearings, except where bearings will be encased in concrete.  The interior beams or girders shall only have the prime coat applied with no other field coating required.
+
'''1. Surface Preparation for Recoating Structural Steel''' - Preparation shall include the surfaces of all structural steel.  
  
:The surfaces of all structural steel located under expansion joints of beam and girder spans shall be field coated with intermediate and finish coats for a distance of one and a half times the girder depth, but not less than 10 feet from the center line of the joint. Within the limit, the items to be field coated shall include all surfaces of beams, girders, bearings, diaphragms, stiffeners and miscellaneous structural steel items.  Areas of steel to be in contact with concrete shall not receive the field coats.  The limits of the field coatings shall be masked to provide crisp, straight lines and to prevent overspray on adjacent areas.
+
'''2. Field Application of Inorganic Zinc Primer''' – Coverage shall meet the same requirements of Surface Preparation for Recoating Structural Steel.  
  
 +
'''3. Intermediate Field Coat (System G or H) (Gray or Brown)''' – Coverage shall meet the same requirements as new truss bridges.
  
'''New Truss Bridges or Other Unusual Structures'''
+
'''4. Finish Field Coat (System G, H or I) (Gray or Brown)''' – Coverage shall meet the same requirements as new truss bridges.
  
Intermediate Field Coat and Finish Field Coat (System G or H) (Gray or brown)  - The quantity shall be computed as a lump sum quantity.
+
<u>'''Overcoating Existing Multi-Girder/Beam Bridges '''</u>
  
All structural steel for truss or steel box girder spans shall be field coated with intermediate and finish coats, except the area of steel to be in contact with concrete.
+
Quantities shall be computed to the nearest one hundred square feet of structural steel to be prepared or overcoated except as noted below. The area computations do not include bearings, diaphragms, stiffeners and all other misc. steel within the limits of surface preparation or field coatings.  Partial overcoating of steel structures is allowed and the areas of partial overcoating should be clearly indicated shown on the plans.
  
 +
'''1. Surface Preparation for Overcoating Structural Steel''' - Preparation shall include the surfaces of all structural steel.
  
'''Existing Multi-Girder/Stringer Bridges'''
+
'''2. Calcium Sulfonate Rust Penetrating Sealer''' – Quantity shall be computed as a lump sum quantity. Coverage shall be applied to the surfaces of all bearings, overlapping steel plates, pin connections, pin and hanger connections, and other locations where rust bleeding , pack rust and layered rust is occurring.
  
:'''1. Surface Preparation for Recoating Structural Steel''' - The quantity shall be computed to the nearest one hundred square foot of structural steel to be prepared.  The area computations do not include diaphragms, stiffeners and all other misc. steel within the limits of preparation.
+
'''3. Calcium Sulfonate Primer and Topcoat''' - Coverage shall meet the same requirements as Surface Preparation for Overcoating Structural Steel.  
  
:'''2. Field Application of Inorganic Zinc Primer''' - The quantity shall be computed with the same requirements of Surface Preparation for Recoating Structural Steel.
+
<u>'''Limits of Paint Overlap '''</u>
  
:'''3. Intermediate Field Coat (System G or H) (Gray or Brown)''' - The quantity shall be computed with the same requirements of a new multi-girder bridge.
+
Refer to [[751.50 Standard Detailing Notes#(A4a.15) Use when two different new coating systems are used. Show detail on plans.|EPG 751.50 Notes A4a.15 and A4a.16]].
  
:'''4. Finish Field Coat (System G or H) (Gray or Brown)''' - The quantity shall be computed with the same requirements of a new multi-girder bridge.
+
<center>
 +
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center"
 +
|+
 +
! style="background:#BEBEBE" width=500|Bridge Standard Drawings
 +
|-
 +
|[https://www.modot.org/media/14980 Paint Overlap]
 +
|}
 +
</center>
  
 +
====751.6.2.12 Structural Steel Protective Coatings (Weathering Steel)====
  
'''Existing Truss Bridges or other Unusual Structures'''
+
'''<u>Coating New Multi-Girder/Beam Bridges, Truss Bridges or other Unusual Structures</u>'''
  
:'''1. Surface Preparation for Recoating Structural Steel''' - The quantity shall be computed as a lump sum quantity. The approximate weight of steel shall be shown to the nearest ton on the plan sheet.  
+
There will not be a quantity item for coating weathering steel. The cost of coating weathering steel structures will be considered completely covered by the contract unit price for the Fabricated Structural Steel.  
  
:'''2. Field Application of Inorganic Zinc Primer''' – The quantity shall be computed as a lump sum quantity.  The approximate weight of steel shall be shown to the nearest ton on the plan sheet.
+
'''<u>Recoating Existing Multi-Girder/Beam Bridges, Truss Bridges or other Unusual Structures </u>'''
  
:'''3. Intermediate Field Coat (System G or H) (Gray or Brown)''' – The quantity shall be computed with the same requirements as a new truss bridge.
+
Recoating weathering steel when performing joint repair/replacement may be included on the contract plans. Other areas may be recoated depending upon inspection of the condition of weathering steel and the future deterioration expectations of same by Bridge Maintenance. See Structural Project Manager or Structural Liaison Engineer.
  
:'''4. Finish Field Coat (System G or H) (Gray or Brown)''' – The quantity shall be computed with the same requirements as a new truss bridge.                                                                                        
+
For existing multi-girder/beam bridges, quantities shall be computed to the nearest one hundred square feet of structural steel to be prepared or recoated. The area computations do not include bearings, diaphragms, stiffeners and all other misc. steel within the limits of surface preparation or field coatings. For truss bridges or other unusual structures, quantities shall be computed as lump sum quantities.
  
 +
'''1. Surface Preparation for Recoating Structural Steel''' - Preparation shall be on a case-by-case basis.
  
'''Structural Steel Protective Coatings (Weathering Steel)'''
+
'''2. Field Application of Inorganic Zinc Primer''' - Coverage shall meet the same requirements of Surface Preparation for Recoating Structural Steel.
  
There will not be a quantity item for coating weathering steel. The cost of coating weathering steel structures will be considered completely covered by the contract unit price for the Fabricated Structural Steel.
+
'''3. Intermediate Field Coat (System H) (Brown)''' - Coverage shall be on a case-by-case basis.  
  
 +
'''4. Finish Field Coat (System H) (Brown)''' - Coverage shall be on a case-by-case basis.
  
'''Protective Coatings for Concrete'''
+
====751.6.2.13 Protective Coatings for Concrete====
  
 
When the use of a protective coating for concrete is required, it shall be reported as a lump sum item on the bridge plans.  In addition, the estimated area to be coated shall be computed to the nearest square foot and recorded only in the quantity folder.  The following guidelines shall apply to the calculations for these items.
 
When the use of a protective coating for concrete is required, it shall be reported as a lump sum item on the bridge plans.  In addition, the estimated area to be coated shall be computed to the nearest square foot and recorded only in the quantity folder.  The following guidelines shall apply to the calculations for these items.
Line 1,009: Line 1,133:
  
 
:See Expansion Devices Section for details.
 
:See Expansion Devices Section for details.
 
  
 
:'''Protective Coating - Concrete Bents and Piers (Weathering Steel)'''
 
:'''Protective Coating - Concrete Bents and Piers (Weathering Steel)'''
Line 1,016: Line 1,139:
  
 
:Concrete Intermediate Bents & Piers - Coat all surfaces above the ground line or above the low water elevation, whichever is the higher at that bent or pier.
 
:Concrete Intermediate Bents & Piers - Coat all surfaces above the ground line or above the low water elevation, whichever is the higher at that bent or pier.
 
  
 
:'''Concrete and Masonry Protection System'''
 
:'''Concrete and Masonry Protection System'''
  
 
:Coat all surfaces above ground line of the concrete as specified on the Design Layout.
 
:Coat all surfaces above ground line of the concrete as specified on the Design Layout.
 
  
 
:'''Sacrificial Graffiti Protection System'''
 
:'''Sacrificial Graffiti Protection System'''
Line 1,027: Line 1,148:
 
:Coat all surfaces above ground line of the concrete as specified on the Design Layout.
 
:Coat all surfaces above ground line of the concrete as specified on the Design Layout.
  
 +
====751.6.2.14 Asphaltic Concrete Pavement====
  
'''Asphaltic Concrete Pavement'''
+
Seal coat or tack coat is required with the asphaltic concrete pavement.  Unit weights will not be calculated.
  
Seal coat or tack coat is required with the asphaltic concrete pavement.   Unit weights will not be calculated.
+
====751.6.2.15 Seal Coat ====
  
 +
A seal coat shall be used when specified on the Bridge Memo.
  
'''Seal Coat '''
+
The following unit weight will be used to calculate the estimated quantity reported on the bridge plans:
 +
:Seal Coat = 0.4 gal/sq. yd.
  
A seal coat shall be used when specified on the Design Layout. Grade C seal coats shall be used whenever a bridge deck is to receive an asphalt wearing surface. Grade A seal coats shall be used whenever the seal coat is to be the final riding surface. Unit weights will not be calculated.
+
Grade B1 seal coat aggregate shall be used whenever a bridge deck is to receive an asphalt wearing surface. Grade A1 seal coat aggregate shall be used whenever the seal coat is to be the final riding surface. Unit weights will not be calculated for aggregate.
  
'''Tack Coat'''
+
====751.6.2.16 Tack Coat====
  
A tack coat shall be used when specified on the Design Layout. The following unit weights will be used to calculate the estimated quantity reported on the bridge plans.
+
A tack coat shall be used when specified on the Bridge Memo. The following unit weights will be used to calculate the estimated quantity reported on the bridge plans:
  
 
:Tack Coat = 0.05 gal/sq. yd.
 
:Tack Coat = 0.05 gal/sq. yd.
 
                                
 
                                
 
+
====751.6.2.17 Excavation====
'''Excavation'''
 
  
 
Excavation shall be computed in accordance with Sec 206 and the limits shown in this section.  
 
Excavation shall be computed in accordance with Sec 206 and the limits shown in this section.  
Line 1,050: Line 1,173:
 
The '''Roadway and Drainage Excavation Line''' is the finish grade line after the bridge is completed in place.  This may or may not correspond to the preliminary embankment line placed before the bridge is built.
 
The '''Roadway and Drainage Excavation Line''' is the finish grade line after the bridge is completed in place.  This may or may not correspond to the preliminary embankment line placed before the bridge is built.
  
The '''Excavation Datum''' is located at one foot above Low Water Elevation of the stream bed (round up to the next one foot).  Use the low point of the streambed cross-section as Low Water Elevation, if a Low Water Elevation can not be found. Everything above this datum is Class 1 Excavation while everything below it is Class 2 Excavation.
+
The '''Excavation Datum''' is located at one foot above Low Water Elevation of the stream bed (round up to the next one foot).  Use the low point of the streambed cross-section as Low Water Elevation, if a Low Water Elevation cannot be found. Everything above this datum is Class 1 Excavation while everything below it is Class 2 Excavation.
  
  
Line 1,056: Line 1,179:
  
 
Soil or other sub-strata shall be excavated to the limits of:
 
Soil or other sub-strata shall be excavated to the limits of:
*18” around the perimeter at the bottom of footings, and vertically (*) to the finished Roadway and Drainage Excavation Line
+
* 18” around the perimeter at the bottom of footings, and vertically* to the finished Roadway and Drainage Excavation Line
*18” for tapered wings only and around the wings on end bents
+
* 18” around the wings on end bents
*No excavation below sidewalls or wings of a semi-deep abutment
+
* The perimeter of seal courses
*The perimeter of seal courses
+
* No excavation shall be figured for piles or bracing
*No excavation shall be figured for piles or bracing
+
* If there is less than 10 cubic yards of total excavation, no excavation item needs to be listed in the Estimated Quantities.  See [[751.50 Standard Detailing Notes|EPG 751.50 Standard Detailing Notes]] for the appropriate notes.
*If there is less than 10 cubic yards of total excavation, no excavation item needs to be listed in the Estimated Quantities.  See note B1.10 in the Office Notes section.
 
  
 
+
'''Classes of Excavation**'''
'''Classes of Excavation (**)'''
 
  
 
'''Class 1, Class 2 Excavations''' shall be computed in accordance with Sec 206 and the limits shown in the figures below.  Excavation for structures below Excavation Datum Elevation will be paid for as '''Class 2 Excavation.'''  Excavation for structures above Excavation Datum Elevation will be paid for as '''Class 1 Excavation.'''  Use a minimum of 10 cubic yards of Class 1 Excavation when there is Class 2.
 
'''Class 1, Class 2 Excavations''' shall be computed in accordance with Sec 206 and the limits shown in the figures below.  Excavation for structures below Excavation Datum Elevation will be paid for as '''Class 2 Excavation.'''  Excavation for structures above Excavation Datum Elevation will be paid for as '''Class 1 Excavation.'''  Use a minimum of 10 cubic yards of Class 1 Excavation when there is Class 2.
  
 
'''Class 4 Excavation''' shall be used for culverts.  Class 4 Excavation shall be computed in accordance with Sec 206 and the limits shown below.  Culvert concrete removal for extensions will be paid for as Partial Removal of Culvert-Bridge Concrete.  See the Design Layout for special cases.
 
'''Class 4 Excavation''' shall be used for culverts.  Class 4 Excavation shall be computed in accordance with Sec 206 and the limits shown below.  Culvert concrete removal for extensions will be paid for as Partial Removal of Culvert-Bridge Concrete.  See the Design Layout for special cases.
 
  
 
'''Cases of Excavation'''
 
'''Cases of Excavation'''
Line 1,077: Line 1,197:
 
'''Case 2''' is when the ground line survey is a lower elevation than the roadway and drainage excavation line.
 
'''Case 2''' is when the ground line survey is a lower elevation than the roadway and drainage excavation line.
  
''(*) Soil shall be excavated vertically from the bottom of the footing for footing on pile, 6” above the bottom of the footing for footing on rock and 18” above the bottom of the footing for footing on shale.''
+
:<font color = "white">(</font color="white">''*'' Soil shall be excavated vertically from the bottom of the footing for footing on pile, 6” above the bottom of the footing for footing on rock and 18” above the bottom of the footing for footing on shale.
 +
 
 +
:<font color = "white">(</font color="white">''**'' Use Excavation in Rock if it is anticipated to be more than 10 cu. yard. The designer should check with the Structural Project Manager before calculating the quantity of Excavation in Rock. See [[#751.6.1 Index of Quantities|EPG 751.6.1 Index of Quantities Bridge]].
 +
 
 +
 
 +
'''Excavation Limits: Bridges'''
 +
 
 +
The following figures graphically show the excavation limits for various substructure types.  The effects of skew on the fill slope (H:V) should be considered in determining excavation quantities at end bents.
 +
 
 +
:H<sub>θ</sub> = H/cosθ
 +
 
 +
Where: 
 +
:::H:V =  horizontal:vertical components of fill slope (Normal)
 +
:::H<sub>θ</sub> = horizontal component of the fill slope parallel to centerline of roadway with V = 1
 +
:::H = horizontal component of the fill slope normal to centerline of bent with V = 1
 +
:::θ = end bent skew angle
 +
 
 +
 
 +
<center>'''Excavation Limits: Integral End Bent (Case I) '''
 +
 
 +
[[image:751.6.2.17 int case 1 1.jpg|500px]]
 +
 
 +
[[image:751.6.2.17 int case 1 2.jpg|500px]]
 +
----
  
''(**) Use Excavation in Rock if it is anticipated to be more than 10 cu. yard. The designer should check with the Structural Project Manager before calculating the quantity of Excavation in Rock. See Bridge Manual Sec 2.5.1.''
+
'''Excavation Limits: Non-Integral End Bent (Case I) '''
  
<center>[[Image:751.6_NIEB_Case_1_A.gif]]
+
[[image:751.6.2.17 non int case 1 1.jpg|500px]]
  
PART PLAN
+
[[image:751.6.2.17 non int case 1 2.jpg|500px]]
 +
----
  
[[Image:751.6 NIEB Case 1 B.gif]]
+
'''Excavation Limits: Stub Bent  (Case I) '''
  
SECTION A-A
+
[[image:751.6.2.17 stub.jpg|500px]]
  
[[Image:751.6 NIEB Case 1 C.gif]]
+
----
  
SECTION B-B
+
'''Excavation Limits:  All Grade Separations'''
  
(*) 12" at lowest beam depth for Girder Bridges and 24" for Concrete Slab Bridges.
+
[[image:751.6.2.17 all.jpg|900px]]
  
'''Non-Integral End Bent Excavation Limits (Case I)'''
 
  
(**) Case 1 is when the ground line survey is a higher elevation than the roadway and drainage excavation line.
 
  
 
----
 
----
  
[[Image:751.6 StubBent-Case1.gif]]</center>
+
'''Excavation Limits: Stream Crossings (Typical)'''</center>
  
(*) 12" at lowest beam depth for Girder Bridges and 24" for Concrete Slab Bridges.<br/>
+
[[image:751.6.2.17 stream typical.jpg|center|900px]]
(**) Specify berm elevation or 4'-0" minimum clearance.<br/>
+
 
(***) 6" for footing on rock, 18" for footing on shale.<br/>
+
 
 +
----
 +
<center>'''Excavation Limits: Stream Crossings (No Excavation Item)'''</center>
 +
 
 +
 
 +
[[image:751.6.2.17 stream no excavation.jpg|center|900px]]
 +
 
 +
 
 +
 
 +
 
 +
'''Excavation Limits:  Retaining Walls'''
 +
 
 +
[[Image:751.6 Retaining Walls.gif|center]]
 +
 
 +
Note:
 +
:Excavation to be included in Estimated Quantity Table (Class 1 shall be calculated to the nearest 5 cubic yards).
 +
 
 +
:Final limits of the roadway and bridge excavation to be coordinated with the bridge plans prior to estimating.
 +
 
 +
:See [[751.50 Standard Detailing Notes|EPG 751.50 Standard Detailing Notes]] for the appropriate notes.
 +
 
 +
 
 +
 
 +
 
 +
 
 +
'''Excavation Limits: Culverts'''
 +
 
 +
[[Image:751.6 Culverts.gif|center]]
 +
 
 +
Excavation to be included in Estimated Quantity Table (Class 4 Excavation shall be carried to the nearest 5 cubic yards). Final limits of the roadway and bridge excavation to be coordinated with the bridge plans prior to estimating.
 
<br/>
 
<br/>
When calculating rock excavations allow 18" around and 6" underneath wing.   
+
<br/>Excavation of 18" adjacent to the removal of culvert ends for purpose of extending the culvert will not be considered excavation and is considered part of removal(Refer to Sec 206)
<center><br/>Use the following note on plans:
 
 
<br/>
 
<br/>
Note: Bottom of wings at End Bents No. __ and __ shall not be cast on rock.
+
<br/>See [[751.50 Standard Detailing Notes|EPG 751.50 Standard Detailing Notes]] for the appropriate notes.
'''Stub Bent Excavation Limits (Case I ****)'''
+
 
 +
 
 +
 
 +
'''Mechanically Stabilized Earth Walls (MSEW) Excavation and Fill'''
 +
 
 +
Excavation and Fill behind MSEW:  
 +
 
 +
Excavation classes, quantities and pay items are determined and computed by districts for all MSEWs (Bridge Division walls and District Design Division walls) and are to be included on the roadway plans. Excavation before wall should be addressed same as excavation behind wall. Fill behind MSEWs is included in the cost of MSEWs and no separate quantity or pay item is required.
 +
 
 +
Excavation and Fill below MSEW (below top of leveling pad):
 +
 
 +
Excavation classes, quantities, replacement fill and pay items are determined and computed by districts for all MSEWs (Bridge Division walls and District Design Division walls) when required on the Foundation Investigation Geotechnical Report (FIGR), and are to be included on the roadway plans. When the FIGR gives excavation limits and type of replacement fill required for ground improvement, a detail is typically added to the MSEW plans showing the removal area and the removal locations along the wall  (also referred to as  “soil improvement”, “ground [or soil] mitigation”, “foundation replacement” or “foundation excavation”).
 +
 
 +
 
 +
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center" align="center"
 +
|+
 +
! style="background:#BEBEBE" colspan="5"|MSEW Excavation and Fill Guidelines
 +
|-
 +
!Excavation!!Std. Spec. Sec!!Fill!!Pay Item(s) on<br/>Roadway Plans 2B<br/>Quantities Sheet!!Notes
 +
|-
 +
|Behind Wall||203||Compacted select<br/>granular backfill<br/>per Sec 720||Class A or Class C<br/>Excavation||• Show on roadway plans
 +
|-
 +
|Below Wall<br/>(Ground<br/>Improvement)||203, 214||Compacted rock fill<br/>or other per FIGR||Class A or Class C<br/>Excavation,<br/>Furnishing Rock<br/>Fill,<br/>Placing Rock Fill (or<br/>other fill per FIGR)||• Show on MSEW<br/>plans
 +
|-
 +
|Below Wall<br/>(Incidental)||720||Suitable material<br/>per District<br/>Geotechnical||NA||• Unanticipated and<br/>Unsuitable per<br/>engineer in field
 +
|}
 +
 
 +
 
 +
 
 +
'''Excavation Limits: Mechanically Stabilized Earth Walls (MSEW)'''
 +
 
 +
Excavation behind and below MSEWs are roadway pay items and based on information given in the Foundation Investigation Geotechnical Report (FIGR). Included may be a minimum soil reinforcement length, minimum embedment of the bottom of wall (top of leveling pad), global stability confirmation and angle of retained backfill which are used to estimate the excavation quantities. Use greatest of recommended minimum soil reinforcement length from
 +
:::* FIGR, or
 +
:::* the following table, or
 +
:::* 8 ft. minimum.
 +
One additional foot must be added to the selected length to determine estimated excavation quantities.
 +
 
 +
 
 +
{| border="1" class="wikitable" style="margin: 1em auto 1em auto" style="text-align:center" align="center"
 +
|+
 +
! !!style="background:#BEBEBE" |MoDOT (USE)!!style="background:#BEBEBE" |Table 2-1 (FHWA NHI-10-024)<br/>(REFERENCE)
 +
|-
 +
!style="background:#BEBEBE" |Case!!Minimum Length of Soil<br/>Reinforcement, L!!Minimum Length of Soil<br/>Reinforcement, L
 +
|-
 +
|align="center"|Static loading with or without<br/> traffic surcharge ||align="center"|0.7H ||align="center"|0.7H
 +
|-
 +
|align="center"|Sloping backfill surcharge ||align="center"|0.8H||align="center"| 0.8H
 +
|-
 +
|align="center"|Seismic loading||align="center"|0.95H||align="center"| 0.8H to 1.1H
 +
|}
  
(****) Case 1 is when the ground line survey is a higher elevation than the roadway and drainage excavation line.
+
Where,
 +
 
 +
H = Height of the wall as measured from the top of the leveling pad to the top of the wall
 +
 
 +
Note: Upper two layers of soil reinforcement shall be extended 3 feet to 5 feet beyond the lower layers for seismic requirement. (FHWA NHI-10-024 section 4.4.3)
 +
 
 +
Minimum soil reinforcement length shall be greater than or equal to as required for a stable feature wall for strong/stable rock as shown in following cases 5 through 7.
 +
 
 +
 
 +
<center>'''<u>TABLE OF EARTH WORK EXCAVATION QUANTITIES EXAMPLE IN ACCORDANCE WITH DISTRICT PROCEDURE</u>'''</center>
 +
 
 +
[[image:751.6.2.17 earth work.jpg|850px|center]]
 +
 
 +
The excavation table example provides for identifying both Bridge Division MSE walls and District Design MSE walls.
 +
 
 +
For District Design MSE walls:
 +
 
 +
Ex. 1 shows that a wall can be laid out along a roadway where it makes sense to include the wall earthwork with the roadway earthwork. This will be the case most of the time.
 +
 
 +
Ex. 2 shows that a wall can be laid out separate from the roadway and will have its own alignment where the wall earthwork can be quantified and shown independently in a table row.
 +
 
 +
 
 +
<center>'''General Section thru MSEW In Cut'''</center>
 +
 +
[[image:751.6.2.17.jpg|700px|center]]
 +
 
 +
In Cut: (Cases 1 to 6)
 +
 
 +
θ can equal ɸ<sub>Ƅ</sub> for computing excavation quantities. It may also be 1:1 (H:V) or 2:1 (H:V) at discretion of district.
 +
 
 +
In Fill: (Case 7)
 +
 
 +
Excavation shall be computed based on the wall and soil (and/or rock) parameters as given in the FIGR.
 +
Dimensions of ground improvements will be given in FIGR if required. This includes area elevation, length and locations along the wall and slope cuts*.
 +
 
 +
Rock fill in accordance with Sec 214 is typically used as replacement fill for ground improvement.
  
----
 
  
[[Image:751.6 SDA Case 1 A.gif|480px]]
 
  
PART PLAN
 
  
[[Image:751.6 SDA Case 1 B.gif|490px]]
+
<center>'''Case 1:  In cut with soil excavation (behind wall)'''</center>
  
SECTION A-A
+
[[image:751.6.2.17 case 1.jpg|700px|center]]
  
[[Image:751.6 SDA Case 1 C.gif|250px]]
 
  
SECTION B-B
+
________________________________________
  
'''Semi-Deep Abutment Excavation Limits (Case 1 *)'''
 
  
(*) Case 1 is when the ground line survey is a higher elevation than the roadway and drainage excavation line.
+
<center>'''Case 2: In cut with soil excavation (behind wall) and ground improvement (below wall)'''</center>
  
----
+
[[image:751.6.2.17 case 2.jpg|750px|center]]
[[Image:751.6 SD Case 2-A.gif|480px]]
+
 +
________________________________________
 +
 
 +
 
 +
<center>'''Case 3: In cut with soil and rock excavation (behind wall)'''</center>
  
PLAN
+
[[image:751.6.2.17 case 3.jpg|700px|center]]
  
[[Image:751.6 SD Case 2-B.gif|490px]]
+
 +
________________________________________
  
SECTION A-A
 
  
[[Image:751.6 SD Case 2-C.gif|250px]]
+
<center>'''Case 4: In cut with soil and rock excavation (behind wall) and ground improvement (below wall)'''</center>
  
SECTION B-B
+
[[image:751.6.2.17 case 4.jpg|700px|center]]
 +
 +
________________________________________
  
'''Semi-Deep Abutment Excavation Limits (Case 2 *)'''
 
  
(*) Case 2 is when the ground line survey is a lower elevation than the roadway and drainage excavation line.
+
<center>'''Case 5a Stable Feature MSE Wall: In cut with soil and partial rock excavation (behind wall)'''</center>
 +
 +
[[image:751.6.2.17 case 5a.jpg|700px|center]]
  
----
+
________________________________________
[[Image:751.6 All Grade Seperations Legend.gif]]
 
[[Image:751.6 All Grade Seperations A.gif]]
 
[[Image:751.6 All Grade Seperations B.gif]]
 
[[Image:751.6 All Grade Seperations C.gif]]
 
  
'''Excavation Limits:  All Grade Seperations'''</center>
 
  
----
+
<center>'''Case 5b Stable Feature MSE Wall: In cut with soil excavation (behind wall) and ground improvement (below wall)'''</center>
[[Image:751.6 stream legend.gif]]
 
<center>[[Image:751.6 Stream Crossing.gif]]
 
[[Image:751.6 seal course.gif]]</center>
 
<br/>(*) 12" at lowest beam depth for Girder Bridges and 24" for Concrete Slab Bridges.
 
<br/>(**) BERM: Give the Elevation specified on DESIGN LAYOUT.  If the berm elevation is not specified,<br/>  
 
:show 4'-0" MINIMUM from bottom of superstructure to finished ground line.
 
(***) 0" for footing on Pile, 6" for footing on Rock, 18" for footing on Shale.
 
  
EXCAVATION DATUM: (Design Layout)
+
[[image:751.6.2.17 case 5b.jpg|700px|center]]
:(1) Indicate Low Water Elevation as given on Bridge Survey Report.
+
:(2) Indicate Stream Bed Elevation (Low point of stream bed).  
+
________________________________________
  
<center>'''Excavation Limits:  Stream Crossings (Typical)
 
----
 
  
(*) 12" at lowest beam depth for Girder Bridges and 24" for Concrete Slab Bridges.
+
<center>'''Case 6 Stable Feature MSE Wall: In cut with soil excavation'''</center>
  
[[Image:751.6 Stream Crossing no excav.gif]]
+
[[image:751.6.2.17 case 6.jpg|700px|center]]  
  
 +
________________________________________
  
'''Excavation Limits: Stream Crossing (No Excavation Item)
 
  
----
+
<center>'''Case 7a: In fill with ground improvement (below wall)'''</center>
 +
 +
[[image:751.6.2.17 case 7a.jpg|500px|center]]
  
[[Image:751.6 Retaining Walls.gif]]</center>
 
  
Note:
 
:Excavation to be included in Estimated Quantity Table (Class 1 or Class 4 Excavation for small block MSE walls,
 
:shall be calculated to the nearest 5 cubic yards).
 
  
:Final limits of the roadway and bridge excavation to be coordinated with the bridge plans prior to estimating.
+
<center>'''Case 7b Stable Feature MSE wall: In fill mostly with partial rock excavation (behind wall)'''</center>
 +
 +
[[image:751.6.2.17 case 7b.jpg|700px|center]]
  
:See Manual Section 4 for the appropriate notes.
+
Note: Include rock excavation in excavation quantities.
  
  
<center>'''Excavation Limits:  Retaining Walls
 
  
----
 
  
[[Image:751.6 Culverts.gif]]</center>
 
<br/>
 
Excavation to be included in Estimated Quantity Table (Class 4 Excavation shall be carried to the nearest 5 cubic yards).  Final limits of the roadway and bridge excavation to be coordinated with the bridge plans prior to estimating.
 
<br/>
 
<br/>Excavation of 18" adjacent to the removal of culvert ends for purpose of extending the culvert will not be considered excavation and is considered part of removal.  (Refer to Sec 206)
 
<br/>
 
<br/>See Manual Section 4.0 for the appropriate notes.
 
  
<center>'''Excavation Limits: Culverts'''</center>
+
[[Category:751 LRFD Bridge Design Guidelines|751.06]]
<br/>
 
<br/>
 
<br/>
 
<br/>
 
[[Category:751 LRFD Manual General|751.06]]
 

Latest revision as of 11:26, 21 May 2020

751.6.jpg


751.6.1 Index of Quantities

The following list of pay items shall be used as a guide when preparing the Table of Estimated Quantities to be shown on the bridge plans. The pay items shall be listed on the plans in numerical order according to the Item Number. The Item Number is for information only and is not to be listed in the Table of Estimated Quantities. For pay items not listed, see the Preliminary and Review Section.

Accuracy and Rounding

When performing multi-step calculations as in the case of computing the final estimated quantities, keep at least one more significant digit in the intermediate result than needed in the final answer, in this case the final estimated quantity. Hence, the accuracy given in the following indexed table of quantities represents the plan reporting accountability to which the final estimated quantity is subject to for measurement and payment.

Round final calculation to the nearest unit increment given as the plan reporting accuracy and show on plans. Rounding should follow generally accepted rules and be agreeable to those responsible for estimating the final estimated quantities.

Item Number Plan Reporting Accuracy Units Item Description
 
Indicates this item shall be used only as approved by Preliminary and Review Section.
206-10.00 5 cu. yard Class 1 Excavation
206-10.03 1 cu. yard Class 1 Excavation in Rock (*)
206-20.00 1 cu. yard Class 2 Excavation
206-20.03 1 cu. yard Class 2 Excavation in Rock (*)
206-33.00 5 cu. yard Class 4 Excavation
206-34.00 1 cu. yard Class 4 Excavation in Rock (*)
* Note: Use when cross-sections indicate rock will be encountered and quantity is more than 10 cu. Yard. If there is less than 10 cu. yards of total excavation in rock, no Excavation in Rock pay items should be listed in the Estimated Quantities. Excavation in rock will be paid in accordance with Sec 109. Check with Project Manager when computing this item.
206-36.00 1 linear foot Supplementary Foundation Test Holes (NX)
206-36.10 1 linear foot Supplementary Cored Holes
206-40.00 1 cu. yard Porous Backfill
206-55.00 1 lump sum Temporary Shoring
206-60.02 to
206-60.12
1 lump sum Cofferdams - Bent xx
Note: Use a separate pay item for each bent. Item numbers established for only Bent 2 thru Bent 12.
       
206-99.01 1 lump sum Misc.
206-99.02 1 each Misc.
206-99.03 1 linear foot Misc.
206-99.04 1 sq. foot Misc.
206-99.05 1 sq. yard Misc.
206-99.07 0.1 cu. yard Misc.
216-05.00 1 lump sum Removal of Bridges
216-05.01 1 lump sum Match Marking and Storing Superstructure
216-10.00 1 sq. yard Scarification of Bridge Deck
Note: Do not use with concrete wearing surface removals.
216-10.01 1 sq. yard Total Surface Hydro Demolition
216-15.00 1 sq. foot Removal of Seal Coat or Polymer Wearing Surface
Note: Do not use for unbonded removal.
216-15.01 1 sq. foot Removal of Asphalt Wearing Surface
216-15.02 1 sq. foot Removal of Concrete Wearing Surface
Note: Use for all concrete wearing surfaces.
216-15.03 1 sq. foot Removal of Existing Deck Repair
Note: Use with Hydro demolition when required.
216-20.00 1 linear foot Removal and Storage of Existing Bridge Rail
216-25.00 1 sq. foot Removal of Existing Bridge Deck
216-30.00 1 sq. foot Partial Removal of Existing Bridge Deck
216-35.00 1 lump sum Partial Removal of Culvert Concrete
216-35.01 1 lump sum Partial Removal of Culvert-Bridge Concrete
216-35.02 1 lump sum Partial Removal of Substructure Concrete
216-40.00 1 linear foot Curb Removal
Note: Use for just removal of curbs including for thrie beam installation.
216-45.00 1 linear foot Removal of Existing Expansion Joint & Adjacent Concrete
Note: Also use concrete and reinforcing steel pay items for replacement of expansion joint system.
216-50.00 1 linear foot Removal of Existing Expansion Joint Seal or Sealant
Note: Also use Concrete and Reinforcing Steel pay items for replacement of expansion joint system.
216-55.00 1 lump sum Removal of Cathodic Protection System
       
216-99.01 1 lump sum Misc.
216-99.02 1 each Misc.
216-99.03 1 linear foot Misc.
216-99.04 1 sq. foot Misc.
216-99.05 1 sq. yard Misc.
403-10.50 1 sq. yard Optional Asphaltic Concrete Wearing Surface (Bridges)
407-10.05 1 gallon Tack Coat
409-10.48 1 gallon Emulsified Asphalt, Seal Coat
409-40.01 1 sq. yard Seal Coat Aggregate, Grade A1
409-40.11 1 sq. yard Seal Coat Aggregate, Grade B1
413-33.00 1 sq. yard Optional Ultrathin Bonded Asphalt Wearing Surface (Bridges)
503-10.10A 1 sq. yard Bridge Approach Slab (Major Road)
503-10.11A 1 sq. yard Bridge Approach Slab (Minor Road)
505-00.01 1 sq. yard Optional Concrete Wearing Surface
505-00.02 1 sq. yard Optional Very Early Strength Concrete Wearing Surface
505-00.03 1 sq. yard Reinforced Concrete Wearing Surface
505-00.04 1 cu. yard Supplementary Wearing Surface Material
Note: Use with total surface hydro demolition to pay for monolithic deck repair.
505-10.00 1 sq. yard Low Slump Concrete Wearing Surface
Note: Use with SPM or SLE approval (typically only allowed as a choice with 505-00.01.
505-20.00 1 sq. yard Latex Modified Concrete Wearing Surface
505-30.00 1 sq. yard Silica Fume Concrete Wearing Surface
505-40.00 1 sq. yard Latex Modified Very Early Strength Concrete Wearing Surface
505-50.00 1 sq. yard CSA Cement Very Early Strength Concrete Wearing Surface
505-60.00 1 sq. yard Steel Fiber Reinforced Concrete Wearing Surface
505-70.00 1 sq. yard Polyester Polymer Concrete Wearing Surface
       
505-99.05 1 sq. yard Misc.
605-20.10A 1 linear foot Structural Underdrain
607-10.50 1 linear foot Chain-Link Fence (Retaining Walls)
607-10.54 1 linear foot (42 in.) Property Fence (Structures)
607-10.55 1 linear foot (60 in.) Property Fence (Structures)
607-10.56 1 linear foot (72 in.) Property Fence (Structures)
607-10.57 1 linear foot (84 in.) Property Fence (Structures)
607-10.58 1 linear foot (96 in.) Property Fence (Structures)
607-10.60 1 linear foot Pedestrian Fence (Structures)
607-10.65 1 linear foot (60 in.) Pedestrian Fence (Structures)
607-10.66 1 linear foot (72 in.) Pedestrian Fence (Structures)
607-10.67 1 linear foot (112 in.) Curved Top Pedestrian Fence (Structures)
       
607-99.03 1 linear foot Misc.
615-10.05 1 lump sum Water Transportation for Engineer
623-00.01 1 sq. yard Optional Polymer Wearing Surface
623-30.00 1 sq. yard Epoxy Polymer Wearing Surface
623-40.00 1 cu. foot Polymer Concrete
623-50.00 1 sq. yard MMA Polymer Slurry Wearing Surface
623-99.05 1 sq. yard Misc.
       
701-11.00 0.1 linear foot Drilled Shafts (1 ft. 0 in. Dia.)
701-11.01 0.1 linear foot Drilled Shafts (1 ft. 6 in. Dia.)
701-11.02 0.1 linear foot Drilled Shafts (2 ft. 0 in. Dia.)
701-11.03 0.1 linear foot Drilled Shafts (2 ft. 6 in. Dia.)
701-11.04 0.1 linear foot Drilled Shafts (3 ft. 0 in. Dia.)
701-11.05 0.1 linear foot Drilled Shafts (3 ft. 6 in. Dia.)
701-11.06 0.1 linear foot Drilled Shafts (4 ft. 0 in. Dia.)
701-11.07 0.1 linear foot Drilled Shafts (4 ft. 6 in. Dia.)
701-11.08 0.1 linear foot Drilled Shafts (5 ft. 0 in. Dia.)
701-11.09 0.1 linear foot Drilled Shafts (5 ft. 6 in. Dia.)
701-11.10 0.1 linear foot Drilled Shafts (6 ft. 0 in. Dia.)
701-11.11 0.1 linear foot Drilled Shafts (6 ft. 6 in. Dia.)
701-11.12 0.1 linear foot Drilled Shafts (7 ft. 0 in. Dia.)
701-11.13 0.1 linear foot Drilled Shafts (7 ft. 6 in. Dia.)
701-11.14 0.1 linear foot Drilled Shafts (8 ft. 0 in. Dia.)
701-11.15 0.1 linear foot Drilled Shafts (8 ft. 6 in. Dia.)
701-11.16 0.1 linear foot Drilled Shafts (9 ft. 0 in. Dia.)
701-11.17 0.1 linear foot Drilled Shafts (9 ft. 6 in. Dia.)
701-11.18 0.1 linear foot Drilled Shafts (10 ft. 0 in. Dia.)
       
701-12.00 0.1 linear foot Rock Sockets (1 ft. 0 in. Dia.)
701-12.01 0.1 linear foot Rock Sockets (1 ft. 6 in. Dia.)
701-12.02 0.1 linear foot Rock Sockets (2 ft. 0 in. Dia.)
701-12.03 0.1 linear foot Rock Sockets (2 ft. 6 in. Dia.)
701-12.04 0.1 linear foot Rock Sockets (3 ft. 0 in. Dia.)
701-12.05 0.1 linear foot Rock Sockets (3 ft. 6 in. Dia.)
701-12.06 0.1 linear foot Rock Sockets (4 ft. 0 in. Dia.)
701-12.07 0.1 linear foot Rock Sockets (4 ft. 6 in. Dia.)
701-12.08 0.1 linear foot Rock Sockets (5 ft. 0 in. Dia.)
701-12.09 0.1 linear foot Rock Sockets (5 ft. 6 in. Dia.)
701-12.10 0.1 linear foot Rock Sockets (6 ft. 0 in. Dia.)
701-12.11 0.1 linear foot Rock Sockets (6 ft. 6 in. Dia.)
701-12.12 0.1 linear foot Rock Sockets (7 ft. 0 in. Dia.)
701-12.13 0.1 linear foot Rock Sockets (7 ft. 6 in. Dia.)
701-12.14 0.1 linear foot Rock Sockets (8 ft. 0 in. Dia.)
701-12.15 0.1 linear foot Rock Sockets (8 ft. 6 in. Dia.)
701-12.16 0.1 linear foot Rock Sockets (9 ft. 0 in. Dia.)
701-12.17 0.1 linear foot Rock Sockets (9 ft. 6 in. Dia.)
       
701-13.00 1 each Video Camera Inspection
701-14.00 0.1 linear foot Foundation Inspection Holes
701-16.00 1 each Sonic Logging Testing
701-17.00 1 each Drilled Shaft Load Tests
       
701-99.01 1 lump sum Misc.
701-99.02 1 each Misc.
701-99.03 0.1 linear foot Misc.
702-10.10 1 linear foot Structural Steel Piles (10 in.)
702-10.12 1 linear foot Structural Steel Piles (12 in.)
702-10.14 1 linear foot Structural Steel Piles (14 in.)
702-11.14 1 linear foot Cast-In-Place Concrete Piles (14 in.)
702-11.16 1 linear foot Cast-In-Place Concrete Piles (16 in.)
702-11.20 1 linear foot Cast-In-Place Concrete Piles (20 in.)
702-11.24 1 linear foot Cast-In-Place Concrete Piles (24 in.)
702-12.10 1 linear foot Galvanized Structural Steel Piles (10 in.)
702-12.12 1 linear foot Galvanized Structural Steel Piles (12 in.)
702-12.14 1 linear foot Galvanized Structural Steel Piles (14 in.)
702-13.14 1 linear foot Galvanized Cast-In-Place Concrete Piles (14 in.)
702-13.16 1 linear foot Galvanized Cast-In-Place Concrete Piles (16 in.)
702-13.20 1 linear foot Galvanized Cast-In-Place Concrete Piles (20 in.)
702-13.24 1 linear foot Galvanized Cast-In-Place Concrete Piles (24 in.)
702-30.00 1 linear foot Probe Piles
702-40.00 1 each Static Load Test Piles
702-50.01 1 each Dynamic Pile Testing
702-50.02 1 each Pile Wave Analysis
702-50.03 1 linear foot Pilot Hole
702-50.04 1 each Dynamic Pile Restrike Testing
702-60.00 1 linear foot Pre-Bore for Piling
Note: Compute this to nearest foot for each hole.
702-70.00 1 each Pile Point Reinforcement
       
702-99.02 1 each Misc.
702-99.03 1 linear foot Misc.
703-10.04 1 sq. yard Diamond Grinding
703-10.05 1 sq. yard Transverse Diamond Grooving
703-20.02 0.1 cu. yard Class B Concrete (Misc)
703-20.03 0.1 cu. yard Class B Concrete (Substructure)
703-20.09 0.1 cu. yard Class B Concrete (Retaining Walls)
703-20.25 1 each Deadman Anchorage Assembly
703-30.01 0.1 cu. yard Seal Concrete
703-40.01 0.1 cu. yard Class B-1 Concrete
703-40.02 0.1 cu. yard Class B-1 Concrete (Superstructure on Steel and Concrete)
703-40.03 0.1 cu. yard Class B-1 Concrete (Substructure)
703-40.04 0.1 cu. yard Class B-1 Concrete (Superstructure on Steel)
703-40.05 0.1 cu. yard Class B-1 Concrete (Superstructure Voided Slabs)
703-40.06 0.1 cu. yard Class B-1 Concrete (Superstructure Concrete Box Girder)
703-40.07 0.1 cu. yard Class B-1 Concrete (Superstructure Concrete Tee Girder)
703-40.08 0.1 cu. yard Class B-1 Concrete (Superstructure Solid Slab)
703-40.09 0.1 cu. yard Class B-1 Concrete (Retaining Walls)
703-40.10 0.1 cu. yard Class B-1 Concrete (Superstructure Concrete on I-Girder)
703-40.20 0.1 cu. yard Class B-1 Concrete (Superstructure)
703-40.30 0.1 cu. yard Class B-1 Concrete (Barriers)
703-40.40 0.1 cu. yard Class B-1 Concrete (Culverts-Bridge)
703-40.41 0.1 cu. yard Class B-1 Concrete (Culverts)
703-42.02 0.1 cu. yard Class B-2 Concrete (Superstructure on Steel and Concrete)
703-42.04 0.1 cu. yard Class B-2 Concrete (Superstructure on Steel)
703-42.05 0.1 cu. yard Class B-2 Concrete (Superstructure Voided Slabs)
703-42.06 0.1 cu. yard Class B-2 Concrete (Superstructure Concrete Box Girder)
703-42.07 0.1 cu. yard Class B-2 Concrete (Superstructure Concrete Tee Girder)
703-42.08 0.1 cu. yard Class B-2 Concrete (Superstructure Solid Slab)
703-42.10 0.1 cu. yard Class B-2 Concrete (Superstructure Concrete on I Girder)
703-42.11 0.1 cu. yard Class B-2 Concrete (Superstructure Concrete on Box Girder)
       
703-42.12 1 sq. yard Slab on Steel
703-42.13 1 sq. yard Slab on Concrete I-Girder
703-42.14 0.1 cu. yard Class B-2 Concrete
703-42.15 1 linear foot Type B Barrier
703-42.16 1 linear foot Type H Barrier
703-42.18 1 sq. yard Slab on Concrete Bulb-Tee Girder
703-42.19A 1 linear foot Type D Barrier
703-42.20 1 sq. yard Slab on Semi-Deep Abutment
703-42.21 1 sq. yard Slab on Concrete NU-Girder
703-42.22 1 sq. yard Slab on Concrete Beam
Note: For spread box beams and spread voided slab beams
703-42.26 1 sq. yard Slab on Concrete Adjacent Beam
Note: For double-tee girders and when specified on the Design Layout for solid slab beams, adjacent box beams and adjacent voided slab beams.
703-42.30 0.1 cu. yard Class B-2 Concrete (Post-Tensioned Wearing Surface)
703-44.10 1 linear foot Type A Barrier
703-44.11 1 linear foot Type C Barrier
703-44.12 1 linear foot Type A Barrier Transition
703-44.13 1 linear foot Type C Barrier Transition
703-44.20 1 sq. foot Raised Median Barrier
703-44.30 1 sq. foot Sidewalk (Bridges)
703-45.35 1 linear foot Curb Modification
703-46.00 1 linear foot Curb Blockout
703-46.10 1 linear foot Corral Curb
703-46.20 1 sq. yard Form Liners
703-46.30 1 linear foot Concrete Curb (Bridge Rail)
703-60.00A 0.1 cu. yard Class A-1 Concrete
       
703-99.01 1 lump sum Misc.
703-99.02 1 each Misc.
703-99.03 1 linear foot Misc.
703-99.04 1 sq. foot Misc.
703-99.05 1 sq. yard Misc.
703-99.07 0.1 cu. yard Misc.
704-01.01 1 sq. foot Substructure Repair (Formed)
704-01.02 1 sq. foot Substructure Repair (Unformed)
704-01.03 1 sq. foot Superstructure Repair (Unformed)
704-01.04 50* sq. foot Half-Sole Repair
704-01.06 50* sq. foot Full Depth Repair
704-01.07 1 linear foot Slab Edge Repair (Bridges)
704-01.08 50* sq. foot Modified Deck Repair
704-01.10 1 linear foot Epoxy Pressure Injecting
704-01.11 1 each Deck Girder End Repair
704-01.12 50* sq. foot Deck Repair with Void Tube Replacement
704-01.13 1 sq. foot Clean and Epoxy Seal
      *Note: Round quantity up to nearest multiple of 50 sq. ft.
704-01.63 1 sq. yard Concrete Crack Filler
       
704-01.64 1 sq. foot Fiber Reinforced Polymer Wrap
       
704-99.01 1 lump sum Misc.
704-99.02 1 each Misc.
704-99.03 1 linear foot Misc.
704-99.04 1 sq. foot Misc.
704-99.05 1 sq. yard Misc.
704-99.07 0.1 cu. yard Misc.
705-60.00 1 linear foot Type 2 (32 in.), Prestressed Concrete I-Girder
705-60.01 1 linear foot Type 3 (39 in.), Prestressed Concrete I-Girder
705-60.02 1 linear foot Type 4 (45 in.), Prestressed Concrete I-Girder
705-60.03 1 linear foot Type 6 (54 in.), Prestressed Concrete I-Girder
705-60.10 1 linear foot Type 8 (63 in.), Prestressed Concrete Bulb-Tee Girder
705-60.11 1 linear foot Type 7 (72 in.), Prestressed Concrete Bulb-Tee Girder
705-60.21 1 linear foot NU 35, Prestressed Concrete NU-Girder
705-60.22 1 linear foot NU 43, Prestressed Concrete NU-Girder
705-60.23 1 linear foot NU 53, Prestressed Concrete NU-Girder
705-60.24 1 linear foot NU 63, Prestressed Concrete NU-Girder
705-60.25 1 linear foot NU 70, Prestressed Concrete NU-Girder
705-60.26 1 linear foot NU 78, Prestressed Concrete NU-Girder
705-60.30 1 linear foot 11 in., Prestressed Concrete Solid Slab Beam
705-60.40A 1 linear foot 15 in., Prestressed Concrete Spread Voided Slab Beam
705-60.42A 1 linear foot 18 in., Prestressed Concrete Spread Voided Slab Beam
705-60.43A 1 linear foot 21 in., Prestressed Concrete Spread Voided Slab Beam
705-60.45 1 linear foot 15 in., Prestressed Concrete Adjacent Voided Slab Beam
705-60.47 1 linear foot 18 in., Prestressed Concrete Adjacent Voided Slab Beam
705-60.48 1 linear foot 21 in., Prestressed Concrete Adjacent Voided Slab Beam
705-60.49 1 linear foot 21 in., Prestressed Concrete Spread Box Beam
705-60.50A 1 linear foot 27 in., Prestressed Concrete Spread Box Beam
705-60.51A 1 linear foot 33 in., Prestressed Concrete Spread Box Beam
705-60.52A 1 linear foot 39 in., Prestressed Concrete Spread Box Beam
705-60.53A 1 linear foot 42 in., Prestressed Concrete Spread Box Beam
705-60.54 1 linear foot 21 in., Prestressed Concrete Adjacent Box Beam
705-60.55 1 linear foot 27 in., Prestressed Concrete Adjacent Box Beam
705-60.56 1 linear foot 33 in., Prestressed Concrete Adjacent Box Beam
705-60.57 1 linear foot 39 in., Prestressed Concrete Adjacent Box Beam
705-60.58 1 linear foot 42 in., Prestressed Concrete Adjacent Box Beam
705-60.60 1 linear foot 16 in., Prestressed Concrete Double-Tee Girder
705-60.61 1 linear foot 22 in., Prestressed Concrete Double-Tee Girder
705-60.62 1 linear foot 30 in., Prestressed Concrete Double-Tee Girder
705-60.65 1 linear foot 17 in., Prestressed Concrete Spread Box Beam
705-60.66 1 linear foot 17 in., Prestressed Concrete Adjacent Box Beam
       
705-99.01 1 lump sum Misc.
705-99.02 1 each Misc.
705-99.03 1 linear foot Misc.
705-99.04 1 sq. foot Misc.
705-99.05 1 sq. yard Misc.
706-10.00 10 pound Reinforcing Steel
706-10.20 10 pound Reinforcing Steel (Culverts-Bridge)
706-10.30 10 pound Reinforcing Steel (Culverts)
706-10.40 10 pound Reinforcing Steel (Retaining Wall)
706-10.60 10 pound Reinforcing Steel (Bridges)
706-10.70 1 each Mechanical Bar Splice
Note: Use when the total number of mechanical bar splices on a set of plans is 50 or greater not including any required in the approach slabs.
       
706-99.11 10 pound Misc.
707-10.00 1 lump sum Conduit System on Structure
707-10.30 1 lump sum Conduit System on Structure (Telephone)
707-10.40 1 lump sum Cathodic Protection System
       
707-99.01 1 lump sum Misc.
707-99.02 1 each Misc.
710-10.00 10 pound Reinforcing Steel (Epoxy Coated)
       
710-99.11 10 pound Misc.
       
711-01.00 1 lump sum Protective Coating – Concrete Bents and Piers (Urethane) Note: Tar appearance
711-02.00 1 lump sum Protective Coating – Concrete Bents and Piers (Epoxy) Note: Clear appearance
711-03.00 1 lump sum Concrete and Masonry Protection System
711-04.00 1 lump sum Sacrificial Graffiti Protection System
711-05.00 1 lump sum Temporary Coating – Concrete Bents and Piers (Weathering Steel)
711-06.00 1 lump sum Aesthetic Concrete Stain
711-07.00 1 sq. yard Penetrating Sealer
711-10.00 1 sq. yard Waterproofing
711-10.01 1 sq. yard Waterproofing Membrane
       
711-99.01 1 lump sum Misc.
711-99.04 1 sq. foot Misc.
711-99.05 1 sq. yard Misc.
712-09.00 1 linear foot Expansion Device (Finger Plate)
712-09.15 1 linear foot Expansion Device (Flat Plate)
712-10.00 10 pound Fabricated Structural Carbon Steel (Misc.)
712-10.10 10 pound Fabricated Structural Carbon Steel (I-Beam)
712-10.20 10 pound Fabricated Structural Carbon Steel (Plate Girder)
712-10.30 10 pound Fabricated Structural Carbon Steel (Trusses)
712-10.40 10 pound Fabricated Structural Carbon Steel (Concrete)
712-10.50 10 pound Fabricated Structural Carbon Steel (Box Girder)
712-10.60 1 lump sum Fabricated Sign Support Brackets
712-11.00 10 pound Fabricated Structural Low Alloy Steel (Misc.)
       
712-11.11 10 pound Fabricated Structural Low Alloy Steel (I-Beam)A709, Grade 50
712-11.13 10 pound Fabricated Structural Low Alloy Steel (I-Beam) A709, Grade 50W
712-11.21 10 pound Fabricated Structural Low Alloy Steel (Plate Girder) A709, Grade 50
712-11.22 10 pound Fabricated Structural Low Alloy Steel (Plate Girder) A709, Grade 50W
712-11.23 10 pound Fabricated Structural Low Alloy Steel (Plate Girder) A709 Grade HPS70W
712-11.24 10 pound Fabricated Structural Low Alloy Steel (Plate Girder) A709 Grade HPS50W
       
712-11.30 10 pound Fabricated Structural Low Alloy Steel (Trusses)
712-11.40 10 pound Fabricated Structural Low Alloy Steel (Concrete)
       
712-11.51 10 pound Fabricated Structural Low Alloy Steel (Box Girder) A709, Grade 50
712-11.52 10 pound Fabricated Structural Low Alloy Steel (Box Girder) A709, Grade 50W
712-11.59 1 each Shear Connectors
       
712-11.60 1 sq. foot Steel Grid Floor (Half Concrete Filled)
712-11.61 1 sq. foot Steel Grid Floor (Concrete Filled)
712-12.50 1 lump sum Strengthening Existing Beams
712-12.51 1 each Hinge Modification
       
712-13.00 10 pound Fabricated Structural Steel Bearings
712-20.00 10 pound Carbon Steel Castings
712-22.00 10 pound Gray Iron Castings
712-23.00 1 linear foot Bridge Rail (Two Tube Structural Steel)
712-30.00 1 each Steel Bar Dam
712-31.00 1 each Cleaning and Coating Existing Bearings
712-31.10 1 each Bearing Removal for Inspection
712-31.15 1 each Surface Finishing Bearing Rocker
712-31.20 1 each Cleaning, Lubricating and Coating Bearing
712-31.30 1 each Rehabilitate Bearing
712-31.40 10 pound New Bearing Materials
712-31.50 1 each Anchor Bolt Replacement
712-32.00 1 each Removing, Coating and Reinstalling Light Standards (Bridges)
712-32.10 1 each Earthquake Restrainer Assemblies
712-32.50 1 each Rivet Removal and Replacement
712-33.00 1 lump sum Existing Diaphragm Connections to Flange
712-33.01 1 each Steel Intermediate Diaphragm for P/S Concrete Girders
712-35.00 1 linear foot Railing for Steps
712-36.10 1 each Slab Drain
712-36.11 1 each Slab Drain with Grate
712-36.20 1 lump sum Drainage System (On Structure)
       
712-51.00 1 lump sum Surface Preparation for Recoating Structural Steel
712-51.01 1 lump sum Surface Preparation for Overcoating Structural Steel
712-51.02 1 lump sum Surface Preparation for Applying Epoxy-Mastic Primer
712-51.10 1 lump sum Field Application of Inorganic Zinc Primer
712-51.11 1 lump sum Intermediate Field Coat (System G)
712-51.12 1 lump sum Finish Field Coat (System G)
712-51.13 1 lump sum Intermediate Field Coat (System H)
712-51.14 1 lump sum Finish Field Coat (System H)
712-51.15 1 lump sum Finish Field Coat (System I)
       
712-52.00 100 sq. foot Surface Preparation for Recoating Structural Steel
712-52.01 100 sq. foot Surface Preparation for Overcoating Structural Steel
712-52.02 100 sq. foot Chloride Remediation Surface Preparation
712-52.10 100 sq. foot Field Application of Inorganic Zinc Primer
       
712-53.15A 0.1 ton Intermediate Field Coat (System G)
712-53.20A 0.1 ton Finish Field Coat (System G)
       
712-53.35A 0.1 ton Intermediate Field Coat (System H)
712-53.40A 0.1 ton Finish Field Coat (System H)
712-53.46 1 ton Finish Field Cost (System I)
       
712-53.65A 100 sq. foot Intermediate Field Coat (System G)
712-53.70A 100 sq. foot Finish Field Coat (System G)
       
712-53.85A 100 sq. foot Intermediate Field Coat (System H)
712-53.90A 100 sq. foot Finish Field Coat (System H)
712-53.96 100 sq. foot Finish Field Coat (System I)
       
712-59.00 1 lump sum Calcium Sulfonate Rust Penetrating Sealer
712-59.01 1 lump sum Calcium Sulfonate Primer
712-59.02 1 lump sum Calcium Sulfonate Topcoat
       
712-59.20 100 sq. foot Calcium Sulfonate Primer
712-59.21 100 sq. foot Calcium Sulfonate Topcoat
       
712-59.30 0.1 ton Calcium Sulfonate Primer
712-59.31 0.1 ton Calcium Sulfonate Topcoat
       
712-59.60 1 lump sum Aluminum Epoxy-Mastic Primer
712-59.61 1 lump sum Gray Epoxy-Mastic Primer
       
712-60.00 1 linear foot Non-Destructive Testing
712-99.01 1 lump sum Galvanizing Structural Steel
712-99.02 1 each Misc.
712-99.03 1 linear foot Misc.
712-99.04 1 sq. foot Misc.
712-99.05 1 sq. yard Misc.
712-99.10 0.1 ton Misc.
712-99.11 10 pound Misc.
713-30.00 1 linear foot Bridge Guardrail (W-Beam)
713-40.00 1 linear foot Bridge Guardrail (Thrie Beam)
713-99.03A 1 linear foot Misc.
715-10.01 1 each Vertical Drain at End Bents
715-99.02 1 each Misc.
716-10.00 1 each Plain Neoprene Bearing Pad
716-10.01 1 linear foot Plain Neoprene Bearing Pad
716-10.02 1 each Laminated Neoprene Bearing Pad
716-10.03 1 each Laminated Neoprene Bearing Pad (Tapered)
716-20.00 1 each Laminated Neoprene Bearing Pad Assembly
716-30.00 1 each Type N PTFE Bearing
716-40.00 1 each POT Bearing
716-99.01 1 lump sum Misc.
716-99.02 1 each Misc.
716-99.03 1 linear foot Misc.
       
717-00.01 1 linear foot Alternate Expansion Joint System
717-10.01 1 linear foot Preformed Compression Seal Expansion Joint System
717-10.02 1 linear foot Preformed Compression Seal
Note: Use for seal only, no armor.
717-20.01 1 linear foot Strip Seal Expansion Joint System
717-20.02 1 linear foot Strip Seal
Note: Use for seal only, no armor.
717-20.53 1 linear foot Open Cell Foam Joint System
717-20.54 1 linear foot Open Cell Foam Joint Seal
Note: Use for seal only, no armor.
717-30.01 1 linear foot Silicone Expansion Joint Sealant System
Note: See EPG 751.13.1.5 Silicone Seal Expansion Joint System.
717-30.02 1 linear foot Silicone Expansion Joint Sealant
Note: See EPG 751.13.1.5 Silicone Seal Expansion Joint System.
Use for silicone sealant only, no armor.
717-40.01 1 linear foot Preformed Silicone or EPDM Expansion Joint System
717-40.02 1 linear foot Preformed Silicone or EPDM Expansion Joint Seal
Note: Use for seal only, no armor.
717-99.03 1 linear foot Misc.
718-10.10 1 lump sum Furnishing Superstructure
718-10.11 1 lump sum Partial Furnishing of Superstructure
718-10.20 1 lump sum Transporting and Erecting Superstructure
718-10.30 1 lump sum Removing and Storing Superstructure
718-99.01 1 lump sum Misc.
718-99.02 1 each Misc.
720-10.00 1 sq. foot Mechanically Stabilized Earth Wall Systems
720-11.00 1 sq. yard Form Liners for MSE Wall Systems
720-12.00 1 cu. yard Select Granular Backfill for Structural Systems
720-13.00 1 each Pipe Pile Spacers
720-99.04 1 sq. foot Misc.
720-99.05 1 sq. yard Misc.
       
901-93.00 1 lump sum Navigation Lighting System
901-93.01 1 lump sum Bridge Lighting

751.6.2 Computation of Estimated Quantities

All estimated quantities shall be carried to the degree of accuracy specified in the Index of Estimated Quantities. All quantities shall be listed on the plans in the order and worded exactly as shown in the Index of Estimated Quantities.

Two sets of quantity computations shall be independently performed and then agreed upon by the individuals performing the computations. Both sets of computations shall be bound together and submitted with the design plans.

In order to satisfy funding requirements on projects that add capacity to the Interstate System, the quantities that are attributed to the addition of capacity shall be reported separately from the remaining quantities in the submitted computations. Quantities shall not be shown separately on the bridge plans.

751.6.2.1 Weight of Bolts and Shear Connectors

Refer to AISC Manual of Steel Construction or ASTM A325 for weight and dimensions of high strength bolts and washers. When calculating the weight of high strength bolts in structural connections, the following simplified weights may be used. These values include the weight of a regular hex head, one heavy hex nut, one washer, and the portion of the bolt projecting beyond the grip (washer thickness + nut thickness + 1/4“).


Weight of High Strength Bolts
Bolt Size
Diameter (inch)
Weight per
100 Bolts (pounds)
5/8 40
3/4 65
7/8 95
1 135
1-1/8 180
1-1/4 245
1-3/8 352
1-1/2 400


Weight of Shear Connectors
  Weight In Place Per 100 Studs
Stud Dia. 4" 5" 6" 7"
3/4" 63 75 88 100
7/8" 81 98 115 132


751.6.2.2 Piles

Estimated quantities for piles, steel or concrete, shall be compiled as the entire length of the piles used, including the length of pile embedded in the pile cap or footing, measured to the nearest foot for each pile.

751.6.2.3 Pre-bore for Piling

Pre-bore is required when fill exceeds five feet as described in Sec 702 or when specified on the Design Layout. Pre-bore is also required through earth plugs. Pre-bore is computed as the length of pile measured from the bottom of the pile cap or footing to the natural ground line or as directed on the Design Layout rounded to the nearest foot for each hole.

751.6.2.4 Drilled Shafts

Drilled shafts, rock sockets and reinforcing steel quantity will be measured in accordance with Sec 701. Video camera inspection quantity will be calculated one for each drilled shaft. Foundation inspection hole quantities will be from the top of rock socket to the greater of either 10 feet or twice the diameter of the rock socket below the anticipated bottom of rock socket for each rock socket. Sonic logging testing shall be performed on all drilled shafts and rock sockets. Drilled shafts for high mast lighting will not require sonic logging testing.

751.6.2.5 Concrete

The volume of concrete shall be calculated to the nearest 0.1 cubic yard, except where reported in the table of Estimated Quantities for Slab, where concrete is rounded to the nearest whole cubic yard (see EPG 751.50, Note B3.21). Do not deduct for volume of concrete displaced by reinforcing steel or HP piling. When CIP piles are used, the displaced concrete volume should be deducted.

751.6.2.6 Polymer Concrete

The volume of polymer concrete shall be calculated to the nearest 1.0 cubic foot. Do not deduct for volume of concrete displaced by reinforcing steel.

751.6.2.7 Non-Destructive Testing (NDT) for Cover Plates

NDT shall be required for all top cover plates when a bridge is to be redecked. Required NDT length shall be computed for pay and, if necessary for clarity, details can be shown on the plans (for example, to show unusual NDT locations not covered elsewhere). The length of weld to be tested and the base metal, 1” either side of the weld, shall be cleaned of all rust prior to the testing. On cover plates with square ends, the weld shall be tested 1” from each corner along the ends of the cover plate plus 6” back along the side from each corner of the plate. On cover plates with tapered ends, the weld shall be tested along the end of cover plate, along tapered edges and 6” back along cover plate from end of taper.

In the rare case that there are bottom flange cover plates, it is the responsibility of the SPM or SLE to coordinate with district bridge engineer or review visual records and field inspection notes and decide if these plates need to be tested. This should include only welded cover plate ends that terminate in a tension zone. If cover plates terminate at the inflection point or past it, there is a small chance that the bottom flange cover plate welds would need to be tested. (Rarely, other areas of cover plate welds could be tested based on deteriorated conditions as reported from the field on the Structural Rehabilitation Checklist.)

751.6.2.8 Temporary Shoring

When temporary shoring is required, it shall be reported as a lump sum item on the bridge plans. In addition, the estimated area of temporary shoring shall be computed to the nearest square foot and recorded only in the quantity folder. Embedment of temporary shoring shall be taken as one third of the exposed height of the shoring for the purpose of estimating the shoring area.

751.6.2.9 MSE Retaining Walls

Quantities for Mechanically Stabilized Earth Wall Systems are to be calculated based on the vertical face of the wall system as shown on the plans. The payment for furnishing and fabricating the concrete facing elements, excavation and installing the leveling pad, furnishing and installing the soil reinforcement, furnishing and placing select granular backfill for structural systems, furnishing other incidentals related to the wall system, and erecting the wall system complete-in-place, will be considered completely covered by the contract unit price for Mechanically Stabilized Earth Wall Systems per square foot. The use of the Select Granular Backfill for Structural Systems pay item will not be required.

751.6.2.10 Bridge Slabs

The gross area of concrete slabs is used in the Estimated Quantities table and shall be estimated to the nearest square yard longitudinally from end of slab to end of slab and transversely from out to out of the bridge slab. This shall include all expansion gaps within these limits.

The actual volume of concrete is used in the table of slab quantities for the purpose of preparing the cost estimate and is given on the plans as an aid to the contractor. The concrete on top of the backwall at end bents for expansion joint systems shall be included in this volume (see Note B1.7). Concrete shall be estimated to the nearest cubic yard instead of 0.1 cubic yard due to variances and assumptions used in this estimate (see Note B3.21). Reinforcing steel shall be estimated to the nearest 10 pounds.

751.6.2.11 Structural Steel Protective Coatings (Nonweathering Steel)

The protective coating, as specified on the Design Layout, shall be System G, H or I with the color being gray or brown. The coating color shall be specified on the Design Layout. The following gives pay item guidelines for most bridges.

Coating New Multi-Girder/Beam Bridges

Intermediate Field Coat and Finish Field Coat (System G, H or I) (Gray or Brown) - The quantity shall be computed to the nearest one hundred square foot of structural steel to be field coated. The area computations do not include bearings, diaphragms, stiffeners and all other miscellaneous steel within the limits of the field coatings.

1. Bridges over Roadways (does not include over Railroads)

The intermediate field coat for beam and girder spans shall be applied to the surfaces of all structural steel except those surfaces to be in contact with concrete shall not receive the intermediate coat. The intermediate coat shall also be applied to the bearings, except where bearings will be encased in concrete.

The finish field coat for beam and girder spans shall include the facia girders or beams. The limits of the facia girders or beams shall include the bottom of the top exterior flanges, the top of the bottom exterior flanges, the exterior web area, the exterior face of the top and bottom flanges, and the bottom of the bottom flange. Areas of steel to be in contact with concrete shall not receive the finish coat. The finish coat shall also be applied to the exterior bearings, except where bearings will be encased in concrete.

The surfaces of all structural steel located under expansion joints of beam and girder spans shall be field coated with intermediate and finish coats for a distance of one and a half times the girder depth, but not less than 10 feet from the center line of the joint. Within this limit, the items to be field coated shall include all surfaces of beams, girders, bearings, diaphragms, stiffeners and miscellaneous structural steel items. Areas of steel to be in contact with concrete shall not receive the field coats. The limits of the field coatings shall be masked to provide crisp, straight lines and to prevent overspray on adjacent areas.

2. Bridges over Streams and Bridges over Railroads

The field coatings (including intermediate and finish coats) for beam and girder spans shall include the facia girders or beams. The limits of the facia girders or beams shall include the bottom of the top exterior flanges, the top of the bottom exterior flanges, the exterior web area, the exterior face of the top and bottom flanges, and the bottom of the bottom flange. Areas of steel to be in contact with concrete shall not receive the field coats. The field coatings shall also be applied to the exterior bearings, except where bearings will be encased in concrete. The interior beams or girders shall only have the prime coat applied with no other field coatings required.

The surfaces of all structural steel located under expansion joints of beam and girder spans shall be field coated with intermediate and finish coats for a distance of one and a half times the girder depth, but not less than 10 feet from the center line of the joint. Within the limit, the items to be field coated shall include all surfaces of beams, girders, bearings, diaphragms, stiffeners and miscellaneous structural steel items. Areas of steel to be in contact with concrete shall not receive the field coats. The limits of the field coatings shall be masked to provide crisp, straight lines and to prevent overspray on adjacent areas.

Coating New Truss Bridges or Other Unusual Structures

Intermediate Field Coat and Finish Field Coat (System G, H or I) (Gray or brown) - The quantity shall be computed as a lump sum quantity.

All structural steel for truss or steel box girder spans shall be field coated with intermediate and finish coats, except the area of steel to be in contact with concrete.

Recoating Existing Multi-Girder/Beam Bridges

Quantities shall be computed to the nearest one hundred square feet of structural steel to be prepared or coated. The area computations do not include bearings, diaphragms, stiffeners and all other misc. steel within the limits of surface preparation or field coatings.

1. Surface Preparation for Recoating Structural Steel - Preparation shall include the surfaces of all structural steel.

2. Field Application of Inorganic Zinc Primer - Coverage shall meet the same requirements of Surface Preparation for Recoating Structural Steel.

3. Intermediate Field Coat (System G or H) (Gray or Brown) - Coverage shall meet the same requirements as new multi-girder/beam bridges.

4. Finish Field Coat (System G, H or I) (Gray or Brown) - Coverage shall meet the same requirements as new multi-girder/beam bridges.

Recoating Existing Truss Bridges or other Unusual Structures

Quantities shall be computed as lump sum quantities. The approximate weight of steel shall be shown to the nearest ton in the contract documents.

1. Surface Preparation for Recoating Structural Steel - Preparation shall include the surfaces of all structural steel.

2. Field Application of Inorganic Zinc Primer – Coverage shall meet the same requirements of Surface Preparation for Recoating Structural Steel.

3. Intermediate Field Coat (System G or H) (Gray or Brown) – Coverage shall meet the same requirements as new truss bridges.

4. Finish Field Coat (System G, H or I) (Gray or Brown) – Coverage shall meet the same requirements as new truss bridges.

Overcoating Existing Multi-Girder/Beam Bridges

Quantities shall be computed to the nearest one hundred square feet of structural steel to be prepared or overcoated except as noted below. The area computations do not include bearings, diaphragms, stiffeners and all other misc. steel within the limits of surface preparation or field coatings. Partial overcoating of steel structures is allowed and the areas of partial overcoating should be clearly indicated shown on the plans.

1. Surface Preparation for Overcoating Structural Steel - Preparation shall include the surfaces of all structural steel.

2. Calcium Sulfonate Rust Penetrating Sealer – Quantity shall be computed as a lump sum quantity. Coverage shall be applied to the surfaces of all bearings, overlapping steel plates, pin connections, pin and hanger connections, and other locations where rust bleeding , pack rust and layered rust is occurring.

3. Calcium Sulfonate Primer and Topcoat - Coverage shall meet the same requirements as Surface Preparation for Overcoating Structural Steel.

Limits of Paint Overlap

Refer to EPG 751.50 Notes A4a.15 and A4a.16.

Bridge Standard Drawings
Paint Overlap

751.6.2.12 Structural Steel Protective Coatings (Weathering Steel)

Coating New Multi-Girder/Beam Bridges, Truss Bridges or other Unusual Structures

There will not be a quantity item for coating weathering steel. The cost of coating weathering steel structures will be considered completely covered by the contract unit price for the Fabricated Structural Steel.

Recoating Existing Multi-Girder/Beam Bridges, Truss Bridges or other Unusual Structures

Recoating weathering steel when performing joint repair/replacement may be included on the contract plans. Other areas may be recoated depending upon inspection of the condition of weathering steel and the future deterioration expectations of same by Bridge Maintenance. See Structural Project Manager or Structural Liaison Engineer.

For existing multi-girder/beam bridges, quantities shall be computed to the nearest one hundred square feet of structural steel to be prepared or recoated. The area computations do not include bearings, diaphragms, stiffeners and all other misc. steel within the limits of surface preparation or field coatings. For truss bridges or other unusual structures, quantities shall be computed as lump sum quantities.

1. Surface Preparation for Recoating Structural Steel - Preparation shall be on a case-by-case basis.

2. Field Application of Inorganic Zinc Primer - Coverage shall meet the same requirements of Surface Preparation for Recoating Structural Steel.

3. Intermediate Field Coat (System H) (Brown) - Coverage shall be on a case-by-case basis.

4. Finish Field Coat (System H) (Brown) - Coverage shall be on a case-by-case basis.

751.6.2.13 Protective Coatings for Concrete

When the use of a protective coating for concrete is required, it shall be reported as a lump sum item on the bridge plans. In addition, the estimated area to be coated shall be computed to the nearest square foot and recorded only in the quantity folder. The following guidelines shall apply to the calculations for these items.

Protective Coating - Concrete Bents and Piers (Urethane) or (Epoxy)
See Expansion Devices Section for details.
Protective Coating - Concrete Bents and Piers (Weathering Steel)
Concrete Abutments - Coat all surfaces above the ground line.
Concrete Intermediate Bents & Piers - Coat all surfaces above the ground line or above the low water elevation, whichever is the higher at that bent or pier.
Concrete and Masonry Protection System
Coat all surfaces above ground line of the concrete as specified on the Design Layout.
Sacrificial Graffiti Protection System
Coat all surfaces above ground line of the concrete as specified on the Design Layout.

751.6.2.14 Asphaltic Concrete Pavement

Seal coat or tack coat is required with the asphaltic concrete pavement. Unit weights will not be calculated.

751.6.2.15 Seal Coat

A seal coat shall be used when specified on the Bridge Memo.

The following unit weight will be used to calculate the estimated quantity reported on the bridge plans:

Seal Coat = 0.4 gal/sq. yd.

Grade B1 seal coat aggregate shall be used whenever a bridge deck is to receive an asphalt wearing surface. Grade A1 seal coat aggregate shall be used whenever the seal coat is to be the final riding surface. Unit weights will not be calculated for aggregate.

751.6.2.16 Tack Coat

A tack coat shall be used when specified on the Bridge Memo. The following unit weights will be used to calculate the estimated quantity reported on the bridge plans:

Tack Coat = 0.05 gal/sq. yd.

751.6.2.17 Excavation

Excavation shall be computed in accordance with Sec 206 and the limits shown in this section.

The Roadway and Drainage Excavation Line is the finish grade line after the bridge is completed in place. This may or may not correspond to the preliminary embankment line placed before the bridge is built.

The Excavation Datum is located at one foot above Low Water Elevation of the stream bed (round up to the next one foot). Use the low point of the streambed cross-section as Low Water Elevation, if a Low Water Elevation cannot be found. Everything above this datum is Class 1 Excavation while everything below it is Class 2 Excavation.


Excavation Limit Rules

Soil or other sub-strata shall be excavated to the limits of:

  • 18” around the perimeter at the bottom of footings, and vertically* to the finished Roadway and Drainage Excavation Line
  • 18” around the wings on end bents
  • The perimeter of seal courses
  • No excavation shall be figured for piles or bracing
  • If there is less than 10 cubic yards of total excavation, no excavation item needs to be listed in the Estimated Quantities. See EPG 751.50 Standard Detailing Notes for the appropriate notes.

Classes of Excavation**

Class 1, Class 2 Excavations shall be computed in accordance with Sec 206 and the limits shown in the figures below. Excavation for structures below Excavation Datum Elevation will be paid for as Class 2 Excavation. Excavation for structures above Excavation Datum Elevation will be paid for as Class 1 Excavation. Use a minimum of 10 cubic yards of Class 1 Excavation when there is Class 2.

Class 4 Excavation shall be used for culverts. Class 4 Excavation shall be computed in accordance with Sec 206 and the limits shown below. Culvert concrete removal for extensions will be paid for as Partial Removal of Culvert-Bridge Concrete. See the Design Layout for special cases.

Cases of Excavation

Case 1 is when the ground line survey is a higher elevation than the roadway and drainage excavation line.

Case 2 is when the ground line survey is a lower elevation than the roadway and drainage excavation line.

(* Soil shall be excavated vertically from the bottom of the footing for footing on pile, 6” above the bottom of the footing for footing on rock and 18” above the bottom of the footing for footing on shale.
(** Use Excavation in Rock if it is anticipated to be more than 10 cu. yard. The designer should check with the Structural Project Manager before calculating the quantity of Excavation in Rock. See EPG 751.6.1 Index of Quantities Bridge.


Excavation Limits: Bridges

The following figures graphically show the excavation limits for various substructure types. The effects of skew on the fill slope (H:V) should be considered in determining excavation quantities at end bents.

Hθ = H/cosθ

Where:

H:V = horizontal:vertical components of fill slope (Normal)
Hθ = horizontal component of the fill slope parallel to centerline of roadway with V = 1
H = horizontal component of the fill slope normal to centerline of bent with V = 1
θ = end bent skew angle


Excavation Limits: Integral End Bent (Case I)

751.6.2.17 int case 1 1.jpg

751.6.2.17 int case 1 2.jpg


Excavation Limits: Non-Integral End Bent (Case I)

751.6.2.17 non int case 1 1.jpg

751.6.2.17 non int case 1 2.jpg


Excavation Limits: Stub Bent (Case I)

751.6.2.17 stub.jpg


Excavation Limits: All Grade Separations

751.6.2.17 all.jpg



Excavation Limits: Stream Crossings (Typical)
751.6.2.17 stream typical.jpg



Excavation Limits: Stream Crossings (No Excavation Item)


751.6.2.17 stream no excavation.jpg



Excavation Limits: Retaining Walls

751.6 Retaining Walls.gif

Note:

Excavation to be included in Estimated Quantity Table (Class 1 shall be calculated to the nearest 5 cubic yards).
Final limits of the roadway and bridge excavation to be coordinated with the bridge plans prior to estimating.
See EPG 751.50 Standard Detailing Notes for the appropriate notes.



Excavation Limits: Culverts

751.6 Culverts.gif

Excavation to be included in Estimated Quantity Table (Class 4 Excavation shall be carried to the nearest 5 cubic yards). Final limits of the roadway and bridge excavation to be coordinated with the bridge plans prior to estimating.

Excavation of 18" adjacent to the removal of culvert ends for purpose of extending the culvert will not be considered excavation and is considered part of removal. (Refer to Sec 206)

See EPG 751.50 Standard Detailing Notes for the appropriate notes.


Mechanically Stabilized Earth Walls (MSEW) Excavation and Fill

Excavation and Fill behind MSEW:

Excavation classes, quantities and pay items are determined and computed by districts for all MSEWs (Bridge Division walls and District Design Division walls) and are to be included on the roadway plans. Excavation before wall should be addressed same as excavation behind wall. Fill behind MSEWs is included in the cost of MSEWs and no separate quantity or pay item is required.

Excavation and Fill below MSEW (below top of leveling pad):

Excavation classes, quantities, replacement fill and pay items are determined and computed by districts for all MSEWs (Bridge Division walls and District Design Division walls) when required on the Foundation Investigation Geotechnical Report (FIGR), and are to be included on the roadway plans. When the FIGR gives excavation limits and type of replacement fill required for ground improvement, a detail is typically added to the MSEW plans showing the removal area and the removal locations along the wall (also referred to as “soil improvement”, “ground [or soil] mitigation”, “foundation replacement” or “foundation excavation”).


MSEW Excavation and Fill Guidelines
Excavation Std. Spec. Sec Fill Pay Item(s) on
Roadway Plans 2B
Quantities Sheet
Notes
Behind Wall 203 Compacted select
granular backfill
per Sec 720
Class A or Class C
Excavation
• Show on roadway plans
Below Wall
(Ground
Improvement)
203, 214 Compacted rock fill
or other per FIGR
Class A or Class C
Excavation,
Furnishing Rock
Fill,
Placing Rock Fill (or
other fill per FIGR)
• Show on MSEW
plans
Below Wall
(Incidental)
720 Suitable material
per District
Geotechnical
NA • Unanticipated and
Unsuitable per
engineer in field


Excavation Limits: Mechanically Stabilized Earth Walls (MSEW)

Excavation behind and below MSEWs are roadway pay items and based on information given in the Foundation Investigation Geotechnical Report (FIGR). Included may be a minimum soil reinforcement length, minimum embedment of the bottom of wall (top of leveling pad), global stability confirmation and angle of retained backfill which are used to estimate the excavation quantities. Use greatest of recommended minimum soil reinforcement length from

  • FIGR, or
  • the following table, or
  • 8 ft. minimum.

One additional foot must be added to the selected length to determine estimated excavation quantities.


MoDOT (USE) Table 2-1 (FHWA NHI-10-024)
(REFERENCE)
Case Minimum Length of Soil
Reinforcement, L
Minimum Length of Soil
Reinforcement, L
Static loading with or without
traffic surcharge
0.7H 0.7H
Sloping backfill surcharge 0.8H 0.8H
Seismic loading 0.95H 0.8H to 1.1H

Where,

H = Height of the wall as measured from the top of the leveling pad to the top of the wall

Note: Upper two layers of soil reinforcement shall be extended 3 feet to 5 feet beyond the lower layers for seismic requirement. (FHWA NHI-10-024 section 4.4.3)

Minimum soil reinforcement length shall be greater than or equal to as required for a stable feature wall for strong/stable rock as shown in following cases 5 through 7.


TABLE OF EARTH WORK EXCAVATION QUANTITIES EXAMPLE IN ACCORDANCE WITH DISTRICT PROCEDURE
751.6.2.17 earth work.jpg

The excavation table example provides for identifying both Bridge Division MSE walls and District Design MSE walls.

For District Design MSE walls:

Ex. 1 shows that a wall can be laid out along a roadway where it makes sense to include the wall earthwork with the roadway earthwork. This will be the case most of the time.

Ex. 2 shows that a wall can be laid out separate from the roadway and will have its own alignment where the wall earthwork can be quantified and shown independently in a table row.


General Section thru MSEW In Cut
751.6.2.17.jpg

In Cut: (Cases 1 to 6)

θ can equal ɸƄ for computing excavation quantities. It may also be 1:1 (H:V) or 2:1 (H:V) at discretion of district.

In Fill: (Case 7)

Excavation shall be computed based on the wall and soil (and/or rock) parameters as given in the FIGR. Dimensions of ground improvements will be given in FIGR if required. This includes area elevation, length and locations along the wall and slope cuts*.

Rock fill in accordance with Sec 214 is typically used as replacement fill for ground improvement.



Case 1: In cut with soil excavation (behind wall)
751.6.2.17 case 1.jpg


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Case 2: In cut with soil excavation (behind wall) and ground improvement (below wall)
751.6.2.17 case 2.jpg

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Case 3: In cut with soil and rock excavation (behind wall)
751.6.2.17 case 3.jpg


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Case 4: In cut with soil and rock excavation (behind wall) and ground improvement (below wall)
751.6.2.17 case 4.jpg

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Case 5a Stable Feature MSE Wall: In cut with soil and partial rock excavation (behind wall)
751.6.2.17 case 5a.jpg

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Case 5b Stable Feature MSE Wall: In cut with soil excavation (behind wall) and ground improvement (below wall)
751.6.2.17 case 5b.jpg

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Case 6 Stable Feature MSE Wall: In cut with soil excavation
751.6.2.17 case 6.jpg

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Case 7a: In fill with ground improvement (below wall)
751.6.2.17 case 7a.jpg


Case 7b Stable Feature MSE wall: In fill mostly with partial rock excavation (behind wall)
751.6.2.17 case 7b.jpg

Note: Include rock excavation in excavation quantities.