Fed

Lan

 "Com
i

Roads and Bridges 

Federal Highway Pro

English Units

U.S. DEPARTMEN

OF TRANSPORTAT

Federal Highway

Administration
iii

administration of the Federal Highway Administr

cations are cited as "FP-96 English Units" 

Specifications issued in 1996 and converted to U

measure units in 2001.

When designated in a contract, the FP-96 become

and binding upon all parties to the contract. All c

of the Federal Highway Administration are al

following regulations.

` Federal Acquisition Regulation (FAR), Titl

Regulations, Chapter 1.

` Transportation Acquisition Regulation (TA

Federal Regulations, Chapter 12.

The FAR and TAR regulations are not included 

ever, some FAR and TAR clauses are suppleme

complete copy of the FAR is available from th

Documents, Congressional Sales Office, U.S. G

Office, Washington, DC 20402.

United States standard measure units are used i

Units as authorized by the Waiver Request of 

approved on May 5, 1999.
iv

cm micrometers 3.9 x 10

mm millimeters 0.039 

in

m meters 3.28 

m meters 1.09 

km kilometers 0.621 

AREA

mm2 square millimeters 0.0016 

m2 square meters 10.764 

m2 square meters 1.195 

ha hectares 2.47 

km2 square kilometers 0.386 

VOLUME

mL milliliters 0.034 

L liters 0.264 

m3 cubic meters 35.71 

m3 cubic meters 1.307 

MASS

g grams 0.035 

kg kilograms 2.202 

Mg megagrams 1.103 

(or "t") (or "metric ton") 

TEMPERATURE (exact)

bC Celcius 1.8C + 32 

temperature 

ILLUMINATION

lx lux 0.0929 

cd/m2 caldela/m2 0.2919 

FORCE and PRESSURE or STRESS

J joule 0.7376 

N newtons 0.225 

kPa kilopascals 0.145 

 

(1) SI is the symbol for the International System of Units.

 Appropriate rounding should be made to comply with Section 4 of ASTM E 3
v

Section 101 TERMS, FORMAT, AND DEFINITIO

101.01 Meaning of Terms ...............

101.02 Specifications Format .............

101.03 Abbreviations ...................

101.04 Definitions .....................

Section 102 BID, AWARD, AND

EXECUTION OF CONTRACT . . 

102.01 Acquisition Regulations . . . . . . . . . . . 

102.02 Preparation of Bids . . . . . . . . . . . . . . 

102.03 Bid Guarantee . . . . . . . . . . . . . . . . . . 

102.04 Individual Surety . . . . . . . . . . . . . . . . 

102.05 Public Opening of Bids . . . . . . . . . . . 

102.06 Performance and Payment Bonds . . . . 

 

Section 103 SCOPE OF WORK . . . . . . . . . . . . . . 

103.01 Intent of Contract . . . . . . . . . . . . . . . . 

103.02 Disputes . . . . . . . . . . . . . . . . . . . . . . . 

103.03 Value Engineering . . . . . . . . . . . . . . . 

103.04 Contractor Records . . . . . . . . . . . . . . . 

103.05 Partnering . . . . . . . . . . . . . . . . . . . . . . 

 

Section 104 CONTROL OF WORK . . . . . . . . . . . 

104.01 Authority of the Contracting Officer . 

104.02 Authority of Government Inspectors . 

104.03 Specifications and Drawings . . . . . . . 

104.04 Coordination of Contract Documents . 

104.05 Load Restrictions . . . . . . . . . . . . . . . . 

Section 105 CONTROL OF MATERIAL . . . . . . . 

105.01 Source of Supply and Quality Require

105.02 Local Material Sources . . . . . . . . . . . . 

105.03 Material Source Management . . . . . . . 

105.04 Storing and Handling Material . . . . . . 

105.05 Use of Material Found in the Work . . 
vi

106.04 Measured or Tested Conformance . . . 

106.05 Statistical Evaluation of Work and

Determination of Pay Factor (Value 

106.06 Inspection at the Plant . . . . . . . . . . . . . 

106.07 Partial and Final Acceptance . . . . . . . 

Section 107 LEGAL RELATIONS AND RESPON

TO THE PUBLIC . . . . . . . . . . . . . 

107.01 Laws to be Observed . . . . . . . . . . . . . 

107.02 Protection and Restoration of Property

and Landscape . . . . . . . . . . . . . . . . 

107.03 Bulletin Board . . . . . . . . . . . . . . . . . . 

107.04 Railroad Protection . . . . . . . . . . . . . . . 

107.05 Responsibility for Damage Claims . . . 

107.06 Contractor's Responsibility for Work . 

107.07 Furnishing Right-of-Way . . . . . . . . . . 

107.08 Sanitation, Health, and Safety . . . . . . 

107.09 Legal Relationship of the Parties . . . . 

107.10 Environmental Protection . . . . . . . . . . 

107.11 Protection of Forests, Parks, and Publi

Section 108 PROSECUTION AND PROGRESS . 

108.01 Commencement, Prosecution, and

Completion of Work . . . . . . . . . . . 

108.02 Subcontracting . . . . . . . . . . . . . . . . . . 

108.03 Determination and Extension of Contr

108.04 Failure to Complete Work on Time . . 

108.05 Stop Order . . . . . . . . . . . . . . . . . . . . . 

Section 109 MEASUREMENT AND PAYMENT 

109.01 Measurement Methods . . . . . . . . . . . . 

109.02 Measurement Terms and Definitions . 

109.03 Weighing Procedures and Devices . . . 

 109.04 Receiving Procedures . . . . . . . . . . . . . 

109.05 Scope of Payment . . . . . . . . . . . . . . . . 

109.06 Pricing of Adjustments . . . . . . . . . . . . 

109.07 Eliminated Work . . . . . . . . . . . . . . . . 

109.08 Progress Payments . . . . . . . . . . . . . . . 

109.09 Final Payment . . . . . . . . . . . . . . . . . . . 
vii

153 Contractor Quality Control . . . . . . . . . 

154 Contractor Sampling and Testing . . . . 

155 Schedules for Construction Contracts 

156 Public Traffic . . . . . . . . . . . . . . . . . . . 

157 Soil Erosion Control . . . . . . . . . . . . . . 

158 Watering for Dust Control . . . . . . . . . 

DIVISION 200 EARTHWORK . . . . . . . . . . . . . . . 

Section 201 Clearing and Grubbing . . . . . . . . . . . . 

202 Additional Clearing and Grubbing . . . 

203 Removal of Structures and Obstruction

204 Excavation and Embankment . . . . . . . 

205 Rock Blasting . . . . . . . . . . . . . . . . . . . 

206 Reserved

207 Earthwork Geotextiles . . . . . . . . . . . . 

208 Structure Excavation and Backfill for

Selected Major Structures . . . . 

209 Structure Excavation and Backfill . . . 

210 Permeable Backfill . . . . . . . . . . . . . . . 

211 Roadway Obliteration . . . . . . . . . . . . . 

212 Linear Grading . . . . . . . . . . . . . . . . . . 

213 Subgrade Stabilization . . . . . . . . . . . . 

DIVISION 250 STRUCTURAL EMBANKMENT

Section 251 Riprap . . . . . . . . . . . . . . . . . . . . . . . . . 

252 Special Rock Embankment and Rock B

253 Gabions and Revet Mattresses . . . . . . 

254 Crib Walls . . . . . . . . . . . . . . . . . . . . . . 

255 Mechanically Stabilized Earth Walls 

256 Permanent Ground Anchors . . . . . . . . 

257 Alternate Retaining Walls . . . . . . . . . 

258 Reinforced Concrete Retaining Walls 
viii

303 Road Reconditioning . . . . . . . . . . . . . 

304 Aggregate Stabilization . . . . . . . . . . . 

305 Aggregate-Topsoil Course . . . . . . . . . 

306 Dust Palliative . . . . . . . . . . . . . . . . . . 

307 Stockpiled Aggregates . . . . . . . . . . . . 

308 Minor Crushed Aggregate . . . . . . . . . 

309 Emulsified Asphalt Treated Base Cour

 

DIVISION 400 ASPHALT PAVEMENTS AND

SURFACE TREATMENTS . . 

Section 401 Hot Asphalt Concrete Pavement . . . . . 

402 Minor Hot Asphalt Concrete . . . . . . . 

403 Hot Recycled Asphalt Concrete Pavem

404 Open-Graded Asphalt Friction Course 

405 Hot Asphalt Treated Base Course . . . 

406 Dense-Graded Emulsified Asphalt Pav

407 Open-Graded Emulsified Asphalt Pave

408 Cold Recycled Asphalt Base Course . 

409 Asphalt Surface Treatment . . . . . . . . . 

410 Slurry Seal . . . . . . . . . . . . . . . . . . . . . 

411 Asphalt Prime Coat . . . . . . . . . . . . . . . 

412 Asphalt Tack Coat . . . . . . . . . . . . . . . 

413 Asphalt Pavement Milling . . . . . . . . . 

414 Asphalt Pavement Crack and Joint Sea

415 Paving Geotextiles . . . . . . . . . . . . . . . 

416 Continuous Cold Recycled Asphalt Ba

417 Minor Cold Asphalt Mix . . . . . . . . . . 

DIVISION 500 PORTLAND CEMENT CONCRE

PAVEMENT . . . . . . . . . . . . . . 

Section 501 Portland Cement Concrete Pavement 

502 Portland Cement Concrete Pavement R
ix

553 Prestressed Concrete . . . . . . . . . . . . . . 

554 Reinforcing Steel . . . . . . . . . . . . . . . . 

555 Steel Structures . . . . . . . . . . . . . . . . . . 

556 Bridge Railing . . . . . . . . . . . . . . . . . . 

557 Timber Structures . . . . . . . . . . . . . . . . 

558 Dampproofing . . . . . . . . . . . . . . . . . . . 

559 Waterproofing . . . . . . . . . . . . . . . . . . 

560 Water Stops . . . . . . . . . . . . . . . . . . . . 

561 Structural Concrete Bonding . . . . . . . 

562 Forms and Falsework . . . . . . . . . . . . . 

563 Painting . . . . . . . . . . . . . . . . . . . . . . . . 

564 Bearing Devices . . . . . . . . . . . . . . . . . 

565 Drilled Shafts . . . . . . . . . . . . . . . . . . . 

DIVISION 600 INCIDENTAL CONSTRUCTION 

Section 601 Minor Concrete Structures . . . . . . . . . 

602 Culverts and Drains . . . . . . . . . . . . . . 

603 Structural Plate Structures . . . . . . . . . 

604 Manholes, Inlets, and Catch Basins . . 

605 Underdrains, Sheet Drains, and 

Pavement Edge Drains . . . . . . . 

606 Corrugated Metal Spillways . . . . . . . . 

607 Cleaning, Reconditioning, and Repairi

Existing Drainage Structures . . 

608 Paved Waterways . . . . . . . . . . . . . . . . 

609 Curb and Gutter . . . . . . . . . . . . . . . . . 

610 Horizontal Drains . . . . . . . . . . . . . . . . 

611 Water Systems . . . . . . . . . . . . . . . . . . 

612 Sanitary Sewer Systems . . . . . . . . . . . 

613 Simulated Stone Masonry Surface . . . 

614 Lean Concrete Backfill . . . . . . . . . . . . 

615 Sidewalks, Drive Pads, and Paved Me

616 Slope Paving . . . . . . . . . . . . . . . . . . . . 

617 Guardrail . . . . . . . . . . . . . . . . . . . . . . . 

618 Concrete Barriers and Precast Guardw

619 Fences, Gates, and Cattle Guards . . . . 

620 Stone Masonry . . . . . . . . . . . . . . . . . . 

621 Monuments and Markers . . . . . . . . . . 
x

626 Plants, Trees, Shrubs, Vines, and

Groundcovers . . . . . . . . . . . . . . 

627 Sod 620

628 Sprigging . . . . . . . . . . . . . . . . . . . . . . 

629 Erosion Control Mats, Roving, 

and Cellular Confinement Syste

630 Reserved

631 Reserved

632 Reserved

633 Permanent Traffic Control . . . . . . . . . 

634 Permanent Pavement Markings . . . . . 

635 Temporary Traffic Control . . . . . . . . . 

636 Signal, Lighting, and Electrical System

637 Facilities and Services . . . . . . . . . . . . 

DIVISION 700 MATERIAL . . . . . . . . . . . . . . . . . 

Section 701 HYDRAULIC CEMENT . . . . . . . . . . 

701.01 Portland Cement and Masonry Cemen

Section 702 ASPHALT MATERIAL . . . . . . . . . . 

702.01 Asphalt Cement . . . . . . . . . . . . . . . . . 

702.02 Cut-Back Asphalt . . . . . . . . . . . . . . . . 

702.03 Emulsified Asphalt . . . . . . . . . . . . . . . 

702.04 Application Temperatures . . . . . . . . . 

702.05 Material for Dampproofing and Water

Concrete and Masonry Surfaces . . 

702.06 Recycling Agent . . . . . . . . . . . . . . . . . 

702.07 Asphalt Mastic . . . . . . . . . . . . . . . . . . 

702.08 Antistrip Additive . . . . . . . . . . . . . . . . 

702.09 Evaluation Procedures for Asphalt . . . 

702.10 Cold Asphalt Mix . . . . . . . . . . . . . . . . 

Section 703 AGGREGATE . . . . . . . . . . . . . . . . . . 

703.01 Fine Aggregate for Portland Cement C

703.02 Coarse Aggregate for Portland Cemen

703.03 Granular Backfill . . . . . . . . . . . . . . . . 

703.04 Permeable Backfill . . . . . . . . . . . . . . . 

703.05 Subbase, Base, and Surface Course Ag
xi

703.09 Emulsified Asphalt Pavement Aggrega

703.10 Asphalt Surface Treatment Aggregate 

703.11 Slurry Seal Aggregate . . . . . . . . . . . . . 

703.12 Choker Aggregate . . . . . . . . . . . . . . . . 

703.13 Blotter . . . . . . . . . . . . . . . . . . . . . . . . . 

703.14 Aggregate for Aggregate-Topsoil Cou

703.15 Sand. . . . . . . . . . . . . . . . . . . . . . . . . . . 

703.16 Aggregate for Lean Concrete Backfill 

703.17 Superpave Asphalt Concrete Pavemen

Section 704 SOIL . . . . . . . . . . . . . . . . . . . . . . . . . 

704.01 Foundation Fill . . . . . . . . . . . . . . . . . . 

704.02 Bedding Material . . . . . . . . . . . . . . . . 

704.03 Backfill Material . . . . . . . . . . . . . . . . . 

704.04 Structural Backfill . . . . . . . . . . . . . . . . 

704.05 Topping . . . . . . . . . . . . . . . . . . . . . . . 

704.06 Unclassified Borrow . . . . . . . . . . . . . . 

704.07 Select Borrow . . . . . . . . . . . . . . . . . . . 

704.08 Select Topping . . . . . . . . . . . . . . . . . . 

704.09 Bed Course . . . . . . . . . . . . . . . . . . . . . 

704.10 Select Granular Backfill . . . . . . . . . . . 

704.11 Special Grout Backfill . . . . . . . . . . . . 

704.12 Crib Wall Backfill . . . . . . . . . . . . . . . 

Section 705 ROCK . . . . . . . . . . . . . . . . . . . . . . . . . 

705.01 Gabion and Revet Mattress Rock . . . . 

705.02 Riprap Rock . . . . . . . . . . . . . . . . . . . . 

705.03 Rock for Masonry Structures . . . . . . . 

705.04 Rock for Special Rock Embankment . 

705.05 Rock for Buttresses . . . . . . . . . . . . . . . 

705.06 Stone Curbing . . . . . . . . . . . . . . . . . . . 

Section 706 CONCRETE AND PLASTIC PIPE . . 

706.01 Non-Reinforced Concrete Pipe . . . . . . 

706.02 Reinforced Concrete Pipe . . . . . . . . . . 

706.03 Perforated Concrete Pipe . . . . . . . . . . 

706.04 Reinforced Arch-Shaped Concrete Pip
xii

Section 707 METAL PIPE . . . . . . . . . . . . . . . . . . . 

707.01 Ductile Iron Culvert Pipe . . . . . . . . . . 

707.02 Metallic-Coated Corrugated Steel Pipe 

707.03 Aluminum-Alloy Corrugated Pipe . . . 

707.04 Asphalt-Coated Pipe . . . . . . . . . . . . . . 

707.05 Steel Structural Plate Structures . . . . . 

707.06 Aluminum-Alloy Structural Plate Stru

707.07 Asphalt-Coated Structural Plate Struct

707.08 Polymer-Coated Steel Pipe . . . . . . . . . 

707.09 Fiber-Bonded Asphalt Coated Steel Pi

707.10 Slotted Drain Pipe . . . . . . . . . . . . . . . . 

707.11 Metallic-Coated Spiral Rib Pipe . . . . . 

707.12 Aluminum-Alloy Spiral Rib Pipe . . . . 

707.13 Concrete-Lined Corrugated Steel Pipe 

707.14 Invert-Paved Corrugated Steel Pipe . . 

Section 708 PAINT . . . . . . . . . . . . . . . . . . . . . . . . 

708.01 General . . . . . . . . . . . . . . . . . . . . . . . . 

708.02 Paint for Timber Structures . . . . . . . . 

708.03 Paint for Concrete and Masonry Block 

708.04 Paint for Steel Structures . . . . . . . . . . 

708.05 Penetrating Stain . . . . . . . . . . . . . . . . . 

Section 709 REINFORCING STEEL AND WIRE 

709.01 Reinforcing Steel . . . . . . . . . . . . . . . . 

709.02 Wire Rope or Wire Cable . . . . . . . . . . 

709.03 Prestressing Steel . . . . . . . . . . . . . . . . 

Section 710 FENCE AND GUARDRAIL . . . . . . . 

710.01 Barbed Wire . . . . . . . . . . . . . . . . . . . . 

710.02 Woven Wire . . . . . . . . . . . . . . . . . . . . 

710.03 Chain Link Fence . . . . . . . . . . . . . . . . 

710.04 Fence Posts . . . . . . . . . . . . . . . . . . . . . 

710.05 Fence Gates . . . . . . . . . . . . . . . . . . . . 

710.06 Metal Beam Rail . . . . . . . . . . . . . . . . . 

710.07 Box Beam Rail . . . . . . . . . . . . . . . . . . 
xiii

710.12 Crash Cushion Barrels . . . . . . . . . . . . 

Section 711 CONCRETE CURING MATERIAL

AND ADMIXTURES . . . . . . . . . . 

711.01 Curing Material . . . . . . . . . . . . . . . . . 

711.02 Air-Entraining Admixtures . . . . . . . . . 

711.03 Chemical Admixtures . . . . . . . . . . . . . 

711.04 Latex Modifier . . . . . . . . . . . . . . . . . . 

Section 712 JOINT MATERIAL . . . . . . . . . . . . . . 

712.01 Sealants, Fillers, Seals, and Sleeves . . 

712.02 Joint Mortar . . . . . . . . . . . . . . . . . . . . 

712.03 Watertight Gaskets . . . . . . . . . . . . . . . 

712.04 Reserved

712.05 Mortar for Masonry Beds and Joints . 

712.06 Copper Water Stops or Flashings . . . . 

712.07 Rubber Water Stops . . . . . . . . . . . . . . 

712.08 Plastic Water Stops . . . . . . . . . . . . . . . 

Section 713 ROADSIDE IMPROVEMENT MATE

713.01 Topsoil . . . . . . . . . . . . . . . . . . . . . . . . 

713.02 Agricultural Limestone . . . . . . . . . . . . 

713.03 Fertilizer . . . . . . . . . . . . . . . . . . . . . . . 

713.04 Seed . . . . . . . . . . . . . . . . . . . . . . . . . 

713.05 Mulch . . . . . . . . . . . . . . . . . . . . . . . . . 

713.06 Plant Material . . . . . . . . . . . . . . . . . . . 

713.07 Erosion Control Mats, Roving, and Ge

713.08 Miscellaneous Planting Material . . . . 

713.09 Sprigs . . . . . . . . . . . . . . . . . . . . . . . . . 

713.10 Sod . . . . . . . . . . . . . . . . . . . . . . . . . 

713.11 Pegs for Sod . . . . . . . . . . . . . . . . . . . . 

713.12 Stabilizing Emulsion Tackifiers . . . . . 

713.13 Bales . . . . . . . . . . . . . . . . . . . . . . . . . 

713.14 Sandbags . . . . . . . . . . . . . . . . . . . . . . . 

713.15 Erosion Control Culvert Pipe . . . . . . . 

713.16 Silt Fence . . . . . . . . . . . . . . . . . . . . . . 
xiv

Section 715 PILING . . . . . . . . . . . . . . . . . . . . . . . . 

715.01 Untreated Timber Piles . . . . . . . . . . . . 

715.02 Treated Timber Piles . . . . . . . . . . . . . 

715.03 Concrete Piles . . . . . . . . . . . . . . . . . . . 

715.04 Steel Shells . . . . . . . . . . . . . . . . . . . . . 

715.05 Steel Pipes . . . . . . . . . . . . . . . . . . . . . 

715.06 Steel H-Piles . . . . . . . . . . . . . . . . . . . . 

715.07 Sheet Piles . . . . . . . . . . . . . . . . . . . . . 

715.08 Pile Shoes . . . . . . . . . . . . . . . . . . . . . . 

715.09 Splices . . . . . . . . . . . . . . . . . . . . . . . . . 

Section 716 MATERIAL FOR TIMBER STRUCT

716.01 Untreated Structural Timber and Lumb

716.02 Hardware . . . . . . . . . . . . . . . . . . . . . . 

716.03 Treated Structural Timber and Lumber 

Section 717 STRUCTURAL METAL . . . . . . . . . . 

717.01 Structural Steel . . . . . . . . . . . . . . . . . . 

717.02 Steel Forgings . . . . . . . . . . . . . . . . . . . 

717.03 Pins and Rollers . . . . . . . . . . . . . . . . . 

717.04 Castings . . . . . . . . . . . . . . . . . . . . . . . 

717.05 Welded Stud Shear Connectors . . . . . 

717.06 Steel Pipe . . . . . . . . . . . . . . . . . . . . . . 

717.07 Galvanized Coatings . . . . . . . . . . . . . . 

717.08 Sheet Lead . . . . . . . . . . . . . . . . . . . . . 

717.09 Steel Grid Floors . . . . . . . . . . . . . . . . . 

717.10 Elastomeric Bearing Pads . . . . . . . . . . 

717.11 Tetrafluoroethylene Surfaces for Beari

717.12 Structural Aluminum Alloy . . . . . . . . 

717.13 Aluminum Alloy for Bridge Rail . . . . 

717.14 Aluminum Bolt Heads and Nuts . . . . . 

717.15 Aluminum Welding Wire . . . . . . . . . . 

717.16 Elastomeric Compression Joint Seals . 
xv

718.04 Steel Panels . . . . . . . . . . . . . . . . . . . . . 

718.05 Aluminum Panels . . . . . . . . . . . . . . . . 

718.06 Plastic Panels . . . . . . . . . . . . . . . . . . . 

718.07 Extruded Aluminum Panels . . . . . . . . 

718.08 Signposts . . . . . . . . . . . . . . . . . . . . . . 

718.09 Object Marker and Delineator Posts . . 

718.10 Hardware . . . . . . . . . . . . . . . . . . . . . . 

718.11 Letters, Numerals, Arrows, Symbols, a

718.12 Delineator and Object Marker Retrore

718.13 Conventional Traffic Paint . . . . . . . . . 

718.14 Waterborne Traffic Paint . . . . . . . . . . 

718.15 Epoxy Markings . . . . . . . . . . . . . . . . . 

718.16 Polyester Markings . . . . . . . . . . . . . . . 

718.17 Thermoplastic Markings . . . . . . . . . . . 

718.18 Preformed Plastic Markings . . . . . . . . 

718.19 Glass Beads . . . . . . . . . . . . . . . . . . . . 

718.20 Raised Pavement Markers . . . . . . . . . 

718.21 Temporary Pavement Markings . . . . . 

718.22 Temporary Traffic Control Devices . . 

718.23 Epoxy Resin Adhesives . . . . . . . . . . . 

Section 719 Reserved

Section 720 STRUCTURAL WALL AND STABI

EMBANKMENT MATERIAL . . . 

720.01 Mechanically Stabilized Earth Wall M

720.02 Gabion and Revet Mattress Material . 

720.03 Metal Bin Type Crib Walls . . . . . . . . 

Section 721 ELECTRICAL AND ILLUMINATIO

721.01 Electrical Material . . . . . . . . . . . . . . . 

721.02 Lighting Material . . . . . . . . . . . . . . . . 

Section 722 ANCHOR MATERIAL . . . . . . . . . . . 

722.01 Anchorage Devices . . . . . . . . . . . . . . . 

722.02 Ground Anchors . . . . . . . . . . . . . . . . . 
xvi

725.01 Water 778

725.02 Calcium Chloride and Magnesium Chl

725.03 Lime . . . . . . . . . . . . . . . . . . . . . . . . . 

725.04 Pozzolans . . . . . . . . . . . . . . . . . . . . . . 

725.05 Mineral Filler . . . . . . . . . . . . . . . . . . . 

725.06 Precast Concrete Curbing . . . . . . . . . . 

725.07 Clay or Shale Brick . . . . . . . . . . . . . . . 

725.08 Concrete Brick . . . . . . . . . . . . . . . . . . 

725.09 Concrete Masonry Blocks . . . . . . . . . 

725.10 Cellular Concrete Blocks . . . . . . . . . . 

725.11 Precast Concrete Units . . . . . . . . . . . . 

725.12 Frames, Grates, Covers, and Ladder R

725.13 Corrugated Metal Units . . . . . . . . . . . 

725.14 Protective Coatings for Concrete . . . . 

725.15 Polyvinyl Chloride (PVC) Pipe for

Water Distribution Systems . . . . . . 

725.16 Polyethylene (PE) Pipe for

Water Distribution Systems . . . . . . 

725.17 Cast Iron Soil Pipe and Fittings . . . . . 

725.18 Seamless Copper Water Tube and Fitt

725.19 Plastic Lining . . . . . . . . . . . . . . . . . . . 

725.20 Lignin Sulfonate . . . . . . . . . . . . . . . . . 

725.21 Epoxy Resin Adhesives . . . . . . . . . . . 

725.22 Grout . . . . . . . . . . . . . . . . . . . . . . . . . 

725.23 Reserved

725.24 Color Coating . . . . . . . . . . . . . . . . . . . 

725.25 Explosives and Blasting Accessories . 

725.26 Mineral Slurry (Drillers Mud) . . . . . . 

725.27 Form Liner . . . . . . . . . . . . . . . . . . . . . 

725.28 Aluminum-Impregnated Caulking Com

INDEX . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
 

DIVISION 100

General Requireme

3

or similar words and phrases. In material specificatio

be the supplier, fabricator, or manufacturer supplying 

equipment for use on the project.

Wherever "directed", "required", "prescribed", or o

used, the "direction", "requirement", or "order" of the 

intended. Similarly, wherever "approved", "acceptable

tory", or similar words are used, the words mean "app

to", or "satisfactory to" the Contracting Officer.

The word "will" generally pertains to decisions or act

Officer.

101.02 Specifications Format. These specificatio

Divisions.

Division 100 consists of general contract requiremen

payment is made. The requirements contained in Divi

to all contracts.

Division 150 consists of project contract requiremen

all contracts. Work under Division 150 is paid for dire

item in the bid schedule. When there is no pay item 

direct payment is made.

Divisions 200 through 600 consist of construction co

specific items of work. Work under these Divisions 

indirectly according to Subsection 109.05 and the Sec

Division 700 contains the material requirements for 

600. No direct payment is made in Division 700. P

included as part of the work required in Divisions 15

The first three digits of the pay item number identify t

the work is performed.
4

AA ) Aluminum Association

AAN ) American Association of Nurserym

AAR ) Association of American Railroads

AASHTO ) American Association of State Hig

Transportation Officials

ACI ) American Concrete Institute

ACPA ) American Concrete Pavement Asso

ADA ) Americans with Disabilities Act

AGC ) Associated General Contractors of 

AI ) Asphalt Institute

AIA ) American Institute of Architects

AISC ) American Institute of Steel Constru

AISI ) American Iron and Steel Institute

ANSI ) American National Standards Insti

APWA ) American Public Works Associatio

ARA ) American Railway Association

AREA ) American Railway Engineering As

ARTBA ) American Road and Transportation 

Association

ASCE ) American Society of Civil Enginee

ASLA ) American Society of Landscape Ar

ASTM ) American Society for Testing and M

ATSSA ) American Traffic Safety Services A

AWPA ) American Wood Preservers Associ

AWS ) American Welding Society

AWWA ) American Water Works Associatio

CFR ) Code of Federal Regulations

CO ) Contracting Officer and all represe

CRSI ) Concrete Reinforcing Steel Institut

FAR ) Federal Acquisition Regulations (4

FHWA ) Federal Highway Administration

FLH ) Federal Lands Highways

FSS ) Federal Specifications and Standar

FTMS ) Federal Test Method Standard

GSA ) General Services Administration
5

(for Streets and Highways)

NEMA ) National Electrical Manufacturer's 

NFPA ) National Forest Products Associati

NIST ) National Institute of Standards and 

OSHA ) Occupational Safety and Health Ad

PCA ) Portland Cement Association

PCI ) Prestressed Concrete Institute

PTI ) Post-Tensioning Institute

SAE ) Society of Automotive Engineers

SF ) Standard Form

SI ) International System of Units

SSPC ) Steel Structures Painting Council

TAR ) Transportation Acquisition Regula

(48 CFR Chapter 12)

UL ) Underwriter's Laboratory

U.S. ) United States of America

USC ) United States Code

USGS ) United States Geologic Survey

USPS ) United States Postal Service

(b) SI symbols.

A ) ampere electric c

cd ) candela luminou

bC ) degree Celsius temperat

d ) day time

g ) gram mass

h ) hour time

H ) Henry inductan

ha ) hectare area

Hz ) hertz (s-1) frequenc

J ) joule (N]m) energy

K ) kelvin temperat

L ) liter volume

lx ) lux illumina
6

N ) newton (kg]m/s2

) force

Pa ) pascal (N/m2

) pressure

s ) second time

t ) metric ton mass

V ) volt (W/A) electric p

W ) watt (J/s) power

Ω ) ohm V/A electric r

b ) degree plane an

k ) minute plane an

l ) second plane an

(c) SI prefix symbols.

E ) exa 1018

P ) peta 1015

T ) tera 1012

G ) giga 109

M ) mega 106

k ) kilo 103

c ) centi 10-2

m ) milli 10-3

μ ) micro 10-6

n ) nano 10-9

p ) pico 10-12

f ) femto 10-15

a ) atto 10-18

(d) English slope notation (horizontal : vertical). 

ratio of a number of units horizontal to one unit ver
7

Backfill ) Material used to replace or the act of 

moved during construction. Material placed or the 

adjacent to structures.

Base ) The layer or layers of material placed on a s

support a surface course.

Bid ) A written offer by a bidder to perform work at 

Bid Bond ) The security executed by the bidder and 

nished to the Government to guarantee execution of t

Bidder ) Any individual or legal entity submitting a b

Bid Forms ) The Government forms required for prep

bid.

Bid Guarantee ) A form of security assuring that the b

a bid within the period specified for acceptance and 

contract and furnish required bonds.

Bid Schedule ) The prepared schedule included with th

the estimated quantities of pay items for which unit b

Bridge ) A structure more than 20 feet long, including 

providing passage over a depression, waterway, railr

obstruction.

Commercial Certification ) See Subsection 106.03.

Construction Limits ) The limits on each side of the 

the area disturbed by construction operations and beyon

is permitted. Typically the construction limits are th

limits, except when additional clearing is required 
8

Contracting Officer (CO) ) An official of the Govern

to enter into, administer, and/or terminate contracts an

nations and findings. The term includes certain autho

the CO acting within the limits of their authority as d

Contract Modification ) Any written change in the 

Contract modifications are of the following forms:

(a) Administrative change. A unilateral contract 

does not affect the substantive rights of the partie

paying office or the appropriation data).

(b) Change order. A written order, signed by the 

tractor to make a change that FAR Clause 52.243-4 - 

CO to order without the Contractor's consent.

(c) Supplemental agreement. A contract modificat

by the mutual action of the parties.

Contractor ) The individual or legal entity contractin

for performance of prescribed work.

Contract Time ) The specified time allowed for com

work.

Cross-Section ) A vertical section of the ground or s

to the centerline or baseline of the roadway or other w

Culvert ) Any structure, not classified as a bridge, th

under the roadway.

Day ) Each and every day shown on the calendar, b

midnight.
9

submitted to the Government by the Contractor acc

52.236-21, Specifications and Drawings for Construc

Falsework ) Any temporary construction work used to 

structure until it becomes self-supporting. Falsework 

beams, girders, columns, piles, foundations, and any 

including modular shoring frames, post shores, and 

shoring.

Forms ) Temporary structures or molds used to retain 

in its designated shape until it hardens. Forms shall h

resist the fluid pressure exerted by plastic concrete 

pressure effects generated by vibration.

Government ) The Government of the United States 

Highway, Street, or Road ) A general term denotin

poses of vehicular travel, including the entire area wi

Layer ) See "lift."

Lift ) When placing and compacting soils and aggreg

continuous layer of material which receives, during a 

the same compactive effort throughout. When installin

or equal to 48 inches in diameter, the backfill material 

the pipe is considered to be contained in the same li

placed to the same elevation on both sides of the culver

applied to one side of the culvert is the same as that a

the compactive effort is applied to both sides of th

operation.

Material ) Any substances specified or necessary to 

the contract work.
10

Notice to Proceed ) Written notice to the Contracto

work.

Pavement Structure ) The combination of subb

courses placed on a subgrade to support and distribut

roadbed.

Pay Item ) A specific item of work for which a unit a

the contract.

Payment Bond ) The security executed by the Contra

ties furnished to the Government to assure payments a

persons supplying labor or material according to the c

Performance Bond ) The security executed by the C

sureties and furnished to the Government to guarantee 

tract work.

Plans ) The contract plans furnished by the Governmen

type, dimensions, and details of the work.

Production Certification ) See Subsection 106.03.

Profile Grade ) The trace of a vertical plane intersect

of the proposed road construction located as shown on 

the longitudinal centerline of the roadbed. Profile gr

tion or gradient of the trace according to the context.

Project ) The specific section of the highway or ot

construction is to be performed under the contract.

Right-of-Way ) Real property used for transportatio

Roadbed ) The graded portion of a highway prepared 

pavement structure and shoulders.
11

vehicular use. A divided highway has two or more roa

specifications, the portion of a highway within the co

Roadway Prism ) The volume defined by the area betw

cross-section and the final design cross-section multi

distance along the centerline of the roadway.

Roller Pass ) One trip of a roller in one direction ove

Shoring ) This term is used interchangeably with fal

Shoulder ) The portion of the roadway contiguous 

accommodation of stopped vehicles, for emergency use

of the pavement structure.

Sieve ) See AASHTO M 92.

Solicitation ) The complete assembly of related docum

or incorporated by reference) furnished to prospectiv

Special Contract Requirements ) Additions and re

and supplemental specifications applicable to an indi

Specifications ) The written requirements for perform

Standard Forms ) Numbered forms issued by the Gen

tration for use as contract documents.

Standard Plans ) Detailed plans approved for repetit

part of the plans.

Standard Specifications ) The Standard Specificatio

Roads and Bridges on Federal Highway Projects appr

cation and repetitive use.
12

bing, manholes, endwalls, buildings, sewers, service p

dation drains, and other features that may be encount

Subbase ) The layer or layers of material placed on 

base.

Subcontract ) The written agreement between the C

vidual or legal entity prescribing the performance of a 

work. 

Subcontractor ) An individual or legal entity with 

sublets part of the work. This includes all subcontrac

Subgrade ) The top surface of a roadbed upon which 

shoulders, and curbs are constructed.

Substantial Completion ) The point at which the p

that it can be safely and effectively used by the public 

disruption, or other impediments. For conventional br

the point at which all bridge deck, parapet, paveme

drainage, sidewalk, permanent signing and markings

appurtenance, utility, and lighting work is complete.

Substructure ) All of the bridge below the bearings of 

spans, skewbacks of arches, and tops of footings of 

backwalls, wingwalls, and wing protection railings.

Suitable Material ) Rock or earth material that will 

tions, embankments, or roadbeds, and is reasonably 

roots, muck, sod, or other detrimental material.

Superintendent ) The Contractor's authorized repres

charge of the work.

Superstructure ) The entire bridge except the substr
13

failure of a Contractor to satisfy a contract obligation

Surface Course ) The top layer or layers of a pavem

to accommodate the traffic load and resist skidding

weathering.

Target Value (TV) ) A number established as a cent

process. Once established, adjustments should be m

necessary to maintain a central tendency about the ta

obtained from a well controlled process should clus

established target value and the mean of the test resul

nearly equal to the established target value.

Traveled Way ) The portion of the roadway designat

vehicles, exclusive of shoulders.

Unsuitable Material ) Material that is earth, gravel, o

stability, drainage, etc.) to use in the construction of 

bankments, or roadbeds.

Work ) The furnishing of all labor, material, equipmen

necessary to successfully complete the project accord
14

are governed by the FAR and TAR.

102.02 Preparation of Bids. FAR Clause 52.214-1

) Construction is supplemented as follows.

Execute and submit all required standard forms, bid sch

provisions contained in the solicitation as part of the 

Complete SF 1442, Solicitation, Offer, and Award, an

(a) Individuals. Sign your individual signature. 

business as a firm, follow the individual signatur

typed, stamped, or printed name and the words, "an 

ness as (name of firm) ".

(b) Partnerships. Submit a list of all partners havi

partnership. One of the listed partners must s

partnership.

 

(c) Corporations. Sign in the corporate name, foll

and the signature and title of the person authorized to 

from the corporation that the person signing has 

corporation.

(d) Joint ventures. All participants in the joint v

manner prescribed in (a) through (c) above. Corpor

a certificate stating that the corporation is authoriz

joint venture.

One party may sign on behalf of a joint venture if doc

and signed by all members of the joint venture, aut

authority to sign for the joint venture.

(e) Agents. When an agent signs, other than as st

above, furnish satisfactory evidence that the agent h

bidder.
15

extension shall govern.

When the words "lump sum" appear as a unit bid pric

for each lump sum pay item.

When the word "contingent sum" or a fixed rate app

include the Government inserted amount bid for th

amount.

Total all of the amounts bid for each pay item and sho

The quantities shown in the bid schedule are approxim

as a contract quantity, and are used for the comparison 

be made for the actual quantities of work performed a

furnished according to the contract. The schedu

increased, decreased, or deleted. Bid schedule quant

original contract quantities.

102.03 Bid Guarantee. FAR Clause 52.228-1 - Bi

mented as follows:

(a) General. Submit a bid guarantee of not less 

amount of the bid with any bid in excess of $25,000

antee on SF 24, Bid Bond. If the bid guarantee is o

individual surety, sign the SF 24 as the principal an

the form pledging the security. Make checks or mon

agency issuing the solicitation.

(b) Power of attorney. A corporate surety shall su

attorney for the signing agent or attorney-in-fact wi

(c) Evidence of guarantee assistance. A surety 

assistance from the Small Business Administration s

"Surety Bond Guarantee Agreement" with each SF 

a power of attorney for the surety representative iden
16

tion date. The individual surety shall personally sign t

power of attorney is not acceptable. Bidders cannot se

Assets named shall be committed to the project with a b

as trustee.

After reviewing the SF 28, the surety may be reque

documentation with respect to any of its assets, debts, 

information may be required to be furnished under oat

to respond with the requested documentation within 

request is cause for rejection of the surety.

Any material misstatement by the surety, overstateme

ownership or value) or understatement of liabilities is c

surety. Substitution of individual sureties to support 

opening will not be permitted.

102.05 Public Opening of Bids. Bids will be publ

specified in the SF 1442. Their contents will be made p

Government reserves the right to reject bids as 

Part 14.

102.06 Performance and Payment Bonds. Furnish 

the penal amount of 100 percent of the original contra

bond as follows:

(a) In the penal amount of 50 percent of the origin

contract price is not more the $1 million.

(b) In the penal amount of 40 percent of the origin

contract is more than $1 million but not more than 

(c) In the amount of $2.5 million if the contract 

million.

Use SF 25, Performance Bond, and SF 25A, Payment B

bonds.
17
18

performing the work are not stipulated except as cons

successful completion of the work. Furnish all labo

tools, transportation, and supplies necessary to compl

to the contract.

103.02 Disputes. FAR Clause 52.233-1 - Disput

follows.

When requesting a CO's decision on an interpretation o

recovery of increased costs, quantify the amount an

Clause 52.233-1, certify the amount. Include an expla

tion of contract terms, the contract clause under whic

supporting documentation, and adequate cost data 

claimed.

103.03 Value Engineering. FAR Clause 52.248-3 

Construction is supplemented as follows.

Value engineering proposals that delete work without 

to the project will not be considered.

103.04 Contractor Records. Upon request, provid

contract to the Government for up to 3 years after final 

periods as provided by law.

Include a provision in all subcontracts at all tiers givi

same rights as provided above with respect to the sub

103.05 Partnering. To facilitate this contract, the 

participate in a formal partnership with the Contractor. 

on the strengths of each organization to identify and a

Partnering strives to resolve problems in a timely, p

dversarial manner. If problems result in disputes, par

does not require, alternative dispute resolution instead 

cess. The objective is effective and efficient contract 

a quality project within budget and on schedule.
19

level of organizational involvement and the need for a p

the partnering process. Engage the facilitator and o

Contractor and Government representatives to attend 

ment and team-building workshop usually between th

notice to proceed. Hold additional progress meetings u

The direct cost of partnering facilities, professional fa

and other miscellaneous costs directly related to partn

shared by the Contractor and Government. Secure 

professional fees, and miscellaneous requirements. 

Government. The Government will reimburse the Co

of the agreed costs incurred for the partnering proce

share will not exceed $20,000.

Each party is responsible for making and paying for 

and meal arrangements. The time allowed for comple

affected by partnering.
20

work, suspension of work, interpretation of the contrac

ment of the contract. The term "CO" includes all aut

of the CO, including inspectors, acting within the lim

delegated by the CO.

104.02 Authority of Government Inspectors. Insp

inspect all work including the preparation, fabricati

material for the project. The inspector is not autho

contract requirements, issue instruction contrary to the 

for the Contractor, or direct the Contractor's operatio

authority to reject work until the issue can be referre

CO.

104.03 Specifications and Drawings. FAR Clause 

tions and Drawings for Construction is supplemented 

(a) General. Prepare drawings as necessary to ad

work. This includes, but is not limited to, traffic c

work drawings, stress sheets, anchor bolt layouts, 

equipment lists.

Limit drawings to a maximum size of 24 by 36 in

drawing and calculation sheet, the project number

tification as shown in the contract.

Furnish 5 sets of drawings and supporting calculation

performing work covered by the drawings. If dra

revision, correct and resubmit for acceptance. Allo

sion for railroad structures and 30 days per submis

tures. If drawings must be resubmitted, the time for 

Obtain prior written approval for changes or deviat

drawings.
21

signature of a professional engineer proficient in the 

104.04 Coordination of Contract Documents. T

contract requirements, plans, supplemental specificati

fications are contract documents. A requirement in o

as though occurring in all the contract documents. The 

intended to be complementary and to describe and p

contract. In case of discrepancy, calculated and sho

over scaled dimensions. The contract documents g

order:

(a) Federal Acquisition Regulations

(b) Transportation Acquisition Regulations

(c) Special contract requirements

(d) Plans

(e) Supplemental specifications

(f) Standard specifications

104.05 Load Restrictions. FAR Clause 52.236-10 - 

Areas, paragraph (c), is supplemented as follows.

Comply with all legal load restrictions when hauling m

on public roads to and from the project. A special per

Contractor of liability for damage resulting from the 

equipment.

Unless otherwise permitted, do not operate equipment 

the legal load limits over new or existing structures wi

or replace in an acceptable manner all damages to proj

the use of such equipment or vehicles at no cost to th

On the portions of the project used to accommodate 

construction equipment and vehicles in a manner tha

traffic flow and minimizes delays to the traveling pub
22

Select sources and provide acceptable material. Notify 

sources before delivery to the project to expedite m

testing. Do not incorporate material requiring submi

approved.

Material may be approved at the source of supply bef

ject. Approval does not constitute acceptance. If an ap

continue to supply acceptable material during the life 

use of that source may be denied.

105.02 Local Material Sources. Sources of rock, 

other natural material located by the Government in th

may be identified in the contract. These identified so

provided for the project or only listed as information 

locating a source. The decision to use an identified so

Contractor.

(a) Government-provided sources. The Govern

permits and rights to remove material from provided 

contract and to use such property for a plant site and 

and available historical performance data verifying 

able material are available upon request.

Do not perform work within a Government-provide

operation for the development of the source is acce

necessary to produce acceptable material including s

ration, erosion control, and restoration.

The quality of material in provided sources is accept

contain layers or pockets of unacceptable material. 

certain from samples the quality of material for an e

tions may be expected. Determine the quantity and 

work necessary to select and produce acceptable m
23

under (c) below.

(c) Contractor-located sources. The Contractor i

sources, including established commercial sources. 

the contract quantity and quality requirements. Det

types of equipment and work necessary to select a

material. Secure all permits and clearances for use o

copies of the documents.

Provide laboratory test reports and available histo

indicating that acceptable material is available from 

material from a source that is unacceptable to the G

unacceptable material and locate another sourc

Government.

105.03 Material Source Management. Notify the C

ing pit operations. Develop and operate within a mate

the accepted plan of operation or written agreement for 

Comply with the following applicable requirements:

(a) Before developing a material source, measure t

bodies of water adjacent to the work area that will re

work area. Control all erosion so the sediment level

within the drainage area of the work area do not inc

(b) Strip and stockpile the overburden. After operati

all waste back into the source. Neatly trim and flatt

extent practicable. Spread the stockpiled overburd

sides and bottom of the mined area. Establish a ve

the site into the surrounding area.
24

Use only approved portions of the right-of-way for sto

ing plants and equipment. Provide all additional spa

private property for storage without written permission 

Furnish copies of all agreements. Restore all Govern

sites to their original condition.

The Contractor is responsible for the security of all st

105.05 Use of Material Found in the Work. Materia

or sand, found in the excavation may be used for a

acceptable. When there is an applicable excavation it

such material will be paid both as excavation and as 

which it is used. Replace material so used and ne

or backfill with acceptable material at no cost to t

vate or remove material only from within the grading li

slope and grade lines.

The right to use and process material found in the wo

use and processing of material for nongovernment cont

disposal of waste material. If the Contractor produce

from Government lands in excess of the quantities re

the Government may:

(a) Take possession of the excess material and di

Contractor only for the cost of production, or 

(b) Require removal of the material and restora

satisfactory condition at no cost to the Government
25

References to standard test methods of AASHTO, A

recognized standards authorities refer to the methods 

solicitation for bids.

Perform work according to the contract requirements. 

lines, grades, cross-sections, dimensions, and proces

ments shown on the plans or specified in the contract

Plan dimensions and contract specification values are 

for and complied with as the design values from wh

allowed. Perform work and provide material that is u

reasonably close to the prescribed value or within 

range. The purpose of a tolerance range is to accomm

variations from the median zone that are unavoidable 

The Government may inspect, sample, or test all work 

acceptance of the project. When the Government te

reports are furnished to the Contractor upon request. 

or may not be performed at the work site. If Contract

Government testing, the Contractor's results may be u

to evaluate work for acceptance. Do not rely on the 

ment test results for process control.

Acceptable work conforming to the contract will be 

unit bid price. Four methods of determining conform

are described in Subsections 106.02 to 106.05 inclusiv

of acceptance is specified in each Section of work. H

rejected at any time it is found by any of the methods 

contract.

Remove and replace work that does not conform to the 

ing industry standards where no specific contract requ

cost to the Government.
26

(b) Be given permission to perform corrective mea

into conformity.

The request shall contain supporting rationale and d

references or data justifying the proposal based on an e

effect on service life, value of material or work, qua

engineering basis. The CO will determine disposition 

work.

When standard manufactured items are specified (suc

rolled shapes, pipe conduits, etc., that are identified by 

tion dimensions, etc.), the identification will be con

masses or dimensions. Unless specific contract toler

lished manufacturing tolerances will be accepted.

106.02 Visual Inspection. Acceptance is based on 

work for compliance with the contract and prevailing 

106.03 Certification. For material manufactured off-

with an ISO 9000 certification or an effective testing 

Require the manufacturer to clearly mark the materi

unique product identification or specification standard 

Material accepted by certification may be sampled an

found not in conformance with the contract, the m

whether in place or not.

One of the following certifications may be required:

(a) Production certification. Material requiring a p

is identified in the Acceptance Subsection of each 

manufacturer to furnish a production certification 

material. Include the following with each productio

(1) Date and place of manufacture
27

inspection and testing system

(4) Manufacturer's statement that the material 

tract requirements

(5) Manufacturer's signature or other means of d

bility for the certification

(b) Commercial certification. When a certificatio

production certification, furnish one commercial cer

material from the same manufacturer. 

A commercial certification is a manufacturer's or Con

that the material complies with all contract requireme

may be labels, catalog data, stamped specification 

certifications indicating the material is produced 

dard or specification.

106.04 Measured or Tested Conformance. Provid

tion and processing of the work and control performa

all of the work complies with the contract requiremen

Results from inspection or testing shall have value

tolerances or specification limits. When no tolerance 

the contract, the work will be accepted based on 

ing and construction tolerances.

106.05 Statistical Evaluation of Work and Determ

(Value of Work). Statistical evaluation of work is 

inspection or test results to determine conformity 

quirements. The work will be accepted as follows:

(a) General. For work evaluated based on statistic

Government and Contractor assume some risk.
28

Acceptable quality level is the highest percentage of 

fication limits that is considered acceptable for pay

There are 2 categories. Category I is based on an A

gory II is based on an AQL of 10 percent. In both 

risk is 5 percent.

As an incentive to produce uniform quality work an

tor's risk, a final payment greater than the contract 

under certain conditions.

The quality characteristics to be evaluated, lot siz

sampling location, test methods, specification limi

follows:

(1) Quality characteristics. The quality charac

are listed in the Acceptance Subsection of each 

(2) Lot size. A lot is a discrete quantity of work 

evaluation procedure is applied. A lot normally re

tity of work produced. More than one lot may 

target values, material sources, or job-mix formu

ing and approved or adjustments are required as 

(3) Sampling frequency. The frequency of sa

Acceptance Subsection of each Section. The fre

mally results in a minimum of 5 samples, which i

required to perform a statistical evaluation. Th

pay factor with 5 samples is 1.01. A minimum of 

to obtain a 1.05 pay factor.
29

ning production. An increase in the sampling fre

reduced pay factor.

(4) Sampling location. The point of sampling is 

Subsection of each Section. The exact location o

ified by the CO based on random numbers.

(5) Test methods. The test methods used to test 

the Acceptance Subsection of each Section.

(6) Specification limits. The specification lim

acteristics are listed in the contract provisions fo

(7) Category. The category for the quality chara

are listed in the Acceptance Subsection of each 

(b) Acceptance. The work in the lot will be paid f

when all inspection or test results are completed an

Before determining the final pay factor, the work m

the project provided the current pay factor does not 

is concluded with fewer than 5 samples, the material 

Subsection 106.04.

If the current pay factor of a lot falls below 0.90

Production may resume after the Contractor takes e

actions to improve the quality of the production. If 

resumption of production involves a significant ch

process, the current lot will be terminated and a new 

A lot containing an unsatisfactory percentage of no

(less than 1.00 pay factor) is accepted provided the l

has not fallen into the reject portion of Table 106-2

A lot containing an unsatisfactory percentage of no

with the lowest single pay factor falling into the 

106-2 is rejected. Remove all rejected material from 
30

Any quantity of material that is determined to be de

based on visual inspection or test results. Do not inc

rial in the work. The results of tests run on reject

cluded from the lot.

(c) Statistical evaluation. The Variability-Unkno

Method will be used to determine the estimated perc

outside specification limits.

The number of significant figures used in the calcula

to AASHTO R 11, absolute method.

The estimated percentage of work that is outside of 

for each quality characteristic will be determined as 

(1) Calculate the arithmetic mean ( ) X ̄ of the tes

Where: = summation of D

 x = individual test value

 n = total number of test values

(2) Calculate the standard deviation (s):

s  nD(x 2

) (Dx)

2

n(n1)

Where: = summation of the squares oD(x 2)

 test values

 = summation of the individua

(Dx)

2

 values squared
31

Where: USL = upper specification limit

Note: The USL is equal to the contract specificat

value plus the allowable deviation.

(4) Calculate the lower quality index (QL): QL 

Where: LSL = lower specification limit

Note: The LSL is equal to the contract specifica

value minus the allowable deviation.

(5) From Table 106-1, determine PU (the estima

outside the USL). PU corresponds to a given QU

specified, PU is 0.

(6) From Table 106-1, determine PL (the estima

within the lot outside the LSL). PL corresponds t

is not specified, PL is 0.

(7) Calculate the total estimated percentage of wo

LSL (percent defective):

PU + PL

(8) Repeat steps 1 through 7 for each quality c

statistical evaluation.

(d) Pay factor determination (value of the work). 

will be determined as follows:

(1) From Table 106-2, determine the pay fa

characteristic using the total number of test value

percentage outside the specification limits from 
32

(3) When quality characteristics for a lot are bot

lot pay factor is based on the following:

(a) When all category II quality characteristic

ment is based on the lowest single pay factor f

teristics. The maximum obtainable pay facto

mum of 8 test values).

(b) When any category II quality characterist

lot payment is based on the lowest single pa

characteristic.

(4) When all quality characteristics for a lot are 

factor is based on the lowest single pay factor for 

characteristic. The maximum obtainable pay fac

(5) Adjusted payment for material in a lot will b

mined by multiplying the contract unit bid price 

determined above.

106.06 Inspection at the Plant. Work may be inspe

duction or fabrication. Manufacturing plants may be in

with specified manufacturing methods. Material samp

laboratory testing for compliance with quality requirem

at all times to the parts of the plant producing the wor

106.07 Partial and Final Acceptance. Maintain the 

tion and until the project is accepted. FAR Clause 52

session Prior to Completion is supplemented as follow

(a) Partial acceptance. When a separate portion 

pleted, a final inspection of that portion may be requ

complete and in compliance with the contract, it w

Contractor will be relieved of further responsibility 

completed portion. Partial acceptance does not void 

of the contract.
33

(b) Final acceptance. When notified that the entire 

inspection will be scheduled. If all work is determine

tion will constitute the final inspection, and the Con

in writing of final acceptance as of the date of the 

acceptance relieves the Contractor of further respon

nance of the project.

If the inspection discloses any unsatisfactory work, 

ceive a list of the work that is incomplete or requir

ately complete or correct the work. Furnish notifica

been completed as provided above.
34

(PU and/or PL)

0

1

2

3

4

5

1.72

1.64

1.58

1.52

1.47

1.42

1.88

1.75

1.66

1.59

1.52

1.47

1.99

1.82

1.72

1.63

1.56

1.49

2.07

1.88

1.75

1.66

1.58

1.51

6

7

8

9

10

1.38

1.33

1.29

1.25

1.21

1.41

1.36

1.31

1.27

1.23

1.43

1.38

1.33

1.28

1.23

1.45

1.39

1.33

1.28

1.24

11

12

13

14

15

1.18

1.14

1.10

1.07

1.03

1.18

1.14

1.10

1.07

1.03

1.19

1.15

1.10

1.07

1.03

1.19

1.15

1.10

1.06

1.03

16

17

18

19

20

1.00

0.97

0.93

0.90

0.87

0.99

0.96

0.92

0.89

0.86

0.99

0.95

0.92

0.88

0.85

0.99

0.95

0.92

0.88

0.85

21

22

23

24

25

0.84

0.81

0.77

0.74

0.71

0.82

0.79

0.76

0.73

0.70

0.82

0.79

0.75

0.72

0.69

0.81

0.78

0.75

0.72

0.69

26

27

28

29

30

0.68

0.65

0.62

0.59

0.56

0.67

0.64

0.61

0.58

0.55

0.67

0.63

0.60

0.57

0.54

0.65

0.62

0.59

0.57

0.54

31

32

33

34

35

0.53

0.50

0.47

0.45

0.42

0.52

0.49

0.46

0.43

0.40

0.51

0.48

0.45

0.43

0.40

0.51

0.48

0.45

0.42

0.39

36

37

38

39

40

0.39

0.36

0.33

0.30

0.28

0.38

0.35

0.32

0.30

0.25

0.37

0.34

0.32

0.29

0.25

0.37

0.34

0.31

0.28

0.25

41

42

43

44

45

0.25

0.23

0.18

0.16

0.13

0.23

0.20

0.18

0.15

0.13

0.23

0.20

0.18

0.15

0.13

0.23

0.20

0.18

0.15

0.13

46

47

48

49

50

0.10

0.08

0.05

0.03

0.00

0.10

0.08

0.05

0.03

0.00

0.10

0.08

0.05

0.03

0.00

0.10

0.08

0.05

0.03

0.00

Note: If the value of Q Note: U or QL does not correspond to a value in the table, use the n

 If QU or QL are negative values, PU or PL is equal to 100 minus the table value fo
35

n=17n=22n=29

0

1

2

3

4

5

2.34

2.04

1.87

1.75

1.65

1.56

2.39

2.07

1.89

1.76

1.66

1.57

2.44

2.09

1.91

1.78

1.67

1.58

6

7

8

9

10

1.49

1.42

1.36

1.30

1.25

1.50

1.43

1.36

1.30

1.25

1.50

1.43

1.37

1.31

1.25

11

12

13

14

15

1.20

1.15

1.11

1.06

1.02

1.20

1.15

1.11

1.06

1.02

1.20

1.15

1.11

1.06

1.02

16

17

18

19

20

0.98

0.94

0.91

0.87

0.83

0.98

0.94

0.90

0.87

0.83

0.98

0.94

0.90

0.87

0.83

21

22

23

24

25

0.80

0.77

0.73

0.70

0.67

0.80

0.76

0.73

0.70

0.67

0.80

0.76

0.73

0.70

0.67

26

27

28

29

30

0.64

0.61

0.58

0.55

0.52

0.64

0.61

0.58

0.55

0.52

0.64

0.61

0.58

0.55

0.52

31

32

33

34

35

0.49

0.47

0.44

0.41

0.38

0.49

0.46

0.44

0.41

0.38

0.49

0.46

0.43

0.41

0.38

36

37

38

39

40

0.36

0.33

0.30

0.28

0.25

0.35

0.33

0.30

0.28

0.25

0.35

0.33

0.30

0.28

0.25

41

42

43

44

45

0.23

0.20

0.18

0.15

0.13

0.23

0.20

0.18

0.15

0.13

0.23

0.20

0.18

0.15

0.13

46

47

48

49

50

0.10

0.08

0.05

0.03

0.00

0.10

0.08

0.05

0.03

0.00

0.10

0.08

0.05

0.03

0.00

0

Note: If the value of Q Note: U or QL does not correspond to a value in the table, use the n

 If QU or QL are negative values, PU or PL is equal to 100 minus the table value fo
36

Table 1

PAY FACTOR Maximum Allowable Percent o

Category

n=5 n=6 n=7 n=8 n=9

n=1

to

n=1

I II

1.051.04

1.03

1.02

1.01 0

0

1

2

0

2

3

5

0

1

4

68

0

3

69

11

0

5

8

11

13

1.00

0.990.98

0.97

0.96

2224

2628

30

20

2224

2628

18

20

2224

26

17

19

21

23

25

1618

20

2224

15

17

19

2

22

0.95

0.940.93

0.92

0.91

1.00

0.990.98

0.97

0.96

32

33

35

37

38

29

31

33

34

36

2829

31

3234

262829

31

32

25

27

28

30

31

2425

27

28

30

0.90

0.890.88

0.87

0.86

0.95

0.940.93

0.92

0.91

39

41

42

43

45

37

38

40

41

42

35

37

3839

41

3435

363839

33

3435

37

38

3

323435

36

Note: To obtain a pay factor when the (PU and/or PL) value from Table 10
37

Table 106-2 Table 106-2 

PAY FACTOR Maximum Allowable Percent 

Category

n=5 n=6 n=7 n=8 n=9

n

n

I II 

0.85

0.840.83

0.82

0.81

0.90

0.890.88

0.87

0.86

46

47

49

50

51

44

45

46

47

49

42

4344

46

47

40

42

4344

45

39

40

42

4344

0.80

0.790.78

0.77

0.76

0.75

0.85

0.840.83

0.82

0.81

0.80

525455

56

57

58

50

51

525455

56

4849

50

52

53

54

464849

50

51

52

45

464849

50

51

REJECT

0.790.78

0.77

0.76

0.75

60

61

62

63

64

57

5859

61

62

55

56

57

58

60

53

55

56

57

58

52

53

5455

57

REJECT 

Note: To obtain a pay factor when the (PU and/or PL) value from Table 1

(PU + PL) value.
38

pp

Comply with all applicable laws, ordinances, safety co

and decrees. Protect and indemnify the Government 

against any claim or liability arising from or based on 

the same.

All permits and agreements obtained by the Governm

work are included in the contract. Comply with the 

permits and/or agreements. Obtain all additional per

modifications to Government obtained permits or agre

by the Contractor's methods of operation.

107.02 Protection and Restoration of Property a

Clause 52.236-9 - Protection of Existing Vegetation, 

Utilities, and Improvements is supplemented as follow

Preserve public and private property and protect mon

the purpose of perpetuating horizontal, vertical, cadastr

When necessary to destroy a monument, reestablish th

to applicable state statute or by the direction of the ag

established the monument.

Do not disturb the area beyond the construction limit

Do not excavate, remove, damage, alter, or deface 

paleontological remains or specimens. Control the ac

subcontractors on the project to ensure that protected s

damaged. Should any of these items be encountered, su

discovery site, notify the CO, and continue operations 

will inform the Contractor when operations may resum

When utilities are to be relocated or adjusted, the Gov

utility owners affected by the relocations or adjustme

adjustments will be performed by others within the tim

otherwise as soon as practicable. 
39

If utility services are interrupted as a result of dama

immediately notify the utility owner and other proper 

with them until service is restored. Do not work aro

provisions for continued service are made and approv

authority. 

If utility adjustment work, not included in the contrac

sation for the work will be provided under applicable 

Satisfactorily repair damage, due to the fault or neglig

at no cost to the Government. 

Repair of damage to underground utilities that were no

identified before construction and not caused by the fa

Contractor will be paid for by the Government.

107.03 Bulletin Board. Furnish a weatherproof bu

size and construction for continuous display of poster

required by the contract. Erect and maintain the bull

uously accessible location on the project and remove 

project final acceptance.

Display each of the following documents on the bulle

(a) "Equal Opportunity" poster, according to FAR 

(b) "Notice" that the project is subject to Title 18

Section 1020

(c) "Notice to Employees" poster, WH-1321, regard

(d) "Safety and Health Protection on the Job" poste

Code of Federal Regulations, Part 1926

(e) "General Wage Decision" contained in the cont

(f) Company equal employment opportunity policy

107.04 Railroad Protection. The Government wi

permits and agreements from the railroad for specified 

cating railroads or for work at railroad crossings. Ma

other work that, due to the method of operation, may a

Furnish copies of all permits and agreements. 
40

Do not cross railroad tracks, with vehicles or equipmen

open public grade crossings or railroad approved tem

If there is a need for a temporary grade crossing, make 

ments with the railroad for its construction, protectio

burse the railroad for all temporary grade crossing w

option, perform the work.

The requirements of the railroad are as follows:

(a) Indemnify and hold harmless the railroad ac

107.0 5. Carry insurance meeting the following mi

(1) Worker's compensation insurance. Minimum 

(2) Bodily injury liability insurance. $2,000,000 

(3) Property damage liability insurance. $2,000

 coverage.

(4) Railroad protective public liability and prope

 insurance. $2,000,000 each occurrence. 

 coverage.

(b) Notify the railroad in writing not less than 1 

construction within the railroad right-of-way. Secu

railroad before performing work within the railroad 

with the railroad concerning clearance requirements

regulations. 

(c) Reimburse the railroad for all flaggers and wa

railroad because of the work. The railroad generally 

flaggers during construction operations that interf

tracks or traffic, that violate the railroad's operating 

volve a reasonable probability of accidental hazard 
41

() pyppg 

larly assigned 8-hour days for the work classificatio

ing to labor agreements and schedules in effect when 

(e) Wage rates are subject to change by law or agre

road and employees and may be retroactive. If the w

burse the railroad based on the new rates.

(f) Reimburse the railroad monthly for the cost of al

the railroad. Furnish satisfactory evidence tha

ceived full reimbursement before final acceptance.

(g) Do not store any material, supplies, or equipm

from the centerline of any railroad track.

(h) Upon completion of the work, remove all equipm

and leave the railroad right-of-way in a neat c

the railroad.

107.05 Responsibility for Damage Claims. Indem

the Government, its employees, and its consultants 

claims brought for injuries or damage received or su

persons, or property resulting from the construction o

of the negligent performance of the contract.

Procure and maintain until final acceptance of the cont

of the types and limits specified below. Obtain insu

authorized to do business in the appropriate state. Th

all operations under the contract whether performed b

subcontractors.

Before work begins, furnish "certificates of insuran

policies will not be changed or canceled until 30 days 

given to the Government. Insurance coverage in the 

forth below shall not relieve the Contractor of lia

coverage.
42

(b) Copeesve ocoecgeeb

(1) Personal injury and property damage coverag

(2) Contractual liability coverage

(3) Completed operations liability coverage

(4) $1,000,000 combined single limit for each o

(5) $2,000,000 general aggregate limit

(c) Automobile liability insurance. $1,000,000 com

each occurrence.

107.06 Contractor's Responsibility for Work. As

all work until final acceptance except as provided in Su

includes periods of suspended work. Protect the work 

damage from all causes whether arising from the exe

of the work.

Maintain public traffic according to Section 156. Rebu

make good all losses, injuries, or damages to any por

includes losses, injuries, or damages caused by vandal

tion of public traffic, and weather that occurs during 

The Government will only be responsible for losses

caused by declared enemies and terrorists of the Gove

natural phenomenon such as tornadoes, earthquakes, 

cially declared natural disasters.

107.07 Furnishing Right-Of-Way. The Gover

right-of-way.

107.08 Sanitation, Health, and Safety. FAR Claus

Prevention is supplemented as follows.

Observe rules and regulations of Federal, state, and lo

not permit any worker to work in surroundings or und

unsanitary, hazardous, or dangerous.
43

py 

proval, on forms used to report accidents to other agen

ers. Maintain a "Log of Occupational Injuries and I

100, and make it available for inspection.

107.09 Legal Relationship of the Parties. In the p

tract, the Contractor is an independent contractor and 

nor anyone used or employed by the Contractor shall 

servant, or representative of the Government. The C

contractor status does not limit the Government's g

contract including inspection of work, specification 

equipment, and ability to stop work.

107.10 Environmental Protection. FAR Clause 52

Water is supplemented as follows.

Do not operate mechanized equipment or discharge 

material within the wetted perimeter of any waters of th

of the Clean Water Act (33 USC § 1251 et seq.). T

unless authorized by a permit issued by the U.S. Arm

according to 33 USC § 1344, and, if required, by an

jurisdiction over the discharge of material into the wa

event of an unauthorized discharge:

(a) Immediately prevent further contamination.

(b) Immediately notify appropriate authorities.

(c) Mitigate damages as required.

Comply with the terms and conditions of any permits 

performance of work within the wetted perimeter of t

Separate work areas, including material sources, by th

suitable barrier that prevents sediment, petroleum prod

liquid or solid material from entering the waters of the 

structing and removing the barriers to avoid any disch

the siltation of, the water. Remove and properly disp

other material collected by the barrier.
44

g jpj
45

A preconstruction conference will be held after the c

before the notice to proceed is issued. Seven days bef

conference, furnish three copies of the preliminary 

according to Section 155.

Furnish notification at least 24 hours in advance of 

suspension.

108.02 Subcontracting. FAR Clauses 52.219-14 - 

tracting, 52.222-11 - Subcontracts, and 52.236-1 - Pe

the Contractor are supplemented as follows.

Subcontracting does not relieve the Contractor of liab

under the contract and does not create any contractua

contractors and the Government. The Contractor is lia

any action or lack of action of subcontractors.

Within 14 days of subcontract award, submit an SF 141

and complete other forms that may be provided by the 

show the work subcontracted and the total dollar amo

For subcontracts involving on-site labor, require the su

Part II of the SF 1413 and complete other forms that m

Government. Submit a separate statement documenting 

of all on-site subcontracts to date as a percentage o

amount. Furnish this information on all subcontracts 

In FAR Clauses 52.219-8 - Utilization of Small Busin

Disadvantaged Business Concerns and 52.232-27 - Pr

struction Contracts, the subcontracts include both on-si

supply contracts. In FAR Clause 52.219-14 - Limitat

or in FAR Clause 52.236-1 - Performance of Work 

percentage of work performed on-site by the Contrac

100 percent less the combined initial dollar amount of 

ing on-site labor as a percent of the original dollar am
46

y y

activities to become critical will be considered for tim

When Critical Path Method schedules are used, no 

made for delays or modifications that use available flo

current construction schedule required by Section 15

Time will not be extended for a claim that states ins

vided in the contract.

When requesting a time extension, follow the appli

Make the request in writing and include the following

(a) Contract clause(s) under which the request is be

(b) Detailed narrative description of the reasons for 

time adjustment including the following:

(1) Cause of the impact affecting time

(2) Start date of the impact

(3) Duration of the impact

(4) Activities affected

(5) Methods to be employed to mitigate the impa

(c) Suggested new completion date or number of da

and revised construction schedules according to Se

108.04 Failure to Complete Work on Time. FA

Liquidated Damages ) Construction is supplemented 

Liquidated damages in the amount specified in Table 

for each day beyond the time allowed to complete the c

completion of the work. 

Liquidated damages in an amount equal to 20 percent 

in Table 108-1 will be assessed for each day beyond th

plete the contract beginning with the day after subs

ending with the date of final completion and acceptan
47

(b) ys equed o peowodded o e co

completion including items identified during the fin

not required before that time.

(c) Delays by the Government after all work is comp

acceptance is executed.

(d) Periods of time when all work is complete but 

pending the plant establishment period or similar w

Table 108-1

Charge for Liquidated Damages for E

Work Is Not Substantially Comp

Original Contract Price

From More

 Than )

To and

 Including )

$ 0 $ 250,000 

250,000 1,000,000 

1,000,000 2,000,000 

2,000,000 5,000,000 

5,000,000 10,000,000 

10,000,000 and more 
48

() Weeosocodos cosdeed usub

work, or

(b) Failure of the Contractor to:

(1) Correct conditions unsafe for the workers or 

(2) Carry out written orders given by the CO.

(3) Perform any provision of the contract.

No adjustment in contract time or amount will be mad

under (a) or (b) above, except an adjustment in contr

FAR Clause 52.249-10 - Default (Fixed-Price Cons

when the Contractor is able to demonstrate that the 

severe based on the most recent 10 years of historical 
49

Unless otherwise specified, measure when the work is 

accepted. Measure the actual work performed, excep

outside the design limits or other adjusted or specifie

Measure structures to the neat lines shown on the pla

adjusted to fit field conditions.

The Measurement Subsection of each Section details s

for measuring work under each Section.

The CO will verify Contractor measurements.

109.02 Measurement Terms and Definitions. Unle

the meanings of the following terms are as follows:

(a) Acre. 43,560 feet. Make longitudinal and transv

area computations horizontally unless specified on 

not make deductions from the area computation for 

ing an area of 500 square feet or less.

(b) Contract quantity. The quantity to be paid is th

bid schedule. The contract quantity will be adjusted 

that affect the quantity or for errors made in comp

there is evidence that a quantity specified as a contra

submit calculations, drawings, or other evidence ind

is in error and request, in writing, that the quantit

(c) Cubic yard (yd3

). 27 cubic feet. 

(1) Cubic yard in place. Measure solid volume

by the CO or by the average end area method as 

(a) Take cross-sections of the original ground 

staked templates or take other comparable mea

the end areas. Do not measure work outside 

or slopes.
50

(c) Compute the quantity using the average end 

horizontal distance along a centerline or refe

end areas. Deduct any quantity outside the de

(2) Cubic yard in the hauling vehicle. Measure 

in the hauling vehicle using three-dimensional me

of delivery. Use vehicles bearing a legible ident

body shaped so the actual contents may be readi

mined. Before use, mutually agree in writing on 

to be hauled by each vehicle. Vehicles carryin

volume may be rejected or accepted at the reduc

Level selected loads. If leveling reveals the vehic

the approved volume, reduce the quantity of all 

the last leveled load by the same ratio as the curre

is to the agreed volume. Payment will not be mad

of the agreed volume.

Material measured in the hauling vehicle may be 

to cubic yards for payment purposes if the conver

ly agreed to in writing.

(3) Cubic yard in the structure. Measure accor

the structure as shown on the plans except as alter

conditions. Make no deduction for the volume o

steel, anchors, weep holes, piling, or pipes less th

(4) Cubic yard by metering. Use an approved 

(d) Each. One entire unit. The quantity is the actua

pleted and accepted.

(e) Gallon. The quantity may be measured by 

methods:

(1) Measured volume container.

(2) Metered volume. Use an approved metering 

(3) Commercially packaged volumes.
51

(g) Linear foot. Measure from end to end parallel to 

upon which the item is placed.

(h) Lump sum. Do not measure directly. The b

payment for all work described in the contract and ne

work for that item. The quantity is designated as "Al

of lump sum work shown in the contract are approx

(i) M-gallon. 1,000 gallons. Measure according to 

(j) Mile. 5,280 linear feet. Measure horizontally 

each roadway, approach road, or ramp.

(k) Pound. Measure according to Subsection 109.03

material is furnished, the net weight as packed by th

used.

(l) Square foot. Measure on a plane parallel to the s

(m) Square yard. 9 square feet. Longitudinal and tr

for area computations will be made horizontally. N

area computation will be made for individual fixtu

square feet or less.

(n) Station. 100 linear feet. Measurement will be ho

terline of each roadway, approach road, or ramp.

(o) Ton. 2,000 pounds avoirdupois. Measure ac

109.03.

No adjustment in a contract unit price will be made f

due to differences in the specific gravity or moistur

Use net certified scale masses, or masses based on c

case of rail shipments as a basis of measurement sub

asphalt material is lost from the car or the distributo

not incorporated in the work. When asphalt materia

transport, net certified weights, subject to correctio

may be used for computing quantities.
52

y pj, q

cement for asphalt concrete pavement is not stored 

sively to the project, or when the validity of the qua

ment is in question, base quantities on the asphalt 

acceptance testing.

109.03 Weighing Procedures and Devices. When m

or measured and paid for by mass, provide one of the 

(a) Commercial weighing system. Use permanentl

commercial scales.

(b) Invoices. If bulk material is shipped by truck o

through a mixing plant, furnish a supplier's invoice w

converted to mass. Periodic check-weighing may b

(c) Project weighing system. Furnish, erect, and m

matic digital scales. Provide scales that record mas

100 pounds. Maintain the scale accuracy to within 0

mass throughout the range of use.

Do not use spring balances.

Install and maintain platform scales with the platfor

heads at each end. Make the platform of sufficient le

neous weighing of all axle loads of the hauling veh

may be weighed separately or together according to 

UR 3.3 of NIST Handbook 44.

Install and maintain belt-conveyor scales according 

Handbook 44.

Before production on the project, after relocation, an

have the weighing portion of the system checked an

Bureau of Weights and Measures or a private scale 

Bureau of Weights and Measures. Seal the system 

other adjustment after certification. 
53

(1) Project number

(2) Item number and description

(3) Date

(4) Time

(5) Ticket number

(6) Haul unit number

(7) Net mass in load at least to the nearest 100 p

(8) Subtotal net mass for each haul unit since th

(9) Accumulated total net mass for all haul units 

the shift

If a printer malfunctions or breaks down, the Co

weigh and record masses for up to 48 hours provide

ing meets all other contract requirements.

Furnish competent scale operators to operate the sy

When platform scales are used, randomly weigh the e

twice per shift. 

Use an approved format for the mass records. F

cord(s) and a written certification as to the accuracy 

of each shift.

Batch masses may be acceptable for determination of 

approved automatic weighing, cycling, and monitorin

part of the batching equipment.
54

y y pg

percent.

109.04 Receiving Procedures. When the method o

weighing or volume measurement in the hauling vehi

direct the spreading and distribution of material and to 

placement of the material on the project. During the 

record of each delivery and document it in an accepta

Include the following information as applicable:

(a) Project identification

(b) Contract pay item number and description

(c) Location where placed

(d) Date

(e) Load number

(f) Truck identification

(g) Time of arrival

(h) Mass or volume

(i) Spread person's signature

Use an approved format for the delivery record(s). F

cord(s) and a written certification of the delivery of th

each shift.

109.05 Scope of Payment. Payment for all contract w

directly or indirectly, under the pay items shown in th

 

(a) Direct payment. Payment is provided directly 

in the bid schedule when one of the following appl

(1) The work is measured in the Measurement Su

ordering the work and the bid schedule contains 

from the Section ordering the work.
55

(b) decpyeWoowcdecpy

a subsidiary obligation of the Contractor. Paymen

rectly included under other pay items shown in the 

cludes instances when the Section ordering the w

Section for performing the work and the work is not 

surement Subsection of the Section ordering the wo

Compensation provided by the pay items included in th

is full payment for performing all contract work in a c

manner. All risk, loss, damage, or expense arising ou

cution of the work is included in the compensation pr

pay items.

Work measured and paid for under one pay item will n

other pay item.

The quantities shown in the bid schedule are approxi

as a contract quantity. Limit pay quantities to the qua

or otherwise authorized before performing the work. 

for the actual quantities of work performed and accept

according to the contract. No payment will be made 

excess of that staked, ordered, or otherwise authorize

109.06 Pricing of Adjustments. Determine all cost

tract cost principles and procedures of FAR Part 31. A

ing for an equitable price adjustment are supplemente

If agreement on price cannot be reached, the CO m

unilaterally.

If the work will delay contract completion, requ

according to Subsection 108.03. 
56

e quy oe eee, d s cobuo

Provide further breakdowns if requested by the 

When price is based on actual costs (e.g. cost-p

based on the estimated cost of the work and may n

limit of 10 percent of the total cost. Due to the 

of pricing arrangement, a lower profit percentag

(2) Data. Submit information as requested by 

necessary to permit the CO to determine the rea

posed price.

(3) Cost or pricing data. When the contract m

amount indicated in FAR Clause 52.214-27 ) Pric

tive Cost or Pricing Data - Modifications - Se

Clause 52.215-23 -Price Reduction for Defective 

Modifications, submit cost or pricing data.

Provide cost or pricing data, broken down by in

the Contractor and each major subcontractor. I

required by (b)(1) and (b)(2) below. When cost o

ted before all or most of the work is performed, s

contractor quotes, anticipated labor and equipmen

production rates. Provide data for all proposed in

the contract price. 

Submit SF 1411, Contract Price Proposal Cove

proposal for pricing the work according to (1) 

pricing data. 

Upon completion of negotiations, certify the cost 

accurate, complete, and current as of the date the a

(b) Postwork pricing. When negotiating the price o

work after all or most of the work has been perf

lowing:
57

(b) Labor. Show basic hourly wage rates, frin

payroll costs (i.e., FICA, FUTA, worker's co

and tax levies), and paid subsistence and/or tra

classification and foreman employed in the a

(c) Equipment. Provide a complete descripti

including make, model, and year of manufact

leased equipment costs with invoices. Deter

ship and operating costs for Contractor and/o

equipment as follows:

(1) Use actual equipment cost data when 

ceptably determined from the Contractor's 

ership and/or operating cost records.

(2) When actual costs cannot be determin

in Construction Equipment Ownership a

Schedules (CEOOES) published by the U.S

neers for the area where costs are incurr

available from the Superintendent of Docum

Printing Office, Washington, D.C. 20402-

for used equipment and for other variable 

schedules. 

(3) Compute proposed standby costs from 

records or when actual costs cannot be de

CEOOES. Do not exceed 8 hours in any 

hours in any calendar week. Do not inclu

when the equipment would have otherwise 

for equipment that was not in operational 

(d) Other direct costs. Furnish documentatio

any other direct costs incurred that are not 

bonds, mobilization, demobilization, permits
58

(f) ppg 

(2) Overhead. Identify overhead rate(s) and p

which justifies the rate(s). List the types of cost

overhead. Identify the cost pool(s) to which over

the overhead to the appropriate pool. 

Limit Contractor overhead applied to subcontract

of such payments unless a higher percentage is j

(3) Profit. Except when precluded by the FAR

profit reflecting the efficiency and economy of t

contractors in performing the work, the contra

difficulty, and management effectiveness and di

For work priced after all or most of the work is p

ited by statute to 10 percent of the total cost. D

post-work pricing, a lower profit percentage may 

109.07 Eliminated Work. FAR Clause 52.243-4 ) Ch

as follows.

Work may be eliminated from the contract without in

The Contractor is entitled to compensation for all dire

the date of elimination of work plus profit and overhea

costs. Anticipated profit and overhead expense on th

not be compensated. No adjustments will be made in 

individual items are eliminated.

109.08 Progress Payments. FAR Clauses 52.23

Fixed-Price Construction Contracts and 52.232-27 

Construction Contracts are supplemented as follows.

Only invoice payments will be made under this contr

include progress payments made monthly as work is 

final payment made upon final acceptance. Only one 

be made each month. No progress payment will be ma

work accomplished results in a net payment of less th
59

pj

unit prices appearing on the Government's receiving 

report will be submitted to the billing office unless the 

writing that the submission be delayed for the Contrac

sideration of an adjustment.

Submit the invoice to the designated billing office. Th

the following:

(a) A tabulation of total quantities and unit prices o

completed on each pay item as of the monthly closin

any work involving material for which test reports r

153 or 154 or certifications required by Subsection 

past due as of the closing date.

(b) The certification required by FAR Clause 52.232

the notice required by FAR Clause 52.232-5(d). Pro

ture on the certification. Facsimiles are not accepta

(c) If applicable, a copy of the notices that are re

52.232-27(e)(5) and (g).

(d) The amount included for work performed by ea

the contract.

(e) The total amount of each subcontract under the 

(f) The amounts previously paid to each subcontrac

(g) Adjustments to the proposed total payment whic

and quality of individual items of work. Adjustmen

be made by the Government after validation of the 

(1) Retent resulting from a failure to maintain ac

(2) Retent resulting from violations of the labor 
60

ocoecve wopusuo Cuse .

(5) Liquidated damages for failure to complete w

If any of the quantities or unit prices shown on the Con

the corresponding quantities and unit prices shown 

report, the invoice will be deemed defective and the 

according to FAR Clause 52.232-27(a)(2). Defectiv

corrected by the Government and will be returned to 

and resubmit returned invoices.

Progress payments may include partial payment for ma

in th e work, provided the material meets the requirem

is delivered on or in the vicinity of the project site 

storage places.

Partial payment for material does not constitute accep

for use in completing items of work. Partial paymen

living or perishable material until incorporated into th

Partial payments for material will not exceed the less

` 80 percent of the contract bid price for the item, o

` 100 percent of amount supported by copies of inv

The quantity paid will not exceed the corresponding q

contract.

109.09 Final Payment. FAR Clause 52.232-5 ) Paym

Construction Contracts is supplemented as follows.

Upon final acceptance and verification of final pay re

will send, by certified mail, a final voucher (SF 1034) 

document. Execute both the voucher and the release o

documents to the Government for payment. The date o

ernment of the final voucher for payment constitutes 

ment of the contract.
61

within 90 days after receipt shall constitute and be d

documents and the release of all claims against the 

virtue of the contract. In this event, the day after 90 d

tutes the date of final settlement of the contract.

63

 

DIVISION 150

Project Requirements
64

incidentals to the project and performing all work nece

work at the project site. Mobilization includes the obta

ance, and bonds.

Measurement

151.02 Measure mobilization by the lump sum.

Payment

151.03 The accepted quantity, measured as provided a

contract price per unit of measurement for the pay it

shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

The mobilization lump sum will be paid as follows:

(a) Bond premiums will be reimbursed accor

52.232-5, Payment Under Fixed-Price Construction 

of the evidence of payment.

(b) 50 percent of the lump sum, not to exceed 5 perc

tract amount, will be paid following completion of 5 

contract amount not including mobilization and bon

(c) Payment of the remaining portion of the lump su

the original contract amount, will be paid follow

percent of the original contract amount not including 

premiums.

(d) Any portion of the lump sum in excess of 10 perc

tract amount will be paid after final acceptance.
65

15101 Mobilization 
66

equipment and material to survey, stake, calculate, a

control of work. This Section supplements FAR Clau

Work.

Personnel, equipment, and material shall conform to 

(a) Personnel. Furnish technically qualified surve

forming in a timely and accurate manner. An acce

shall be on the project whenever surveying/staking 

(b) Equipment. Furnish survey instruments and 

capable of achieving the specified tolerances.

(c) Material. Furnish acceptable tools, supplies, an

quality normally used in highway survey work and s

use. Furnish stakes and hubs of sufficient length to p

ground with sufficient surface area above ground 

markings. 

Construction Requiremen

152.02 General. The Government will set initial refer

zontal and vertical control points, and will furnish the d

ing control for completion of each element of the work

zontal and vertical alignment, theoretical slope stake 

design data will be furnished.

Before beginning construction, notify the CO of any m

lines, control points, or stakes. The Government will 

ence lines, control points, and stakes missing before the 

tion.

Perform additional calculations for convenient use of 

data. Provide immediate notification of apparent erro

or in the furnished data.

Preserve all initial reference and control points. After b

replace all destroyed or disturbed initial reference or c

to the work.
67

(b) Stake marking

(c) Grade control for courses of material

(d) Referencing

(e) Structure control

(f) Any other procedures and controls necessary for 

Survey and establish controls within the tolerances sh

Prepare field notes in an approved format. Furnish a

weekly. Furnish calculations supporting pay quantiti

supporting documentation become the property of the 

pletion of the work.

Start work only after staking for the affected work is 

The construction survey and staking work may be spo

and unacceptable portions of work may be rejected. R

and correct work that is not within the tolerances sp

Acceptance of the construction staking does not rel

responsibility for correcting errors discovered during t

all additional costs associated with the error. 

Remove and dispose of all flagging, lath, stakes, and 

after the project is complete.

152.03 Survey and Staking Requirements.

(a) Control points. Relocate initial horizontal and 

in conflict with construction to areas that will not be 

tion operations. Furnish the coordinates and eleva

points before the initial points are disturbed.

(b) Roadway cross-sections. Take cross-sections n

centerline spacing between cross-section locations s

Take additional cross-sections at breaks in topograp

typical section. For each cross-section, measure and 

in topography, but at least every 20 feet. Measure 

least the anticipated slopes and reference locations. R

distances to horizontal distances from centerline.
68

its. Include all reference point and slope stake infor

stakes. When initial references are provided, slope 

these points with verification of the slope stake locat

ments. Recatch slope stakes on any section that doe

report within the tolerances established in Table 152-

section data between centerline and the new slope st

tional references even when initial references are p

(d) Clearing and grubbing limits. Set clearing and 

sides of centerline at roadway cross-section locatio

(e) Centerline reestablishment. Reestablish cent

control points. Spacing between centerline points s

Reestablish centerline as many times as necessary t

(f) Grade finishing stakes. Set grade finishing stak

and horizontal alignment, on centerline and on eac

cross-section locations. Set stakes at the top of subg

aggregate course.

Where turnouts are constructed, set stakes on cent

shoulder, and on the shoulder of the turnout. In pa

the center and along the edges of the parking area. 

to be paved. 

The maximum spacing between stakes in any dir

brushes or guard stakes at each stake. Reset grade f

times as necessary to construct the subgrade and ea
69

(1) Survey and record the ground profile along c

(2) Determine the slope catch points at the inlet 

(3) Set reference points and record information n

 structure length and end treatments.

(4) Stake ditches or grade to make the structure 

(5) Plot the profile along centerline of the structu

 ground, the flow line, the roadway section, a

(6) Submit the plotted field-design cross-section 

 structure length and alignment. 

(h) Bridges. Set adequate horizontal and vertical 

points for all bridge substructure and superstructure 

and reference the bridge chord or the bridge tange

reference the centerline of each pier, bent, and abut

(i) Retaining walls. Survey and record profile meas

of the proposed wall and 5 feet in front of the wall fa

the length of the wall and at all major breaks in terr

within the limits designated by the CO. For each cro

record points every 25 feet and at all major breaks i

references and horizontal and vertical control point

(j) Borrow sites. Perform the work essential for init

ment of the borrow site. Establish a referenced b

clearing limits. Survey and record initial and final 

(k) Permanent monuments and markers. Perform 

necessary to establish permanent monuments and m

monuments according to Section 621.

(l) Miscellaneous survey and staking. Perform all 

recording of data essential for establishing the layou

ment of the following, as applicable:

(1) Topsoil stripping

(2) Waste

(3) Approach roads

(4) Special ditches

(5) Turf establishment
70

Perform additional surveying and staking necessar

work items.

Remeasure roadway excavation quantities if it has b

portion of the work is acceptable but has not been 

grades, and dimensions shown on the plans or estab

Table 152-1

Construction Survey and Staking To

Staking Phase Horizo

Control points 1:100

Centerline points(1) ) (PC), (PT), (POT),

and (POC) including references

1:50

Other centerline points ±0.2 

Cross-section points and slope stakes(2) ±0.2 

Slope stake references(2) ±0.2 

Culverts, ditches, and minor drainage

structures

±0.2 

Retaining walls ±0.1 

Bridge substructures 1:50

NTE(3) ±

Bridge superstructures 1:50

NTE(3) ±

Clearing and grubbing limits ±1 

Roadway subgrade finish stakes ±0.2 

Roadway finish grade stakes ±0.2 

(1) Centerline points: PC - point of curve, PT - point of tan

gent, POC - point on curve.

(2) Take the cross-sections normal to the centerline ±1 degr

(3) Not to exceed.
71

152.05 Measure construction survey and staking, bri

and retaining wall survey and staking by the lump sum

Measure slope, reference, and clearing and grubbi

Measure centerline reestablishment by the mile. Mea

lishment only one time.

Measure drainage structure survey and staking by the 

Measure grade finishing stakes by the mile. Measure 

rade and one time for each aggregate course.

Measure permanent monuments and markers by the e

Measure miscellaneous survey and staking by the hour 

or by the lump sum. For miscellaneous survey and st

the minimum survey crew size is 2 persons. Do not 

making preparations, traveling to and from the project s

tions, plotting cross-sections and other data, process

other efforts necessary to successfully accomplish c

staking.

Do not measure intermediate surveying and staking fo
72

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

The construction survey and staking lump sum item w

(a) 25 percent of the lump sum, not to exceed 0.5 per

tract amount, will be paid following completion of 1

contract amount not including mobilization and p

material.

(b) Payment of the remaining portion of the lump sum 

on the total work completed.

The bridge survey and staking and the retaining wall s

sum items will be paid on a prorated basis as the appli

Payment will be made under:

Pay Item 

15201 Construction survey and staking 

15202 Slope, reference, and clearing and grubbing s

15203 Centerline reestablishment 

15204 Drainage structure survey and staking 

15205 Bridge survey and staking 

15206 Retaining wall survey and staking 

15207 Grade finishing stakes 

15208 Permanent monuments and markers 

15209 Miscellaneous survey and staking 

15210 Miscellaneous survey and staking 
73

and exercising management control to ensure that wo

tract requirements. This Section supplements FAR Cla

tion of Construction.

Construction Requiremen

153.02 Contractor Quality Control Plan. Before 

submit a written quality control plan for acceptance

submission of a quality control plan for items of work 

uled to begin may be deferred.

Submit the following with the quality control plan:

(a) Process control testing. List the material to be 

ducted, the location of sampling, and the frequency 

(b) Inspection/control procedures. Address each o

in each phase of construction:

(1) Preparatory phase.

(a) Review all contract requirements.

(b) Ensure compliance of component mate

quirements.

(c) Coordinate all submittals including certifi

(d) Ensure capability of equipment and person

contract requirements.

(e) Ensure preliminary testing is accomplishe

(f) Coordinate surveying and staking of the w

(2) Start-up phase.

(a) Review the contract requirements with p

form the work.

(b) Inspect start-up of work.

(c) Establish standards of workmanship.
74

(3) Production phase.

(a) Conduct intermittent or continuous inspect

to identify and correct deficiencies.

(b) Inspect completed phases before sc

acceptance.

(c) Provide feedback and system changes 

deficiencies.

(c) Description of records. List the records to be m

(d) Personnel qualifications.

 

(1) Document the name, authority, relevant experi

of person with overall responsibility for the insp

(2) Document the names, authority, and relevant e

nel directly responsible for inspection and testin

(e) Subcontractors. Include the work of all sub

contractor is to perform work under this Section, deta

tor will interface with the Contractor's and/or other su

tions.

Modifications or additions may be required to any pa

adequately covered. Acceptance of the quality contro

the inclusion of the required information. Acceptan

warranty by the Government that the plan will resul

compliance. It remains the responsibility of the Con

such compliance.

Do not begin the work until the quality control plan 

accepted.

Supplement the plan as work progresses and when

quality control personnel changes are made.
75

153.04 Records. Maintain complete testing and inspe

them accessible to the CO.

For each day of work, prepare an "Inspector's Daily R

Operations" (Form FHWA 1413) or an approved alte

following certification signed by the person with overa

inspection system:

"It is hereby certified that the information contained 

rate, and that all work documented herein complies w

of the contract. Any exceptions to this certification 

part of this record."

Submit the record and certification within one workin

performed. If the record is incomplete, in error, or o

copy of the record will be returned with corrections 

errors or omissions occur, correct the procedures by 

produced.

Maintain linear control charts that identify the projec

number, test number, each test parameter, the upper an

limit applicable to each test parameter, and the test r

charts as part of the quality control system to docume

process, to identify production and equipment problem

tial pay factor adjustments.

Post control charts in an accessible location and keep t

production and/or make corrections to the process w

evident. 
76

If the Government's testing and inspection indicate that 

control system is ineffective, make immediate improv

correct these inadequacies. Furnish notification in w

and modifications to the system.

Measurement

153.06 Do not measure Contractor quality control fo
77

154.01 This work consists of obtaining samples for t

contract pay item for Contractor testing, it also consis

ing required test results. It does not include Contracto

required under Section 153. However, include the w

Section in the Section 153 quality control plan.

Construction Requiremen

154.02 Sampling. Sample material to be tested. The 

times will be provided by the CO using a random numb

sample any material that appears defective or inconsiste

being produced, unless such material is voluntarily re

corrected.

Sample and split samples according to AASHTO or 

dures. Allow the CO the opportunity to witness all s

perform splits when required. Furnish approved conta

ent's portion of split samples. Label Government sam

possession of the Government samples.

154.03 Testing. When there is a contract pay item 

perform all tests required by the Sampling and Testing 

ble work. Allow the CO the opportunity to witness all 

samples may be required to demonstrate testing comp

154.04 Records. Record test results on acceptable 

results in the minimum time reasonably necessary to 

transmit the results. When tests are on material be

work, report test results within 24 hours. Payment fo

or the work suspended until test results are provided.

154.05 Acceptance. Contractor sampling and testing 

Subsections 106.02 and 106.04 based on Governmen
78

Payment

154.07 The accepted quantity, measured as provided a

contract price per unit of measurement for the pay it

shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

The Contractor testing lump sum will be paid as follo

(a) 25 percent of the lump sum, not to exceed 0.5 per

tract amount, will be paid after all the testing facilitie

sampling and testing personnel are identified, and th

started.

(b) Payment for the remaining portion of the lump 

based on the total work completed.

Payment for all or part of this item may be retained, if G

testing invalidates the Contractor testing.

Payment will be made under:

Pay Item 

15401 Contractor testing 
79

activities. This Section supplements FAR Clause 52

Construction Contracts.

Construction Requiremen

155.02 General. Submit 3 copies of a preliminary c

least 7 days before the preconstruction conference. 

A preliminary construction schedule is a written na

breakdown of all contract activities for the first 45 d

proceed is issued. Within 7 days after the preconstr

preliminary construction schedule will be accepted o

submit a revised schedule within 3 days. Do not beg

zation, traffic control, and Section 637 work, without a

construction schedule.

Use either the Bar Chart Method (BCM) or the Critic

described below to develop the construction schedul

work. Preface each construction schedule as follows

(a) Project name

(b) Contract number

(c) Contractor 

(d) Original contract time allowed or completion da

(e) Type of construction schedule (initial or update

(f) Effective date of the schedule

(g) Percent work complete

(h) Percent time used

Submit 3 copies of the construction schedule within 3

to proceed is issued. Allow 14 days for acceptance 

struction schedule or a revised schedule. If reje

schedule within 7 days.

Do not show conflicts with any scheduled activities an

ments in the contract.
80

(a) Progress bar chart. The following applies to th

all updates:

(1) Use a time scale to graphically show the per

uled for completion during the contract time.

(2) Define and relate activities to the contract pa

(3) Show all activities in the order the work will b

submittals, submittal reviews, fabrication, and d

(4) Show all critical (major) activities that are co

completion of the work.

(5) Show the time needed to perform each activit

time to other activities.

(6) Show the total expected time to complete all 

(7) Provide enough space for each activity to pe

parallel to the original time span plot. Use one s

planned time span, and one for showing actual t

(b) Written narrative. Furnish a written narrativ

played in the progress bar chart.

155.04 Critical Path Method (CPM). The CPM 

consists of a diagram, a tabulated schedule, and a wri

(a) Diagram. Use the "activity-on-arrow" format 

or the "activity-on-node" format for precedence dia

applies to the initial submission and all updates:

(1) Use a time scale to graphically show the per

for completion by any given date during the con
81

(4) Show all activity nodes, activity descriptions

(5) Show all network dummies (for arrow diagra

(6) Identify the critical path.

(b) Tabulated schedule. The following requiremen

schedule:

(1) For arrow diagrams, show activity beginning 

bers. For precedence diagrams, list activities and 

(2) Show activity durations.

(3) Show activity descriptions.

(4) Show early start and finish dates.

(5) Show late start and finish dates.

(6) Show status (critical or not).

(7) Show total float.

(c) Written narrative. Furnish a written narrativ

played in the schedule diagram.

155.05 Written Narrative. The following applies t

(a) Estimate starting and completion dates of each a

(b) Describe work to be done within each activity 

quantity of equipment, labor, and material to be use

(c) Describe the location on the project where each 
82

number of hours per shift.

(f) Estimate any periods during which an activity 

Show the beginning and end dates for reduced prod

(g) Describe expected and critical delivery dates fo

that can affect timely completion of the project.

(h) Describe critical completion dates for mainta

schedule.

(i) Identify the vendor, supplier, or subcontractor t

State all assumptions made in the scheduling of the 

plier's work.

155.06 Schedule Updates. Review the construction s

dates of completed activities, remaining duration of 

and any proposed logic and/or time estimate revisions. 

of the current construction schedule and all logic cha

Submit 3 copies of an updated construction schedule 

every 8 weeks or when:

(a) A delay occurs in the completion of a critical (m

(b) A delay occurs which causes a change in the 

schedules or a change in a critical activity for BCM 

(c) The actual prosecution of the work is different fr

the current construction schedule.

(d) There is an addition, deletion, or revision of act

tract modification.

(e) There is a change in the schedule logic.
83

155.08 Measure construction schedules by the lump 

Payment

155.09 The accepted quantity, measured as provided a

contract price per unit of measurement for the pay it

shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

The construction schedule lump sum will be paid as f

(a) 25 percent of the lump sum, not to exceed 0.5 

contract amount, will be paid after the preliminary c

accepted.

(b) 50 percent of the lump sum will be paid after th

is accepted.

(c) Payment of the remaining portion of the lump sum 

on the total work completed.

Payment will be made under:

Pay Item 

15501 Construction schedule 
84

cent to and within the project. This section sup

52.236-13, Accident Prevention.

Material

156.02 Conform to the following Section:

Temporary traffic control 

Construction Requiremen

156.03 Accommodating Traffic During Work. 

according to the contract traffic control plan, MUTCD

Section. The Contractor may submit an alternate t

 Submit alternate traffic control proposals according to 

acceptance at least 30 days before intended use.

Perform work in a manner that assures the safety and c

lic and protects the residents and property adjacent to 

date public traffic on roads adjacent to and within the 

is accepted according to Subsection 106.07(b). 

156.04 Maintaining Roadways During Work. Pe

nance as follows:

(a) Construct and remove detour roads and bridges a

control plan.

(b) Maintain intersections with trails, roads, streets, b

residences, garages, farms, and other features.

(c) Provide access for snow removal by others.

(d) Maintain a reasonably dust-free traveled way.

(e) Remove accumulations of soil and other materia
85

156.05 Maintaining Roadways During Non-Wo

roadways and traffic control for public traffic during a

not in progress. The Government is responsible for s

156.06 Limitations on Construction Operations. 

open to public traffic, restrict operations as follows:

(a) Operate equipment in the direction of traffic, w

(b) Install permanent traffic barriers within 30 days 

face course.

(c) For shoulder drop-offs in excess of 2 inches, pr

warning signs. For shoulder drop-offs in excess of 

fillet with "Low Shoulder" warning signs. Compl

shoulders adjacent to traffic lanes to the same eleva

(d) Provide minimum lane widths of 10 feet. Use 

other acceptable devices to delineate traffic lanes t

edge of pavement or intended path has been oblit

operations.

(e) Locate staging areas at least 30 feet from the t

acceptable traffic barriers. Obtain approval of the 

staging areas. Store unused traffic control devices 

(f) Park equipment at least 30 feet from the traveled 

able traffic barriers.

(g) Provide parking areas for employees' persona

areas.
86

(i) Where switching traffic to a completed lane, prov

and equipment to set or relocate traffic control devi

(j) Limit construction caused delays to public traff

minutes per passage through the project. 

156.07 Nighttime Operations. Perform constructio

hours of daylight (1⁄2 hour after sunrise to 1⁄2 hour befo

Where night operations are permitted, submit a night 

proval. Include the light types, locations, and the man

will be moved. Submit the proposed system at least 1

an independent source other than vehicle headlights. D

lights. Furnish and install the approved system to illu

area. Position the lights so they do not shine directl

from any direction. If the operation is moving, mov

operation. Provide lighting at each flagger location. 

an exterior flashing yellow dome light.

156.08 Traffic and Safety Supervisor. Provide a t

visor who is certified by a state highway agency or oth

tion program. Do not designate the superintendent as 

visor. Furnish the traffic safety supervisor's name, ad

phone number(s) at the preconstruction conference. 

contract, including periods of suspensions and work st

the following:

(a) Implement the traffic control plans.

(b) Coordinate traffic control operations, including 

and suppliers.

(c) Ensure the condition, position, and applicability o

in use.

(d) Immediately correct traffic control deficiencies

(e) Coordinate traffic control maintenance operatio

(f) Ensure unused traffic control devices are proper
87

clude the number and types of devices in use. Repor

ication, all changes or corrective actions taken to en

public traffic through the project.

156.09 Acceptance. Public traffic work will be 

Subsection 106.02.

Traffic control devices and services will be evaluated 

Measurement and Payme

156.10 See Subsection 109.05.

Measure traffic control under Section 635.

Measure dust abatement under Section 158 or 306.

Measure detour construction, when required by th

applicable pay items.
88

nent and temporary erosion and sediment control mea

Material

157.02 Conform to the following Subsections:

Backfill material 

Bales 

Erosion control culvert pipe 

Fertilizer 

Geotextile 

Matting 

Mulch 

Plastic lining 

Riprap 

Sandbags 

Seed 

Silt fence 

Water 

Construction Requiremen

157.03 General. Provide permanent and temporary er

to minimize erosion and sedimentation during and after 

to the contract erosion control plan, contract permits

Section. Contract permits amend the requirements o

modify the type, size, or location of any control or pra

The contract erosion control plan reflects special con

protect resources. An alternate erosion control propo

permits, may be submitted for approval according to S

mit alternate erosion control proposals at least 30 day

use.
89

construct all erosion controls around the perimeter o

filter barriers, diversion, and settling structures.

Limit the combined grubbing and grading operations 

feet of exposed soil at one time.

Construct erosion control and sediment control measu

(a) Construct temporary erosion controls in increme

tion proceeds. 

(b) Construct temporary slope drains, diversion cha

to protect disturbed areas and slopes. 

(c) Unless a specific seeding season is identified in 

manent turf establishment to the finished slopes and 

according to Sections 624 and 625.

(d) Apply temporary turf establishment or other 

disturbed areas that will remain exposed for over 3

(e) Construct outlet protection as soon as culverts 

complete.

(f) Construct permanent erosion controls including 

slope treatments as soon as practical or upon compl

(g) Construct and maintain erosion controls on and a

prevent soil loss.

(h) Following each day's grading operations, shape 

and control erosion from storm runoff. 
90

157.06 Sediment Retention Structures. Construct s

tures of the following types:

(a) Temporary sediment traps. Construct tempo

detain runoff from disturbed areas and settle out se

protection.

(b) Sediment basins. Construct sediment basins to 

out sediment for large drainage areas. Construct sed

to Section 204. Construct riser pipes according to 

outlet protection.

157.07 Outlet Protection. Construct riprap aprons o

velocity and prevent scour at the outlet of permanent 

control measures. Construct riprap according to Sect

157.08 Water Crossings. Construct temporary cu

crossings where construction vehicles cross a live wa

157.09 Diversions. Construct temporary channels, te

berms, or sandbags to divert water around disturbed 

temporary channels, temporary culverts, pumps, sand

to divert the flow of live streams for permanent culvert 

work. Stabilize channels according to Subsection 

protection.

157.10 Waterway and Slope Protection and Stab

lining, riprap, check dams, erosion control blankets 

rary slope drains as follows:

(a) Plastic lining. Use plastic lining to protect under

Place the plastic lining loosely on a smooth soil sur

or depressions that may cause the liner to puncture 

joints a minimum of 36 inches in the direction of flo

dinal joints. Anchor the lining in place using riprap
91

(d) Blankets and mats. Use erosion control mulch 

trol mats, turf reinforcement mats, erosion control 

fiberglass roving, and synthetic or organic mulch co

waterways and slopes before or after temporary 

Install according to Section 629.

(e) Temporary slope drains. Use drainpipe, riprap

way for temporary slope drains to channel runoff 

water into the slope drain with an earth berm constr

or fill. Anchor slope drains to the slope. Provide o

157.11 Temporary Turf Establishment. Apply see

for soil erosion protection at the rates shown in Table 

for seeded areas, including watering, until permanent 

place.

Table 157-1

Application Rates For Temporary Turf E

Material App

Seed 

Fertilizer 

Mulch, 1.5±0.5 in depth 
92

Within 24 hours, furnish inspection reports to the CO 

following:

(a) Summary of the inspection

(b) Names of personnel making the inspection

(c) Date and time of inspection

(d) Observations made

(e) Corrective action necessary, action taken, and d

157.13 Maintenance and Cleanup. Maintain tem

measures in working condition until the project is com

are no longer needed. Clean erosion control measures 

ment. Use the sediment in the work, if acceptable, or 

to Subsection 204.14.

Replace erosion control measures that cannot be maint

damaged by construction operations. 

Remove and dispose of temporary erosion control me

satisfactorily established and drainage ditches and 

stabilized. Remove and dispose of erosion control 

Subsection 203.05.

Restore the ground to its natural or intended condition 

erosion control measures.

157.14 Acceptance. Material for soil erosion control 

ated under Subsections 106.02 and 106.03.

Construction, maintenance, and removal of soil erosio

be evaluated under Subsections 106.02 and 106.04.

Geotextile will be evaluated under Section 207.
93

Measure silt fence, brush barriers, slope drains, earth 

culvert pipe by the linear foot.

Measure bales, check dams, sandbags, sediment traps

blies by the each.

Measure plastic lining by the square yard excluding o

Measure temporary turf establishment by the acre on t

the pound. When measurement is by the pound, we

Measure excavation for diversion channels and s

Section 204.

Measure riprap under Section 251.

Measure permanent paved waterways under Section 6

Measure permanent slope paving under Section 616.

Measure topsoil under Section 624.

Measure permanent turf establishment under Section 

Measure matting under Section 629.

Payment

157.16 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.
94

(b) 25 percent of the unit bid price for each item 

completion of 50 percent of the contract amount.

(c) Payment of the remaining portion of the unit bid 

be paid when the temporary erosion control measure

project.

Payment will be made under:

Pay Item 

15701 Temporary turf establishment 

15702 Temporary turf establishment 

15703 Silt fence 

15704 Brush barriers 

15705 Slope drains 

15706 Earth berms 

15707 Temporary culvert pipe 

15708 Bales (description) 

15709 Check dams 

15710 Sandbags 

15711 Sediment traps 

15712 Riser pipe assembly 

15713 Plastic lining 
95

dust caused by the work and public travel.

Material

158.02 Conform to the following Subsection:

Water 

Construction Requiremen

158.03 General. Provide an adequate water supply a

at all hours (including nights, weekends, and periods of 

to control dust. Uniformly apply water using pressure

lines equipped with spray systems, or hoses with noz

(a) Project dust control for public benefit. Contr

struction limits at all hours when the project is open 

the project is not open to public traffic, control dus

which neighbor inhabited residences or places of bu

approved, active detours established for the project. 

tions, rates, and frequencies ordered by the CO.

(b) Other dust control. Control dust on active 

staging areas, and on the project during all peri

above.

158.04 Acceptance. Furnishing and placing water w

Subsection 106.02.

Measurement

158.05 When applied according to Subsection 158.0

for dust control by the cubic yard in the hauling vehi

not measure water applied according to Subs

payment.
96

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

15801 Watering for dust control 
97

 

DIVISION 200

Earthwork
98

designated on the plans.

Material

201.02 Conform to the following Subsections:

Backfill material 

Tree wound dressing 

Construction Requiremen

201.03 General. Construct erosion control measu

tion 157. Perform work within designated limits. Do 

designated to remain. If vegetation designated to rem

stroyed, repair or replace the vegetation in an acceptabl

ble, preserve all vegetation adjacent to bodies of wate

surfaces of trees and shrubs with tree wound dressing

201.04 Clearing. Within the clearing limits, clear tre

ber, and other vegetation as follows:

(a) Cut all trees so they fall within the clearing limi

(b) In areas of cut slope rounding, cut stumps flush 

groundline.

(c) In areas outside the excavation, embankment, an

cut stumps to within 6 inches of the ground.

(d) Trim tree branches that extend over the road su

attain a clear height of 20 feet. If required, remove o

a balanced appearance. Trim according to accepted 

Treat wounds with tree wound dressing.
99

(b) Grub all embankment areas, except that undistu

less than 6 inches above the original ground and co

of 4 feet of embankment may be left in place.

(c) Grub pits, channel changes, and ditches only to 

the excavation.

(d) Backfill stump holes and other grubbing holes w

the level of the surrounding ground according to Su

pact backfill according to Subsection 209.11.

201.06 Disposal. Merchantable timber is the Contrac

of clearing and grubbing debris according to Subsect

201.07 Acceptance. Clearing and grubbing wil

Subsection 106.02.

Material for tree wound dressing will be evaluated un

Backfilling and compacting of stumps and grubbing 

under Section 209.

Measurement

201.08 Measure clearing and grubbing by the acre o

not make deductions from the area computation unl

identified in the contract.

Do not measure clearing and grubbing of borrow o

payment.
100

shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

20101 Clearing and grubbing 

20102 Clearing and grubbing 
101

202.01 This work consists of clearing and grubbing ou

specified in Section 201. It includes scalloping clearin

thinning vegetation, special clearing and grubbing, a

vidual trees and stumps.

202.02 Definitions.

(a) Selective clearing. Clearing where some trees 

is designated to remain.

(b) Selective clearing and grubbing. Clearing an

trees and/or vegetation are designated to remain.

(c) Special clearing and grubbing. Clearing and g

and/or vegetation are removed.

(d) Removal of individual trees or stumps. Remo

stumps outside the clearing limits designated in Sect

designated in (a) through (c) above.

Construction Requiremen

202.03 General. Clear and grub according to Section 

herein. Do not push, pull, or fall trees into trees des

move designated debris by methods that prevent dam

designated to be removed. Dispose of clearing and gru

to Subsection 203.05.

202.04 Selective Clearing. Clear and dispose of 

downed timber, and other vegetation designated to be 

202.05 Selective Clearing and Grubbing. Clear, g

trees, snags, brush, downed timber, stumps, roots, b

grass, and other vegetation designated to be removed
102

202.07 Removal of Individual Trees or Stumps. R

all designated trees or stumps.

202.08 Acceptance. Additional clearing and grubbing 

under Subsection 106.02 and Section 201.

Measurement

202.09 Measure selective clearing, selective clearing 

cial clearing and grubbing by the acre. 

Measure removal of individual trees by the square foo

diameter at the cutoff. Do not measure trees less than 

the cutoff for payment.

Measure removal of individual stumps by the each.

Payment

202.10 The accepted quantity, measured as provided a

contract price per unit of measurement for the pay item

shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

20201 Selective clearing 

20202 Selective clearing and grubbing 

20203 Special clearing and grubbing 

20204 Removal of individual trees 

20205 Removal of individual stumps 
103

203.01 This work consists of salvaging, removing, and 

fences, structures, pavements, culverts, utilities, curb

obstructions.

Material

203.02 Conform to the following Section and Subsec

Backfill material 

Concrete 

Construction Requiremen

203.03 Salvaging Material. Salvage, with reasonabl

ignated to be salvaged. Salvage in readily transport

Replace or repair all members, pins, nuts, plates, and 

aged, lost, or destroyed during the salvage operation. 

adjacent members or pack them in sturdy boxes wi

marked. 

Matchmark members of salvaged structures. Furnis

identifying the members and their respective matchm

Stockpile salvaged material at a designated area on th

203.04 Removing Material. Saw cut sidewalks, 

structures when partial removal is required.

Construct structurally adequate debris shields to co

construction limits. Do not permit debris to enter water

to public traffic, or areas designated not to be disturb

Raze and remove all buildings, foundations, pavem

fences, structures, and other obstructions interfering 

designated to remain. 
104

concrete. 

Remove structures and obstructions in the roadbed to 

elevation. Remove structures and obstructions outsid

below finished ground or to the natural stream bottom

Abandon existing manholes, inlets, catch basins, and 

to Subsection 604.07. 

Except in excavation areas, backfill and compact ca

removal with backfill material to the level of the fin

excavated areas according to Subsection 209.10. Com

to Subsection 209.11. 

203.05 Disposing of Material. Where economically 

the Contractor is urged to recycle material. Dispose o

and excess material as follows:

(a) Remove from project. Recycle or dispose of 

project. Furnish a statement documenting the nature 

processed or sold for recycling. Otherwise, furnis

disposal agreement before disposal begins. 

(b) Burn. Obtain necessary burning permits. Furni

permits before burning begins.

Burn using high intensity burning processes that p

Examples include incinerators, high stacking, or pit 

forced air supplements. Provide a competent watch

ing operations.

When burning is complete, extinguish the fire so n

mains. Dispose of unburned material according to 

(c) Bury. Bury debris in trenches or pits in approve

of-way. Do not bury debris inside the roadway prism 

age ditches, or in any areas subject to free-flowing 
105

compacted earth. Grade and shape the area.

(d) Hazardous material. Furnish a copy of all dis

of material according to Federal, state, and local reg

203.06 Acceptance. Removal of structures and obstru

under Subsection 106.02.

Backfilling and compacting cavities left by structures 

Section 209.

Concrete will be evaluated under Section 601.

Measurement

203.07 Measure removal of structures and obstructi

linear foot, by the square yard, or by the lump sum. M

linear foot and by the square yard before removal.

Payment

203.08 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

20301 Removal (description) 

20302 Removal (description) 

20303 Removal (description) 

20304 Removal (description) 

20305 Removal of structures and obstructions 
106

ments. This includes furnishing, hauling, stockpili

sloping, shaping, compacting, and finishing earthen a

204.02 Definitions.

(a) Excavation. Excavation consists of the follow

(1) Roadway excavation. All material excavate

of-way or easement areas, except subexcavation c

structure excavation covered in Sections 208 

excavation includes all material encountered reg

characteristics.

 

(2) Subexcavation. Material excavated from be

in cut sections or from below the original grou

sections. Subexcavation does not include the wo

tions 204.05, 204.06(b), and 204.06(c).

(3) Borrow excavation. Material used for emban

is obtained from outside the roadway prism. Borr

unclassified borrow, select borrow, and select to

(b) Embankment construction. Embankment con

placement and compaction of roadway or borrow e

includes:

(1) Preparing foundation for embankment

(2) Constructing roadway embankments

(3) Benching for side-hill embankments

(4) Constructing dikes, ramps, mounds, and berm

(5) Backfilling subexcavated areas, holes, pits, a

(c) Embankment material. Material for embankm

(1) Rock. Rock is material containing 25 perce

rock particles greater than 4 inches in diameter. 
107

excavation and embankment foundation areas that i

grass, cover crops, or native vegetation. A materia

hard soil, rock, clay, toxic substances, litter, or othe

(e) Waste. Excess and unsuitable roadway excava

that cannot be used.

Material

204.03 Conform to the following Subsections:

Backfill material 

Select borrow 

Select topping 

Topping 

Unclassified borrow 

Water 

Construction Requiremen

204.04 Preparation for Roadway Excavation a

Construction. Clear the area of vegetation and obstru

tions 201 and 203.

204.05 Conserved Topsoil. Conserve topsoil from r

embankment foundation areas. Stockpile conserved t

immediately beyond the rounding limits of cut and em

other approved locations. Separate topsoil from othe

Place conserved topsoil on completed slopes accordin
108

Excavate material suitable for backfill, roadbed fini

purposes in a sequence that permits the placement of 

into its final position or in stockpiles for subsequen

Incorporate only suitable material into embankments

of suitable material caused by premature disposal o

Dispose of unsuitable or excess excavation material a

204.14.

At the end of each day's operations, shape to drain 

area to a uniform cross-section. Eliminate all ruts a

hold water.

(b) Rock cuts. Blast rock according to Section 205

6 inches below subgrade within the roadbed limits

with topping or with other suitable material. Compac

to Subsection 204.11.

(c) Earth cuts. Scarify earth cuts to 6 inches belo

roadbed limits. Compact the scarified material ac

204.11.

204.07 Subexcavation. Excavate material to the limit

Where applicable, survey cross-sections according to 

unsuitable material from becoming mixed with the back

able material according to Subsection 204.14. Backfill 

topping, or other suitable material. Compact the mater

tion 204.11.

204.08 Borrow Excavation. Use all suitable roadway 

ment construction. Do not use borrow excavation w

roadway excavation. Excess borrow excavation wil

appropriate borrow excavation quantity.
109

204.09 Preparing Foundation for Embankment C

foundation for embankment construction as follows:

(a) Embankment less than 4 feet high over natur

break up the cleared ground surface to a minimum 

plowing or scarifying. Compact the ground surface a

204.11.

(b) Embankment less than 2 feet high over an exis

or gravel road surface. Scarify gravel roads to 

inches. Scarify or pulverize asphalt and concrete roa

pavement. Reduce all particles to a maximum size o

a uniform material. Compact the surface according 

(c) Embankment across ground not capable of su

Dump successive loads of embankment material in 

layer to construct the lower portion of the embank

thickness to the minimum depth necessary to suppo

(d) Embankment on an existing slope steepe

horizontal to 1 unit vertical). Cut horizontal bench

to a sufficient width to accommodate placement and 

and equipment. Bench the slope as the embankm

pacted in layers. Begin each bench at the intersectio

and the vertical cut of the previous bench.

204.10 Embankment Construction. Incorporate 

excavation material into the embankment. When the 

way excavation is exhausted, furnish unclassified b

embankment. Construct embankments as follows:

(a) General. At the end of each day's operations, s

pact the embankment surface to a uniform cross-sec

and low spots that could hold water.
110

with a dozer. For slopes 1.75:1 or steeper, compact 

tion of the embankment progresses.

(b) Rock. Place rock in horizontal layers not e

compacted thickness. Material composed predomina

fragments too large for 12-inch layers may be plac

inches thick. Incorporate oversize boulders or rock f

layer by reducing them in size or placing them indiv

below. Place rock layers with sufficient earth and 

voids. Compact each layer according to Subsection 

the next layer.

Construct the top 12 inches of the embankment wit

able material.

(c) Individual rock fragments and boulders. Pla

ments and boulders greater than 24 inches in di

(1) Reduce rock to less than 48 inches in the larg

(2) Distribute rock within the embankment to pre

voids between them with finer material.

(3) Compact each layer according to Subsection 

(d) Earth. Place earth in horizontal layers not e

compacted thickness. Incorporate oversize boulder

the 12-inch layers by reducing them in size or placi

required in (c) above.

Compact each layer according to Subsection 204.11 

layer.
111

(f) Other Embankments. Where placing embankm

ments, wing walls, piers, or culvert headwalls, com

methods that prevent excessive pressure against the 

Where placing embankment material on both sides o

structure, conduct operations so compacted embank

same elevation on both sides of the structure.

Where structural pilings are placed in embankment lo

mum particle size to 4 inches.

204.11 Compaction. Compact as follows:

(a) Rock embankment. Adjust the moisture cont

moisture content suitable for compaction. Compac

full width with one of the following:

(1) Four roller passes of a 50-ton compression-ty

(2) Four roller passes of a vibratory roller havin

force of 40,000 pounds impact per vibration and 

of 1000 vibrations per minute

(3) Eight roller passes of a 20-ton compression-t

(4) Eight roller passes of a vibratory roller havin

force of 30,000 pounds impact per vibration and 

of 1000 vibrations per minute.

Proportion the compactive effort for layers de

follows.

` For each additional 6 inches or fraction thereof, 

roller passes in (1) and (2) above by four.

` For each additional 6 inches or fraction thereof, 

roller passes in (3) and (4) above, by eight.
112

M 145. For material classified A-1 or A-2-4, determ

ty according to AASHTO T 180 method D. For ot

tions, determine the optimum moisture content 

according to AASHTO T 99 method C.

Adjust the moisture content of material classified 

moisture content suitable for compaction. Adjust t

material classified A-6 and A-7 to within 2 percent o

content.

Compact material placed in all embankment layers an

in cut sections to at least 95 percent of the maximum 

inplace density and moisture content according to 

AASHTO T 239 or other approved test procedures

204.12 Ditches. Slope, grade, and shape ditches. 

roots, stumps, rock, or similar matter. Maintain all di

tion and free from leaves, sticks, and other debris.

Form furrow ditches by plowing or using other accepta

a continuous furrow. Place all excavated material on t

bottom of the ditch is approximately 18 inches below 

material. Clean the ditch using a hand shovel, dit

method. Shape to provide drainage without overflow

204.13 Sloping, Shaping, and Finishing. Complete s

riprap, and other underground minor structures be

courses. Slope, shape, and finish as follows:

(a) Sloping. Leave all earth slopes with uniform rou

as described in (b) below, with no noticeable break a

Except in solid rock, round tops and bottoms of a

slopes of drainage ditches. Round material overl

extent practical. Scale all rock slopes.
113

(b) Stepped slopes. Where required by the contr

slopes of 0.75:1 to 2:1. Construct the steps approx

Blend the steps into natural ground at the end of th

tains nonrippable rock outcrops, blend steps into t

material found in transitional area. Except for remov

fall, scaling stepped slopes is not required.

(c) Shaping. Shape the subgrade to a smooth su

section required. Shape slopes to gradually transition 

without noticeable breaks. At the ends of cuts and 

and embankments, adjust slopes in the horizontal 

blend into each other or into the natural ground.

(d) Finishing. Remove all material larger than 6 

inches of the roadbed. Remove unsuitable materia

replace it with suitable material. Finish earth roadb

and rock roadbeds to within ±0.1 feet of the staked 

ditch cross-sections to within ±0.1 feet of the staked 

tain proper ditch drainage.

204.14 Disposal of Unsuitable or Excess Material. 

or excess material legally off the project.

When there is a pay item for waste, shape and compa

its final location. Do not mix clearing or other materia

with the waste material.

204.15 Acceptance. Material for embankment and co

evaluated under Subsections 106.02 and 106.04. See 

mum sampling and testing requirements.

Excavation and embankment construction will be evalu

106.02 and 106.04. See Table 204-1 for minimum 

requirements.
114

Measurement

204.16 Measure as follows:

(a) Roadway excavation. When a roadway excava

in the bid schedule and there is no pay item for emb

measure by the cubic yard in place in its original po

(1) Include the following volumes in roadway ex

(a) Roadway prism excavation

(b) Rock material excavated and removed fro

cut sections

(c) Unsuitable material below subgrade and u

beneath embankment areas when a pay ite

is not shown in the bid schedule

(d) Ditches, except furrow ditches measured 

item

(e) Conserved topsoil

(f) Borrow material used in the work when a 

is not shown in the bid schedule

(g) Loose scattered rocks removed and placed 

roadway

(h) Conserved material taken from stockpiles 

204 work except topsoil measured under 

(i) Slide and slipout material not attributable 

method of operation

(2) Do not include the following in roadway exc

(a) Overburden and other spoil material from 

(b) Overbreakage from the backslope in rock 

(c) Water or other liquid material

(d) Material used for purposes other than req

(e) Roadbed material scarified in place and n
115

(j) Slide or slipout material attributable to the 

operation

(k) Conserved material stockpiled at the optio

(l) Material excavated outside the established 

(b) Subexcavation. When a subexcavation pay it

schedule, measure by the cubic yard in place in its o

(c) Unclassified borrow, select borrow, and sel

borrow excavation pay item (unclassified borrow, se

topping) is shown in the bid schedule, measure by th

position or by the ton. Do not measure borrow exc

excess roadway excavation. If borrow excavation is 

yard, take initial cross-sections of the ground surface 

den. Upon completion of excavation and after th

material is returned to the source, retake cross-sectio

overburden.

(d) Embankment construction. When an embank

item is shown in the bid schedule, measure by the c

tion. Do not measure roadway excavation except as 

Do not make deductions from the embankment cons

volume of minor structures.

(1) Include the following volumes in embankme

(a) Roadway embankments

(b) Material used to backfill subexcavated ar

and other depressions

(c) Material used to restore obliterated roadb

contours

(d) Material used for dikes, ramps, mounds, a
116

the foundation on which the embankment is p

(c) Material used to round fill slopes

(3) When embankment construction and roadwa

are shown in the bid schedule, measure roadway 

yard in place in its original position and inclu

(a) Unsuitable material below subgrade in cuts 

beneath embankment areas when a pay item f

shown in the bid schedule.

(b) Slide and slipout material not attributab

method of operations.

(c) Drainage ditches, channel changes, and di

(e) Furrow ditches. Measure furrow ditches by th

(f) Rounding cut slopes. Measure rounding cut s

horizontally along the centerline of the roadway 

roadway.

(g) Waste. Measure waste by the cubic yard in fina

cross-sections of the ground surface after strippin

completion of the waste placement, retake cross-se

overburden.

(h) Slope scaling. Measure slope scaling by the cu

vehicle.

Payment

204.17 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.
117

20401 Roadway excavation 

20402 Subexcavation 

20403 Unclassified borrow 

20404 Unclassified borrow 

20405 Select borrow 

20406 Select borrow 

20407 Select topping 

20408 Select topping 

20409 Embankment construction 

20410 Furrow ditches 

20411 Rounding cut slopes 

20412 Waste 

20413 Slope scaling 
118

Samp

Material or

Product

Property or 

Characteristic

Test Metho

Earth (roadway excavation, backfill material, and unclassifiedborrow)

ClassificationMoisture-DensityIn-place density and moisture content

AASHTO M 14AASHTO T 99 AASHTO T 18

AASHTO T 23or other approv

Select borrowSelect topping

ClassificationMoisture-DensityGradationLiquid limitInplace density and moisture content

AASHTO M 14AASHTO T 99 AASHTO T 18

AASHTO T 27 AASHTO T 89AASHTO T 23or other approv

(1) See Subsection 204.11(b)
119

Tabl

Sam

Material or

Product

Property or 

Characteristic

Test Met

Topping Classification

Moisture-DensityInplace density and moisture content

AASHTO M AASHTO T AASHTO T 

AASHTO T or other appr

(1) See Subsection 204.11(b)
120

cut faces using controlled blasting and production bla

 

Controlled blasting uses explosives to form a shear p

specified backslope. Controlled blasting includes p

blasting.

Production blasting uses explosives to fracture rock.

Material

205.02 Conform to the following Subsection:

Explosives and blasting accessories 

Construction Requiremen

205.03 Regulations. Furnish copies or other proof o

and licenses. Comply with Federal, state, and local 

chase, transportation, storage, and use of explosive m

tions include the following:

(a) Safety and health. OSHA, 29 CFR Part 1926, 

(b) Storage, security, and accountability. Burea

and Firearms (BATF), 27 CFR Part 181.

(c) Shipment. DOT, 49 CFR Parts 171-179, 390-3

205.04 Blasting Plan. Submit a blasting plan at least 

operations begin or whenever a change in drilling and 

proposed. Include full details of drilling and blasting 

niques proposed for controlled and production blastin

for loading wet holes. 

As a minimum, the blasting plan shall contain the fol

(a) Maximum dimensions for width, length, and de
121

(c) Loading pattern diagram showing:

(1) Location of each hole

(2) Location and amount of each type of explos

cluding primer and initiators

(3) Location, type, and depth of stemming

(d) Initiation and delay methods, delay times, and o

(e) Manufacturer's data sheets for all explosives, 

other blasting devices.

(f) Working procedures and safety precautions for st

handling explosives. 

(g) Working procedures and safety precautions for 

The blasting plan is for quality control and record k

review of the blasting plan does not relieve the Contrac

for using existing drilling and blasting technology an

required results. 

205.05 Blaster-In-Charge. At least 10 days before 

osive material, designate in writing a blaster-in-charge

the blaster-in-charge has a valid state blaster's license 

by an equivalent licensing body for the type of bl

205.06 Test Blasting. Drill, blast, and excavate one 

tions as proposed in the blasting plan before full-sca

Test blasts may be made away from or at the final slo

Space blast holes for controlled blasting 30 inches a

blast. Adjust the spacing as approved. Use the appro

full-scale blasting or subsequent test blasts if necessa
122

requirements. 

205.07 Controlled Blasting.

(a) General. Drill and blast according to the blastin

blasting methods to form the final rock cut faces w

more than 10 feet above ditch grade and slopes are 

Use downhole angle or fan drill blast holes for pion

cuts or preparing a working platform for controlled 

hole diameter established for controlled blasting a

exceeding 30 inches.

(b) Drilling. Remove overburden soil and loose ro

excavation for at least 30 feet beyond the productio

to the end of the cut.

Drill 3±1-inch diameter controlled blast holes along 

Drill controlled blast holes within 3 inches of the pro

Drill controlled blast holes at least 30 feet beyond th

detonated or to the end of the cut.

Use drilling equipment with mechanical or electrical-

accurately control the angle the drill enters the rock. 

conduct drilling operations so the blast hole spacin

ment does not vary more than 9 inches from the prop

ment. When more than 5 percent of the holes exce

the lift height and modify the drilling operations u

within the allowable variance. Maximum lift heigh

A 12-inch offset is allowed for a working bench at th

drilling the next lower controlled blasting hole patt

Adjust the drill inclination angle or the initial dril

required ditch cross-section is obtained when the be
123

Use the types of explosives and blasting accessories 

required results. A bottom charge may be larger tha

overbreak results. Do not use bulk ammonium nitra

trolled blasting.

Stem the upper portion of all blast holes with dry 

material passing a 3/8-inch sieve.

Where presplitting, delay the nearest production bla

seconds after blasting the presplit line. Presplit a mi

of production blasting zone.

Where cushion (trim) blasting, delay the cushion b

milliseconds after blasting the nearest production ro

205.08 Production Blasting.

(a) General. Drill production holes and blast accord

Take all necessary precautions to minimize blast d

face.

Following a blast, stop work in the entire blast area 

before allowing workers to return to excavate the ro

Remove or stabilize all cut face rock that is loose, 

dangerous. Scale by hand methods using a standard 

Machine scale using hydraulic splitters or light bl

Leave minor irregularities or surface variations in pl

a hazard. Drill the next lift only after the cleanup 

work is complete.

If blasting operations cause fracturing of the final ro

lize it in an approved manner. Repair or stabilizatio

rock bolting, rock dowels, or other stabilization tec
124

(3) Backslope damage occurs.

(4) Safety of the public is jeopardized.

(5) Property or natural features are endangered.

(6) Fly rock is generated.

(b) Drilling. Drill the row of production blast holes 

blast line parallel and no closer than 6 feet to the co

not drill production blast holes lower than the bottom 

holes. 

(c) Blasting. Use the types of explosives and blasti

obtain the desired fragmentation. Clean the blast h

and stem the holes according to Subsection 205.07(c

holes on a delay sequence toward a free face.

205.09 Blasting Log. Submit a blasting log for each 

shall include the following:

(a) All actual dimensions of the shot including bla

spacing, subdrilling, stemming, powder loads, and t

(b) A drawing or sketch showing the direction of th

physical shot layout.

205.10 Acceptance. Material for rock blasting will b

sections 106.02 and 106.03.

Rock blasting work and services will be evaluated un

and 106.04.

Measurement

205.11 Measure controlled blast hole by the linear f

length of drilling as recorded in the blasting log.

Do not measure production blasting for payment.
125

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

20501 Controlled blast hole 

Section 206 Reserved
126

meable separator or permanent erosion control measu

Geotextile types are designated as shown in Subsecti

Material

207.02 Conform to the following Subsection:

Geotextile 

Construction Requiremen

207.03 General. Where placing a geotextile on nati

and shrubs flush with the ground surface. Do not r

vegetation mat. Remove all sharp objects and large ro

holes with suitable material to provide a firm foundat

Replace or repair all geotextile that is torn, punctured, 

damaged area and place a patch of the same type of g

feet beyond the damaged area.

207.04 Separation and Stabilization Applications

textile on a subgrade, prepare according to Subsectio

Place the geotextile smooth and free of tension, stress, 

the geotextile to conform to curves. Overlap in the di

Overlap the geotextile a minimum of 2 feet at the end

sheets or sew the geotextile joints according to the man

dations. Do not place longitudinal overlaps below a

Hold the geotextile in place with pins, staples, or pile

End dump the cover material onto the geotextile from 

textile or from previously placed cover material. Do 

directly on the geotextile. Spread the end-dumped pile 

taining a minimum lift thickness of 12 inches. Com

with rubber-tired or nonvibratory smooth drum roller

starts, or turns of the construction equipment. Fill all 
127

pactors may be used for compacting subsequent lifts. 

occur, repair the damaged areas and revert to the use o

tion equipment.

207.05 Permanent Erosion Control Applications

geotextile on an approved smooth-graded surface. Fo

tion, place the long dimension of the geotextile down 

bank protection, place the long dimension of the ge

centerline of the channel.

Overlap the geotextile a minimum of 12 inches at the e

ing sheets or sew the geotextile joints according to the 

mendations. Overlap the uphill or upstream sheet ove

stream sheet. Offset end joints of adjacent sheets a m

may be used to hold the geotextile sheets in place. Spa

laps at approximately 3-foot centers. 

Place aggregate, slope protection, or riprap on the geot

of the slope and proceed upward. Place riprap onto 

height of less than 12 inches. Place slope protection ro

onto the geotextile from a height less than 3 feet. In u

place the geotextile and cover material in the same da

207.06 Acceptance. Material for earthwork geote

under Subsections 106.02, 106.03, and 714.01.

Earthwork geotextile installation will be evaluated un

and 106.04.

Measurement

207.07 Measure earthwork geotextile by the square 

laps.

Payment

207.08 The accepted quantities, measured as provide
128

Payment will be made under:

Pay Item 

20701 Earthwork geotextile type ____ 
129

208.01 This work consists of excavating material 

selected structures. The work includes preserving chan

ing, constructing cofferdams, sealing foundations, d

preparing foundations, backfilling, and subsequent rem

and cofferdams.

Material

208.02 Conform to the following Sections and Subse

Concrete 

Foundation fill 

Seal concrete 

Structural backfill 

Construction Requiremen

208.03 Preparation for Structure Excavation. Clea

and obstructions according to Sections 201 and 203.

208.04 General. Excavate trenches or foundation pi

that allows room for work. When excavation is compl

to the character and suitability of the foundation ma

shall provide a firm foundation of uniform density th

width.

Where necessary to blast rock, blast according to Sec

Follow OSHA safety regulations (29 CFR, Part 1926, 

for sloping the sides of excavations, using shoring and 

other safety features. When sides of excavations are s

erations, provide one copy of the design that demons

OSHA regulations. Submit working drawings and con

ing to Subsection 104.03 where support systems, sh

protective systems are used. Drawings shall demon

regulations.
130

excavated that are designated to remain.

Conserve suitable material for structural backfill from 

not deposit excavated material in or near a waterway. 

vated material or allow equipment closer than 2 fee

excavation.

Dispose of unsuitable or excess material according to 

approved, suitable material may be used in embankm

Remove all water as necessary to perform work.

208.05 Channel Preservation. Perform work in or n

way as follows:

(a) Excavate inside cofferdams, sheeting, or other se

or sandbags.

(b) Do not disturb the natural bed of the waterway 

(c) Backfill the excavation with structural backfill t

208.06 Cofferdams. Use cofferdams when excavati

the excavation is affected by groundwater.

Submit working drawings showing proposed methods 

of cofferdams according to Subsection 104.03. Shor

dams according to OSHA standards. Cofferdams sha

(a) Extend below the bottom of the footing.

(b) Be braced to withstand pressure without bucklin

to prevent tipping or movement.

(c) Be as watertight as practicable.

(d) Provide sufficient clearance for the placement of fo

of their exteriors.

(e) Provide for dewatering.

(f) Protect fresh concrete against damage from 

elevation.

(g) Prevent damage to the foundation by erosion.
131

208.07 Foundation Seal. Where a foundation area cann

free of water, provide a foundation seal of seal concret

according to Subsection 552.03.

Furnish and place seal concrete according to Section 

foundation seal, maintain the water level inside the cof

as the water outside the cofferdam. Where a foundatio

water, vent or port the cofferdam at low water level.

Do not dewater a concrete-sealed cofferdam until th

sufficient to withstand the hydrostatic pressure.

208.08 Dewatering. While placing concrete, locate 

outside the foundation form. If pumping is permitted 

foundation enclosure, pump in a manner to avoid rem

concrete material.

208.09 Foundation Preparation. Prepare footing f

(a) Footings placed on bedrock. Cut the bottom o

specified elevation, either level or stepped or serrate

surface of loose or disintegrated material. Clean a

crevices.

(b) Footings placed on an excavated surface other 

disturb the bottom of the foundation excavation. Re

dation grade and compact the foundation immedia

placed. 

(c) Footings keyed into undisturbed material. E

to the neat lines of the footing and compact the foun

does not stand vertically, fill all space between the n

and the remaining undisturbed material with concre

below the top of the footing, fill only to the top of th

placed against steel sheet piles in cofferdams is cons

undisturbed material.
132

(e) Foundations using piles. Excavate to the fou

drive the piles. Remove all loose and displaced m

bottom of the excavation to the foundation elevation

the bed to receive the footing.

208.10 Backfill. Backfill with structural backfill ma

Place backfill in horizontal layers that do not exceed 

thickness. Compact each layer according to Subsecti

Bring structural backfill up evenly on all sides of the s

Extend each layer to the limits of the excavation or to 

Do not place structural backfill against concrete less 

90 percent of the design strength is achieved.

208.11 Compacting. Determine optimum moisture 

density according to AASHTO T 99 method C. Adju

of the backfill material to a moisture content suitable 

Compact material placed in all layers to at least 95 p

density. Determine the inplace density and moisture 

ASHTO T 238 and AASHTO T 239 or other approve

208.12 Acceptance. Material for structural backfill 

be evaluated under Subsections 106.02 and 106.04

minimum sampling and testing requirements.

Structure excavation and backfill work will be evalu

106.02 and 106.04. See Table 208-1 for minimum sa

requirements.
133

Seal concrete will be evaluated under Section 552.

Measurement

208.13 Measure structure excavation by the cubic yar

position. Do not include the following volumes:

(a) Material excavated outside vertical planes locate

parallel to the neat lines of footings or foundatio

planes to determine pay quantities regardless of t

excavated inside or outside these planes.

(b) Any material included within the staked limits 

tion, such as contiguous channel changes and ditche

otherwise provided in the contract.

(c) Water or other liquid material.

(d) Material excavated before the survey of elevation

the original ground.

(e) Material rehandled, except when the contract spe

vation after embankment placement.

Measure foundation fill by the cubic yard in place.

Measure structural backfill by the cubic yard in plac

structural backfill measured to that placed inside ver

inches outside and parallel to the neat lines of footin

these vertical planes to determine pay quantities rega

backfill material placed outside these planes.

Measure shoring and bracing, and cofferdams by the 

Measure seal concrete under Section 552.
134

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment for structure excavation, shoring and bracing

full compensation for excavation to a depth of 6 feet b

tion shown on the plans for each foundation structure

exceeds 6 feet, either the Contractor or the CO may re

adjustment for the depth in excess of 6 feet.

Payment will be made under:

Pay Item 

20801 Structure excavation 

20802 Foundation fill 

20803 Structural backfill 

20804 Shoring and bracing 

20805 Cofferdams 
135

Samp

Material or

Product

Property or 

Characteristic

Test Met

Structural backfill Gradation

Liquid limitMoisture-DensityInplace density and moisture content

AASHTO T AASHTO T AASHTO T AASHTO T or other appr

Foundation fill Classification

Moisture-DensityInplace density and moisture content

AASHTO M AASHTO T AASHTO T or other appr
136

209.01 This work consists of excavating material for 

structures except those specifically designated under 

includes preserving channels, shoring and bracing

dewatering, excavating, preparing foundations, beddi

Material

209.02 Conform to the following Sections and Subse

Backfill material 

Bedding material 

Concrete 

Foundation fill 

Seal concrete 

Unclassified borrow 

Construction Requiremen

209.03 Preparation for Structure Excavation. Clea

and obstructions according to Sections 201 and 203.

209.04 General. Excavate trenches or foundation pi

tion 208.04. Excavate to foundation grade without 

trench or foundation surface. Foundation grade is the 

of any bedding for installing the structure. Compact 

209.05 Channel Preservation. Preserve channels a

208.05, except excavate inside separations such as di

209.06 Foundation Seal. Where necessary for a fou

a foundation seal according to Subsection 208.07.
137

at foundation grade, and replace it with foundation fill

foundation fill material according to Subsection 208.

Where a footing is required to be keyed into undistu

foundation and construct footing according to Subsec

209.09 Bedding. Place bedding material as follows

(a) Structures other than culverts. Construct bed

the contract. Place and shape bedding material in 

pacted do not exceed 6 inches in depth. Compact e

Subsection 209.11. When no bedding material clas

B bedding material. 

(b) Culverts. Bed culverts on a prepared foundati

lowing classes. When no class is specified, use cla

(1) Class A. Place a continuous cradle of cla

Place the culvert while the concrete is still plasti

the concrete reaches initial set.

(2) Class B. Loosely place a 6-inch thick lay

material. Place and shape additional bedding m

percent of the culvert height. Where applicable, 

ding to receive the culvert joints. Place the culv

tend the bedding material up the sides of the culv

of the culvert height.

(3) Class C. Loosely place a layer of class C bed

ness equal to at least 10 percent of the culvert h

additional bedding material to fit at least 10 perce

Where applicable, recess the shaped bedding to re

Place the culvert in the bedding.
138

209.11. 

Bring backfill up evenly on all sides of the structure

to the limits of the excavation or to natural ground.

Do not place backfill against concrete less than 7 day

of the design strength is achieved.

(b) Culvert. Where installing plastic pipe, use backf

to AASHTO M 145 classification group A-1, A-2, 

Place and compact backfill material under exposed 

Extend each layer to the sides of the excavation, the 

3 times the span of the pipe, whichever is less. Rep

to a minimum of 12 inches above the top of the pip

Complete the backfilling of the trench with suitable 

unclassified borrow. Place the material in layers th

not exceed 6 inches in depth. Compact each layer a

209.11.

For multiple installations, place and compact backfi

on each side of each culvert.

(c) Arch culverts with headwalls. Backfill ac

following:

(1) Before headwalls are in place. Place and co

material midway between the ends of the arch. P

fill material in layers on both sides of the arch to 

as possible. Build the ramp evenly on both side

of the arch. Place the remainder of the backfill m

the ramp working both ways to the ends. Compa

evenly in layers on both sides of the arch.
139

from the top of the arch working toward the other 

backfill material evenly in layers on both sides o

(d) Patching existing pavement areas. Construct 

12 inches of crushed aggregate according to Sectio

asphalt concrete according to Section 402 or 417.

209.11 Compacting. Determine optimum moisture 

density according to AASHTO T 99 method C. Adju

of the backfill material to a moisture content suitable 

Compact material placed in all layers to at least 95 p

density. Determine the inplace density and moisture 

ASHTO T 238 and AASHTO T 239 or other approve

209.12 Acceptance. Material for backfill, bedding, 

be evaluated under Subsections 106.02 and 106.04, e

ding or backfill will be evaluated according to Section 

for minimum sampling and testing requirements.

Structural excavation and backfill work will be evalu

106.02 and 106.04. See Table 209-1 for minimum 

requirements.

Shoring, bracing, and cofferdams will be evaluat

106.02 and 106.04.

Clearing will be evaluated under Sections 201 and 20

Seal concrete will be evaluated under Section 552.
140

Do not measure structure excavation and backfill for 

Measure concrete for class A bedding material under 

Measure foundation fill under Section 208.

Measure seal concrete under Section 552.
141

Samp

Material or

Product

Property or

 Characteristic

Test Met

Backfill material Unclassified borrowClass C bedding materialFoundation fill

ClassificationMoisture-DensityInplace density and moisture content

AASHTO M AASHTO T AASHTO T or other appr

Class B bedding material Gradation AASHTO T Structural backfillSelect granular backfillCrib wall backfill

GradationLiquid limitMoisture-DensityInplace density and moisture content

AASHTO T AASHTO T AASHTO T AASHTO T or other appr
142

against the backfilled faces of retaining walls, wing w

Material

210.02 Conform to the following Subsections:

Geotextile type I 

Permeable backfill 

Structural backfill 

Construction Requiremen

210.03 General. Do not place permeable backfill aga

than 4 days old.

Cover the inlet end of each weep hole and drain with a 

least 1.5 feet beyond the weep hole or drain. Place per

the surface to be backfilled. Place structural backfill a

208.10 using methods which prevent the structural ba

the permeable backfill.

210.04 Acceptance. Material for permeable backfill 

Subsections 106.02 and 106.04. See Table 210-1 for 

testing requirements.

Placement of permeable backfill will evaluated under 

106.04. 

Geotextile will be evaluated under Section 207.

Structural backfill will be evaluated under Section 20

Measurement

210.05 Measure permeable backfill by the cubic yard 
143

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

21001 Permeable backfill 
144

Samp

Material or

Product

Property or 

Characteristic

Test Met

Permeable backfill Gradation AASHTO T 
145

turnouts, parking areas, and other widened areas.

Construction Requiremen

211.02 General. Scarify and bury or remove the exist

Break down and bury or remove old structures. Fill 

obliterated roadway to the approximate original grou

blend with the terrain. 

211.03 Rigid Material.

(a) Nonasphalt material. Break concrete pavemen

walks, and other nonasphalt rigid material into pieces 

sion of 12 inches. Bury under a minimum of 1.5 fee

tive to breaking and burying, remove the rigid mater

dispose of it according to Subsection 203.05(a).

(b) Asphalt material. Dispose of asphalt material 

with state and local regulations. Asphalt material ma

ous waste. Furnish copies of the disposal permits. 

exist, dispose of the material as described in (a) abo

211.04 Nonrigid Material.

(a) Nonasphalt material. Scarify or rip the gravel, 

nonrigid surface, base, and subbase material. Mix 

material with the underlying soil. Bury the mixture 

of soil.

(b) Asphalt contaminated material. Dispose o

material according to Subsection 211.03(b).

211.05 Shaping. Shape to blend with the existing te

211.06 Acceptance. Roadway obliteration will be e

tion 106.02.
146

Measure the square yard area on a horizontal plane. M

tion of roadway with natural ground (approximate slo

not measure isolated areas less than 25 square yards f

Measure material obtained from obliterating roadway

the work, or material obtained elsewhere in the work 

roadways under Section 204.

Payment

211.08 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

21101 Roadway obliteration 

21102 Roadway obliteration 
147

ment and grade tolerances.

Construction Requiremen

212.02 Roadway Preparation. Clear the area of vege

according to Sections 201 and 203.

212.03 Roadway Excavation and Embankment. 

according to the applicable requirements of Section 2

herein.

Adjust the moisture content of embankment materia

suitable for compaction. Place embankment materia

compact each layer according to Subsection 204.11(

with rollers is not practical, use approved mechanical o

equipment.

Construct approach connections to all existing roads, p

Construct all new approaches.

212.04 Grading Tolerance. Do not encroach on s

wetlands, or extend beyond right-of-way or easemen

alignment or profile grade adjustments that adversely 

struct the roadbed within the following grading tolera

(a) Alignment (centerline). Alignment may be sh

feet left or right of the planned centerline. Curve r

up to 50 percent. Do not construct curves with r

Compound curves are permitted.

(b) Profile grade. Profile grade may be shifted a m

down from the plan elevation provided the new grad

more than 2 percent from the plan grade tangent. C

and back grade tangents with a uniform vertical cu

design.
148

Measurement

212.06 Measure linear grading by the station bas

ment.

Payment

212.07 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

21201 Linear grading 
149

or portland cement into the upper layer of a subgrade

Material

213.02 Conform to the following Subsections:

Blotter 

Chemical admixtures (retarder) 

Emulsified asphalt 

Fly ash 

Lime 

Portland cement 

Water 

Construction Requiremen

213.03 Proportioning. Submit a subgrade stabilizat

before production. Provide minimum compressive st

Table 213-1

Subgrade Stabilization Strengt

Stabilization

Mixture

Test

Procedure

Lime/Soil ASTM D 5102 

Lime/Fly ash/Soil ASTM C 593 

Cement/Soil ASTM D 1633 

(1) 28-day cure.

(2) 7-day cure followed by vacuum saturation.
150

(c) 200-pound sample of the subgrade soil

(d) 50-pound sample of the fly ash

(e) 25-pound sample of the lime

(f) 25-pound sample of the cement

(g) 5-pound sample of the retarder or other admixtu

Begin production only after the mix design is approv

design if there is a change in a material source.

213.04 General. Store chemical additives and 

weatherproof containers. Prepare the subgrade acc

Scarify and pulverize the subgrade to a depth of 6 inch

subgrade material to a windrow or blanket that is su

termine the optimum moisture content and maximum 

AASHTO T 99 method C.

213.05 Application. Apply additives when the subg

3 percent below optimum moisture content and at lea

when excessive additive is lost to washing or blowin

perature is expected to fall below 40 bF within 48 ho

 

Apply additives at the required rates by one of the fol

(a) Dry method. Uniformly apply the additives by 

A motor grader is not an approved spreader. Apply 

methods to obtain the proper moisture content for m

(b) Slurry method. Mix additives with water and 

suspension or slurry using either trucks with approv

mixers. Equip the distributor truck or rotary mixer 

keep the additives suspended in water. Make succ

material to obtain the moisture and additive conte

pacting.

213.06 Mixing. Keep all traffic, except mixing equ

material. Mix the material to obtain a homogeneous 
151

of additive application. Cure the mixture for 2 to 4 d

After curing, remix the mixture until 95 percent of 

rock, passes a 1-3/4–inch sieve and at least 50 perce

a No. 4 sieve when tested according to AASHTO T 

tion. Retarders may be added. 

(b) Cement mixtures. Add water and thoroughly m

content of the mixture to 2 percent above the opti

Complete the mixing within 2 hours of cement appl

Adjust the moisture content of the mixture to within 2 

moisture content.

213.07 Compacting and Finishing. Immediately a

compact the mixture to at least 95 percent of the maxim

the inplace density and moisture content according t

AASHTO T 239 or other approved test procedures. If 

pacting adjacent partial widths exceeds 30 minutes, 

previous work, provide a construction joint according 

Finish the subgrade so it is smooth and suitable fo

course.

213.08 Curing. Do not allow traffic on the stabiliz

subgrade continuously moist until the next course is 

under pressure through a spray bar equipped with no

uniform spray. Place the next course within 7 days 

finishing the subgrade. 

Placement of the next course may be deferred up to 

surface with rapid setting emulsified asphalt. Keep th

moist for at least 7 days after compacting and finish

apply undiluted CRS-2 or RS-2 emulsified asphalt at 

square yard according to Section 409. Provide a co

surface. If the surface is opened to public traffic, fu

according to Section 411.
152

213.09 Acceptance. Material for blotter, chemical ad

ash, lime, portland cement, and water will be evalua

106.02 and 106.03. Emulsified asphalt will be evalu

106.03 and 702.09.

Subgrade stabilization work will be evaluated under S

106.04. See Table 213-2 for minimum sampling and 

Reconditioning of subgrade will be evaluated under S

Emulsified asphalt seal will be evaluated under Sectio

Measurement

213.10 Measure subgrade stabilization by the square y

horizontally to include the top of subgrade width and 

ing. Measure length horizontally along the centerline 

Measure lime, cement, and fly ash by the ton.

Measure emulsified asphalt under Section 409.

Measure blotter under Section 411.

Payment

213.11 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.
153

21301 Subgrade stabilization with ____________, 

__ inch depth

21302 Lime 

21303 Cement 

21304 Fly ash 
154

Samp

Material or

Product

Property or 

Characteristic

Test Met

Remixed material Gradation 

Moisture-DensityInplace density and moisture content

AASHTO T AASHTO T AASHTO T or other appr
155

DIVISION 250

Structural Embankment
156

tion, slope protection, drainage structures, and erosio

Riprap classes are designated as shown in Table 705-

Material

251.02 Conform to the following Subsections:

Geotextile type IV 

Mortar 

Riprap rock 

Construction Requiremen

251.03 General. Perform the work under Section 2

produce a smooth surface. Place geotextile required by 

to Section 207.

251.04 Placed Riprap. Placed riprap is rock placed o

form a well-graded mass. 

Place riprap to its full thickness in one operation to avo

lying material. Do not place riprap material by method

or damage to the prepared surface. Place or rearran

mechanical or hand methods to obtain a dense uniform 

ably smooth surface.

251.05 Keyed Riprap. Keyed riprap is rock placed on 

keyed into place by striking with a flat-faced weight.

Place rock for keyed riprap according to Subsection 

into place by striking the surface with a 4-foot by 5-foo

a mass of approximately 5000 pounds. Do not strike 

surface.
157

moisten the rocks and wash excess fines to the unders

mortar only when the temperature is above 35 bF and r

in a manner to prevent segregation. Fill all voids with

Provide weep holes through the riprap as required. Pro

from freezing and keep it moist for 3 days after the w

251.07 Acceptance. Rock for riprap will be evalu

106.02.

Rock placement for riprap will be evaluated under S

106.04. 

Structure excavation and backfill will be evaluated un

Geotextile will be evaluated under Section 207.

Material for mortar will be evaluated under Subsectio

Mortar will be evaluated under Subsections 106.02 and 

ment will be evaluated under Subsection 106.02. See 

mum sampling and testing requirements.

Measurement

251.08 Measure riprap by the ton or by the cubic yar

Payment

251.09 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.
158

25101 Placed riprap class ______ 

25102 Placed riprap class ______ 

25103 Keyed riprap class ______ 

25104 Keyed riprap class ______ 

25105 Mortared riprap class _____ 
159

Samp

Material or

Product

Property or 

Characteristic

Test Met

Mortar Making test specimens

Compressive strength (2)

AASHTO T AASHTO T 

(1) Sample consists of 2 test specimens.(2) The compressive strength will be the average of two test specimens.
160

252.01 Special rock embankment work consists of 

hand-placed or mechanically-placed rock in fill sectio

consists of furnishing and placing hand-placed or mech

cut sections.

Special rock embankments and rock buttresses are des

or mechanically-placed.

Material

252.02 Conform to the following Subsections:

Rock for buttresses 

Rock for special rock embankment 

Construction Requiremen

252.03 Placing Rock. Perform the work under 

required.

Place the rock in a stable orientation with minimal vo

produce a random pattern. Use spalls smaller than th

chock the larger rock solidly in position and to fill v

rock.

Construct the exposed face of the rock mass reasonab

jections beyond the neat line of the slope that are m

mechanically-placed rock or 6 inches for hand-placed 

252.04 Acceptance. Rock for special rock embank

will be evaluated under Subsection 106.02.

Rock placement for special rock embankment and rock 

ated under Subsections 106.02 and 106.04.

Structure excavation and backfill will be evaluated un
161

Payment

252.06 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

25201 Special rock embankment, 

25202 Special rock embankment, 

25203 Rock buttress, 

25204 Rock buttress, 
162

mattresses.

Material

253.02 Conform to the following Subsections:

Backfill material 

Gabion and revet mattress material 

Gabion and revet mattress rock 

Geotextile type IV 

Structural backfill 

Construction Requiremen

253.03 General. Survey according to Section 152 and 

wall installation. Prepare and submit installation 

Subsection 104.03. Perform the work under Section 

253.04 Basket Assembly. Do not damage wire coatin

bly, structure erection, cell filling, or backfilling. Rota

position and join the vertical edges with fasteners ac

253.05. Temporary fasteners may be used for bask

supplemented during structure erection with permanen

Subsection 253.05.

Rotate the diaphragms into position and join the vert

Subsection 253.05.

253.05 Structure Erection. Place the empty g

foundation and interconnect the adjacent baskets alo

edges using permanent fasteners.

Where lacing wire is used, wrap the wire with altern

loops every other mesh opening and not more than 

spiral binders are used, crimp the ends to secure the b

alternate fasteners are used, space the fasteners in ever

more than 6 inches apart.
163

253.06 Cell Filling. Remove all kinks and folds in th

erly align all the baskets. Place rock carefully in the 

bulging of the baskets and to minimize voids in the 

basket alignment. 

Place internal connecting wires in each unrestrained ext

than 1 foot in height. This includes interior basket cel

strained. Place internal connecting wires concurrentl

Fill the cells in any row or layer so that no cell is filled 

an adjacent cell. Repeat this process until the basket 

on the final rock layer. 

Secure the lid to the sides, ends, and diaphragm

section 253.05. Make all exposed basket surfaces sm

sharp rock edges projecting through the wire mesh.

253.07 Backfilling. Place a geotextile over the back f

ture. Concurrently with the cell filling operation, back

gabion structure with structural backfill according 

Compact each layer according to Subsection 209.11, e

lightweight mechanical or vibratory compactor with

structure.

253.08 Revet Mattresses. Place a geotextile acc

Construct revet mattresses according to Subsections 2

Anchor the mattresses in place. Place geotextile again

the mattress and backfill against the geotextile using b

approved material. Overfill revet mattresses by 1 to 2 

253.09 Acceptance. Material for gabion structures a

be evaluated under Subsections 106.02 and 106.03.

Construction of gabion structures and revet mattresses 

Subsections 106.02 and 106.04.
164

Structure excavation, structural backfill, and backfill m

under Section 209. See Table 209-1 for minimum 

requirements.

Measurement

253.10 Measure gabions by the square yard of front w

yard in the structure.

Measure revet mattresses by the square yard.

Measure foundation fill under Section 208.

Payment

253.11 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

25301 Gabions, galvanized or aluminized coated 

25302 Gabions, polyvinyl chloride coated 

25303 Gabions, galvanized or aluminized coated 

25304 Gabions, polyvinyl chloride coated 

25305 Revet mattress, galvanized or aluminized coa

25306 Revet mattress, polyvinyl chloride coated 
165

retaining walls.

Material

254.02 Conform to the following Section and Subsec

Bed course 

Concrete 

Crib wall backfill 

Hardware for timber structures 

Metal bin type crib walls 

Precast concrete units 

Reinforcing steel 

Structural backfill 

Treated structural timber and lumber 

Construction Requiremen

254.03 General. Survey according to Section 152 and 

wall installation. Prepare and submit installation 

Subsection 104.03. Perform the work under Section 

set on a rocky foundation, place 8 inches of bed cou

elements.

254.04 Erection. Furnish all necessary bolts, nuts, 

plete assembly of the units into a continuous wall of 

the crib wall according to the fabricator's or manufact

curves, obtain the proper curvature for the face by usin

front or rear panels. Construct the wall to within 1 i

lines and elevations shown on the plans.

(a) Concrete crib wall. Remove and replace all co

are cracked or damaged.

(b) Metal crib wall. Torque bolts for metal crib w

pounds.
166

ing to Subsection 209.10. Maintain an equal level of 

hind the cribs during the backfilling process. Compa

to Subsection 209.11, except use an acceptable ligh

vibratory compactor within 3 feet of the crib wall fac

254.06 Acceptance. Material for crib walls will be 

sections 106.02 and 106.03. Furnish a production 

shipment for the following:

(a) Metal bin type crib walls

(b) Precast concrete units

(c) Reinforcement steel

(d) Treated structural timber and lumber

Construction of concrete, metal, or timber crib retainin

be evaluated under Subsections 106.02 and 106.04.

Survey work will be evaluated under Section 152.

Structure excavation, crib wall backfill, structural ba

material will be evaluated under Section 209. See Ta

sampling and testing requirements.

Concrete crib walls will be evaluated under Section 6

Timber cribs walls will be evaluated under Section 55

Measurement

254.07 Measure crib walls by the square foot of fron

Measure crib wall backfill placed within the cribs by 

Measure foundation fill under Section 208.
167

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

25401 Reinforced concrete crib retaining wall 

25402 Metal crib retaining wall 

25403 Treated timber crib retaining wall 

25404 Crib wall backfill 
168

255.01 This work consists of constructing mechanicall

Material

255.02 Conform to the following Section and Subsec

Concrete leveling pad 

Geotextile type IV 

Mechanically stabilized earth wall material 

Select granular backfill 

Structural backfill 

Construction Requiremen

255.03 General. Survey according to Section 152 and 

wall installation. Prepare and submit installation draw

section 104.03. Perform the work under Section 209

for a width equal to the length of reinforcing mesh 

Where the wall is set on a rocky foundation, place 6 in

backfill under the reinforcing mesh or strips.

For concrete-faced walls, provide a precast reinforced 

in-place concrete leveling pad. Cure cast-in-place lev

of 12 hours before placing wall panels.

255.04 Wall Erection. Erect the wall according to 

manufacturer's recommendations. When requested, ha

representative from the wall system manufacturer ava

(a) Concrete-faced walls. Erect panels by means 

nected to the upper edge of the panel. Align preca

0.75 inches vertically and horizontally when me

straightedge. 
169

Hold the panels in position with temporary wedges 

filling operations. Erect the wall so the overall ve

bottom) does not exceed 0.5 inch per 10 feet of wal

(b) Wire-faced walls. Place backing mats and 0.25

successive horizontal lifts as backfill placement 

tighten, and anchor soil reinforcement elements to 

before placing backfill. Do not exceed an individu

and an overall wall (top to bottom) vertical toleranc

wall height. Place reinforcement elements within 1 i

corresponding connection elevation at the wall face

ing elements below the corresponding connection ele

from the designed batter of the wall by more than 1 

height. Do not deviate more than 2 inches at any poi

foot straightedge placed horizontally on the theoret

face.

(c) Gabion-faced walls. Place the first lift of ba

gabion baskets. Construct gabion structures accord

reinforcement mesh horizontally on compacted fill a

the wall. Connect the gabion facing unit to reinforc

binders or tie wire at 4-inch nominal spacing with 

double locked loops. Pull and anchor the reinforce

placing additional backfill.

255.05 Backfilling. Backfill the stabilized volume wi

fill according to Subsection 209.10. Ensure that no 

reinforcing mesh or strips. Compact each layer ac

209.11, except use an acceptable lightweight mechan

pactor within 3 feet of the wall face. Where the stab

spread footings for bridges or other structural loads, c

at least 100 percent of the maximum density.
170

Backfill and compact behind the stabilized volume 

according to Subsection 209.10. At the end of the da

last lift of backfill away from the wall face to direct su

the wall. Do not allow surface runoff from adjacent 

construction area.

255.06 Acceptance. Material for mechanically stab

under Subsection 720.01 will be evaluated under S

106.03. Furnish a production certification with each sh

panels.

Construction of mechanically stabilized earth wall and 

ted under Subsections 106.02 and 106.04.

Survey work will be evaluated under Section 152.

Geotextile will be evaluated under Section 207.

Structure excavation, select granular backfill, and str

evaluated under Section 209. See Table 209-1 for m

testing requirements.

Gabions will be evaluated under Section 253.

Concrete leveling pad will be evaluated under Section 

Measurement

255.07 Measure mechanically stabilized earth walls 

front wall face.

Measure select granular backfill within the stabilized v

in place.

Measure concrete leveling pad by the linear foot.
171

255.08 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

25501 Mechanically stabilized earth wall 

25502 Select granular backfill 

25503 Concrete leveling pad, ___ linear foot width 
172

Material

256.02 Conform to the following Subsection:

Ground anchors 

Construction Requiremen

256.03 Qualifications. The Contractor or subcon

ground anchor work shall have completed at least 5 pe

projects within the last 3 years. Submit a brief desc

including the owning agency's name and current telep

Provide an engineer with at least 3 years experience 

struction of permanent ground anchors. Provide on-s

operators with at least 1 year experience installing perm

At least 30 days before starting ground anchor work, id

site supervisors, and drill operators assigned to the pro

mary of each individual's experience. 

256.04 Drawings. At least 30 days before starting 

submit drawings according to Subsection 104.03. Inc

(a) A ground anchor schedule giving the following 

(1) Ground anchor number

(2) Ground anchor design load

(3) Type and size of tendon

(4) Minimum total anchor length

(5) Minimum bond length

(6) Minimum tendon bond length

(7) Minimum unbonded length
173

(3) Unbonded length corrosion protection system

(4) Bond length corrosion protection system

(5) Transition between the unbonded length and 

 corrosion protection systems

(6) Anchorage and trumpet

(7) Anchorage corrosion protection system

256.05 Tendon Fabrication.

(a) General. Fabricate the tendons in either the sh

on the drawings. Size the tendon so:

(1) The design load does not exceed 60 percent o

ultimate tensile strength of the tendon; and

(2) The maximum test load does not exceed 80 p

specified ultimate tensile strength of the tendon. 

(b) Bond length. Determine the bond length neces

sign load indicated on the drawings. Use a minimum 

10 feet in rock and 15 feet in soil. Provide corrosio

don bond length with a cement grout cover.

Where encapsulation of the tendon is required, pr

length from corrosion by encapsulating it in a grout-

or deformed steel tube, or by coating it with fusion-b

grout inside the tube either before or after the tend

hole. Centralize the tendon within the tube with a m

cover.

(c) Centralizers. Use spacers along the tendon b

element tendon to separate each of the individual e

Use centralizers to insure a minimum of 0.5 inch o

tendon bond length or tendon bond length encapsulat

centralizers that do not impede the free flow of g

Position centralizers so their center-to-center spaci

feet.
174

Centralizers are not required on pressure-injected 

anchor is installed in coarse-grained soils using gro

than 150 pounds per square inch.

Centralizers are not required on hollow-stem-augere

anchor is grouted through the auger and the hole is m

grout during extraction of the auger. A grout is 

slump is less than 9 inches. 

(d) Unbonded length. Provide minimum unbonde

(1) If the entire drill hole is grouted in one opera

protection of the unbonded length with a sheath 

corrosion inhibiting grease or grout, or a heat sh

coated with an elastic adhesive.

If grease is used under the sheath, completely coa

length, fill spaces between individual elements o

with grease, and provide measures to prevent grea

ends of the sheath.

If the sheath is grout filled, provide a separate 

unbonded length of the tendon.

(2) If a grease-filled sheath corrosion protection 

hole above the bond length is grouted after the g

off, grout the tendon inside a second sheath.

Where restressable ground anchors are used, provid

age compatible with the post-tensioning system pro

If multielement tendons are used, properly seat 

mended for the post-tensioning system provided.
175

mate tensile strength of the tendon is applied; an

(2) The average bearing stress of the bearing pla

recommended in section 3.1.7 of the PTI, Guide 

Tensioning Materials.

Weld trumpet to bearing plate. Make the inside d

equal to or larger than the hole in the bearing plate. 

enough to accommodate movements during stres

multielement tendons with encapsulation over the u

the trumpet long enough to enable the tendon to ma

diameter of the tendon in the unbonded length to the 

at the anchorhead without damaging the encapsulat

restressable ground anchors with corrosion-inhibit

permanent Buna-N synthetic rubber seal or an appro

trumpet and the unbonded length corrosion protecti

Fill the trumpets of non-restressable ground anchor

12-inch minimum tightly fitting temporary seal betw

unbonded length corrosion protection.

256.06 Storing and Handling. Handle and store t

avoid damage or corrosion. Replace tendons exhibiting 

weld splatter, corrosion or pitting. Repair or replace 

damage to encapsulation or sheathing. Degrease the 

and remove solvent residue before installation.

256.07 Installation. Drill ground anchor holes with

quired location. Drill the longitudinal axis of the d

longitudinal axis of the tendon. Install the ground anc

the required inclination from horizontal. Install the 

horizontal angle within 3 degrees of a line drawn per

of the structure. Do not extend ground anchors beyo

easement limits.
176

Use a positive displacement pump to grout tendons into 

a neat cement grout or a sand/cement grout. Use a gro

a pressure gauge capable of measuring pressures of a

square inch or twice the actual grout pressure, whichev

mixed grout that is free of lumps or other indica

hydration. Continuously agitate the grout during plac

in one continuous operation.

Inject the grout from the lowest point of the drill ho

placed either before or after insertion of the tendon. Re

grout and the grout pressure for each ground anchor. 

sures to avoid excessive heaving or fracturing.

Except as indicated below, the grout above the top of 

placed at the same time as the bond length grout, bu

under pressure. Do not place grout at the top of the d

the back of the structure or the bottom of the trumpet

If the ground anchor is installed in a fine-grained soil 

than 6 inches in diameter, place the grout above the 

after the ground anchor has been tested and stressed. T

be grouted at one time if it can be demonstrated that t

not derive a significant portion of its load-carrying 

above the bond length.

Use pressure grouting for grout protected tendons an

sealing the drill hole, pressure inject grout until a 50-

grout pressure at the top of the drill hole is maintaine

After grouting is complete, fill the grout tube with grou

hole. Wait a minimum of 3 days before loading the t

Extend the corrosion protection surrounding the unbo

the bottom seal of the trumpet or 12 inches into the tru

is provided.
177

Place the bearing plate and anchorhead so the axis of 

degrees of perpendicular to the bearing plate and the a

through the center of the bearing plate without bendin

If grout protected tendons or fusion-bonded epoxy en

electronically isolate the bearing plate, anchorhead, 

surrounding concrete, soldier pile, or any metallic el

structure.

Place trumpet grease any time during construction. P

the ground anchor has been tested and stressed.

Completely cover all anchorages permanently exposed 

a corrosion inhibiting grease or grout.

256.08 Testing and Stressing. Test each ground an

test load not to exceed 80 percent of the minimum ulti

the tendon. Simultaneously apply the test load to th

elements of multielement tendons.

(a) Testing equipment. The testing equipment sha

(1) A dial gauge or vernier scale capable of mea

Use a movement-measuring device having a mini

theoretical elastic elongation of the total anchor 

test load. Use a device with sufficient travel so t

measured without resetting the device.

(2) A hydraulic jack and pump. Use a jack an

gauge to measure the applied load. Have the ja

calibrated as a unit by an independent firm withi

ground anchor work. Use a pressure gauge grad

square inch increments or less. Use a jack having 

equal to the theoretical elastic elongation of the to

maximum test load.
178

tendon so that the jack, bearing plates, load cells, a

are axially aligned with the tendon and the tendon 

equipment.

Performance test 5 percent of the ground anchors or a 

whichever is greater, at each separate structure. The C

anchors to be performance tested.

Perform the performance test as indicated in Table 

Raise the load from one increment to another immedi

ground anchor movement. Measure and record the 

ment to the nearest 0.001 inch with respect to an inde

point at the alignment load and at each load increm

with a pressure gauge. Place the reference pressure 

pressure gauge during each performance test. If th

pressure gauge and the load measured by the referen

by more than 10 percent, recalibrate the jack, pressu

pressure gauge. At load increments other than the m

the load just long enough to obtain the movement r

Table 256-1

Performance Test Load Sequen

Test

Sequence

Test Load Increment

A 0.25D 0.50D 0.75D 1.00D 1.20D 

1

2

3

4

5

6

`

`

`

`

`

`

`

`

`

`

`

`

`

`

`

`

`

`

`

`

`

`

`

`

`

`

Note: A = Alignment load and D = Design load
179

Measure and record the ground anchor movement 

10 minutes. If the ground anchor movement betw

exceeds 0.04 inch, continue holding the maximum 

ground anchor movement at 15, 20, 25, 30, 45, and 

Plot the ground anchor movement versus the maxi

sequence in Table 256-1 and plot the residual mov

each alignment load versus the highest previously a

(c) Proof tests. Proof test all ground anchors whi

tested. Perform the proof test as indicated in Table 

Raise the load from one increment to another immedi

ground anchor movement. Measure and record the 

ment to the nearest 0.001 inch with respect to an inde

point at the alignment load and at each load increm

with a pressure gauge.

Hold the maximum test load for a minimum of 10 mi

as necessary in order to maintain a constant load. Be

as soon as the maximum test load is applied.

Measure and record the ground anchor movement a

minutes. If the anchor movement between 1 and 10 

inch, continue holding the maximum test load and rec

at 15, 20, 25, 30, 45, and 60 minutes.

Table 256-2

Proof Test Load Sequence

Test Load Increment

A 0.25D 0.50D 0.75D 1.00D 1.20D 1.3

`` ` ` ` ` ` 

 Note: A = Alignment load and D = Design load
180

(d) Lock off. Upon completion of performance and 

load to the specified lock-off load and transfer the 

device. After transferring the load and before remo

the lift-off load. If the load is not within 10 percent o

load, reset the anchorage and remeasure the lift-off 

necessary.

256.09 Acceptance. Material for ground anchors w

Subsections 106.02 and 106.03.

Construction of ground anchors and services will be e

tions 106.02 and 106.04.

Installed ground anchors will be evaluated based on 

performance or proof test results:

(a) After a 10-minute hold, the ground anchor carrie

with less than 0.04 inch of movement between 1 and 

movement at the maximum test load exceeds 80 pe

elastic elongation of the unbonded length.

(b) After a 60-minute hold, the ground anchor carries 

with a creep rate that does not exceed 0.08 inch/lo

total movement at the maximum test load exceeds 80 

cal elastic elongation of the unbonded length.

Replace all ground anchors with unacceptable perfor

sults. Do not retest failed ground anchors.

Measurement

256.10 Measure ground anchors by the each.

Measure performance tests that indicate acceptable in
181

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

25601 Ground anchor 

25602 Performance test 
182

the Contractors option. The alternate wall types are g

chanically stabilized earth walls, permanent ground 

forced concrete retaining walls.

Material

257.02 Conform to the following Sections:

Crib walls 

Driven piles 

Gabions 

Mechanically stabilized earth walls 

Permanent ground anchors 

Reinforced concrete retaining walls 

Reinforcing steel 

Structural concrete 

Construction Requiremen

257.03 General. The designer/supplier furnishing t

sponsible for the stability of the wall. Do not qualify th

design or restrict the use of the drawings or calcula

alternate. Indemnify the Government from all claim

proprietary rights by others without the consent of the p

ees.

257.04 Submittal. Submit a proposal using any o

Submit wall type proposals on a site-by-site basis. 

used at individual sites on the project.

Survey according to Section 152 and verify the limits 

Provide drawings of the proposed wall according 

within 120 days of the notice to proceed and at least 

wall construction.

All drawings shall be signed by a licensed profession
183

top of the page.

Provide an index page with the design calculations. 

clude, but not be limited to, the following items:

(a) Plan and elevation drawings for each wall conta

(1) A plan view of the wall identifying:

(a) Offset from the construction centerline to t

base at all changes in horizontal alignment

(b) Limit of widest module, mesh, strip, or an

(c) Centerline of any drainage structure or drai

ing through, or passing under the wall

(2) An elevation view of the wall identifying:

(a) Elevation at the top of the wall, at all horiz

points, and at least every 50 feet along the wa

(b) Elevations at the wall base, the top of leve

or the bottom of soldier piles

(c) Wall batter

(d) Distance along the face of the wall to all 

footings, leveling pads, or lagging

(e) Type of panel or depth of module or laggi

(f) Length and type of mesh, strips, or anchor

(g) Distance along the face of the wall to whe

the mesh, strips, or anchors occur

(h) Original and final ground line

(3) General notes for constructing the wall.

(4) Horizontal and vertical curve data affecting t

other details to relate wall stationing to centerlin

(5) A listing of the summary of quantities on th

each wall.
184

in the footings or leveling pads.

(d) Details and dimensions for all:

(1) Panels, modules, soldier piles, and lagging ne

element

(2) Reinforcing steel in the element

(3) Location of mesh, strip attachment, or ancho

the panels

(4) Anchors and soldier piling including the spac

the spacing and angle of anchors

(e) Details for constructing walls around drainage f

(f) Details for terminating walls and adjacent slope 

(g) Architectural treatment details.

(h) Design notes including an explanation of any 

programs used in the design of the walls. Specify t

sliding, pullout, and overturning. Specify the bearin

wall footing, stabilized earth mass, or soldier piles.

(i) Verification of design criteria for the site specific 

procedures, results, and interpretations. Include resu

ity, construction induced damage, and junction stre

(j) Other design calculations.

Process all submissions through the Contractor unle

written permission for the wall designer/supplier and t

directly.
185

When the drawings are accepted, furnish 5 sets and 

drawings.

257.05 Construction. Construct the wall according to 

and the following Sections, as applicable:

(a) Gabions. Section 253.

(b) Crib walls. Section 254.

(c) Mechanically stabilized earth walls. Section 

(d) Permanent ground anchor walls. Sections 25

(e) Reinforced concrete retaining walls. Section 

Revise the drawings when plan dimensions are revised 

or for other reasons.

257.06 Acceptance. Material for alternate retainin

ated under Subsection 106.02, 106.03, or 106.04 acco

sections listed in Subsection 257.05.

Construction of alternate retaining walls and services 

Subsections 106.02 and 106.04 according to the appl

Subsection 257.05.

Structure excavation and backfill will be evaluated un

Measurement

257.07 Measure alternate retaining walls by the lump 

Measure foundation fill under Section 208.
186

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

When plan dimensions are changed by the CO during 

for field conditions, the lump sum price of the wall wi

ing a calculated per square foot cost adjustment f

decreased wall front face area resulting from the chan

The adjustment factor will be determined by dividing 

for each wall by its estimated area shown in the pay i

The alternate retaining wall lump sum will be paid base

work under this Section. 

Payment will be made under:

Pay Item 

25701 Alternate retaining wall (location) , 

( (estimated) ft2)
187

258.01 This work consists of constructing reinforced c

Material

258.02 Conform to the following Sections and Subse

Concrete 

Forms and falsework 

Joint fillers and sealants 

Reinforcing steel 

Structural backfill 

Tie bars, dowel bars, and hook bolts 

Construction Requiremen

258.03 General. Survey according to Section 152 an

wall installation. Prepare and submit forms and falsew

to Section 562. Perform the work under Section 209

258.04 Reinforcing Steel. Submit all order lists and 

cording to Subsections 104.03 and 554.03. Fabricate r

ing to Subsection 554.05. Ship and protect material ac

554.04 and 554.06. Place, fasten, and splice reinfor

Subsections 554.08 and 554.09. 

258.05 Structural Concrete. Design concrete mix

section 552.03. Store, handle, batch, and mix materi

according to Subsections 552.04 through 552.08. P

according to Section 153 and Subsection 552.09. Con

Subsections 552.10 through 552.16.
188

258.07 Acceptance. Reinforced concrete retaining w

tion, and services will be evaluated as follows:

Survey work will be evaluated under Section 152.

Forms and falsework drawings will be evaluated und

Structure excavation and backfill will be evaluated un

Concrete will be evaluated under Section 552.

Reinforcing steel will be evaluated under Section 554

Material for joint fillers, sealants, tie bars, dowel bars

evaluated under Subsections 106.02 and 106.03.

Measurement

258.08 Measure reinforced concrete retaining walls b

structure, by the square foot, or by the linear foot. 

footings in the cubic yard measurement. Determine th

the length of the front wall face and the height excludi

the linear foot length along the top of the wall.

Measure foundation fill under Section 208.

Payment

258.09 The accepted quantities, measured as provide

the contract price per unit of measurement adjusted a

106.05 for the pay items listed below that are shown on 

ment will be full compensation for the work prescrib

Subsection 109.05.
189

PFa = 1 - 0.5 (1-PF)

Where

PF = Pay factor for concrete as determined under S

Payment will be made under:

Pay Item 

25801 Reinforced concrete retaining wall 

25802 Reinforced concrete retaining wall 

25803 Reinforced concrete retaining wall 

191

 

DIVISION 300

Aggregate Courses
192

on a prepared surface.

Subbase and base aggregate grading is designated as 

Material

301.02 Conform to the following Subsections:

Aggregate 

Water 

Construction Requiremen

301.03 General. Prepare the surface on which the a

ed according to Section 204 or 303 as applicable.

After a representative quantity of aggregate is prod

target values for the appropriate sieve sizes along wit

pound sample at least 14 days before incorporating 

work.

Set target values within the gradation ranges shown i

for the required grading.

301.04 Mixing and Spreading. Determine the opt

according to AASHTO T 180 method D. Mix the ag

moisture content to obtain a uniform mixture with a m

2 percent of the optimum moisture content. Spread an

the prepared surface in a uniform layer. 

Do not place the mixture in a layer exceeding 6 inches i

When more than one layer is necessary, compact each 

section 301.05 before placing the next layer. Route h

formly over the full width of the surface to minimize 

compaction.
193

centerline of the road. Along curbs, headers, walls, an

ble to the roller, compact the material with approved 

Compact each layer to at least 95 percent of maximum 

inplace density and moisture content according to 

AASHTO T 239 or other approved test procedures.

301.06 Surface Tolerance. If grade finishing stakes 

surface to within ±0.05 feet from staked line and grad

If grade finishing stakes are not required, shape the 

template and check the surface with a 10-foot straigh

are surface deviations in excess of 0.5 inches in 10 

contacts of the straightedge with the surface.

Correct all defective areas by loosening the materia

material, reshaping, and compacting.

301.07 Maintenance. Maintain the aggregate cou

grade, and cross-section by blading, watering, rollin

thereof until placement of the next course. Correct a

Subsection 301.06.

301.08 Acceptance. Aggregate gradation and surface 

will be evaluated under Subsection 106.05. Other aggr

will be evaluated under Subsections 106.02 and 106.0

minimum sampling and testing requirements.

(a) Aggregate gradation. The upper and lower spe

approved target values plus or minus the allowab

Tables 703-2 and 703-3. See Table 301-1 for the acc

teristic categories.

(b) Plasticity index. The upper and lower specific

courses are shown in Table 703-3. See Table 30

quality characteristic category.
194

Preparation of the surface on which the aggregate c

evaluated under Section 204 or 303 as applicable.

Measurement

301.09 Measure aggregate by the ton, by the square ya

in the hauling vehicle. Measure square yard width hor

top of aggregate width and allowable curve widenin

yard length horizontally along the centerline of the ro

Payment

301.10 The accepted quantities, measured as provide

the contract price per unit of measurement adjusted a

106.05 for the pay items listed below that are show

Payment will be full compensation for the work pre

See Subsection 109.05.

Payment will be made under:

Pay Item 

30101 Aggregate base grading ___ 

30102 Aggregate base grading ___, ___ inch depth 

30103 Aggregate base grading ___ 

30104 Subbase grading ___ 

30105 Subbase grading ___, ___ inch depth 

30106 Subbase grading ___ 

30107 Aggregate surface course 

30108 Aggregate surface course, ___ inch depth 

30109 Aggregate surface course 
195

Samp

Material or

Product

Property or 

Characteristic

Category 

Subbase and Basecourses

Gradation (1) )

3/8 inchNo. 4No. 200Other specified sievesLiquid limitMoisture-Density (maximum density)Inplace density and moisture content

III

II

———

(1) Use only sieves indicated for the specified gradation.
196

Table 

Samp

Material or

Product

Property or 

Characteristic

Category 

Surface course aggregate

Gradation (1) )

No. 4No. 40No. 200Other specified sievesPlasticity indexMoisture-Density (maximum density)Inplace density and moisture content

III

II

I

——

(1) Use only sieves indicated for the specified gradation.
197

gate and cement mixture or an aggregate, fly ash, lime, 

mixture on a prepared roadbed.

Treated aggregate courses are designated as cement o

Aggregate grading is designated as shown in Table 7

Material

302.02 Conform to the following Subsections:

Aggregate 

Blotter 

Chemical admixture (set-retarding) 

Emulsified asphalt 

Fly ash 

Lime 

Portland cement 

Water 

Construction Requiremen

302.03 Proportioning. Submit a treated aggregate co

before production.

Provide a minimum average compressive strength of 

test lower than 400 pounds per square inch. Mold, cu

the AFLC mixture according to ASTM C 593, parts 

the curing period from 7 to 28 days at 100±3 bF.

For aggregate and cement mixtures, meet the desig

302-1.
198

Material Percent

Aggregate 90 - 9

Portland cement 4 - 10

(1) By mass of total dry mix.

For AFLC mixtures, meet the design parameters in T

Table 302-2

Range of AFLC Mix Design Param

Material Perc

Aggregate 75 

Fly ash 6 - 

Lime and/or portland 

cement

2 

(1) By mass of total dry mix.

Include the following with the mix design, as applica

(a) Source of each component material

(b) Results of the applicable tests

(c) Target values for each aggregate sieve size spec

(d) 200-pound sample of aggregate

(e) 50-pound sample of fly ash

(f) 25-pound sample of lime

(g) 25-pound sample of portland cement

(h) 5-pound sample of the retarder or other admixtu

Begin production only after the mix design is approv

design if there is a change in a material source.
199

302.05 Mixing. Do not begin mixing operations 

temperature is expected to fall below 40 bF within 48 

treated aggregate course when the underlying surfac

when it is raining or snowing.

Mix the components with suitable equipment until a 

tained. During mixing, add sufficient water to obtain 

content for compaction plus 2 percent.

Equip the mixer with batching or metering devices for 

ponents either by mass or volume. Maintain the accu

aggregate, chemical additives, and water (based on to

following tolerances:

Aggregate ±2.0% by ma

Fly ash ±1.5% by ma

Lime or cement ±0.5% by ma

Retarder or other additive ±2.0% by ma

Water ±2.0% by ma

A retarder may be used to slow initial set for a maximu

retarder in water and uniformly add the solution to th

When a central plant is used, transport the mixture in 

moisture content and prevent segregation and loss of 

302.06 Placing, Compacting, and Finishing. Place, 

treated aggregate course according to Subsections 301.

Maintain the moisture content (±2 percent of optimu

finishing.

Do not leave any treated aggregate that has not been 

for more than 30 minutes. Complete the compactio

1 hour (longer with a retarder) from the time water i

Make the compacted surface smooth, dense, and free 

ridges, or loose material.
200

operation into the completed work of the previous da

mately 2 feet of the completed course before process

Add 50 percent of the original amount of lime or 

material.

For cement mixtures or when a lime or fly ash mixture r

more than 24 hours, make a transverse construction jo

the completed work to form an approximately vertica

302.08 Curing. Do not allow traffic on the treated a

the completed layer or course continuously moist until 

is placed. Apply water under pressure through a sp

nozzles producing a fine, uniform spray. Place and co

course within 7 days after compacting and finishing 

course. 

Placement of the next course may be deferred up to 

surface with rapid setting emulsified asphalt. Do not 

of a course. Keep surface continuously moist for at 

pacting and finishing. After the 7 days, apply undilute

sified asphalt at a rate of 0.25 gallon per square yard ac

Provide a continuous film over the surface. If the surf

traffic, furnish and apply blotter according to Section 

If the treated aggregate course looses stability, density

ment of the next course or acceptance of the work, rep

add additives as necessary to restore the strength of 

Reapply the emulsified asphalt seal where the continu

302.09 Acceptance. Fly ash, lime, cement, and chem

evaluated under Subsections 106.02 and 106.03. Em

evaluated under Subsections 106.03 and 702.09.
201

106.04. See Table 302-3 for the acceptance quality c

and minimum sampling and testing requirements.

Construction of treated aggregate courses will be evalu

106.02 and 106.04. See Table 302-3 for minimum 

requirements.

Preparation of the surface on which the treated aggreg

be evaluated under to Section 204 or 303 as applicab

Emulsified asphalt seal will be evaluated under Sectio

Blotter will be evaluated under Section 411.

Measurement

302.10 Measure treated aggregate course by the ton 

Measure square yard width horizontally to include the 

and allowable curve widening. Measure the square y

along the centerline of the roadway.

Measure fly ash, lime, and cement by the ton.

Measure emulsified asphalt under Section 409.

Measure blotter under Section 411.

Payment

302.11 The accepted quantities, measured as provide

the contract price per unit of measurement adjusted 

section 106.05 for the pay items listed below that are 

ule. Payment will be full compensation for the work 

tion. See Subsection 109.05.
202

30201 ______ treated aggregate course grading ___ 

30202 ______ treated aggregate course grading ___

___ inch depth

30203 Cement 

30204 Fly ash 

30205 Lime 
203

Samp

Material or

Product

Property or 

Characteristic

Category 

Aggregate Gradation (1) )

3/8 inchNo. 4No. 200Other specified sievesLiquid limit

III

II

—

Mixture Moisture-Density 

(maximum density)Inplace density and moisture content

——

(1) Use only sieves indicated for the specified gradation.
204

surfaces, or asphalt surfaces. This work also includes 

shoulders, ditches, and culvert inlets and outlets.

Material

303.02 Conform to the following Sections and Subse

Crack sealant 

Crushed aggregate 

Minor cold asphalt mix 

Minor crushed aggregate 

Minor hot asphalt concrete 

Water 

Construction Requiremen

303.03 General. Remove all slide material, vegetation

the existing roadbed or surface including parking are

ened areas, shoulders, ditches, and culvert inlets and 

shape ditches and culvert inlets and outlets as require

removed according to Section 203.05.

303.04 Graded Roadbed. Cut to grade any high ar

haul and deposit the resulting material in low areas. C

to bring the width and surface of the roadbed to finish

to Subsection 204.10. Remove all organic, deleteriou

larger than 6 inches from the top 6 inches of the road

Repair soft and unstable areas according to Subsecti

excess material according to Subsection 204.14.
205

303.06 Asphalt Surfaces. Recondition asphalt surfa

(a) Patching. Remove and dispose of unsuitable m

dence of distress, excess asphalt material, or settle

Patch the areas with approved material that conform

with the adjacent pavement structure. Perform the p

Section 308, 402, 417, or other sections as applicable 

being repaired.

(b) Crack sealing. Clean and seal cracks in the e

according to Subsection 414.05.

(c) Preleveling. Correct surface irregularities exce

with a specified aggregate. Place and compact the 

Subsections 301.04 and 301.05.

Prelevel other dips, depressions, sags, excessive or 

other surface irregularities with asphalt concrete ac

Spread and compact the asphalt concrete in layers p

not to exceed 2 inches in compacted depth.

303.07 Finishing Road Surfaces.

(a) Graded roadbeds. Blade, shape, compact, a

including parking areas, turnouts, and other widened 

larities in the surface by scarifying the defective are

pact according to Subsection 204.11. Finish the road

grade, elevation, and cross-section.

(b) Aggregate surfaces. Perform the work under 

Finish the surface according to Subsection 301.06

according to Subsection 301.05.
206

the designated depth and width. Pulverize all lumps to 

times the maximum sized aggregate or to 1.5 inches

Mix, spread, compact, and finish the material accordi

303.09 Acceptance. Material for road reconditioning 

the applicable section furnished.

Road reconditioning will be evaluated under Subsect

Roadbed finishing will be evaluated under Section 20

Aggregate surfaces will be evaluated under Section 3

Asphalt surfaces will be evaluated under Section 402 

Crack sealing will be evaluated under Section 414.

Measurement

303.10 Measure road reconditioning by the station 

Measure the square yard area on a horizontal plane. M

tion of the roadway with natural ground (approximat

Do not measure isolated areas less than 20 square yar

Measure removal and disposal of unsuitable material 

Measure crack sealing under Section 414.

Measure aggregate for patching and leveling under S

Measure asphalt material for patching and leveling un
207

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

30301 Road reconditioning 

30302 Road reconditioning 

30303 Road reconditioning, scarify ____ inch depth 

30304 Road reconditioning, scarify ____ inch depth 
208

portland cement into the upper layer of a previously 

course.

Material

304.02 Conform to the following Subsections:

Blotter 

Chemical admixtures (set-retarding) 

Emulsified asphalt 

Fly ash 

Lime 

Portland cement 

Water 

Construction Requiremen

304.03 General. Store chemical additives and adm

atherproof containers. Recondition the aggregate co

sections 303.03 and 303.05. Scarify the aggregate 

inches according to Subsection 303.08. Size and shape 

to a windrow or blanket that is suitable for mixing. D

moisture content and maximum density according 

method D.

304.04 Application. Apply additives when the scarifi

percent below optimum moisture content and at least 40 

excessive additive is lost to washing or blowing or whe

expected to fall below 40 bF within 48 hours.

Apply additives at the required rates by one of the fol

(a) Dry method. Uniformly apply the additives with 

A motor grader is not an approved spreader. Apply 

methods to obtain the proper moisture content for m
209

material to obtain the moisture and additive co

compacting.

304.05 Mixing. Mix material to obtain a homogeneo

(a) Lime and fly ash mixtures. Add water and thor

moisture content of the mixture to the optimum mois

sary hydration moisture. Hydration moisture is 1.5 p

of additive in the mixture. Complete the mixing wi

application. Cure the mixture for 2 to 4 days by ke

After curing, remix the mixture until 95 percent of 

rock, passes a 1.75– inch sieve and at least 50 percen

a No. 4 sieve when tested according to AASHTO T 2

tion. Retarders may be added. 

(b) Cement mixtures. Add water and thoroughly m

content of the mixture to 2 percent above the opti

Complete the mixing within 2 hours of cement appl

Adjust the moisture content of the mixture to within 2 

moisture content.

304.06 Compaction and Finishing. Immediately a

compact the mixture to at least 95 percent of the maxim

the inplace density and moisture content according t

AASHTO T 239 or other approved test procedures

aggregate so it is smooth and suitable for placing ano

If the time between compacting adjacent partial width

when tying into the previous work, provide a constru

Subsection 302.07.
210

finishing the stabilized aggregate.

Placement of the next course may be deferred up to 

surface with a rapid setting emulsified asphalt. Keep th

moist for at least 7 days after compacting and finish

apply undiluted CRS-2 or RS-2 emulsified asphalt at a 

square yard according to Section 409. Provide a co

surface. If the surface is opened to public traffic, furni

cording to Section 411.

If the stabilized aggregate looses stability, density, or 

of the next course, reprocess, recompact, and add ad

restore the strength of the damaged material. Reapply 

seal where the continuous film is damaged.

304.08 Acceptance. Material for blotter, chemical ad

ash, lime, portland cement, and water will be evalua

106.02 and 106.03. Emulsified asphalt will be evalu

106.03 and 702.09.

Aggregate stabilization work will be evaluated under 

106.04. See Table 304-1 for minimum sampling and 

Reconditioning of the aggregate course will be evalua

Emulsified asphalt seal will be evaluated under Sectio

Blotter will be evaluated under Section 411.

Measurement

304.09 Measure aggregate stabilization by the station 

Measure square yard width horizontally to include the 

and allowable curve widening. Measure the square y

along the centerline of the roadway.
211

Measure blotter under Section 411.

Payment

304.10 The accepted quantities, measured as provide

the contract price per unit of measurement for pay item

shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

30401 Aggregate stabilization 

30402 Aggregate stabilization 

30403 Lime 

30404 Cement 

30405 Fly ash 
212

Samp

Material or

Product

Property or 

Characteristic

Test Met

Mixture Moisture-Density

Inplace density and moisture content

AASHTO T AASHTO T or other appr
213

seed mixture on a prepared shoulder or other surface.

Material

305.02 Conform to the following Subsections:

Aggregate 

Seed 

Topsoil 

Water 

Construction Requiremen

305.03 Preparing Surface. Complete the adjoining p

an aggregate-topsoil mixture on the shoulder. Scarify 

ture is to be placed to a depth of 3 inches. Reduce all c

mum size of 4 inches.

305.04 Mixing, Placing, and Compacting. Furni

percent aggregate and 50±10 percent topsoil by volum

for compaction. 

Mix the components into a uniform mixture. Spread 

pared surface in a uniform layer. Shape the mixture 

cross-section. Remove all clods and stones greater th

Before compaction, dry seed the mixture surface at a 

acre according to Section 625.

Determine maximum density of the mixture according t

od C. Compact the mixture to at least 90 percent of ma

mine the inplace density according to AASHTO T 23

procedures. After compaction, dry seed the surface 

pounds per acre.
214

Construction of the aggregate-topsoil course will be e

tions 106.02 and 106.04. See Table 305-1 for minimu

requirements.

Measurement

305.06 Measure aggregate-topsoil course by the ton, b

the cubic yard in the hauling vehicle. 

Payment

305.07 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown on the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

30501 Aggregate-topsoil course 

30502 Aggregate-topsoil course, ___ inch depth 

30503 Aggregate-topsoil course 
215

Samp

Material or

Product

Property or

Characteristic

Test Met

Aggregate foraggregate-topsoil

Gradation AASHTO T 

Aggregate-topsoil mixture Moisture-Density

Inplace density andmoisture content

AASHTO T AASHTO T or other appr
216

tions of a dust palliative on a prepared surface.

Material

306.02 Conform to the following Subsections:

Calcium chloride 

Emulsified asphalt 

Lignin sulfonate 

Magnesium chloride 

Water 

Construction Requiremen

306.03 General. Use distributor equipment co

tion 409.04, except heating capability is not required

with a hose and nozzle for areas inaccessible to the di

up work. Do not apply a dust palliative when the wea

when rain is anticipated within 24 hours of applica

ambient air temperature is 40 bF or above.

Protect the surfaces of structures and trees from spl

application. Use multiple applications at a reduced rat

runoff. Do not discharge dust palliative into streams

306.04 Preparation and Application.

(a) Emulsified asphalt. Prepare the surface accordin

When a slow setting emulsified asphalt is used, dilu

emulsion contains 25±10 percent residual asphalt. 

proval of the exact proportions is required. Thorough

asphalt with the added water before applicatio

Subsection 409.08.
217

When lignin sulfonate is used, dilute it with water un

40±10 percent lignin sulfonate by volume. When ca

make a water solution that contains 32±5 percent ch

application, approval of the exact proportions is req

the components before application.

When magnesium chloride is used, apply the brine 

temperature is 60 bF or above.

Apply at a rate of 0.30 to 0.60 gallons per square y

pact the surface.

306.05 Acceptance. Dust palliative material (em

sulfonate, calcium chloride, and magnesium chloride) 

Subsection 106.03.

When lignin sulfonate is furnished, the commercial ce

the following information for each shipment: date

(truck, trailer, etc.), net mass, net volume at 60 bF, sp

percent solids by weight, pH, base cation, and brand 

Application of dust palliative will be evaluated under 

106.04.

Measurement

306.06 Measure dust palliative application by the s

yard.

Measure dust palliative material (emulsified asphalt, li

chloride, and magnesium chloride) by the ton. 
218

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

30601 Dust palliative application 

30602 Dust palliative application 

30603 Emulsified asphalt 

30604 Lignin sulfonate 

30605 Calcium chloride 

30606 Magnesium chloride 
219

at an existing site or at a new site constructed by the C

Material

307.02 Conform to the following Section:

Aggregate 

Provide the gradation and quality requirements specifi

fied in the pay item.

Construction Requiremen

307.03 Stockpile Site. Prepare existing sites as nec

the quantity of aggregate to be stockpiled.

Prepare new sites as follows:

(a) Clear and grub according to Section 201.

(b) Grade and shape the site to a uniform cross-sec

(c) Compact the floor of the site with at least three p

equipment conforming to Subsection 204.11.

(d) Place, compact, and maintain a minimum 6-inch 

gate over the stockpile site and access roads for stab

contamination of the stockpiles.

307.04 Stockpile. Obtain site approval before stockp

the stockpiles neat and regular in shape. Make the sid

1.5:1.

Build the stockpiles in layers not to exceed 4 feet in thi

layer before depositing aggregates in the next layer.
220

layers in the stockpile. Do not drop aggregates from a 

location to form a cone-shaped pile. 

Do not stockpile aggregate where traffic runs through 

ating trucks on stockpiles, use plank runways, where r

ing dirt or other foreign matter onto the stockpiled ma

Space stockpiles far enough apart or separate stockpi

partitions to prevent the mixing of the different aggre

After the stockpiled aggregate is measured and accep

is for future use, cover the stockpile with an approved 

from the weather.

307.05 Acceptance. Aggregate for stockpiling will 

Section identified in the pay item.

Aggregate gradation and surface course plasticity in

under Subsection 106.05. Other aggregate quality prop

under Subsections 106.02 and 106.04.

Preparation of stockpile sites and construction of stoc

under Subsections 106.02 and 106.04.

Clearing will be evaluated under Section 201.

Measurement

307.06 Measure stockpiled aggregate by the ton or by 

Measure preparation of stockpile sites by the acre.
221

are shown in the bid schedule except the stockpiled agg

price will be adjusted according to Subsection 106.05

compensation for the work prescribed in this Section. 

Payment will be made under:

Pay Item 

30701 Stockpiled aggregate, Section ___ grading __

30702 Stockpiled aggregate, Section ___ grading __

30703 Preparation of stockpile site 
222

bedding, backfill, and roadway aggregate courses.

The roadway aggregate compaction method is design

section 308.05(a). 

Material

308.02 Conform to the following Subsections:

Crushed aggregate 

Water 

Construction Requiremen

308.03 Preparing Surface.

(a) Roadway aggregate. Prepare the surface on whi

is placed according to Subsection 303.07.

(b) Bedding and backfill aggregate. Shape, comp

face to the required lines, grade, elevation, and cro

Section 209.

308.04 Placing Crushed Aggregate.

(a) Roadway aggregate. Mix the aggregate and adj

to obtain a uniform mixture with a moisture content s

Spread and shape the mixture on the prepared surfa

Do not place the mixture in a layer exceeding 6 inch

ness. When more than one layer is necessary, compa

to Subsection 308.05(a) before placing the next lay

(b) Bedding and backfill aggregate. Place and sha

that when compacted do not exceed 6 inches in dep
223

Subsection 301.06.

(1) Method 1. Compact each layer according to 

Roll from the sides to the center, parallel to the 

Along curbs, headers, and walls, and all places n

er, compact the material with approved tampers 

Compactive effort may be decreased if inplace d

compactive effort is required under method 2.

(2) Method 2. Compact each layer according to 

(b) Bedding and backfill aggregate. Compact e

Subsection 209.11.

308.06 Acceptance. Crushed aggregate will be evalu

106.02 and 106.03. Furnish a production certification 

quality properties for each source.

Construction of roadway aggregate courses will be ev

tions 106.02 and 106.04. Method 2 compaction will b

tion 106.04. See Table 308-1 for sampling and testin

Placement of bedding and backfill aggregate will be e

tion 106.02 and Section 209. 

Preparation of the surfaces on which crushed aggr

evaluated under Section 303 and 209 as applicable.

Measurement

308.07 Measure crushed aggregate by the cubic yard 

by the ton, or by the square yard.
224

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

30801 Roadway aggregate method ___ 

30802 Roadway aggregate method ___ 

30803 Roadway aggregate method ___ 

30804 Bedding and backfill aggregate 

30805 Bedding and backfill aggregate 

30806 Bedding and backfill aggregate 
225

Samp

Material or

Product

Property or

Characteristic

Test Met

Crushed aggregate (1) Moisture-Density

Inplace density andmoisture content

AASHTO T AASHTO T or other appr

(1) Sampling and testing required for roadway aggregate method 2.
226

309.01 This work consists of constructing an emulsif

course on a prepared surface.

Base aggregate grading is designated as shown in Tab

Material

309.02 Conform to the following Subsections:

Base course aggregate 

Emulsified asphalt 

Water 

Construction Requiremen

309.03 General. Prepare the surface on which the 

course is placed according to Section 204 or 303 as a

After a representative quantity of aggregate is prod

target values for the appropriate sieve sizes along wit

pound sample at least 14 days before incorporating 

work.

Set target values within the gradation ranges shown 

required grading.

309.04 Mixing and Spreading. Use a stationary p

volumetric, or other gauging equipment capable of ac

material entering the mixer. Interlock the controls for 

the emulsified asphalt and water controls to ensure u

material into the mixer. Determine the optimum mois

ture according to AASHTO T 180 method D. 
227

until all particles are uniformly coated.

Spread the mixture on the prepared surface in a uni

mixture to the line, grade, and cross-section. Ro

uniformly over the full width of the surface to mini

compaction.

309.05 Compacting. Determine the maximum densit

ing to AASHTO T 180 method D.

Compact the full width. Roll from the sides to the cen

terline of the road. Along curbs, headers, walls, and a

to the roller, compact the material with approved tam

Compact the mixture to at least 95 percent of maximu

the inplace density and moisture content according t

AASHTO T 239 or other approved test procedures.

309.06 Surface Tolerance. Finish the surface ac

301.06.

309.07 Maintenance. Maintain the treated aggrega

line, grade, and cross-section by blading, watering, r

tion thereof until placement of the next course. Corre

to Subsection 301.06.

309.08 Acceptance. Emulsified asphalt will be evalu

106.03 and 702.09.

Aggregate gradation will be evaluated under Subsect

gate gradation upper and lower specification limits a

values plus or minus the allowable deviations shown 

Table 309-1 for the acceptance quality characteristic c

sampling and testing requirements. All other aggregat

be evaluated under Subsections 106.02 and 106.04.
228

Preparation of the surface on which the treated aggrega

will be evaluated under Section 204 or 303 as applica

Measurement

309.09 Measure aggregate for the emulsified asphalt 

the ton, by the square yard, or by the cubic yard in the 

sure square yard width horizontally to include the top o

able curve widening. Measure the square yard length 

centerline of the roadway.

Measure emulsified asphalt by the ton.

Payment

309.10 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule except the emulsified as

base contract unit bid price will be adjusted according 

Payment will be full compensation for the work pres

See Subsection 109.05

Payment will be made under:

Pay Item 

30901 Emulsified asphalt treated aggregate 

base grading ___

30902 Emulsified asphalt treated aggregate 

base grading ___, ___ inch depth

30903 Emulsified asphalt treated aggregate 

base grading ___

30904 Emulsified asphalt grade ______ 
229

Samp

Material or

Product

Property or

Characteristic

Category 

Aggregate Gradation (1) )

3/8 inchNo. 4No. 200Other specified sievesLiquid limit

III

II

—

 Mixture Moisture-Density

(maximum density)Inplace density andmoisture content

——

(1) Use only sieves indicated for the specified gradation.

231

 

DIVISION 400

Asphalt Pavements

and

Surface Treatments
232

concrete pavement.

Hot asphalt concrete pavement class is designated as 

Aggregate grading is designated as shown in Table 7

is designated as shown in Table 401-7.

Superpave asphalt concrete pavement ESALs is desi

bles 703-10 through 703-13. Nominal maximum size 

as shown in Tables 703-14 through 703-16. Smoothne

shown in Table 401-7.

Asphalt cement grade is designated as shown in AAS

M 226, or AASHTO MP 1.

Antistrip additive is designated as shown in Subsect

type is designated, use any type if needed.

Material

401.02 Conform to the following Subsections:

Aggregate (class A, B, or C mix) 

Aggregate (Superpave mix) 

Antistrip additive 

Asphalt cement 

Mineral filler 

Construction Requiremen

401.03 Composition of Mix (Job-Mix Formula). F

face course, recycled material may be used according 

cled material may be used in the final surface course 

Contractor quality control plan and submission of test 

the mix will meet the requirements of this Section.
233

or (b); (c) or (d); and (e) in Table 401-1.

Table 401-1

Asphalt Concrete Mix Requirem

Design Parameters(1)

A

(a) Hveem

(AASHTO T 246 and AASHTO T 247)

(1) Stabilometer, minimum 37 

(2) Percent air voids(1) 3-5 

(3) Voids in mineral aggregate, min. % 

(b) Marshall

(AASHTO T 245)

(1) Stability, lbs min. 1,800 

(2) Flow, 0.01 in 8-16 

(3) Percent air voids(1) 3-5 

(4) Voids in mineral aggregate, min. % 

(5) Compaction, number of blows each end of

test specimen

75 

(c) Immersion - Compression

(AASHTO T 165 and AASHTO T 167)

(1) Compressive strength, min. psi 300 

(2) Retained strength, min. % 70 

(d) Root-Tunnicliff

(ASTM D 4867)

(1) Tensile strength ratio, min. % 70 

(e) Dust-asphalt ratio (2) 0.6-1.3 

(1) The percent of air voids are based on AASHTO T 166, AASH

Maximum specific gravity (density) will be based on AASHTO T 

(2) Dust-asphalt ratio is defined as the percent of material inclu

mineral filler passing the No. 200 sieve divided by the percent of a

mix).
234

ggg(

Marshall, Hveem, or Superpave Mix 

Sieve Size (1)

Minimum Voids(2)

Percent

Marshall Hveem 

No. 8 21 19 

No. 4 18 16 

3/8 inch 16 14 

1/2 inch 15 13 

3/4 inch 14 12 

1 inch 13 11 

1-1/2 inch 12 10 

2 inch 11.5 9.5 

(1) The largest sieve size listed in the applicable spe

upon which any material is permitted to be retained.

 (2) VMA to be determined according to AI Manual 

(MS-2).

(3) When a mineral filler or nonliquid antistrip is us

percentage specified in the calculation for complianc

` Superpave level 1 mix. Furnish mixes of aggregat

that meet applicable gradation and material requi

703.17 and the appropriate design parameters in Ta

401-4. Compact specimens with the gyratory compa

Table 401-5 for the corresponding traffic and air te
235

Design Parameters Req

Percent air voids at design 

gyrations, Ndes

Percent maximum density at initial

gyrations, Ninit

89% 

Percent maximum density at

maximum gyrations, Nmax

98% 

Tensile strength ratio, min 

(AASHTO T 283)

Dust-asphalt ratio(1) 

(1) Dust-asphalt ratio is defined as the percent of mater

sieve divided by the effective asphalt content as calculate

Table 401-4

Superpave Voids Filled with Asphal

Traffic, million ESALs Desig

@ 0.3 

> 0.3 - 3 

> 3 

-
236

Gyratory 

Design

ESAL's

millions

Aver

<102bF 102–

Ninit Ndes Nmax Ninit N

@ 0.3 7 68 104 7 

> 0.3 - 1 7 76 117 7 

> 1 - 3 7 86 134 8 

> 3 - 10 8 96 152 8 1

> 10 - 30 8 109 174 9 1

> 30 - 100 9 126 204 9 1

> 100 9 142 233 10 1
237

(1) Target value for percent passing each sieve 

blend. Designate target values within the gradati

grading. Designate target values outside the rest

703-14, 703-15, or 703-16 for the appropriate n

aggregate.

(2) Source and percentage of each aggregate sto

(3) Average gradation of each aggregate stockpi

(4) Representative samples for each aggregate st

(a) 250 pounds of each coarse aggregate

(b) 150 pounds of each intermediate and fine 

(c) 20 pounds of mineral filler such as lim

if proposed to improve gradation characteristi

(d) 20 pounds of bag house fines if proposed f

tion 401.04.

Aggregate samples when combined according t

ommended stockpile percentages shall be within 

fined by the target values plus or minus the allow

sieve or the samples will not be considered repre

(5) Results of aggregate quality tests.

(b) Asphalt cement.

(1) Five 1-gallon samples of the asphalt cement 

(2) Recent quality test results from the manuf

cement including a temperature-viscosity curve.

(3) Material safety data sheets.
238

(a) 1 pint of liquid heat-stable antistrip additi

(b) 10 pounds of dry antistrip additive suc

cement

(2) Name of product

(3) Manufacturer

(4) Material safety data sheet

(d) Asphalt mixes. When applicable, the location o

plants to be used. A job-mix formula is needed for 

The CO will evaluate the suitability of the material an

formula. If approved, the CO will develop a target v

ment content, determine the need for antistrip additiv

mum specific gravity (density) according to AASHTO 

the discharge temperature range.

If a job-mix formula is rejected, submit a new job-mi

above.

Changes to an approved job-mix formula require appr

Up to 14 days will be required to evaluate a change. 

target values will not be applied retroactively for pay

The CO will deduct all job-mix formula evaluation co

of any of the following:

` Contractor-requested changes to the approved job

` Contractor requests for additional job-mix formul

` Additional testing necessary due to the failure of 

formula
239

(1) Automated controls. Control the proportio

charging of the mix automatically.

(2) Dust collector. AASHTO M 156, Requir

Emission Controls is amended as follows:

Equip the plant with a dust collector. Dispose of 

In the case of baghouse dust collectors, dispose o

or return the collected material uniformly. Us

asphalt concrete mixes requires approval unless 

approved job-mix formula.

When baghouse fines are used in batch plants or 

deposit the material that is returned from the bag

the hot elevator or meter it by volume or mass in

Direct return from the baghouse to the hot elevato

when the flow can be controlled at a uniform rat

plants, return the material to the drum at the same 

(3) Aggregate storage. Store aggregate accordi

(b) Drum dryer-mixer plants.

(1) Bins. Provide a separate bin in the cold ag

individual aggregate stockpile in the mix. Use b

keep the plant in continuous operation and of p

overflow of material from one bin to another.

(2) Stockpiling procedures. Separate aggregate 

with different gradations. As a minimum, one 

mostly coarse material, and one stockpile shall co

rial. Stockpile the material according to Section 
240

the mix. Make the partitions between the com

sufficient height to prevent spillage of aggregate 

into another.

(2) Load cells. Calibrated load cells may be used 

of scales.

401.05 Pavers. Use pavers that are: 

(a) Self-contained, power-propelled units with adju

with full-width screw augers.

(b) Heated for the full width of the screed.

(c) Capable of spreading and finishing courses of a

least 12 inches more than the width of one lane.

(d) Equipped with a receiving hopper having suffic

a uniform spreading operation.

(e) Equipped with automatic feed controls, which a

maintain a uniform depth of material ahead of the s

(f) Operable at forward speeds consistent with satis

(g) Capable of producing a finished surface of the re

texture without segregating, tearing, shoving, or go

(h) Equipped with automatic screed controls with sen

grade from an outside reference line, sensing the 

screed, and providing the automatic signals that ope

tain grade and transverse slope. 
241

401.07 Weather Limitations. Place hot asphalt conc

unfrozen surface when the air temperature in the sha

rising and the temperature of the road surface in the sh

401-6.

Table 401-6

Asphalt Concrete Mix Placement Tem

Compacted Lift Thickness S < 2 in 2–

Road Surface Temperature bF Minimum Lay-Dow

< 35 (2) 

35 - 39.9 (2) 

40 - 49.9 (2) 2

50 - 59.9 295 2

60 - 69.9 285 2

70 - 79.9 280 2

80 -89.9 270 2

> 90 265 2

(1) In no case shall the asphalt concrete mix be heated 

specified in the approved mix design. 

(2) Paving not allowed.

401.08 Asphalt Preparation. Uniformly heat the as

a continuous supply of the heated asphalt cement fro

Do not heat asphalt cement above 350 bF.

If the job-mix formula requires a liquid heat stable an

into the asphalt cement transfer lines at a bulk terminal 

the additive for at least 80 percent of the transfer or 

uniformity.
242

the amount of antistrip and moisture added to the agg

For batch plants, heat, dry, and deliver aggregate f

temperature sufficient to produce a mix temperatur

range. Adjust flames used for drying and heating to 

contamination of the aggregate.

Control plant operations so the moisture content of th

is 0.5 percent or less according to AASHTO T 110 or 

401.10 Mixing. Measure the aggregate and asphalt in

to the approved job-mix formula. Mix until all the p

and uniformly coated with asphalt according to AAS

the discharge temperature within the approved range.

401.11 Hauling. Use vehicles with tight, clean, and 

hauling asphalt concrete mixes.

Thinly coat the beds with an approved material to prev

ing to the beds. Do not use petroleum derivatives or 

which contaminate or alter the characteristics of the mi

loading.

Equip each truck with a canvas cover or other suitabl

size to protect the mix from the weather. When necess

ature, use insulated truck beds and securely fastened 

ports or holes for checking temperature of asphalt mi

401.12 Production Start-Up Procedures. Provid

beginning production of an asphalt concrete mix. 

On the first day of production, produce sufficient mix t

long control strip, one-lane wide, and at the designat

struct the control strip on the project at an approved l
243

(a) Asphalt content and aggregate gradation. Ta

strip asphalt concrete mix samples and evaluate a

401.17. The mix is acceptable if all test results a

limits for asphalt content and aggregate gradation.

(b) Compaction. Take nuclear density readings be

determine the roller pattern necessary to achieve re

damaging the mix. 

At a minimum of 4 locations within the control st

readings and cut and test core samples according 

Density is acceptable if all tests are above the spec

the CO with the nuclear gauge readings and correla

the core specific gravities.

Repeat the control strip process until an acceptable co

See Subsection 106.01 for the disposition of material 

strips. Accepted control strips may remain in place an

measured as a part of the completed pavement. Tests u

will not be included in the evaluation for payment a

106.05. When a control strip is accepted, full produc

Use these start-up procedures when producing materia

or when resuming production after a termination of pro

factory quality according to Subsection 106.05.

401.13 Placing and Finishing. Do not use mixes p

plants unless the mixes are produced according to the 

use material from the same sources, and are approved. 

according to Subsection 401.12 for each plant from 

intended.
244

Place the mix with a paver conforming to Subsection 40

tal alignment using a reference line. Automatically con

from reference lines, a ski and slope control device, 

having a minimum length of 20 feet.

On areas where mechanical spreading and finishing is 

finish the mix with alternate equipment to produce a u

matching the surface obtained when using a mechani

Offset the longitudinal joint of one layer at least 6 inch

layer immediately below. Make the longitudinal joint i

centerline of two-lane roadways or at the lane lines 

than two lanes.

The CO will designate the job-mix formula to be used 

courses at each location. Place wedge and leveling c

inch lifts. Complete the wedge and leveling before 

operations.

401.14 Compacting. Furnish at least 3 rollers. Furn

breakdown, intermediate, and finish rolling. At le

pneumatic-tired. Size the rollers to achieve the req

rollers according to the recommendation of the manu

Thoroughly and uniformly compact the asphalt surf

cause undue displacement, cracking, or shoving. Co

roller marks are eliminated and the required density i

the mix after the surface cools below 175 bF.

Monitor the compaction process with nuclear density 

control strip compaction test results. Compact to a pa

(density) that is no less than 90 percent of the maximum 

sity) determined according to AASHTO T 209. 
245

401.15 Joints, Trimming Edges, and Cleanup. Co

adjacent traffic lanes to the same elevation within 24 

left overnight, sign the drop offs in excess of 2 inche

warning signs and provide a 3:1 fillet for drop offs in 

At connections to existing pavements and previously 

transverse joints vertical to the depth of the new pave

joints by cutting back on previous run to expose the f

Apply an asphalt tack coat to the edge of the joint f

longitudinal joints according to Section 412.

Place the asphalt concrete mix as continuously as possi

over the unprotected end of a freshly laid mix. 

Dispose of material trimmed from the edges and any 

mix according to Subsection 211.03(b). 

401.16 Pavement Smoothness. After final rolling, m

of the final surface course or the surface immediately 

asphalt friction course.

(a) Profilograph measurements. Measure the trav

centerline according to FLH T 504 after mainline pa

CO will furnish a California type profilograph and 

operation. Furnish workers to operate the profilog

to the CO.

Exclude the following areas from the profile index 

determination: bridge decks, cattle guards, travele

zontal curvature less than 500-foot radius, transver

pavements, turning or passing lanes less than 350 fe

parking areas, and side roads less than 350 feet in len

areas and type IV pavements according to (b) below
246

mile profile indexes greater than the defective lim

surfaces with a pay factor less than 0.75 as determ

106.05.

(b) Straightedge measurement. Use a 10-foot me

sure at right angles and parallel to the centerline. Def

deviations in excess of 0.2 inches in 10 feet between 

straightedge with the surface.

(c) Defective area correction. Correct defective 

above. Obtain approval for the proposed method o

Remeasure corrected areas according to (a) and (b) a

pay factor will be recomputed after measurement. 

Table 401-7

Maximum Profile Index

Pavement

Smoothness

Type

Profile Index—inche

Upper Specification Limit 

I 5 

II 8 

III 10 

IV Subject to straightedge meas

See Subsection 401.
247

Construction of the hot asphalt concrete pavement c

under Subsections 106.02 and 106.04.

Asphalt content, aggregate gradation, density, and pav

be evaluated under Subsection 106.05. Other aggregat

be evaluated under Subsections 106.02 and 106.04. 

minimum sampling and testing requirements.

(a) Asphalt content. The upper and lower specific

proved job-mix formula target value ±0.5 percent. 

acceptance quality characteristic category.

(b) Aggregate gradation. The upper and lower spe

approved job-mix formula target values plus or min

tions shown in Table 703-4. See Table 401-8 for 

characteristic categories.

(c) Density. The lower specification limit is 90 pe

specific gravity (density) determined according to A

of the job-mix formula evaluation specified in Subse

401-8 for the acceptance quality characteristic categ

(d) Pavement smoothness. See Subsection 401.16

made after all defective areas are corrected. A subl

of the traveled way and a lot is the surface course of 

upper specification limit is shown in Table 401-7. 

acceptance quality characteristic category.

Measurement

401.18 Measure hot asphalt concrete pavement, aspha

and antistrip additive by the ton.
248

are shown in the bid schedule except the hot asphalt c

tract unit bid price will be adjusted according to Subse

will be full compensation for the work prescribed in th

tion 109.05.

Payment for hot asphalt concrete pavement will be ma

by multiplying the contract unit bid price by the ma

material pay factor is the lowest single pay factor dete

tent, specific gravity (density), or any individual sieve 

gradation.

When the bid schedule contains a pay item for hot asp

type I, II, or III pavement smoothness, a separate adju

pavement smoothness according to the following form

A = 20,000(PF - 1.00)(L)

Where:

A = Adjustment to contract payment in dollars 

smoothness.

L = Total project length in lane miles of travele

sure project length to 3 decimal places.

PF = Pay factor for smoothness with respect 

specification limit determined according t

106.05 after completion of corrective work
249

40101 Hot asphalt concrete pavement class ___, 

grading ___, type ___ pavement smoothne

40102 Hot asphalt concrete pavement class ___, 

grading ___, wedge and leveling course

40103 Asphalt cement grade ___ 

40104 Mineral filler 

40105 Antistrip additive type ___ 

40106 Superpave asphalt concrete pavement, 

___ nominal maximum size aggregate, 

___ ESALs, type ___ pavement smoothne
250

Samp

Material or

Product

Property or

Characteristic

Category 

Hot asphalt concretepavement

Asphalt contentGradation (1) —

No. 4No. 30No. 200Other specified sievesCore density (2)

Smoothness (3)

IIII

II

II

(1) Use only sieves indicated for the specified gradation.(2) Cut core samples from the compacted pavement according to AASHTO 

(3) Applies only to an item used as a final surface course constructed under t(4) Do not use FLH T 514 if AASHTO T 164 is used to determine asphalt co
251

sidewalks, paved waterways, curbs, and roadways.

Construction Requiremen

402.02 Composition of Mix (Job-Mix Formula). 

concrete mix composed of crushed stone or gravel and 

in an approved plant. Use an aggregate gradation and 

cement grade and quality conforming to those norm

construction of highways by either Federal or state ag

Submit the strength, quality, and gradation specificati

crete mix. Include copies of laboratory test reports tha

erties of the aggregates, asphalt cement, additives, an

state agency specifications. Also submit the maximum 

sity) of the mix as determined by AASHTO T 209. 

402.03 Surface Preparation. Prepare the surface ac

or Subsection 303.07 as applicable.

402.04 Weather Limitations. Place asphalt concr

surface when the air temperature in the shade is at lea

402.05 Hauling. Haul the asphalt mix using vehicl

section 401.11. 

402.06 Placing. Place the mix with a mechanical pave

do not place lifts thicker than 4 inches. In areas wher

and finishing is impractical, spread and finish each 

screeding, or by other approved methods. Construct a 

in texture and cross-section. Construct joints ac

401.15.

402.07 Compacting.

(a) Roadway paving. Compact the mix to a min

maximum specific gravity (density). Determine den
252

402.08 Pavement Smoothness. Use a 10-foot metal 

at right angles and parallel to the centerline. Defective 

tions in excess of 0.25 inches in 10 feet between a

straightedge with the surface. Correct defective 

methods.

402.09 Acceptance. Minor hot asphalt concrete mi

under Subsections 106.02 and 106.03.

Minor hot asphalt concrete construction work will b

sections 106.02 and 106.04. See Table 402-1 for m

testing requirements.

Measurement

402.10 Measure asphalt concrete by the ton.

Payment

402.11 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

40201 Minor hot asphalt concrete 
253

Samp

Material or

Product

Property or

Characteristic

Test Met

Roadway paving Inplace density Nuclear gaug

(1) When directed, verify density by taking core samples from the compacted 

 asphalt concrete mixture.
254

403.01 This work consists of constructing one or more 

asphalt concrete pavement using reclaimed asphalt pa

reclaimed aggregate material combined with new agg

and/or recycling agents.

Hot recycled asphalt concrete pavement class, aggre

smoothness type, asphalt cement grade, and antistrip 

nated according to Subsection 401.01.

Material

403.02 Conform to the following Subsections:

Aggregate (new) 

Antistrip additive 

Asphalt cement 

Mineral filler 

Recycling agent 

Construction Requiremen

403.03 Composition of Mix (Job-Mix Formula). 

asphalt concrete mixes using reclaimed aggregate mat

pavement material, new aggregate, asphalt cement, rec

tives that meet the applicable aggregate gradation requ

and design parameters (a) or (b); (c) or (d); and (e) 

maximum of 50 percent reclaimed asphalt pavement m

Submit written job-mix formulas for approval at least 

tion. For each job-mix formula, submit information an

Subsection 401.03 and the following:

(a) Samples of the actual reclaimed asphalt pavem

aggregate material, and recycling agents to be incor
255

(b) Sources of all stockpiled recyclable material.

(c) Laboratory test data on the reclaimed asphalt, n

recycling agent demonstrating the combined asphal

The job-mix formula will be evaluated and approved a

401.03.

403.04 Mixing Plant. Modify plants conforming to 

cording to the plant manufacturer's recommendation

material.

(a) Batch plants. Modify batch plants to allo

reclaimed asphalt pavement material into the mix usi

the dryer. Design the cold feed bin, conveyor system

cent to the weigh hopper, if used, to avoid segrega

reclaimed asphalt pavement material.

Heat the new aggregate and/or reclaimed aggregate m

that will transfer sufficient heat to the reclaimed asp

to produce a mix of uniform temperature within the 

approved job-mix formula.

(b) Drum dryer-mixer plants. Modify drum dryer

direct contact of the reclaimed asphalt pavement m

flame and to prevent overheating of the reclaimed asp

403.05 Construction. Construct hot recycled asph

according to Subsections 401.05 through 401.16. 

material not incorporated into the work according to 

403.06 Acceptance. Recycling agent and antistrip ad

under Subsections 106.02 and 106.03.
256

Asphalt content, aggregate gradation, density, and pav

be evaluated under Subsection 106.05. Other aggregat

be evaluated under Subsections 106.02 and 106.04

minimum sampling and testing requirements.

(a) Asphalt content. The upper and lower specific

proved job-mix formula target value plus or minus 

plus the ratio of the reclaimed asphalt pavement mat

rounded to the nearest 0.10 percent). See Table 403-

characteristic category.

Example: If 30 percent of the mixture is reclaimed 

rial, then the allowable deviation from target value f

tent is 0.5(1.30) = 0.65 percent. Use plus 0.7 percen

from approved job-mix formula target value for asp

(b) Aggregate gradation. The upper and lower spe

approved job-mix formula target values plus or min

tions shown in Table 703-4 multiplied by (one plu

asphalt pavement material to the total mixture). Roun

except for the No. 200 sieve that is rounded to the ne

See Table 403-1 for acceptance quality characterist

Example: If 30 percent of the mixture is reclaimed 

rial, then the allowable deviation from target value f

passing the No. 200 sieve is 2(1.30) or 2.6 percent. 

the approved job-mix formula target value for perce

sieve.
257

(d) Pavement smoothness. See Subsection 401.16

made after all defective areas are corrected. A subl

of the traveled way and a lot is the surface course of 

upper specification limit is shown in Table 401-7

acceptance quality characteristic category.

Measurement

403.07 Measure hot recycled asphalt concrete pav

mineral filler, recycling agent, and antistrip additive b

Measure milling under Section 413.

Payment

403.08 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule except that the hot rec

pavement contract unit bid price will be adjusted ac

106.05. Payment will be full compensation for the w

Section. See Subsection 109.05.

Payment for hot recycled asphalt concrete pavement 

determined by multiplying the contract unit bid price b

tor. The material pay factor is the lowest single pay 

asphalt content, specific gravity (density), or any indi

aggregate gradation
258

A = 20,000(PF - 1.00)(L)

Where:

A = Adjustment to contract payment in dollars 

smoothness.

L = Total project length in lane miles of travele

Measure project length to 3 decimal places

PF = Pay factor for smoothness with respect 

specification limit determined according t

106.05 after completion of corrective work

Payment will be made under:

Pay Item 

40301 Hot recycled asphalt concrete pavement 

class ___, grading ___,

type ___ pavement smoothness

40302 Hot recycled asphalt concrete pavement 

class ___, grading ___,

wedge and leveling course

40303 Asphalt cement grade ___ 

40304 Mineral filler 

40305 Recycling agent 

40306 Antistrip additive type ___ 
259

Samp

Material or

Product

Property or

Characteristic

Category 

Hot recycled asphaltconcrete pavement

Asphalt contentGradation (1) —

No. 4No. 30No. 200Other specified sievesCore density (2)

Smoothness (3)

IIII

II

II

(1) Use only sieves indicated for the specified gradation.(2) Cut core samples from the compacted pavement according to AASHTO 

(3) Applies only to an item used as a final surface course constructed under t(4) Do not use FLH T 514 if AASHTO T 164 is used to determine asphalt co
260

404.01 This work consists of constructing an open-

course. 

Asphalt cement grade and antistrip additive type are d

Subsection 401.01.

Material

404.02 Conform to the following Subsections:

Aggregate 

Antistrip additive 

Asphalt cement 

Construction Requiremen

404.03 Composition of Mix (Job-Mix Formula). 

asphalt friction course mix of aggregate, asphalt, and 

the design procedure in FHWA Technical Advisory T 

Friction Courses, December 1990, or by other appro

aggregate gradation of Table 703-4 grading F. Provide 

ature range.

Submit a written job-mix formula for approval at lea

duction. Submit the information and samples accordin

The job-mix formula will be evaluated and approved a

401.03.

404.04 Mixing Plant and Pavers. Use a mixin

Subsection 401.04. Use pavers conforming to Subse

404.05 Surface Preparation. Prepare the surface 

tion 401.06.
261

404.07 Preparing and Mixing Material. Prepare, m

rial according to Subsections 401.08 through 401.10, 

of the aggregate introduced into the mixer shall not ex

ing temperature established in the job-mix formula.

404.08 Hauling, Placing, and Finishing. Construct t

friction course according to Subsections 401.11 thro

temperature of the mix when placed shall be within th

range.

To minimize asphalt cement drainage, discharge the m

1.5 hours of loading the truck. When surge bins are u

limit at the time the mix is deposited into the surge bi

404.09 Compacting. Roll asphalt mix parallel to cen

the outside edge and progressing towards the center

roller in a manner that does not shove, distort, or str

roller. On superelevated curves, begin the rolling on th

to the high side. Limit amount of rolling to that nece

the asphalt mix and bonding it to the underlying surfa

Provide a smooth surface according to Subsection 40

404.10 Joints and Cleanup. Use butt joints for long

joints. Protect the completed open-graded asphalt f

traffic until it has sufficiently hardened to resist 

ravelling.

404.11 Acceptance. Antistrip additive will be accep

106.02 and 106.03.

Asphalt will be evaluated under Subsections 106.04 a

Construction of the open-graded asphalt friction co

under Subsections 106.02 and 106.04.
262

(a) Asphalt content. The upper and lower specific

proved job-mix formula target value ±0.5 percent. 

acceptance quality characteristic category.

(b) Aggregate gradation. The upper and lower spe

approved job-mix formula target values plus or min

tions shown in Table 703-4 grading F. See Table 4

quality characteristic categories.

Measurement

404.12 Measure open-graded asphalt friction cours

antistrip additive by the ton.

Payment

404.13 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule except the open-graded 

contract unit bid price will be adjusted according 

Payment will be full compensation for the work pre

See Subsection 109.05.

Payment for open-graded asphalt friction course will b

mined by multiplying the contract unit bid price by t

The material pay factor is the lowest single pay factor 

content or any individual sieve of the aggregate grada

Payment will be made under:

Pay Item 

40401 Open-graded asphalt friction course 

40402 Asphalt cement grade ___ 

40403 Antistrip additive type ___ 
263

Samp

Material or

Product

Property or

Characteristic

Category 

Open-gradedasphalt frictioncourse

Asphalt contentGradation (1) —

No. 4No. 200Other specified sieves

III

II

(1) Use only sieves indicated for the specified gradation.(2) Do not use FLH T 514 if AASHTO T 164 is used to determine asphalt co
264

treated base.

Hot asphalt treated base course aggregate grading is 

Table 703-2.

Asphalt cement grade and antistrip additive type are d

Subsection 401.01.

Material

405.02 Conform to the following Subsections:

Aggregate 

Antistrip additive 

Asphalt cement 

Mineral filler 

Construction Requiremen

405.03 Composition of Mix (Job-Mix Formula). 

aggregate, asphalt cement, and additives that meets th

gradation in Table 703-2 and the class C design pa

or (c)(1); and (c)(2) or (d)(1) in Table 401-1.

Submit a written job-mix formula for approval at lea

duction. Submit the information and samples ac

401.03. The job-mix formula will be evaluated and 

Subsection 401.03.

405.04 Mixing Plant. Use a plant conforming to Sub

(a) For pugmill type mixers, plant screens are not req

oversize material. 

(b) Bins do not need to be divided.

(c) For drum dryer mixers, two separate stockpiles 
265

405.06 Acceptance. Mineral filler and antistrip add

under Subsections 106.02 and 106.03. 

Asphalt will be evaluated under Subsections 106.04 a

Construction of the hot asphalt treated base course w

Subsections 106.02 and 106.04.

Asphalt content, aggregate gradation, and density w

Subsection 106.05. Other aggregate quality properties 

Subsections 106.02 and 106.04. See Table 405-1 for 

testing requirements.

(a) Asphalt content. The upper and lower specific

proved job-mix formula target value ±0.5 percent. 

acceptance quality characteristic category.

(b) Aggregate gradation. The upper and lower spe

approved job-mix formula target values plus or min

tions shown in Table 703-2. See Table 405-1 for 

characteristic categories.

(c) Density. The lower specification limit is 90 pe

specific gravity (density) determined according to A

of the job-mix formula evaluation specified in Subse

405-1 for the acceptance quality characteristic categ

Measurement

405.07 Measure hot asphalt treated base course, aspha

and antistrip additive by the ton.
266

are shown in the bid schedule except the hot asphalt t

tract unit bid price will be adjusted according to Subse

will be full compensation for the work prescribed in th

tion 109.05.

Payment for hot asphalt treated base course will be ma

by multiplying the contract unit bid price by the mater

material factor is the lowest single pay factor determin

specific gravity (density), or any individual sieve of t

Payment will be made under:

Pay Item 

40501 Hot asphalt treated base course grading ___ 

40502 Asphalt cement grade ___ 

40503 Mineral filler 

40504 Antistrip additive type ___ 
267

Samp

Material or

Product

Property or

Characteristic

Category 

Hot asphalt treatedbase course

Asphalt contentGradation (1) —

3/8 inchNo. 4No. 200Other specified sievesCore density (2)

IIII

II

I

(1) Use only sieves indicated for the specified gradation.(2) Cut core samples from the compacted pavement according to AASHTO 

(3) Do not use FLH T 514 if AASHTO T 164 is used to determine asphalt co
268

406.01 This work consists of constructing one or m

graded emulsified asphalt mix.

Dense-graded emulsified asphalt pavement aggregate g

shown in Table 703-5.

Emulsified asphalt grade is designated as shown in 

AASH TO M 208.

Material

406.02 Conform to the following Subsections:

Aggregate 

Blotter 

Emulsified asphalt 

Mineral filler 

Water 

Construction Requiremen

406.03 Composition of Mix (Job-Mix Formula). 

aggregate, emulsified asphalt, additives, and/or water t

aggregate gradation in Table 703-5 and the design pa

(c) in Table 406-1. 

Submit a written job-mix formula for approval at lea

duction. Submit the following:

(a) Aggregate.

(1) Target value for each sieve size for the aggre

(2) Percentage of each aggregate stockpile to be 

(3) Average gradation of each aggregate stockpi

(4) Proportional samples representing each aggreg

pounds total.
269

(2) Emulsified asphalt application temperature ran

702-1.

(3) Source of the emulsified asphalt and a 5-gall

sample in plastic containers.

(c) Additives. 50-pound sample of each solid a

cement, mineral filler, fly ash, etc.)

(d) Water. Percentage of water to be added based 

mix.

The job-mix formula will be evaluated and approved a

401.03.

Table 406-1

Dense-Graded Emulsified Asphal

Design Parameters(1) Sp

 (a) Coating, % minimum

 Base

 Surface

 (b) Resistance(3) ) Rt at 73±5 bF

 Early cure(4), minimum

 Fully cured and water soak(5), minimum

 (c) Marshall stability, lbs minimum at 72±2 bF

 Marshall stability loss(6), % maximum

(1) Reference - AI Manual Series No. 19 (MS-19).

(2) Evaluate the mix after surface dry for the percent of particle su

(3) Rt

 = R+0.05C.

Where: R = Resistance value (AASHTO T 190).

C = Cohesiometer value (AASHTO T 246).

(4) Cured in mold for total of 24 hours at specified temperature.

(5) Cured in mold for total of 72 hours at specified temperature pl

(6) After vacuum saturation and immersion.
270

Interlock the aggregate feed controls with the emulsifie

water controls to ensure uniform introduction of the m

Use equipment conforming to AASHTO M 156 for h

phalt. Use positive displacement pumps to control 

asphalt. Provide dry storage facilities for additives.

406.05 Surface Preparation. Prepare the surface a

401.06.

406.06 Weather Limitations. Place the emulsified 

dry, unfrozen surface only when the air temperatur

50 bF and the pavement surface temperature is above 

Do not place emulsified asphalt mix when fog, s

temperatures below 35 bF are anticipated within 24 ho

ment of the mix.

406.07 Mixing, Hauling, Placing, Finishing, and C

the dense-graded emulsified asphalt pavement acc

401.10 through 401.15, except:

(a) Add the following to Subsection 401.10:

(1) Where combining with the emulsified asphalt

temperature between 60 and 175 bF.

(2) Maintain emulsified asphalt temperature with

(3) Combine and dry mix the aggregate accordin

mix formula for a period sufficient to provide a u

Add additives and water before the emulsified as

until particles are uniformly coated and a mixtur

even distribution of coarse and fine particles is o

(b) Delete the reference to Table 401-6 in Subsecti
271

asphalt content is within 0.75 percent of the percent 

Use a steel-wheeled roller having a minimum mass o

rolling and a pneumatic-tired roller with maximu

pounds per square inch for intermediate rolling.

Provide a smooth surface according to Subsection 402

areas by removing or adding material and recompacti

Where public traffic is permitted on a compacted mix, 

where tracking or pickup of material occurs.

Allow the surface to cure for not less than 10 days b

next course or treatment. During this period, maintain 

free of corrugations. Patch all holes that develop w

Remove all excess blotter, dirt, or other objectionable 

ing the following course or treatment.

406.08 Acceptance. Mineral filler and blotter will b

sections 106.02 and 106.03.

Emulsified asphalt will be evaluated under Subsectio

Construction of the dense-graded emulsified asphalt p

evaluated under Subsections 106.02 and 106.04. 

Residual asphalt content and aggregate gradation w

Subsection 106.05. Density and other aggregate qu

evaluated under Subsections 106.02 and 106.04. See 

mum sampling and testing requirements.

(a) Residual asphalt content. The upper and lower 

the approved job-mix formula target value ±0.75 pe

for the acceptance quality characteristic category.
272

Measurement

406.09 Measure dense-graded emulsified asphalt pa

phalt, and mineral filler by the ton. Do not adjust the 

for the emulsified asphalt, moisture content, or additi

Payment

406.10 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule except the dense-gra

pavement contract unit bid price will be adjusted ac

106.05. Payment will be full compensation for the w

Section. See Subsection 109.05.

Payment for dense-graded emulsified asphalt pavemen

determined by multiplying the contract unit bid price 

tor. The material pay factor is the lowest single pay 

residual asphalt content or any individual sieve of the 

Payment will be made under:

Pay Item 

40601 Dense-graded emulsified asphalt pavement 

grading ___

40602 Emulsified asphalt grade ___ 

40603 Mineral filler 
273

Samp

Material or

Product

Property or

Characteristic

Category 

Dense-gradedemulsified asphaltpavement

Residual asphalt contentGradation (1) —

No. 4No. 8No. 200Other specified sievesCore density (2)

II

II

I

II

—

(1) Use only sieves indicated for the specified gradation.(2) Cut core sample from the compacted pavement according to AASHTO T 

 dense-graded emulsified asphalt mixture.(3) Do not use FLH T 514 if AASHTO T 164 is used to determine residual a
274

407.01 This work consists of constructing one or 

graded emulsified asphalt.

Open-graded emulsified asphalt pavement aggregate g

shown in Table 703-6.

Emulsified asphalt grade is designated as shown in 

AASHTO M 208.

Material

407.02 Conform to the following Subsections:

Aggregate 

Choker aggregate 

Emulsified asphalt 

Water 

Construction Requiremen

407.03 Composition of Mix (Job-Mix Formula). 

aggregate, emulsified asphalt, additives, and/or water t

gradation in Table 703-6 and design parameters in Ta

Submit a written job-mix formula for approval at lea

duction. Submit according to Subsection 406.03, excep

the percent of water to be added. Use a maximum mo

mately the same as the saturated surface dry conditi

determined by AASHTO T 85.

The job-mix formula will be evaluated and approved a

401.03.
275

Design Parameters(1) Sp

Coating, % minimum

Base

Surface

Runoff, % maximum residual asphalt 

Washoff, % maximum residual asphalt 

Combined (Runoff and Washoff), % maximum 

(1) Reference - AI Manual Series No. 19 (MS-19).

(2) Evaluate the mix after surface dry for the percent of par

407.04 Mixing Plant. Use a stationary pugmill, ba

mixer plant, or continuous mixing plant equipped wit

ric gauging equipment capable of providing accurate 

entering the mixer. 

Use a mixing plant that permits variation in mixing ti

and injects the emulsified asphalt into the mix as a str

Locate the mixing plant as close as practical to the pr

407.05 Surface Preparation. Prepare the surface a

401.06.

407.06 Weather Limitations. See Subsection 406.0

407.07 Mixing. Introduce the material into the mixin

approved job-mix formula. Control the aggregate m

stockpiles so the maximum moisture determined in the 

exceeded. Mix until a uniform coating of between 70 

is obtained upon discharge based on visual inspection
276

asphalt material dripping from the hauling veh

constructed pavement on a daily basis.

Do not use mixes produced from different plants un

duced according to the same job-mix formula, use the 

same sources, and the procedure is approved.

Place the mix using pavers conforming to Subsection 

off, and finish the mix to the grade and elevation need

pacted thickness. Offset and locate longitudinal joints a

401.13.

Clean the paver immediately after use. Clean only in 

material will not be discharged into a borrow pit, ditc

onto a completed pavement.

407.09 Compaction. Compact when the fluid content 

water) is within ±2 percent of the optimum fluid conten

and the residual asphalt content is within ±0.5 percent o

formula percent. Make up any deficiencies in residual 

the application of a flush coat.

Furnish the number, mass, and type of rollers to obtain 

displacement, cracking, or shoving. Move the rollers 

to exceed 3 miles per hour, with the drive wheels nea

Immediately correct undue displacement resulting fro

direction of a roller, or other causes, by the use of rake

displace the line and grade of the edges.

Begin rolling at the sides and proceed parallel to the ro

each trip one-half the roller width, gradually progress

road. On superelevated curves, begin the rolling at th

to the high side by overlapping passes parallel to the 
277

designed for the controlled spreading of sand. Spread 

the rate of 3 to 6 pounds per square yard.

Make a minimum of 2 complete roller passes using a se

tired roller with a tire pressure of approximately 40 p

for intermediate rolling. Obtain a uniform textured s

of voids.

Use a nonvibratory 2 steel-wheeled roller for finish r

rolling until all roller marks are eliminated.

Provide a smooth surface according to Subsection 40

areas by removing or adding material and recompacti

Along forms, curbs, headers, walls, and other place

rollers, thoroughly compact the mix with mechanical h

joints, trim edges, and cleanup according to Subsectio

407.10 Flush Coat. Allow the surface to cure for 

Maintain the surface and keep it free of corrugations

develop with approved material. Remove all excess ch

other objectionable substances.

If the final surface will be used for the driving surfac

emulsified asphalt using an asphalt distributor ac

409.04. Use the same emulsified asphalt type and gra

Add water to the emulsified asphalt and thoroughly m

containing approximately 50 percent emulsified aspha

water.

When introducing water into a CMS-2, CMS-2s, or C

phalt, heating of the water may be necessary. Spread 

0.05 to 0.15 gallons per square yard. The CO will dete

of applications.
278

407.12 Acceptance. Choker aggregate will be evalu

106.02 and 106.03.

Emulsified asphalt will be evaluated under Subsectio

Construction of the open-graded emulsified asphalt p

evaluated under Subsections 106.02 and 106.04. 

Residual asphalt content and aggregate gradation w

Subsection 106.05. Other aggregate quality properties 

Subsections 106.02 and 106.04. See Table 407-2 for 

testing requirements. 

(a) Residual asphalt content. The upper and lower 

the approved job-mix formula target value ±0.5 per

for the acceptance quality characteristic category.

(b) Aggregate gradation. The upper and lower spe

approved job-mix formula target values plus or min

tions shown in Table 703-6. See Table 407-2 for 

characteristic categories.

Flush coat will be evaluated under Section 409.

Measurement

407.13 Measure open-graded emulsified asphalt pavem

for pavement and flush coat, and choker aggregate by 

the scale masses of the mix for the emulsified asphalt 

Measure surface treatment under Section 409.
279

are shown in the bid schedule except the open-graded e

ment contract unit bid price will be adjusted accordin

Payment will be full compensation for the work pres

See Subsection 109.05.

Payment for open-graded emulsified asphalt pavemen

determined by multiplying the contract unit bid price 

tor. The material pay factor is the lowest single pay 

residue asphalt content or any individual sieve of the 

Payment will be made under:

Pay Item 

40701 Open-graded emulsified asphalt 

pavement grading ___

40702 Emulsified asphalt grade ___ 

40703 Choker aggregate 
280

Samp

Material or

Product

Property or

Characteristic

Category 

Open-gradedemulsified asphaltpavement

Residual asphalt contentGradation (1) —

No. 4No. 8No. 200Other specified sieves

IIII

II

(1) Use only sieves indicated for the specified gradation.(2) Do not use FLH T 514 if AASHTO T 164 is used to determine residual a
281

408.01 This work consists of constructing one or mo

cled asphalt base using reclaimed asphalt pavement m

aggregate material combined with new aggregates, wa

recycling agents, and/or lime.

Cold recycled asphalt base course aggregate grading 

in Table 703-5.

Emulsified asphalt grade is designated as shown in 

AASH TO M 208.

Material

408.02 Conform to the following Subsections:

Aggregate (new) 

Emulsified asphalt 

Lime 

Recycling agent 

Water 

Construction Requiremen

408.03 Composition of Mix (Job-Mix Formula). 

reclaimed aggregate material, reclaimed asphalt pavem

gate, water, emulsified asphalt, recycling agent, and

applicable aggregate gradation in Table 703-5 and the 

and (b) or (c) in Table 406-1.

Submit a written job-mix formula for approval at lea

duction. Submit the following:

(a) Aggregate. Sources of and proportional samp

claimed asphalt pavement material, reclaimed aggre

aggregate, about 700 pounds total. Obtain sample

according to Subsection 403.03(a).
282

application is used. 

(2) Source of and 5-gallon sample of the emulsif

cling agent to be used in the mixture. Furnish 

containers.

(c) Water. Percentage of water to be added based 

mixture.

(d) Lime. Percentage of lime added based on total 

The job-mix formula will be evaluated and approved a

401.03.

408.04 Surface Preparation. For inplace mixing, c

of all vegetation and debris within 12 inches of the pa

Perform the work according to Section 201. Prepare t

Subsection 303.07.

408.05 Weather Limitations. See Subsection 406.0

408.06 Mixing. Use rotary mixers, cold-milling m

stationary mixing plants, or other approved equipment 

pleted base course mixture. 

For inplace mixing, use self-propelled equipment capa

ing, mixing, weighing, and placing the mixture. Use 

capable of registering the rate of addition of the emuls

agent, or water. Adjust the travel speed and/or numb

thorough and uniform mixture. 

For central plant mixing, use suitable equipment for s

the existing pavement. Use acceptable continuous flo

equipped with batching or metering devices designed t

quantities of the respective material.
283

pact the mixture according to Subsection 406.07.

After the recycled mixture has been compacted, do n

the completed cold recycled asphalt base for at least 2 

ment to cure according to Subsection 406.07 before pl

sealing the surface with a fog seal according to Sectio

408.08 Acceptance. Recycling agent and lime will b

sections 106.02 and 106.03.

Emulsified asphalt will be evaluated under Subsectio

Aggregate (new) will be evaluated under Subsections 

Table 408-1 for minimum sampling and testing requi

Construction of the cold recycled asphalt base course 

Subsections 106.02 and 106.04. Cold recycled asph

evaluated under Subsections 106.02 and 106.04. See 

mum sampling and testing requirements.

Measurement

408.09 Measure cold recycled asphalt base cours

square yard. When measurement is by the ton, do no

fied asphalt, recycling agent, water, and/or lime con

Measure square yard width horizontally to include th

allowable curve widening. Measure the square yard le

the centerline of the roadway.

Measure emulsified asphalt, lime, and recycling agen

Measure fog seal under Section 409.
284

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

40801 Cold recycled asphalt base course grading __

40802 Cold recycled asphalt base course grading __

___ inch depth

40803 Emulsified asphalt grade ___ 

40804 Recycling agent 

40805 Lime 
285

Samp

Material or

Product

Property or

Characteristic

Test Met

Aggregate (new) Gradation AASHTO T Cold recycled asphaltpavement

Core density (1) AASHTO T 

(1) Cut core sample from the compacted pavement according to AASHTO T  asphalt mixture.
286

treatment course. A fog seal is an asphalt surface treatm

The grade of asphalt is designated as shown in AASH

M 226 for asphalt cement, AASHTO M 140 or AASH

fied asphalt, and AASHTO M 81 or AASHTO M 82 

Surface treatment aggregate designation is designated as 

409-2, and 409-3.

Material

409.02 Conform to the following Subsections:

Aggregate 

Asphalt cement 

Blotter 

Cut-back asphalt 

Emulsified asphalt 

Construction Requiremen

409.03 Composition of Mix. For surface treatment

information and samples for approval at least 21 days 

(a) Aggregate samples. 80 pounds from each stoc

gradation range represented by each.

(b) Aggregate gradation target values. The propo

stockpile to be used and the proposed target value f

(c) Asphalt samples. 2 quarts of asphalt from the 

type to be used for the surface treatment.
287

(a) Asphalt distributor.

(1) Capable of heating asphalt evenly.

(2) Adjustable full circulation spray bar to 15-fe

(3) Positive controls including tachometer, pressu

suring device, or calibrated tank to uniformly dep

width within 0.02 gallons per square yard of the 

(4) Thermometer for measuring the asphalt temp

(b) Rotary power broom.

(c) Pneumatic-tire rollers.

(1) Minimum compacting width ) 5 feet.

(2) Minimum ground contact pressure ) 80 poun

(d) Aggregate spreader.

(1) Self-propelled.

(2) Minimum of 4 pneumatic tires on 2 axles.

(3) Positive controls to uniformly deposit the 

width of asphalt within 10 percent by mass of th

(e) Other equipment. Other equipment of prove

used in addition to or in lieu of the specified equipm

409.05 Surface Preparation. Prepare surface ac

303.07.

409.06 Weather Limitations. Place asphalt seal coat

ture in the shade and the pavement surface temperatur

rising and when the weather is not foggy or rainy.
288

On the first day of production, construct a 500-foot c

lane wide. Locate the control strip on the project as d

Construct the control strip using material, lay-down, 

dures intended for the remainder of the surface treatm

after construction of the control strip until the material 

evaluated and accepted.

Acceptable control strips may remain in place and wi

of the completed surface treatment.

Repeat control strip process until an acceptable contr

409.08 Asphalt Application. Calibrate the aspha

height, nozzle angle, and pump pressure and check lon

spread rates weekly according to ASTM D 2995.

Protect the surfaces of nearby objects to prevent spatte

building paper on the surface for a sufficient distance 

end of each application so the flow through the distr

started and stopped on the paper.

The CO will approve the exact application rate, temp

treated before application and may make adjustment

conditions. Apply the asphalt uniformly with an asp

distributor forward at the proper application speed at t

opened. Use care not to apply excess asphalt at the ju

Correct skipped areas or deficiencies. Remove and di

material used.

409.09 Aggregate Application. When using emulsif

aggregate to remove its dust coating.
289

construction, leave uncovered a strip of sprayed as

inches wide to permit an overlap of asphalt material.

Immediately correct excesses and deficiencies by broo

or removal of aggregate until a uniform texture is achie

in areas not accessible to power equipment. 

Make first roller pass to seat the aggregate immediate

applied. Operate rollers at a maximum speed of 5 mi

409.10 Fog Seal. A fog seal consists of applying a 

asphalt diluted with water onto an existing asphalt sur

emulsified asphalt according to Subsection 409.08 a

gallons per square yard depending on the condition 

Allow the fog seal to penetrate undisturbed for at le

emulsified asphalt breaks and is substantially absorbe

face. Then lightly cover remaining spots of excess asph

ing to Section 411 before opening the surface to traff

409.11 Single-Course Surface Treatment. A sing

ment consists of applying an asphalt onto an existing 

diately followed by a single, uniform application of 

asphalt and aggregate according to Subsections 409

approximate rates shown in Table 409-1. Determine t

approved control strips.

Use a pilot car according to Section 635 to limit traf

initial 45 minutes after rolling, limit the traffic speed

Limit traffic speeds to 20 miles per hour for 24 hours

Lightly broom the aggregate surface on the morning af

tain the surface by distributing blotter according to Se

free asphalt and by repairing areas deficient in aggrega

rial from the surface using a rotary power broom. Do 

material.
290

of

Operations

BCD

Apply asphalt material

 (gal/yd2)

Emulsified asphalt

Cut-back asphalt or

asphalt cement

0.45

0.40

0.38

0.25

0.28

0.20

Spread aggregate(1)(2)

 lbs/yd2 45 28 23 

(1) See Table 703-7 for aggregate gradations.

(2) Aggregate masses are for aggregates having a bulk sp

determined by AASHTO T 84 and AASHTO T 85. Make 

when the aggregate furnished has a bulk specific gravity ab

409.12 Multiple-Course Surface Treatment. A m

treatment consists of applying multiple layers of aspha

each asphalt and aggregate layer according to Subsect

and at the approximate rates shown in Table 409-2 or 

exact rates based on approved control strips.

Maintain the surface and limit traffic according to Su

For multiple-course surface treatment designations A

least 24 hours between application of the third and fo
291

Aggregate Grading (1)(2)

and Sequence of

Operations

Treatment Des

AT-19 AT-27 AT-33 

First Course )

Apply asphalt material

(gal/yd 2)

Spread aggregate (lb/yd2)

Grading D

Grading C

Grading B

Grading A

0.22

25

0.25

35

0.15

40

Second Course )

Apply asphalt material

(gal/yd2)

Spread aggregate (lb/yd2)

Grading E

Grading D

Grading C

0.13

10

0.25

15

0.30

12

Third Course )

Apply asphalt material

(gal/yd2)

Spread aggregate (lb/yd2)

Grading E

0.15

8

Fourth Course )

Apply asphalt material

(gal/yd2)

Spread aggregate (lb/yd2) (3)

Grading F

TOTALS )

Asphalt material (gal/yd2)

Aggregate (lb/yd2)

0.35

35

0.50

50

0.60

60

(1) See Table 703-7 for aggregate gradations.

(2) Aggregate masses are for aggregates having a bulk specific g

by AASHTO T 84 and AASHTO T 85. Make proportionate co

furnished has a bulk specific gravity above 2.75 or below 2.55.

(3) After final aggregate spread, apply additional cover aggreg

with unabsorbed asphalt materials.
292

Aggregate Grading (1)(2)

and Sequence of

Operations

Treatment De

E-19 E-27 E-33 

First Course )

Apply asphalt material

(gal/yd2)

Spread aggregate (lb/yd2)

Grading D

Grading C

Grading B

Grading A

0.45

25

0.35

30

0.45

36

Second Course )

Apply asphalt material

(gal/yd2)

Spread aggregate (lb/yd2)

Grading E

Grading D

0.25

10

0.25

10

0.25

16

Third Course )

Apply asphalt material

(gal/yd2)

Spread aggregate (lb/yd2)

Grading E

0.25

10

0.25

8

Fourth Course )

Apply asphalt material

(gal/yd2)

Spread aggregate (lb/yd2) (3)

Grading F

TOTALS )

Asphalt material (gal/yd2)

Aggregate (lb/yd2)

0.70

35

0.85

50

0.95

60

(1) See Table 703-7 for aggregate gradations.

(2) Aggregate masses are for aggregates having a bulk specific g

by AASHTO T 84 and AASHTO T 85. Make proportionate co

furnished has a bulk specific gravity above 2.75 or below 2.55.

(3) After final aggregate spread, apply additional cover aggreg

with unabsorbed asphalt materials.
293

106.02 and 106.04. See Table 409-4 for minimum 

requirements.

Construction of asphalt surface treatment course will b

sections 106.02 and 106.04.

Blotter will be evaluated under Section 411.

Measurement

409.14 Measure surface treatment aggregate by the t

in the hauling vehicle.

Measure asphalt cement and emulsified asphalt by th

Measure blotter under Section 411.

Payment

409.15 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payments will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

40901 Surface treatment aggregates designation ___ 

40902 Surface treatment aggregates designation ___ 

40903 Asphalt cement grade ___ 

40904 Emulsified asphalt grade ___ 
294

Samp

Material or

Product

Property or

Characteristic

Test Met

Aggregate surfacetreatment aggregate

Gradation (1)

Fractured faces (1)Flakiness index (1)

AASHTO T FLH T 507FLH T 508

(1) Applies to each aggregate grade furnished.
295

Slurry seal type is designated as shown in Table 703-

Emulsified asphalt grade is designated as shown i

AASHTO M 208.

Material

410.02 Conform to the following Subsections:

Aggregate 

Emulsified asphalt 

Mineral filler 

Water 

Construction Requiremen

410.03 Composition of Mix (Job-Mix Formula). 

mixture of aggregate, water, emulsified asphalt, and 

ASTM D 3910 and ISSA T 114. Conform to the appl

tion in Table 703-8 and the following residual asphal

Type I - Residual asphalt between 10.0% and 1

Type II - Residual asphalt between 7.5% and 13

Type III - Residual asphalt between 6.5% and 12

Submit a written job-mix formula for approval at lea

duction. Submit the following:

(a) Aggregate gradation values. The representati

size for the aggregate blend.

(b) Emulsified asphalt content. The residual asph

by mass of dry aggregate.
296

(e) Mineral filler samples. 50-pound sample of 

filler, when applicable.

The job-mix formula will be evaluated for approval.

410.04 Equipment. Furnish equipment with the fol

(a) Slurry seal mixer.

(1) Self-propelled.

(2) Continuous-flow mixing.

(3) Calibrated controls.

(4) Easily readable metering devices that accu

material before entering the pugmill.

(5) Automated system for sequencing in all raw 

stant slurry mix.

(6) Mixing chamber to thoroughly blend all ingr

(7) Fines feeder with an accurate metering device 

into the mixer where the aggregate is introduced 

(8) A pressurized water system with a fog-type sp

ging the surface immediately ahead of the spread

of 0.03 to 0.06 gallons per square yard.

(9) Proportioning system that is accurate for mea

pendent of the engine speed.

(10) Minimum speed of 60 feet per minute and m

feet per minute.

(11) Minimum storage capacity of 7 tons.

(12) Capable according to ISSA Performance G

(b) Mechanical-type single squeegee spreader bo

(1) Attaches to the slurry seal mixer.

(2) Flexible squeegee in contact with the sur

slurry.
297

(c) Auxiliary equipment. Furnish hand squeegees, 

pment necessary to perform the work. Provide clea

ing, but not limited to, power brooms, air compressor

ment, and hand brooms for surface preparation.

410.05 Surface Preparation. Prepare the surface to 

Subsection 303.07.

410.06 Weather Limitations. Apply slurry seal whe

the shade and the surface temperature are at least 60 

the weather is not foggy, rainy, or overcast.

410.07 Slurry Seal Application. Mix the slurry s

mixer. Fog the surface with water immediately prece

Blend the additive with the aggregate using the fin

aggregate in the pugmill immediately before mixing w

asphalt.

Mix the slurry seal a maximum of 4 minutes. Ensure 

the desired consistency as it leaves the mixer and con

job-mix formula. Adjustment of the mineral filler and 

content during construction may be approved to adjus

conditions.

Carry sufficient slurry seal mix in the spreader to comp

Spread the mix with a mechanical-type single squeegee 

not accessible to the spreader box, use hand squeegees 

mix.

Allow treated areas to completely cure before open

complete when clear water can be pressed out of the 

of paper without discoloring the paper.

410.08 Acceptance. Emulsified asphalt will be evalu

106.04 and 702.09.
298

106.04.

Measurement

410.09 Measure slurry seal by the square yard. Mea

horizontally to include the top of surface width and allo

Measure the square yard length horizontally along the 

roadway.

Measure emulsified asphalt and slurry seal aggregate 

Payment

410.10 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

41001 Slurry seal type ___ 

41002 Emulsified asphalt grade ___ 

41003 Slurry seal aggregate 
299

Samp

Material or

Product

Property or

Characteristic

Test Met

Slurry seal aggregate Gradation

Fineness modulus (1)

Sand equivalent

AASHTO T AASHTO T AASHTO T no. 2

(1) See AASHTO M 29.
300

coat.

Prime coat asphalt grade is designated as shown in AA

TO M 208 for emulsified asphalt and AASHTO M 81 

cut-back asphalt.

Material

411.02 Conform to the following Subsections:

Blotter 

Cut-back asphalt 

Emulsified asphalt 

Construction Requiremen

411.03 Equipment. Use equipment conforming to S

411.04 Surface Preparation. Prepare the surface to 

Subsection 303.07.

411.05 Weather Limitations. Apply prime coat on 

surface when the air temperature in the shade and the 

perature are at least 50 bF and rising and when the w

rainy.

411.06 Asphalt Application. When required, lightly 

water before applying the prime coat. Apply asphalt a

409.08 at a rate of 0.10 to 0.50 gallons per sq

penetration. 

Where using an emulsified asphalt that is not form

prime coat material, dampen the roadway surface an

deep. When required, dilute a slow-setting emulsifie

equal amount of water. Apply the emulsified asphalt 

gallons per square yard. Immediately process, resp

material.
301

Until the next course is placed, maintain the primed s

of corrugations by broom dragging.

Where traffic is routed over a primed surface before t

been completely absorbed, or to minimize damage by 

cover the unabsorbed asphalt. Remove excess blotte

after excess asphalt is absorbed. Remove all dirt or ot

and repair all damaged areas before placing the next c

411.07 Acceptance. Emulsified asphalt and cut-bac

ated under Subsections 106.04 and 702.09.

Aggregate for blotter will be evaluated under Subsect

Construction of the prime coat will be evaluated under 

106.04.

Surface preparation will be evaluated under Section 3

Measurement

411.08 Measure prime coat asphalt by the ton or by the 

added for dilution.

Measure blotter by the ton or by the cubic yard in the 

Payment 

411.09 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payments will be ful

work prescribed in this Section. See Subsection 109.
302

41101 Prime coat grade ___ 

41102 Prime coat grade ___ 

41103 Blotter 

41104 Blotter 
303

Tack coat emulsified asphalt grade is designated as sho

or AASHTO M 208.

Material

412.02 Conform to the following Subsection:

Emulsified asphalt 

Construction Requiremen

412.03 Equipment. Use equipment conforming to S

412.04 Surface Preparation. Prepare the surface fo

to Subsection 303.07. When the surface is concrete, r

crack filler.

412.05 Weather Limitations. Apply asphalt tack c

surface when the air temperature in the shade is abov

412.06 Asphalt Application. Where using slow-set

dilute by adding an equal amount of water to the emu

Apply the asphalt according to Subsection 409.08 a

gallons per square yard. When a tack coat cannot be 

distributor spray bar, apply the tack coat uniformly and 

with a hand spray attachment or by another approved 

If excess asphalt material is applied, squeegee the ex

Allow the tacked surfaces to completely cure befor

course. Place the covering course within 4 hours of p
304

106.04.

Surface preparation will be evaluated under Section 3

Measurement

412.08 Measure tack coat by the ton or by the gallon 

for dilution.

Payment

412.09 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

41201 Tack coat grade ___ 

41202 Tack coat grade ___ 
305

process.

Construction Requiremen

413.02 Equipment ) Milling Machine. Furnish equ

ing capabilities:

(a) Self-propelled.

(b) Sufficient power, traction, and stability to accur

cut.

(c) Capable of removing the pavement thickness to p

slope.

(d) Automatic system to control grade elevations b

existing pavement by means of a ski or matching sho

ent grade control.

(e) Automatic system to maintain cross slope.

(f) System to effectively limit dust and other particu

ing removal operations.

(g) Loading system or adequate support equipmen

milled material at removal rate.

(h) Cutting width equal to at least one third of the l

413.03 Milling. Use a longitudinal reference to accura

References may include a curb, edge of pavement, o

pavement surface. Mill in a longitudinal direction. 

Mill the transverse slope to within 0.25 inch in 10 fee

Transition from one transverse slope to another at a u

mill the entire roadway lane width so the cross-sect

forms a straight line.

Transition between different depths of cut at a unifo

depth per 25 feet. At the beginning and end of the m

smooth transition to the original surface at this rate. D

vertical edge perpendicular to the direction of trave

remains open to traffic, limit differences in elevation 

according to Subsection 156.06(b).
306

into the air. Dispose of recovered milled m

Subsection 211.03(b).

Before opening to traffic, patch milled travel lanes a

635.17.

413.04 Acceptance. Asphalt pavement milling will b

sections 106.02 and 106.04.

Smoothness of milled surface will be evaluated under 

Measurement

413.05 Measure asphalt pavement milling by the squa

Measure square yard width horizontally. Measure 

along the centerline of the roadway.

Payment

413.06 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payments will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

41301 Asphalt pavement milling, ___ inch depth 

41302 Asphalt pavement milling, ___ inch depth 
307

414.01 This work consists of saw cutting, when requ

cleaning and filling cracks and joints in asphalt pavem

Material

414.02 Conform to the following Section and Subsec

Asphalt cement 

Blotter 

Emulsified asphalt 

Fine aggregate 

Joint sealant 

Slurry seal 

Construction Requiremen

414.03 Equipment. Furnish equipment with the fol

(a) Power saw and blades. Saw and blades of such 

that saw cuts can be made with one pass. Spacers a

(b) Router. Power rotary impact router or vertical sp

cleaning cracks or joints to the required depth and w

(c) Hot-compressed air lance. A lance capable of p

compressed air at a volume of 100 cubic feet per min

pounds per square inch and at a temperature of 200

(d) Application wand. A crack sealant applicator w

hose that is attached to a heated sealant chamber. Th

shall maintain temperature of the sealant within ma
308

thermometer such that the temperature of the joint 

checked.

(f) Squeegee. A hand-held squeegee for ensuring th

the existing surface.

414.04 Saw Cutting and Joint Sealing. Saw cut, cl

continuous operation. Either dry or wet cutting is all

Clean dry-sawed joints with a stream of air sufficient 

or deleterious matter adhering to the joint walls or rem

ity. Blow or brush dry material off the pavement surf

Clean wet-sawed joints with a water blast, 50 pound

mum, immediately after sawing to remove any sawing 

ous matter adhering to the joint walls or remaining in th

ately flush all sawing slurry from the pavement surf

joints with air to dry joint surfaces.

Do not allow traffic to knead together or damage the sa

operations cause interference with traffic, provide pro

Place the sealant when the pavement surface tempera

Discontinue operations when weather conditions d

quality of forming joints and applying sealants.

Submit a copy of and adhere to the manufacturer's reco

ing and applying the joint sealant. Heat the joint sea

Do not heat the sealant above the safe heating temper

the manufacturer. Do not hold the material at the p

more than 6 hours and do not reheat the material. 

Place a bond breaker tape designed for use with ho

bottom of the saw cut joint. 
309

diately after sealing each joint.

Fill each joint such that, after cooling, the level of the 

0.125 inch below the pavement surface.

Wait for the sealant to be tack free before opening the 

spread blotter on the sealed joints to allow early open

414.05 Crack Cleaning and Sealing. Clean the exis

material, dirt, or other deleterious substances by br

water, or other approved methods. Rout and clean all 

opening of 0.25 inches or more to make a sealant rese

routed crack or at least 0.75 inches deep. Dry cracks 

When using the hot-compressed air lance, keep it mov

surrounding pavement and the joint. Place and finish s

after heating with the hot-compressed air lance.

For cracks with a 0.5-inch width or less, seal with ho

according to Subsection 414.04.

For cracks with a width greater than 0.5 inches, seal w

seal mix, fine aggregate-asphalt cement mix, or fin

asphalt mix. Use a squeegee or other suitable equipme

the cracks.

Immediately screed the joint sealant or asphalt mix 

existing surface. Use a squeegee to ensure that a 3-inc

on the finished sealed crack. Cover the sealed crack 

of blotter.

414.06 Resealing Defective Joints or Cracks. Resea

sion failure, damage, missed areas, foreign objects 

problems which will accelerate failure.
310

106.04.

Measurement

414.08 Measure joint sealant by the gallon or by the 

Measure saw cutting and joint sealing, and crack clea

linear foot.

Payment

414.09 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payments will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

41401 Joint sealant 

41402 Joint sealant 

41403 Saw cutting and joint sealing 

41404 Crack cleaning and sealing 
311

asphalt sealant between pavement layers to form a wa

relieving membrane within the pavement structure.

Material

415.02 Conform to the following Subsections:

Asphalt cement 

Blotter 

Emulsified asphalt 

Geotextile type VI 

Joint sealant 

Construction Requiremen

415.03 Surface Preparation. Prepare the surface t

fabric according to Subsection 303.07.

415.04 Weather Limitations. Apply asphalt sealan

on a dry surface when the pavement surface temperatu

rising. 

415.05 Asphalt Sealant Application. Use asphalt 

perature range of 290 to 325 bF. Use emulsified aspha

range of 130 to 160 bF.

Apply the asphalt sealant to the pavement surface a

409.08 at a rate of 0.20 to 0.30 gallons per square yar

Spray the asphalt sealant 6 inches wider than the pav

apply the asphalt sealant any farther in advance of the p

ment than can be maintained free of traffic.

Where emulsified asphalt is used, allow the emulsion 

the paving geotextile.
312

asphalt sealant with minimal wrinkling. Slit, lay flat, 

folds higher than 1 inch. Broom and/or roll the paving 

fabric contact with the pavement surface.

At geotextile joints, overlap the geotextile 6 inches 

Overlap transverse joints in the direction of paving to 

the paver. Apply additional asphalt sealant to paving 

ensure proper bonding of the double fabric layer.

If asphalt sealant bleeds through the fabric, treat the a

ter. Minimize traffic on the geotextile. If circumstanc

membrane, apply blotter and place "slippery when we

Broom the excess blotter from the geotextile surface b

lay. Repair all damaged fabric before placing overlay. 

according to Section 412 before placing the overlay. 

geotextile, do not turn equipment on the geotextile.

Place a hot asphalt concrete overlay within 48 hours a

geotextile. Limit the lay-down temperature of the mi

bF except when the paving geotextile is composed o

limit the lay-down temperature of the mix to a maxim

415.07 Acceptance. Asphalt cement will be evalua

106.04 and 702.09. Geotextile material will be evalu

106.02, 106.03, and 714.01.

Placement of the paving geotextile will be evalua

106.02 and 106.04.

Blotter will be evaluated under Section 411.

Surface preparation will be evaluated under Section 3
313

Measure asphalt sealant by the ton.

Measure blotter under Section 411.

Payment

415.09 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payments will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

41501 Paving geotextile 

41502 Asphalt sealant 
314

416.01 This work consists of constructing a recycl

using methods and equipment capable of recycling an

in a one-pass operation.

Continuous cold recycled asphalt base course compac

A or B as shown in Subsection 416.08.

Emulsified asphalt grades for emulsified binder agent a

designated as shown in AASHTO M 140 or AASHT

Material

416.02 Conform to the following Subsections:

Emulsified binder agent 

Quicklime 

Recycling agent 

Sealing emulsion 

Water 

Construction Requiremen

416.03 Submittals. 

(a) Material. When type A compaction is designate

at least 28 days before recycling:

(1) Ten pavement cores at least 6 inches in diam

lected sites

(2) Source of and 2 gallons of emulsified binder 

(3) 2 pounds of quicklime if quicklime is in

schedule

(4) Material safety data sheets

The CO will perform a mix design and provide an in

emulsified binder agent, recycling agent, and quick
315

(c) Sequence of operations. At least 14 days befor

proposed equipment, manpower, and sequence of o

 

416.04 Surface Preparation. Prepare the surface a

303.07(c). Clear, grub, and remove all vegetation and 

the pavement to be recycled.

416.05 Weather Limitations. See Subsection 406.0

416.06 Pavement Milling. Use equipment that is:

(a) Self-propelled

(b) Equipped with automatic depth controls

(c) Capable of maintaining the required cutting dep

(d) Capable of milling to the required depth in a sing

pavement width or one lane width, whichever is gre

(e) Capable of screening and crushing material

Do not disturb underlying material.

Reduce oversize particles to a maximum size of 1 inc

416.07 Mixing and Proportioning. Produce a homog

coated mixture of milled paving material, emulsified b

(a) Equipment. Use self-propelled equipment with

(1) A positive displacement pump with an auto

which allows the addition of emulsified binder 

agent only when milled material is present in th

automatically shuts off when the machine is sto
316

binder agent metering pump to regulate the emulsi

to the material in the mixing chamber.

(3) A meter for monitoring flow rate and total 

binder agent and/or recycling agent into the mix

(b) Quicklime. When there is an item in the bid sch

corporate quicklime using one of the following met

(1) Dry. Use a calibrated spreader to place pell

existing pavement ahead of the recycling opera

within the width of the milling head. After millin

to slake the quicklime.

(2) Slurry. Use mixing equipment designed for p

Equip the slurry plant operations with scales an

quicklime and water within 0.5 percent by mass

tanks to keep the lime in suspension. Provide a co

slurry with the appropriate amount of quicklime 

the recycled asphalt pavement. Introduce the lim

head. Meter lime slurry to within ±10 percent o

(c) Monitoring. Continuously monitor and eval

ing/placing operations and make adjustments to prop

procedures as appropriate to maximize the quality a

final recycled asphalt base product. Adjustments m

tion rate for emulsified binder agent, application 

tion of water, changes to the recycling operation to 

tions in existing pavement and material conditions, c

in shoulder material, and termination of operations d

tionable product.

416.08 Spreading, Finishing, and Compacting. Us

Subsection 401.05 that is capable of picking up the en

ing it into the paver hopper. Do not heat the screed.
317

(1) Type A. One to 2 hours after placing the rec

recycled mix according to Subsection 401.14 

roller(s) weighing at least 27 tons. Do not park o

pacted recycled material. Initially compact with 

no displacement is visible. Use steel-wheel roll

vibratory mode, to achieve final density.

 

Compact the recycled mix until it obtains a min

ately after placing and rolling, of 88 percent of 

prepared according to AASHTO T 247 at 140 bF

of the laboratory specimen according to AASHT

density of the inplace recycled mix according to 

(2) Type B. Compact the recycled mix using th

sequence, and number of roller passes:

(a) 6 to 8 roller passes with a double drum, 

a minimum mass of 5.5 tons and equipp

amplitude controls.

(b) 8 to 12 roller passes with a pneumat

minimum mass of 2000 pounds per wheel 

of 80 pounds per square inch.

(c) 4 to 6 roller passes with a static steel-w

mum pressure of 250 pounds per square in

Keep all traffic and equipment off of the recycled as

hours after completing initial compaction.

(b) Pavement smoothness. Immediately after init

plete, measure pavement smoothness according to 

except defective areas are surface deviations in exc

feet. Correct defective areas according to Subsecti
318

laboratory specimen.

(2) Type B. At least 3 days after initial compactio

effort with the pneumatic and static steel wheel r

temperature is greater than 72 bF. Use a minim

the entire surface with each roller.

(d) Curing. Repair damage to the recycled asphalt 

(1) Recycled mix with quicklime. Overlay the r

days after recycling.

(2) Recycled mix without quicklime. Overlay 

has cured 7 to 21 days. Do not overlay until the 

recycled base is less than or equal to 1.5 percent 

T 239 or until 21 days after recycling.

416.09 Sealing Emulsion. When there is a pay item 

the bid schedule and when directed by the CO, place a 

surface of the recycled base after final compaction. D

sion 50 percent by volume with water and apply it a

gallons per square yard. Place blotter according to Se

416.10 Acceptance. Emulsified binder material w

Subsections 106.03, 106.04, and 702.09.

Quicklime will be evaluated under Subsection 106.03

Construction of continuous cold recycled asphalt base 

under Subsections 106.02 and 106.04. Type A compa

under Subsection 106.04. See Table 416-1 for minimu

requirements.

Pavement smoothness will be evaluated under Subsec

106.04.

Blotter material will be evaluated under Section 411.
319

width and allowable curve widening. Measure the squ

tally along the centerline of the roadway.

Measure emulsified binder agent by the ton.

Measure sealing emulsion by the ton includin

dilution.

Payment

416.12 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

41601 Continuous cold recycled asphalt 

base course type ___

41602 Continuous cold recycled asphalt 

base course type ___

41603 Emulsified binder agent grade ___ 

41604 Sealing emulsion grade ___ 

41605 Quicklime 
320

Samp

Material or

Product

Property or

Characteristic

Test Met

Recycled mix (1) Inplace density AASHTO T 

(1) Testing required when cold recycled asphalt base course is designated typ(2) See Subsection 416.08.
321

cold asphalt mix. This work also consists of furnishi

phalt mix as a patching material for temporary roadw

Material

417.02 Conform to the following Subsection:

Cold asphalt mix 

Construction Requiremen

417.03 Composition of Mix (Job-Mix Formula). Su

ity, and gradation specifications for the cold asphalt 

laboratory test reports that demonstrate the propertie

phalt cement, additives, and mix meet Federal o

specifications.

417.04 Surface Preparation. Prepare the surface ac

or Subsection 303.07 as applicable.

417.05 Placing. Place the mix with appropriate eq

uniform surface. For roadway paving, do not place lif

In areas where mechanical spreading and finishing is 

finish each course by hand raking, screeding, or by ot

Construct a surface that is uniform in texture and cr

joints or tapers as required.

417.06 Compacting.

(a) Roadway paving. Compact by rolling with 

weighing at least 8 tons.

(b) Non-roadway paving and patching. Compact 

operated roller weighing at least 300 pounds or wit

Compact areas that are not accessible to rollers by oth
322

106.02 and 106.04.

Measurement

417.08 Measure minor cold asphalt mix by the ton.

Payment

417.09 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

41701 Minor cold asphalt mix 
323

 

DIVISION 500

Portland Cement

Concrete Pavement
324

501.01 This work consists of constructing portland cem

on a prepared surface. This work also includes pavem

sisting of full-depth, full-width removal and reconstruc

concrete pavement. 

Material

501.02 Conform to the following Subsections:

Air-entraining admixtures 

Chemical admixtures 

Coarse aggregate 

Curing material 

Epoxy resin adhesives 

Fine aggregate 

Fly ash 

Grout 

Joint fillers and sealants 

Portland cement 

Reinforcing steel, tie bars, dowel bars, hook bolts, 

Water 

Construction Requiremen

501.03 Composition of Mix (Concrete Mix Design

mix according to Subsection 552.03. Conform to Tab

501.04 Equipment. Furnish equipment conforming 

(a) Forms. Furnish straight, steel forms. For edge 

furnish flexible or curved forms. Conform to all th

(1) Depth equal to edge of pavement thickness 

(2) 10-foot minimum length

(3) Stabilizing devices to withstand paving oper

(4) Joint locks to join form lengths tightly togeth

(5) Cleaned and oiled before each use
325

()

()

(

0.49 70 ± 20 bF 1.5 ± 1.0 in. 4.5 min N

(1) Other AASHTO M 43 aggregate sizes smaller than no. 57 or 67 may be 

However if the nominal-maximum-sized aggregate is 1/2 inches or small

content. Furnish type I or II portland cement.

(b) Paving. Furnish the paving and finishing equip

type of construction as follows:

(1) Slip form construction. Furnish slip form 

spreading, consolidating, screeding, and float-fini

concrete in one complete pass of the machine t

homogeneous pavement with minimal hand finis

Equip the paving machine with the following:

(a) Electronic controls to control line and gra

sides of the machine.

(b) Vibrators to vibrate the concrete for the ful

strip of pavement being placed.

(c) A positive interlock system to stop all vib

ments when the forward motion of the machi

Operate the paving machine with a continuous 

coordinate mixing, delivering, and spreading conc

progress without stopping and starting the pavi

tractive force to the machine, except that which 

machine. 
326

the effect of the screed's momentum on the side 

ently operated screeds.

Coordinate the number of driving wheels, powe

machine's mass to prevent slippage. Any machi

side forms will not be permitted. 

(3) Vibrators. Furnish internal immersed tube 

vibrators for all paving more than 8 inches thick. 

tors are acceptable for full-width concrete consol

or less in thickness. Attach vibrators to the spread

or mount on a separate carriage. For constructio

hand held vibrators according to Subsection 552

(c) Joint sealing. Furnish sealing equipment accord

facturer's recommendations.

(d) Joints and concrete removal. Furnish an adeq

saws with sufficient power to saw full-depth and c

water-cooled, diamond-edged blades, or abrasive w

blade guards and guides or devices to control alignm

and maintain stand-by equipment and an adequate 

blades or wheels. 

(e) Concrete removal. Furnish concrete saws, drop 

ers, and jack hammers to break concrete. Concrete sa

above. Ball-drop breakers are not permitted.

Furnish equipment that will not damage the subgr

existing concrete slabs designated to remain.

If new or existing slabs, not scheduled for rep

spalled, or damaged during the removal operation

slabs.
327

Full-depth, full-width reconstruction shall conform to 

501.06 Placing Concrete. For storing, handling, 

material and delivering concrete, conform to Subse

552.08 and 552.10. 

Do not place concrete on frozen subgrade. Place con

slip form paving machines. Where a paving machin

concrete according to Subsection 501.07.

When concrete is placed adjoining a previously constr

do not allow mechanical equipment to be operated on 

the lane has attained a minimum flexural strength of 

inch according to AASHTO T 97 or compressive stren

square inch according to AASHTO T 22. Protect the 

lane from damage by the paving equipment.

Construct reinforcing steel according to Section 554

reinforcement on acceptable supports before placing 

spreading, mechanically place or vibrate the reinfor

depth in the plastic concrete. 

501.07 Construction of Irregular Areas. In irregula

sible to paving equipment, construct the paveme

Strike-off, consolidate, float, and surface finish the co

(a) Thoroughly and uniformly vibrate and compa

placement without segregating the material.

(b) Using templates or screeds, strike-off the con

required cross-section between the forms. Carry a s

in front of the leading edge of the template or scree

(c) Float the surface to the required grade and cross

(d) Finish the surface according to Subsection 501.
328

of deleterious matter until sealed. 

Form isolated joints at structures by placing 1/2-inch 

around each structure that extends into or through the 

crete is placed. 

Remove and replace all newly placed concrete pavem

cracking occurs.

(a) Longitudinal joints. Construct longitudinal jo

ing. Construct sawed longitudinal joints (with tie b

pavement placement width exceeds 15 feet. Constru

continuous with no gaps in either the transverse o

intersections. 

Place tie bars perpendicular to the longitudinal joints 

ment or rigidly secured chairs without damaging or 

Do not paint or coat tie bars with any material or en

sleeves.

Where adjacent lanes of pavement are constructed s

paving machines or steel side forms to form a keyway 

joint. Tie bars may be bent at right angles against th

constructed and straightened into final position bef

the adjacent lane. Repair or replace broken or badl

Threaded hook bolts may be used instead of tie bar

the form of the longitudinal construction joint. Wi

bars may be hydraulically inserted through metal ke

(1) Formed joints. Form joints with an approved 

able device while the concrete is plastic. When 

structed separately, form the sealant reservoir in 
329

during the curing period. Saw sealant reservoirs n

after placing the concrete.

If necessary, continue sawing day and night, regar

tions. Clean the saw cut and adjacent concrete s

after sawing each joint.

Do not saw a joint if a crack occurs at or near th

sawing. Discontinue sawing when a crack deve

If a crack develops in reinforced concrete pavement

least a 10-foot long, full-width slab properly attach

If a crack develops in plain concrete pavement, rem

slab properly attached to adjacent slabs.

(b) Transverse expansion joints. Form transverse e

ing to (a)(1) above. Place dowel bars through transv

els parallel to the surface and center line of the slab 

remains in the pavement.

Dowel placement implanters may be used while the 

vided they conform to the dowel tolerance specified

that leaks into the joint expansion space. Install th

full-depth, perpendicular to the subgrade, and cont

pavement width. Do not use damaged or repaired jo

is assembled in sections, construct without an o

sections. 

(c) Transverse contraction joints. Where require

dowel bars according to (b) above. Dowel bar sleeve

not required. Saw joints according to (a)(2) abov

placed separately, construct joints continuously 

pavement.
330

(d) Transverse construction joints. Unless an ex

the same location, construct a transverse construction 

day's work or where concrete placement is interrupte

utes. Do not construct a transverse joint within 10 f

If sufficient concrete has not been mixed to form a s

when an interruption occurs, remove and dispose of t

to the last preceding joint.

Use a metal or wooden bulkhead to form the joint, s

cross-section, and designed to permit the installatio

Install dowel bars in all transverse construction join

not coincide with the location of a transverse expans

501.09 Surface Finishing. Protect the surface from 

After floating, check the surface of the fresh con

traightedge. Remove high areas indicated by the strai

cessive check with the straightedge 5 feet over the pr

Correct pavement edge slump in excess of 0.25 inc

concrete has hardened. If edge slump exceeds 1 inch 

length of hardened concrete, remove and replace the e

transverse and longitudinal joints.

Before the concrete has initially set, work the pavemen

transverse expansion joints, formed joints, transverse 

emergency construction joints to produce a 1/4-inch c

smooth, dense mortar finish. Do not use mortar build

Groove finish the surface according to Subsection 55
331

(a) Water method. Cure according to Subsection 55

the surface of the pavement and the edges of the sl

mats. Extend mats at least twice the thickness of th

edges of the slab. Place the mats in complete contac

masses or other approved methods to maintain cont

(b) Liquid membrane curing compound metho

Subsection 552.15(c). Protect sawed joints from in

rial into the joint before sealing. Repair damaged a

additional compound.

(c) Waterproof cover method. Thoroughly wet 

mist applicator. Entirely cover the surface with a wa

cover at least 18 inches. Extend the cover beyond 

least twice the thickness of the pavement. Place the 

tact with the surface.

Use masses or other approved methods to maintain 

cement lap joints to prevent opening or separating w

When the air temperature is expected to drop below 35 

supply of insulating material. Insulate the pavement 

depth to maintain a temperature above 40 bF for 3 da

continuously recording thermometers according to Su

Remove forms when the concrete has hardened suffic

but not earlier than 12 hours after placing concrete. 

exposed slabs immediately with a curing method equal 

surface. Prevent erosion of the base course beneath 

edges until shoulders are constructed.

501.11 Sealing Joints. Saw cut and seal joints befor

ed to construction or public traffic. Do not saw seala

hours after placing concrete.
332

Use preformed joint seals, silicone sealant, or hot-poure

joints. Use silicone or hot-poured sealants for long

contraction joints.

(a) Silicone or hot-poured sealants. Install backe

to the depth required. Do not stretch or twist the bac

tion. Limit the length of backer rod installed to th

during the same workday. 

Place poured joint sealing material when the air tem

Immediately remove any excess or spilled material 

surface. Do not use sand or similar material to cov

(b) Preformed joint seals. Furnish the seal in one 

fied for the joint opening. Install seals with a lubri

both sides of the concrete joint. Compress the sea

percent of its nominal width. Install the top of th

below the pavement surface.

Remove and replace seals that are damaged, twisted, 

or stretched more than 3 percent. 

501.12 Pavement Smoothness. After the concrete ha

measure the smoothness of the surface.

(a) Profilograph measurements. Measure the trav

centerline according to Subsection 401.16(a). Mea

according to (b) below. Defective areas are bumps 

in 25 feet, 0.1-mile profile indexes greater than 1

surfaces with a pay factor less than 0.75 as determ

106.05.

(b) Straightedge measurement. Use a 10-foot me

sure at right angles and parallel to the centerline. Def

deviations in excess of 0.25 inch in 10 feet between 

straightedge with the surface.
333

501.13 Full-Depth, Full-Width Patching. Construc

provide a similar appearance to the existing paveme

using the same materials proposed for the work.

Begin pavement work after the test panels have been i

for appearance and the concrete mix design 28-day c

verified.

(a) Concrete removal. For mesh reinforced, plain 

concrete pavement, saw cut slabs full depth, leavin

limits of the patch.

For continuously reinforced concrete pavement, saw 

verse patch limits to a depth of 1.75±0.25 inches. D

to penetrate the steel reinforcement. Saw cut longit

Break up the concrete with a chipping hammer dow

If replacement steel will be welded, cut the existin

leave 8 inches of steel exposed. If replacement st

existing steel to leave the lap length plus 2 inches. 

in Table 501-2.

Table 501-2

Reinforcing Steel Splices

Bar Size

Length of Overla

inches

No. 4 15

No. 5 18

No. 6 22
334

pieces with equipment that will not damage the u

(2) Lift-out method. Lift the slab in one or more 

ing the underlying surface. Clean out the area w

Dispose of the concrete according to Section 203. W

the underlying material to a maximum depth of 12 i

aggregate base according to Sections 204 and 301. 

crete slabs from being undermined. 

Remove and replace adjacent slabs damaged by con

spalls using partial depth patching methods accordi

Repair all saw overcuts at the corner of repair area

pavement outside the perimeter of the repair area wi

shrink grout.

(b) Replacing reinforcing steel. For continuous

pavement, if more than 10 percent of the reinforcing 

or damaged, extend the limits of the patch over the r

required lap lengths for various sizes of reinforcing 

Table 501-2.

For concrete pavement patches, provide a 3-inch clea

of new reinforcing steel and the existing slab face. M

and spacing of the new reinforcement to the existi

reinforcing steel with bar chairs or other approved 

concrete.

(c) Joints. Construct joints according to Subsectio

locations and lengths of joints as directed at intersec

and other areas of odd shaped slabs such that no join

long and no slab has an angle less than 60 degrees. C

dicular to the edge of pavement.
335

a plug or donut to prevent epoxy or grout loss.

Edge all transverse and longitudinal joints against 

ment. Transverse joints in a continuous lane pour o

a continuous dual lane pour do not require edging. 

Clean the exposed faces of joints according to Subs

joints according to Subsection 501.11.

(d) Concrete placement. Construct side forms to 

existing slab. Securely fasten side forms so they do n

is placed. To accommodate forms for the patch, 

shoulders a maximum width of 12 inches.

Cast each patch in one continuous full-depth operatio

forms, backfill, compact, and return the excavated sh

ous condition. 

(e) Finishing. Finish patches according to Subsect

plane and texture of the contiguous pavement.

501.14 Opening to Traffic. Do not allow traffic on 

earlier than 14 days after concrete placement, unless co

of the following conditions is obtained.

(a) Flexural strength of 550 pounds per square inch 

T 97

(b) Compressive strength of 3,500 pounds per sq

AASHTO T 22

Cure specimens according to AASHTO T 23, Curing, 

Form Removal Time or When a Structure May be Pu

Do not allow traffic on the pavement when joint seal

debris would imbed into the sealant.
336

The concrete mixture's slump, air content, unit mass, 

evaluated under Subsections 106.02 and 106.04. See 

mum sampling and testing.

Concrete compressive strength, pavement thickness, an

will be evaluated under Subsection 106.05. See Tab

sampling and testing. 

(a) Compressive strength. The lower specificatio

required compressive strength at 28 days (fck) speci

single compressive strength test result is the average 

cast from the same load and tested at 28 days. S

acceptance quality characteristic category.

(b) Pavement thickness. The lower specification lim

ness minus 0.25 inch. See Table 501-3 for the accep

istic category.

(c) Pavement smoothness. See Subsection 501.12

mile of traveled way and a lot is the surface of the en

specification limit is 5 inches per mile. See Table 5

quality characteristic category.

Construction (including batching, placing, finishing, a

the portland cement concrete pavement will be evalu

106.02 and 106.04.

Reinforcing steel will be evaluated under Section 554
337

Measure the square yard length horizontally along 

roadway.

Measure sealing joints under Section 502.

Measure removal and disposal of unsuitable material 

grade under Section 204.

Measure patching and leveling material used to repla

removed from the roadbed under the applicable Secti

Payment

501.17 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule except the portland cem

contract unit bid price will be adjusted according to S

ment will be full compensation for the work prescrib

Subsection 109.05.

Payment for portland cement concrete pavement will b

mined by multiplying the contract unit bid price by t

The material pay factor is the lowest single pay facto

compressive strength or pavement thickness.
338

Where:

A = Adjustment to contract payment in dollars f

smoothness.

L = Total project length in lane mils of traveled 

sure project length to 3 decimal places.

PF = Pay factor for smoothness with respect to th

limit determined according to Subsection 

tion of corrective work.

Payment will be made under:

Pay Item 

50101 Reinforced portland cement concrete pave

___ inch depth

50102 Plain portland cement concrete pavement, 

___ inch depth
339

Samp

Material or

Product

Property or

Characteristic

Category 

Concrete Slump

Air contentUnit weightTemperatureMaking test specimensCompressive strength (4)

—————

II

Concrete pavement Pavement thickness (5)

Smoothness (6)

II

I

(1) Sample according to AASHTO T 141 except composite samples are not r(2) See Subsection 552.09(b)(3).(3) Cast at least 4 compressive strength test cylinders and carefully transport t(4) A single compressive strength test result is the average result from 2 cylin(5) Thickness is not a statistically evaluated parameter unless concrete pavem(6) Applies only to an item used as a final surface course constructed under th
340

502.01 This work consists of the restoration of po

pavement. This work includes partial depth patchi

subsealing, surface grinding, crack and joint repair, an

before a pavement overlay.

Material

502.02 Conform to the following Section and Subsec

Epoxy resin adhesives 

Joint fillers and sealants 

Polymer grout, mortar, and concrete 

Portland cement concrete pavement 

Water 

Construction Requiremen

502.03 Composition of Mix (Concrete Mix Design

mix according to Subsection 501.03. Provide cement w

to that used in existing pavement. Provide aggregat

gradation, color, and hardness to those used in existin

Design a hydraulic cement grout mix according to Su

502.04 Equipment. Furnish equipment conforming 

following:

(a) Portland cement concrete pavement removal. 

ment that will not fracture the concrete below the n

(b) Routing. Furnish routers which will control an

cutting depth and width, without damaging the adjac

ing joint material. 
341

(d) Jet waterblasting. Furnish a high-pressure w

capable of removing all residual sealant, oil, or ot

joints that may prevent the new sealant from bondin

(e) Air compressors. Furnish air compressors w

pressure of 100 pounds per square inch and capab

debris and drying joints and cracks.

(f) Joint and crack sealing. Furnish sealing equi

manufacturer's recommendations for the sealing ma

(g) Grouting. Furnish a grout plant which consists 

ment cement injection pump and a high-speed colloid

dal mixing machine at speeds necessary to make a h

Furnish an injection pump having a pressure capab

per square inch when pumping a grout slurry mixe

cone time and that will continuously pump at a mini

per minute. The system may be modified by adding 

valve at the discharge end of the pump. 

Batch water through a meter or scale capable of m

consumption. Furnish hoses, fittings, and control w

seal during grout injection. 

(h) Drilling. Furnish rock drills capable of drilling 

mum 1.5-inch holes through the concrete slab, steel r

material.

Furnish rock drills weighing less than 60 pounds tha

with a downward pressure of less than 200 pound

open clogged holes and existing pavement jacking h
342

evenly distributed between the 2 wheel paths. 

(2) Static load measuring gauges consisting of 

mounts, 2 gauges per mount, capable of detectin

load.

(3) A modified Benkelman beam, or similar app

(j) Surface diamond grinding. Furnish power drive

ing equipment, specifically designed to smooth and t

concrete pavement with diamond blades. Furnish 

each of the following:

(1) Cut or plane at least 3 feet in width.

(2) Not encroach on traffic movement outside of 

(3) Grind the surface without spalling at joints a

surface aggregates.

(k) Fracturing and seating. Furnish an approved fr

of producing the desired fracturing pattern without di

pavement. "Headache balls" and vibratory pneuma

permitted.

Furnish at least a 35-ton pneumatic tired roller to sea

Towing equipment shall have pneumatic tires and 

forward and backward along predetermined lines. 

502.05 Partial Depth Patching. This work consists 

holes, corner breaks, or other surface distresses in po

pavement. 

Construct the pavement patch similar in appearance to 

Prepare test panels using the same material propose

concrete pavement work after approval of the concrete 

panel appearance.

(a) Patch material. Use an epoxy mortar or polym

rial for patches less than or equal to 1.5 inches deep

concrete for patches greater than 1-1/2 inches deep
343

milling or grinding machines are acceptable. Rep

corners of repair areas and nicks to adjacent paveme

of the repair area with noncorrosive, nonshrink gro

Break out concrete within the patch area to a minim

to expose sound and clean concrete. If the depth 

inches, remove and replace the repair area as a ful

according to Subsection 501.13.

Sandblast exposed concrete faces clean of loose part

asphalt concrete, and other contaminants before pa

blasting residue immediately before placing the epo

Remove shoulders adjacent to the patch longitudin

patch and to a maximum width of 12 inches, to facili

Patch and compact shoulders with material similar t

Dispose of the concrete according to Section 203.

(c) Placing patch material. Apply an epoxy resin ad

manufacturer's recommendations. Delay concrete pl

becomes tacky. Place and consolidate the patch mix

at the interface of the patch and existing concrete. F

to Subsection 501.09 to match the plane and texture 

ment. Cure according to Subsection 501.10.

(d) Joints. If a partial depth repair area abuts a w

joint similar to the existing to maintain a working joi

the same width as the existing joint. Seal the joint a

502.06.
344

transverse joints as required. Remove the existing m

clean the joint no earlier than 1 day before resealin

will not damage joints or previously repaired patch

Remove sealant with a router to a minimum depth 

width to accommodate the backer rod and to provid

the new sealant. After routing, clean the adjacent p

Reface cracks with a concrete saw. Remove old seal

to expose new, clean concrete. When the crack wi

faces are ravelled and irregular, cut a crack reservo

Thoroughly clean the joint or crack of all foreign m

by sandblasting, high-pressure water jet, or with a 

Repeat the process until a new, clean concrete face is 

with compressed air.

Use sawing if other methods will not properly clean 

to exposing clean, new, concrete faces in the joint wit

cut of 0.0625 inchs on each face of the joint.

(b) Backer rod. Install the backer rod to the require

and cracks are clean and dry. Do not stretch or twis

installation. Limit the length of backer rod installe

sealed during the same workday. 

(c) Sealant application. Seal joints and cracks im

the backer rod. Apply sealant at the air and surfac

mended by the sealant manufacturer. If the joint or c

nated or damp, remove the backer rod, clean and dry 

reinstall a new backer rod before placing the seal

application, tool the sealant to provide firm contact 

to form the required recess below the slab surface.
345

(a) Drilling holes. Determine a pattern for grout inj

for approval. Drill holes vertically, round, and less 

ter. Prevent breaking out the bottom of the paveme

(b) Jacking. Establish string lines from the pavemen

slab movement. Lower an expanding rubber pack

positive seal and connected to the discharge hose on 

holes. Do not allow the discharge end of the packer 

the lower surface of the concrete pavement.

When jacking continuously reinforced concrete pav

to raise the pavement to within 0.125 inches of the s

jacking jointed pavement and bridge approach slabs

the pavement to within 0.25 inches of the transverse a

Continuous pressures to 200 pounds per square in

pressures to 300 pounds per square inch only for sh

or less). If the pavement is bonded to the subbase, 

seconds or less) to 600 pounds per square inch may b

ing if grout extrudes through cracks, joints, shoulder

in the hose. 

(c) Overjacking. Grind pavement raised above the 

grade. If the overjacking is greater than 1 inch, re

pavement or a portion thereof, according to Su

(d) Cracks. New cracks radiating through the gr

presumed to have been caused by improper inject

cracks emanate from any grout injection hole, remo

or a portion of the slab according to Subsection 501

(e) Hole patching. After the grout has set and the h

remove all grout from the holes for the full depth 

holes with an epoxy mortar. Repair damaged holes
346

(a) Preliminary testing. Perform all testing at night 

dence of slab lock-up due to thermal expansion. Te

continue if the slabs are not interlocked or under comp

equipment as provided in Subsection 502.04(i).

Test each designated slab using a static method as f

(1) Position one set of gauges with one gauge ref

each slab on both sides of the joint near the pave

(2) Set the gauges to zero with no load on the sl

joint.

(3) Move the test truck into position and stop wi

axle 12 inches behind the joint and the outside te

the pavement edge. Read the back gauge.

(4) Move the test truck across the joint to a sim

forward from the joint and stop. Read the forwa

(5) Repeat for each joint to be tested. Underseal 

tion of more than 0.03 inches.

(b) Drilling Holes. Drill holes using the required h

hole pattern may be approved based on slab testin

Size drilled holes to provide a positive seal for the p

first undersealing, drill holes to a depth of 3 inches be

concrete.

Submit the number, depth, and location of holes for t

for review and approval.
347

(d) Pumping underseal grout. Pump grout in all h

the discharge hose in the hole to maintain the grout p

slab. Do not allow the nozzle end to extend below 

concrete.

Continue pumping into a hole until grout flows ou

cracks, or until the slab begins to lift. Stop grouting 

slab or the adjacent shoulder.

During pumping and grouting, closely monitor lif

prevent pumping pressures greater than 100 pounds p

lift greater than 0.05 inches total accumulative mov

outside joint corner. Do not plug holes while grout

Prevent the slab from cracking or breaking. Remov

slabs according to Subsection 501.13. 

(e) Permanently sealing holes. After the grout ha

from the holes for the full depth of the slab and fil

shrink grout or epoxy mortar. Repair damaged hole

(f) Stability testing. After the designated slabs hav

tested according to (a) above and after 24 hours have 

slab that continues to show excess movement. The C

replacement of any slab that continues to show mov

specified after undersealing twice. Remove and re

according to Subsection 501.13.

502.09 Surface Diamond Grinding. This work cons

concrete pavement to eliminate joint or crack faults 

lateral drainage. Uniformly transition auxiliary or ram

mainline edge to provide positive drainage and an acc

Remove solid residue from pavement surfaces before 

wind. Do not allow residue to flow across lanes used 

drainage facilities.
348

Test the ground pavement surfaces for pavement sm

Subsection 501.12(b). Check transverse joints and ra

10-foot straightedge. Misalignment of surface planes 

joints or cracks and between each grinding pass sha

inches. The transverse slope of the pavement shall 

slope misalignment greater than 0.25 inches in 10 feet 

the centerline. Straightedge requirements do not ap

joints or outside of ground areas.

502.10 Fracturing Concrete Pavement. This wor

existing concrete pavement and firmly seating or com

before a pavement overlay. Use one of the following 

(a) Crack and seat. Crack the existing concrete p

hairline cracks with pieces approximately 18 to 36 

pieces firmly into the foundation. 

(b) Break and seat. Break the existing concrete p

hairline cracks with pieces approximately 16 to 24 

the reinforcement or break the concrete bond and se

the foundation.

(c) Rubblize and compact. Completely fracture the 

pieces approximately 2 to 6 inches in size. Remo

steel and wire mesh. Compact the pieces into a lay

The CO will designate a test section. Fracture the tes

energy and striking heights to establish a satisfactory e

pattern. Obtain 6 inch diameter pavement cores at 1

over the cracks to verify that the cracks are full depth

When fracturing a test section, furnish and apply wat

ment following fracturing to enhance visual determin

pattern. Furnish and apply water to a checked sectio

verify that a satisfactory fracture pattern is maintained

energy and/or striking height based on check sections
349

of roller passes on the test section to assure seating 

damaging the pavement. Remove all loose pieces of b

not firmly seated. 

Tack, according to Section 412, the near vertical sides w

concrete is removed. Fill the hole with asphalt concre

402.

Prevent the formation of continuous longitudinal cr

pavement within 10 feet of existing box or pipe culve

Fill 1-inch or greater depressions, resulting from the c

aggregate and recompact. 

If unable to fracture pavement to the specified size 

remove the pavement and replace with aggregate acco

 

Clean and seal existing joints and cracks greater than 1/

to Subsection 414.05.

Place the first course of asphalt concrete within 48 hou

ing operation. If the pavement is used to maintain traf

before the asphalt concrete overlay, sweep and patch t

surface.

502.11 Opening to Traffic. Do not allow traffic on 

the portland cement concrete has a compressive streng

square inch when tested according to AASHTO T 22 

for jacking or undersealing the pavement has attained 

inch when tested with a 0.25-square inch probe a

T 197.

Do not allow traffic on sealed joints when the seal

debris embeds into the sealant.
350

The concrete mixture's slump, air content, unit mass, 

evaluated under Subsections 106.02 and 106.04. See 

mum sampling and testing.

The concrete compressive strength will be evalua

106.04. The lower specification limit is the minimum 

strength at 28 days (fck) specified in Table 501-1. 

strength test result is the average result from two cylin

load and tested at 28 days. See Table 502-1 for minim

testing.

Construction (including batching, placing, finishing, 

the portland cement concrete will be evaluated under S

106.04.

Grout will be evaluated under Subsection 106.04. Se

mum sampling and testing requirements.

Portland cement concrete pavement restoration work (

patching, pavement jacking, subsealing, surface gri

repair, and breaking and seating) will be evaluated un

and 106.04.

Measurement

502.13 Measure concrete pavement patch by the squ

with an average depth between 1.5 and 4 inches.

Measure sealing joints and cracks by the linear foot alo

joint or crack. 

Measure grout for pavement jacking and undersealing 

pump. 

Measure undersealing holes by the each.
351

Measure aggregate base under Section 301.

Payment

502.14 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

50201 Concrete pavement patch 

50202 Sealing joints and cracks 

50203 Grout 

50204 Undersealing holes 

50205 Surface diamond grinding 

50206 Breaking and seating concrete pavement 

50207 Cracking and seating concrete pavement 

50208 Rubblizing and compacting concrete paveme
352

T

Samp

Material or

Product

Property or

Characteristic

Test Meth

Concrete Slump

Air contentUnit weightTemperatureMaking test specimensCompressive strength (4)

AASHTO T AASHTO T AASHTO T AASHTO T ThermometerAASHTO T 2AASHTO T 2

Grout Compressive strength

Time of setting of concrete

AASHTO T AASHTO T 

(1) Sample according to AASHTO T 141 except composite samples are not re(2) See Subsection 552.09(b)(3).(3) Cast at least 4 compressive strength test cylinders, and carefully transport t(4) A single compressive strength test result is the average result from 2 cylind
353

 

DIVISION 550

Bridge Construction
354

includes furnishing and placing reinforcing steel and 

filled steel shell and concrete-filled pipe piles.

Piles are designated as steel H-piles, concrete-filled ste

filled pipe piles, precast concrete piles, prestressed c

piles. Pile load tests are designated as static or dynam

Material

551.02 Conform to the following Sections and Subse

Concrete piles 

Paint 

Pile shoes 

Reinforcing steel 

Sheet piles 

Splices 

Steel H-piles 

Steel pipes 

Steel shells 

Structural concrete 

Treated timber piles 

Untreated timber piles 

Construction Requiremen

551.03 Pile Driving Equipment. Furnish equipmen

requirements.

(a) Pile hammers.

(1) Gravity hammers. Gravity hammers can on

ber piles. Furnish a hammer with a ram weigh

3,500 pounds and limit the drop height to 15 feet

greater than the combined mass of the drive head 

mer guides to ensure concentric impact on the dr
355

stroke and blows per minute for the hammer to b

stroke calibration may be used if approved.

(3) Closed-end diesel hammers. Submit a cha

hammer performance within 90 days of use, equ

pressure to either equivalent energy or stroke for 

Equip hammers with a dial gauge for measuring 

chamber. Make the gauge readable from ground 

gauge to allow for losses in the gauge hose. Ve

calibrated dial gauge during driving operations b

lift occurs when bounce chamber pressure is co

mum energy given in the hammer specifications. 

diesel hammers that do not attain cylinder lift at 

bounce chamber pressure relationship given in th

(4) Air or steam hammers. Furnish plant and e

air hammers with sufficient capacity to maintain t

specified by the hammer manufacturer. Equip th

pressure gauges that are easily accessible. Use a 

of the striking parts equal to or greater than one th

of the driving head and pile. The combined mas

pounds. 

Measure inlet pressures for double-acting and d

stream hammers with a needle gauge at the hea

driving test piles. If required, also measure inlet 

production piles. A pressure versus speed calibr

for specific driving conditions at the project as an 

measurements with a needle gauge.

(5) Nonimpact hammers. Do not use nonim

vibratory hammers, unless permitted in writing o

contract. If permitted, use such equipment for ins

only after the pile tip elevation or embedment len

the pile load is established by static or dynamic lo

installation of production piles when using v
356

obtained. 

(b) Approval of pile driving equipment. Furnish 

of such size that the permanent piles can be driven w

the required lengths without damage. 

The Government will evaluate the suitability of t

accept or reject the driving system within 14 days o

driving equipment information. Approval of pile dr

based on a wave equation analysis when dynamic l

when ultimate pile capacities exceed 270 tons

prestressed concrete piles are used. When the wave 

used, approval of the pile driving equipment will 

hammer energy in Table 551-1. Approval of a pile h

ing stress damage does not relieve the Contractor of 

aged piles. 

Approval of the pile driving system is specific to the 

ted. If the proposed equipment is modified or replac

data for approval before using. The revised driving 

or rejected within 14 days of receipt of the revise

wave equation analysis (if required) information. 

equipment during pile driving operations.

(1) Equipment submittal. Submit the following 

information at least 30 days before driving pile

tests are required by the contract, submit a wave 

formed by a pile specialty consultant meeting the r

tion 551.11. If dynamic load testing is not requi

Government will perform the wave equation ana

(a) General. Project and structure identificatio

tor or subcontractor, and auxiliary methods 

jetting or preboring and the type and use of th

(b) Hammer. Manufacturer, model, type, seri

( _____ at _____ length of stroke), and modi
357

drivehead mass.

(e) Pile cushion. Material, thickness, area, m

and coefficient of restitution (e).

(f) Pile. Pile type, length (in leads), mass per 

taper, cross-sectional area, design pile capacit

and tip treatment description.

(2) Wave equation. The required number of ham

the wave equation at the ultimate pile capacity sh

per inch. In addition, the pile stresses resulting f

analysis shall not exceed the values at which pile 

The point of impending damage is defined for ste

piles as follows.

(a) Steel piles. Limit the compressive driving 

the yield stress of the pile material.

(b) Concrete piles. Limit the tensile (TS) and 

ing stresses to:

TS @ 3fck

1/2 + EPV

CS @ 0.85fck - EPV

Where:

 fck = The 28-day design compressive streng

EPV = The effective prestress value

(c) Timber piles. Limit the compressive drivi

allowable static design stress.
358

Table 551-1

Minimum Pile Hammer Energ

Ultimate Pile

Capacity

tons

Minimum Ra

Hammer Ener

ft-lbs

@90 10,300

150 15,600

180 20,700

210 26,500

240 33,100

270 40,100

>270 Wave equatio

required

(c) Driving appurtenances.

(1) Hammer cushion. Equip all impact pile dri

gravity hammers, with a suitable thickness of ha

to prevent damage to the hammer or pile and to 

behavior. Fabricate hammer cushions from durab

rial according to the hammer manufacturer's reco

use wood, wire rope, or asbestos hammer cushion

as recommended by the hammer manufacturer, 

to ensure uniform compression of the cushion ma

mer cushion in the presence of the CO when be

each structure or after each 100 hours of pile dri

Replace the cushion when its thickness is reduce

cent of its original thickness.
359

the pile head so that it will prevent transfer of 

driving while maintaining proper alignment of h

(3) Leads. Support piles in line and position w

Construct pile driver leads to allow freedom of m

while maintaining axial alignment of the hamm

use swinging leads unless permitted in writing o

tract. When swinging leads are permitted, fit sw

gate at the bottom of the leads and, in the case o

horizontal brace between the crane and the lead

leads in the ground or constrain the pile in a stru

to maintain proper alignment. Provide leads of s

not require a follower but will permit proper alig

(4) Followers. Followers are not permitted unle

When followers are permitted, drive the first pi

structure unit and every tenth pile thereafter, fu

lower, to verify that adequate pile embedment is b

the required ultimate capacity. Provide a follow

dimensions that will permit the piles to be driven 

tion. Hold and maintain follower and pile in p

driving.

(5) Jetting. Do not use jetting unless approved 

ting equipment with sufficient capacity to delive

equivalent to at least 100 pounds per square inch a

zles. Jet so as not to affect the lateral stability o

Remove jet pipes when the pile tip is at least 5 fe

tip elevation and drive the pile to the required ul

impact hammer. Control, treat if necessary, and 

in an approved manner.
360

piles in the lengths determined by the test piles.

551.05 Test Piles. Install test piles when specified in 

the ground at the site of each test pile or production pil

bottom of the footing before the pile is driven. Furnis

the estimated length of production piles. Drive test pil

ment as the production piles.

Drive test piles to the required ultimate capacity at the 

Allow test piles that do not attain the required ultim

mated tip elevation to "set up" for 24 hours before re-d

mer before re-driving begins by applying at least 20 b

the required ultimate capacity is not attained on re-dri

all of the remaining test pile length and repeat the "set 

dure as directed. Splice and continue driving until th

capacity is obtained.

Test piles to be used in the completed structure shall 

ments for production piles. Remove test piles not in

pleted structure to at least 2 feet below finished grade

551.06 Driven Pile Capacity. Drive piles to the spec

the depth necessary to obtain the required ultimate pil

not obtaining the required ultimate capacity at the or

with an impact hammer until the required ultimate pil

Use the dynamic formula to determine ultimate pile cap

unless the wave equation is required according to Sub

(a) Wave equation. Adequate penetration will be co

when the specified wave equation resistance criteria 

of the designated tip elevation. Drive piles that do n

resistance within these limits to a penetration determ
361

0

Where:

RU = Ultimate pile capacity in kips

E = Manufacturer's rated hammer energ

ram stroke observed or measured in 

log(10N) = logarithm to the base 10 of the qu

N

e = Hammer efficiency factor

Use: 0.72 for all diesels

0.67 for conventional sing

combustion hammers), i

hammers

0.50 for conventional dou

0.95 for free fall rams or h

measured impact velocitie

N = Number of hammer blows per in

(1) Jetted piles. Determine the inplace ultimate 

based on impact hammer blow counts (dynami

pipes have been removed. After the pile penetrat

produce the required ultimate pile capacity has b

pact hammer blow count, install the remaining p

each substructure unit to similar depths with sim

the required ultimate pile capacity has been ach

namic formula. 

(2) Conditions for dynamic formula. The dyn

cable only if all of the following apply:

(a) The hammer is in good condition and ope

manner.

(b) The hammer ram falls freely.

(c) A follower is not used.

(d) The head of the pile is not broomed or cru
362

pile tip elevation and drive the pile with an impact h

which achieves the required ultimate pile capacity. P

the surface of the rock or hardpan where piles are to 

or hardpan. Seat the piles into the end-bearing strata

Prebore holes smaller than the diameter or diagonal o

while allowing penetration of the pile to the specifie

obstructions such as boulders or rock layers are encoun

may be increased to the least dimension adequate for p

void space remaining around the pile after completion 

other approved material. Do not use a punch or a spu

Do not impair the capacity of existing piles or the safe

cent structures. If preboring disturbs the capacity of pr

or structures, restore the required ultimate capacity of 

approved methods.

551.08 Preparation and Driving. Perform the wo

Make the heads of all piles plane and perpendicular to 

the pile. Coordinate pile driving so as not to damage 

pleted work. 

Drive piles to within 2 inches of plan location at cutoff 

and within 6 inches of plan location for piles capped 

The pile shall not be closer than 4 inches to any cap f

the axial alignment is within 0.25 inch per foot of the r

CO may stop driving to check the pile alignment. Ch

that cannot be internally inspected after installation b

driven. Do not pull laterally on piles or splice to correc

splice a properly aligned section on a misaligned pile

Place individual piles in pile groups either starting from 

and proceeding outward in both directions or starting 

proceeding progressively across the group. 
363

(a) Timber piles. Do not use piles with checks wid

treated timber piles within 6 months after treatmen

pressure-treated piles according to AWPA Standard 

Carefully shape the pile tip to secure an even unifo

shoe. Fasten the shoe securely to the pile. Treat al

treated piles with 2-brush applications of creosote-c

(b) Steel piles. Furnish full-length, unspliced piles f

If splices are required in the first pile driven and it is 

quent piles will also require splices, place the splic

pile. Splice lengths less than 10 feet are not permitte

pile are allowed.

Load, transport, unload, store, and handle steel pil

clean and free from damage. Do not use piles that 

sweep permitted by allowable mill tolerance. Stee

installation are considered unsatisfactory unless t

proven to be 100 percent of the required ultimate 

Load tests performed will be at no cost to the Gove

(c) Precast and prestressed concrete piles. Suppo

lifting or moving at the points shown on the plans o

vide support at the quarter points. Provide slings or 

raising or transporting concrete piles to avoid bend

edges.

Protect the heads of concrete piles with a pile cushio

Cut the pile cushion to match the cross-section of th

pile cushion if it is either compressed more than one

ness or begins to burn. Provide a new pile cushion 

A concrete pile is rejected if it contains any defect t

strength or long-term performance of the pile.
364

for attachment with a simple weld.

When practicable, drive all pile shells or pipes for a 

to placing concrete in any of the shells or pipes. Do 

pipes within 15 feet of any concrete-filled pile she

crete has cured for at least 7 days or 3 days if using h

crete. Do not drive any pile shell or pipe after it is 

Remove and replace shells that are determined to b

due to breaks, bends, or kinks. 

551.09 Splices. Submit details for pile field splices f

connect pile sections so the axis of the spliced pile is 

(a) Steel piles. Submit a welder certification for eac

certified for structural welding.

Make surfaces to be welded smooth, uniform, and 

slag, grease, or other material that prevents proper 

oxygen cut. Carbon-arc gouging, chipping, or grindi

preparation.

Weld according to AASHTO/AWS D 1.5 Bridge W

entire pile cross-section using prequalified AWS g

Weld so there is no visual evidence of cracks, lack o

excessive piping, porosity, or inadequate size. Manu

used in place of full penetration groove butt welds.

(b) Concrete pile splices. Submit drawings of prop

tance. Use dowels or other acceptable mechanical 

concrete or precast prestressed concrete piles. Th

strengths in compression, tension, and bending equ

strength of the pile being spliced. 
365

ment steel exposed. Remove the concrete to prod

lar to the axis of the pile. Securely fasten reinfor

as that used in the pile to the projecting reinforc

tension to prevent leakage along the pile.

Immediately before placing concrete, wet the top 

and cover with a thin coating of neat cement, re-te

suitable bonding material. Place concrete of th

quality as that used in the pile. Keep forms in p

days after the concrete has been placed. Cure a

Section 552.

(2) Prestressed piles. Extend prestressed preca

above. Include reinforcement bars in the pile h

extension bars. Do not drive extended prestress

(d) Timber piles. Do not splice timber piles.

551.10 Heaved Piles. Check for pile heave during 

Take level readings immediately after each pile is driv

within a radius of 15 feet are driven. Re-drive all pile

0.25 inch. Re-drive to the specified resistance or pen

551.11 Pile Load Tests. Pile load tests are not requ

be performed in the contract.

(a) Dynamic load test. Use a qualified pile spec

least 3 years experience in dynamic load testing and 

dynamic load test, the case pile wave analysis progra

wave equation analysis including the initial wave equ

in Subsection 551.03(b). Submit a resume of the s

approval. 
366

 

Furnish equipment and perform dynamic load tests 

D 4945 under the supervision of the CO.

Place the piles designated as dynamic load test piles 

and not in contact with other piles. Drill holes for 

near the head of the pile. Mount the instruments and 

surements. Place the designated pile in the leads. P

by 4-foot rigid platform with a 3.5-foot safety rail t

top of the pile.

Provide a suitable electrical power supply for the t

generators are used as the power source, provide 

monitoring power voltage and frequency.

Drive the pile to the depth at which the dynamic te

that the required ultimate pile capacity is achieved. I

stresses in the pile below the values in Subsection 5

driving energy transmitted to the pile by using additi

ing the energy output of the hammer. If nonaxi

immediately realign the driving system.

At least 24 hours after the initial driving, re-drive eac

with instrumentation attached. Warm the hamme

applying at least 20 blows to another pile. Re-driv

pile for a maximum penetration of 6 inches, a maxi

practical driving refusal, whichever occurs first. Pra

defined as 15 blows per inch for steel piles, 8 blow

piles, and 5 blows per inch for timber piles.

Verify the assumptions used in the initial wave equa

according to Subsection 551.03(b) using CAPWAP. 

the original driving and one blow from the re-drivin
367

ferred energy, and pile capacity as a function of dept

test.

Based on the results of the dynamic load testing, C

wave equation analyses, the order list and production 

approved and the required cut-off elevations prov

piles and load testing may be specified. This inform

within 7 days after receipt of the order list and all re

test piles driven.

(b) Static load tests. Perform static load tests acco

using the quick load test method except as modified 

ings of the proposed loading apparatus for accep

following:

(1) Have a licensed professional engineer prepar

(2) Furnish a loading system capable of applying 

mate pile capacity or 1,000 tons, whichever is le

(3) Construct the apparatus to allow increment

gradually without causing vibration to the test pi

When tension (anchor) piles are required, drive tens

of permanent piles when feasible. Do not use tim

stalled in permanent locations as tension piles. Ta

failure or the capacity of the loading system, which

The allowable axial pile load is defined as 50 perc

The failure load is defined as follows:

` For piles 24 inches or less in diameter or diago

produces a settlement at failure of the pile head 

Sf  S(0.150.008D)
368

Where:

Sf = Settlement at failure in inches

D = Pile diameter or diagonal width in inc

S = Elastic deformation of pile in inches

Determine top elevation of the test pile immediately 

just before load testing to check for heave. Wait a 

tween the driving of any anchor or load test piles and 

the load test. Prior to testing, re-drive or jack to the 

pile that heaves more than 0.25 inches.

After completion of the load testing, remove or cu

piling not a part of the finished structure at least 

bottom of footing or the finished ground elevation.

Based on the results of the static load testing, the or

driving criteria may be approved and the required 

vided or additional load tests may be specified. T

provided within 7 days after receipt of the order list a

for the test piles driven.

551.12 Pile Cutoffs. Cut off the tops of all permanen

at the required elevation. Cut off the piles clean and 

bottom face of the structural member in which they a

of cutoff lengths according to Subsection 203.05(a).

(a) Steel piles. Do not paint steel to be embedded in co

the exposed steel pile, thoroughly clean the metal surfa

will inhibit paint adhesion. Use aluminum colored p

to Section 563. Paint portions of completed trestle or 

a point not less than 4 feet below finished groundlin

shop prime coat and 2 shop finish coats. Shop coats 

be applied before driving the pile. Paint exposed piling 

line or waterline with one field finish coat.
369

with no free moisture on the surface. Brush ap

creosote-coal tar solution, as required in AWPA 

Build up a protective cap by applying alternate l

fabric and hot asphalt or tar similar to membrane 

layers of asphalt or tar and 2 layers of fabric. Use 

wider in each direction than the diameter of th

down over the pile and secure the edges by bind

10 galvanized wire. Apply a final layer of asp

wire. Neatly trim the fabric below the wires.

(2) Cover the sawed surface with 3 applications 

percent creosote and 40 percent roofing pitch, or 

with 3 applications of hot creosote and cover 

Place a covering of galvanized sheet metal ove

down over the sides of each pile.

551.13 Unsatisfactory Piles. Correct unsatisfactor

method. Methods of correcting unsatisfactory piles m

of the following:

(a) Use of the pile at a reduced capacity.

(b) Install additional piles.

(c) Repair damaged piles.

(d) Replace damaged piles.

551.14 Placing Concrete in Steel Shell or Pipe Pile

the inside of shells and pipes by removing all loose m

or pipe substantially water tight. Provide suitable equip

entire inside surface of the driven shell or pipe just be

(a) Reinforcing steel. When reinforcing steel is req

between adjacent cage elements at least 5 times the m

gate in the concrete.
370

Place the reinforcement cage into the driven shell or 

reaches the planned bottom elevation of the reinforce

forcement so it remains within 2 inches of the req

Support the cage from the top until the concrete rea

(b) Concrete. Construct concrete according to Sect

in one continuous operation from the bottom to the 

the initial concrete set, consolidate the top 10 feet of 

approved vibratory equipment.

551.15 Acceptance. Pile material will be evaluated un

and 106.03.

Furnish production certifications with each shipment 

(a) Concrete piles

(b) Sheet piles, steel H-piles, ste el shells, and steel 

(c) Treated timber piles. Stamp each pile with an i

date of inspection. 

Driving piles and related work will be evaluated under 

106.04.

Concrete for steel shells or pipe piles will be evaluate

Reinforcing steel for steel shells or pipe piles w

Section 554.

Measurement

551.16 Measure piles by the linear foot or by the eac

is by the linear foot, measure the length of pile from th

tip.

Measure pile load tests by the each or by the lump su
371

Measure test piles by the linear foot or by the each.

Payment

551.17 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule except the concrete-fille

contract unit bid price will be adjusted according to Su

ment will be full compensation for the work prescrib

Subsection 109.05.

Payment for concrete-filled pipe or steel shell piles w

determined by multiplying the contract unit bid price b

(PFa) determined as follows:

PFa = 1 - 0.5 (1-PF)

Where:

PF = Pay factor for concrete as determined under S

Payment will be made under:

Pay Item 

55101 ___________ piles, in place 

55102 ___________ piles, in place 

55103 ___________ pile load test 

55104 ___________ pile load test 

55105 Preboring 

55106 Splices 

55107 Test piles 

55108 Test piles 
372

crete in bridges, culverts, and other structures. 

Structural concrete class is designated as shown in Ta

Material

552.02 Conform to the following Subsections:

Air-entraining admixture 

Chemical admixtures 

Coarse aggregate 

Color coating 

Curing material 

Elastomeric bearing pads 

Elastomeric compression joint seals 

Fine aggregate 

Fly ash 

Ground iron blast-furnace slag 

Joint fillers and sealants 

Latex modifier 

Linseed oil 

Portland cement 

Silica fume (microsilica) 

Water 

Construction Requiremen

552.03 Composition (Concrete Mix Design). Desig

mixtures that conform to Table 552-1 for the class 

Determine design strength values according to ACI 2

shall also conform to the following ACI specification

• ACI 211.1 for normal and heavy mass concrete.

• ACI 211.2 for lightweight concrete.

• ACI 211.3 for no-slump concrete.
373

 of 

Concrete

Content

lb/yd3

W/C Ratio

p

inchA

Con

A 611 0.49 2 to 4 

A(AE) 611 0.44 1 to 4 5

B 517 0.58 2 to 4 

B(AE) 517 0.58 2 to 4 4

C 658 0.49 2 to 4 

C(AE) 658 0.44 1 to 3 6

D(AE)(3) 611 0.40 1 to 3 4

E(AE)(4) 611 0.40 4 to 6(5) 3

P 658 0.44 0 to 4 

Seal 658 0.54 4 to 8 

(1) Maximum slump is 8 inches if approved mix design includes 

(2) See Subsection 552.03(t) for maximum air content.

(3) Concrete with a water reducing and retarding admixture conform

D.

(4) A latex modified concrete with 0.037 gallons of modifier per p

(5) Measure the slump 4 to 5 minutes after the concrete is dischar

Submit concrete mix designs on FHWA Form 1608.

Verify mix designs with trial mixes prepared from t

posed for use. Submit written concrete mix designs 

days before production. Each mix design submittal 

following:

(a) Project identification.

(b) Name and address of Contractor and concrete p
374

(e) Material proportions.

(f) Name and location of material sources for aggrega

and water.

(g) Type of cement and type of cement replacement i

iron blast-furnace slag, or silica fume may partially 

lows in any mix design except for prestressed conc

(1) Fly ash. 

(1) Class F. Not more than 20 percent of the 

land cement in Table 552-1 may be replaced w

rate of 1.5 parts fly ash per 1 part cement.

(2) Class C. Not more than 25 percent of the 

land cement in Table 552-1 may be replaced w

rate of 1 part fly ash per 1 part cement. 

(2) Ground iron blast-furnace slag. Not more 

minimum mass of portland cement in Table 552-

ground iron blast-furnace slag at the rate of 1 p

cement.

(3) Silica fume (microsilica). Not more than 10 p

mass of portland cement in Table 552-1 may be re

at the rate of 1 part silica fume per 1 part cemen

The water/cement ratio for modified concrete is th

water to the combined masses of portland cement a

(h) Cement content in pounds per cubic yard of con

(i) The saturated surface dry batch mass of the coars

pounds per cubic yard of concrete.
375

(k) Target water/cement ratio.

(l) Dosage of admixtures. Entrained air may be ob

of an air-entraining portland cement or by the use 

mixture. Do not use set accelerating admixtures wi

concrete. Do not mix chemical admixtures from d

Do not use high range water reducers for bridge de

(m) Sieve analysis of fine and coarse aggregate.

(n) Absorption of fine and coarse aggregate.

(o) Bulk specific gravity (dry and saturated surface 

aggregate.

(p) Dry rodded unit mass of coarse aggregate in po

(q) Fineness modulus (FM) of fine aggregate.

(r) Material certifications for cement, admixtures, a

(s) Target values for concrete slump with and wi

reducers.

(t) Target values for concrete air content. Include th

content for concrete to be incorporated into the work

by which air content will be monitored and controll

documentation that the slump and compressive stren

within specified limits throughout the full range of p

the absence of such acceptable documentation, the 

shall be 10 percent.

(u) Concrete unit mass.
376

(w) Material samples if requested.

Begin production only after the mix design is approv

Furnish a new mix design for approval if there is a cha

rial or when the fineness modulus of the fine aggregat

0.20.

552.04 Storage and Handling of Material. Store an

a manner that prevents segregation, contamination, o

Do not use cement and fly ash containing evidence of m

Store and handle aggregate in a manner that ensures a 

tent at the time of batching.

552.05 Measuring Material. Batch the concrete acc

mix design and the following tolerances:

Cement ±1 percent

Water ±1 percent

Aggregate ±2 percent

Additive ±3 percent

A calibrated volumetric system may be used if the s

maintained.

552.06 Batching Plant, Mixers, and Agitators. Use 

and agitator conforming to AASHTO M 157. Continu

equipment shall conform to AASHTO M 241.

552.07 Mixing. Mix the concrete in a central-mix p

Operate all equipment within manufacturer's recomme

concrete of uniform consistency.
377

Charge the coarse aggregate, one third of the water, a

mixture into the mixer first, then add remainder of t

Mix for at least 50 seconds. Begin mixing time afte

gate are in the drum. Add the remaining water durin

mixing time. Add 4 seconds to the mixing time if t

the skip reaches its maximum raised position. Tra

drum mixers is included in mixing time. Mixing ti

charge chute opens.

Remove the contents of an individual mixer before 

charged into the drum.

(b) Truck mixer. Do not use mixers with any secti

inch or more below the original manufactured height

agitators with accumulated hard concrete or mortar 

Add admixtures to the mix water before or during m

Charge the batch into the drum so a portion of the 

advance of the cement.

Mix each batch of concrete not less than 70 nor mo

of the drum or blades at mixing speed. Begin the c

tions as soon as all material, including water, is in t

552.08 Delivery. Produce and deliver concrete to per

ment with no concrete achieving initial set before the re

placed adjacent to it. Use methods of delivering, han

will minimize rehandling of the concrete and prevent 

structure.

Do not place concrete that has developed an initial set

crete by adding water.
378

Water and admixtures (if in the approved mix desig

project to obtain the required slump or air content, p

water in the mix does not exceed the maximum wat

concrete has not obtained an initial set. If additional 

only once and remix with 30 revolutions at mixing 

remixing within 45 minutes (75 minutes for type I, 

with water reducing/retarding admixture) after the 

mixing water to cement or cement to aggregates.

 After the beginning of the addition of the cement, co

the concrete within the time specified in Table 552-

Table 552-2

Concrete Discharge Time Lim

Cement Type

With and Without Admixtures

Type I, IA, II, or IIA 

Type I, IA, II, or IIA with water reducing or retarding admixture

Type III 

Type III with water reducing or retarding admixture

(b) Nonagitating equipment. Nonagitating equi

deliver concrete if the concrete discharge is compl

from the beginning of the addition of the cement to 

equipment with smooth, mortar tight, metal containe

ing the concrete at a controlled rate without segreg

when needed for protection.
379

be at the mixing plant in charge of the mixing operat

ble for the overall quality control including:

(1) The proper storage and handling of all comp

(2) The proper maintenance and cleanliness of p

equipment.

(3) The gradation testing of fine and coarse aggr

(4) The determination of the fineness modulus o

(5) The measurement of moisture content of the a

the mix proportions as required before each da

often if necessary to maintain the required water

(6) The computation of the batch masses for eac

the checking of the plant's calibration as necessa

(7) The completion of batch tickets. Include the 

(a) Concrete supplier

(b) Ticket serial number

(c) Date and truck number

(d) Contractor

(e) Structure or location of placement

(f) Mix-design and concrete class

(g) Component quantities and concrete total v

(h) Moisture corrections for aggregate moistu

(i) Total water in mix at plant

(j) Time of batching and time at which discha

(k) Maximum water that may be added to the 

Provide equipment necessary for the above tests and 

ies of work sheets for (3), (4), (5), and (6) as they a
380

(1) The verification that adjustments to the mix b

with the specifications.

(2) The completion of the batch ticket, the rec

water/cement ratio, and the time discharge is com

of each batch ticket at the time of placement.

(3) The furnishing of all equipment and the perf

unit mass, air content, slump, and other tests 

compliance before and during each placement op

Sample every batch after at least 0.25 cubic yard i

placing any of the batch in the forms. When con

sample approximately every 10 cubic yards. Tes

ing to AASHTO T 152 or AASHTO T 196.

Test unit mass, slump, and temperature acco

552.19.

If 3 successive samples are tested and compliance 

indicated, screening tests may be reduced to an ap

sume initial testing frequency if a test shows a 

content, slump or when directed.

If there is no prior experience with the approved 

handling procedures, such as pumping, change 

characteristics between discharge of the load an

correlate the discharge tests with the placemen

changes. Provide documentation. Repeat the c

necessary or as directed.

(4) Take samples according to AASHTO T 14

Composite samples are not required. The point 

discharge stream at the point of placement. P

Make at least 4 compressive strength test cylinder

ate initial curing, and carefully transport the cyli
381

552.10 Temperature and Weather Conditions. M

of the concrete mixture just before placement betwee

maintain the concrete for bridge decks between 50 an

(a) Cold weather. Cold weather is defined as any t

placement or curing period the ambient temperatur

below 35 bF or the ambient temperature at the 

for a period of 12 hours or more.

When cold weather is reasonably expected or has oc

anticipated concrete placement, submit a detailed p

transporting, placing, protecting, curing, and temp

concrete during cold weather. Include procedures for 

changes in weather conditions. Do not commence 

accepted. Acceptance of a plan will take at least 1 

Have all material and equipment required for protec

the project before commencing cold weather concre

Remove all snow, ice, and frost from the surfaces, i

and subgrade, against which the concrete is to be pl

of any surface that will come into contact with fresh c

35 bF and shall be maintained at a temperature of 35 

placement of the concrete.

Place heaters and direct ducts so as not to cause c

hazards. Vent exhaust flue gases from combustion h

side of any enclosures. Heat the concrete componen

detrimental to the mix. Do not heat cement or perm

into contact with aggregates that are hotter than 100 

of placement shall be of uniform temperature and f

not heat aggregates with a direct flame or on sheet m

heat fine aggregate by direct steam. The addition of 

is not permitted.
382

devices that are accurate within ±2 bF.

At the end of the protection period, allow the concret

24 hours at a rate not to exceed the maximum values 

All protection may be removed when the concrete 

within 25 bF of the ambient air temperature.

Table 552-3

Cold Weather Concrete Surface Tem

Minimum section size

dimension, inch

< 12 12 - 36 

Minimum temperature of

concrete during protection period

55 bF 50 bF 

Maximum allowable temperature

drop in any 24-hour period after

end of protection

50 bF 40 bF 

(b) Hot weather. Hot weather is any time during 

that the ambient temperature at the work site is abo

In hot weather, cool all surfaces that will come in 

below 90 bF. Cool by covering with wet burlap or co

with water, covering with protective housing, or by o

During placement, maintain concrete temperature by 

of the following:

(1) Shade the material storage areas or productio

(2) Cool aggregate by sprinkling.

(3) Cool aggregate and/or water by refrigeration o

all of the mix water with flaked or crushed ice t

will completely melt during mixing of the concr
383

EVAP 10.2374WV

2906  CT 2

4.762CT220.8RH AT 3

127

Where:

EVAP = Evaporation rate (kilograms per 

WV = Wind velocity (kilometers per h

RH = Relative humidity (%)

AT = Air temperature (bC)

CT = Concrete temperature (bC)

When necessary, take one or more of the following 

(1) Construct windbreaks or enclosures to effec

velocity throughout the area of placement.

(2) Use fog sprayers upwind of the placement o

increase the relative humidity.

(3) Reduce the temperature of the concrete acco

(d) Rain. At all times during and immediately afte

concrete from rain.

552.11 Handling and Placing Concrete. Perform t

208. Construct reinforcing steel, structural steel, bearin

al, and miscellaneous items according to the appropri

(a) General. Design and construct falsework and for

562. Handle, place, and consolidate concrete by met

segregation and will result in dense homogeneous c

voids and rock pockets. Placement methods shall no

reinforcing steel or other material that is embedded in 

consolidate concrete before initial set. Do not retem

water to the mix.
384

Figure 552-1

Evaporation Rate of Surface Moi

Note: Example shown by dashed lines is for an air temperature of 6

ity of 45%, concrete temperature of 65 bF (18 bC), and a wind ve

This results in a rate of evaporation of 0.13 lbs/ft2

/hr (0.64 kg/m2/h
385

forcing steel before commencing placement. Thorou

and subgrade immediately before concrete is placed 

rary form spreader devices may be left in place un

precludes their need, after which they shall be remo

Place concrete continuously without interruption bet

tion or expansion joints. The delivery rate, placing 

shall be such that fresh concrete is always placed an

previously placed concrete before initial set has occ

placed concrete. Do not allow the time between the p

batches to exceed 30 minutes.

During and after placement of concrete, do not dam

concrete or break the bond between the concrete and 

workers off fresh concrete. Do not support platforms 

ment directly on reinforcing steel. Once the concre

the forms or reinforcing bars that project from the 

sufficient strength to resist damage.

(b) Sequence of placement.

(1) Substructures. Do not place loads on finish

ments until concrete cylinder tests from the sam

the same conditions as the substructure element i

has at least 80 percent of its required 28-day com

(2) Vertical members. For vertical members 

allow the concrete to set for at least 4 hours befo

integral horizontal members. For vertical memb

height, allow the concrete to set for at least 30 

loads from horizontal members until the vertical 

required strength.
386

strength.

Place concrete for T-beams in 2 separate operatio

after stem placement before placing the top deck 

Concrete for box girders may be placed in 2 or 

consisting of bottom slab, girder webs, and top s

plans. However, place the bottom slab first and d

until the girder webs have been in place for at le

(4) Arches. Place concrete in arch rings so the c

formly and symmetrically.

(5) Box culverts. Place the base slab of box culv

hours before the remainder of the culvert is con

heights of 5 feet or less, the sidewalls and top sla

continuous operation. For sidewalls greater than 

feet in height, allow sidewall concrete to set at l

placing concrete in the top slab. For sidewalls 

sidewall concrete to set at least 12 hours before 

top slab.

(6) Precast elements. Place and consolidate con

cracks are not produced in the member.

(c) Placing methods. Use equipment of sufficient c

and operated to prevent mix segregation and mortar 

ment that causes vibrations that could damage the f

Do not use equipment with aluminum parts that co

concrete. Remove set or dried mortar from inside s

equipment.

Place concrete as near as possible to its final position

in horizontal layers greater than 1.5 feet thick. Do 

capacity to consolidate and merge the new layer with 

not place concrete at a rate that, when corrected for te

design loading of the forms.
387

curs in the concrete placed first.

Operate concrete pumps so that a continuous stream 

pockets is delivered at the tube discharge. Do not us

longer than 550 feet when measured from end to end 

bly. Arrange the belt assembly so that each section d

hopper to the next section without mortar adhering to 

chute, and deflectors at the discharge end of the c

cause the concrete to drop vertically.

(d) Consolidation. Provide sufficient hand-held int

suitable for the conditions of concrete placement. T

form to Table 552-4. Provide rubber coated vibrat

reinforcement is used.

Table 552-4

Hand Held Vibratory Requirem

Head Diameter

inches

Frequency

vibrations/minute

Ra

0.75 to 1.50 10,000 to 15,000 

1.25 to 2.50 9,000 to 13,500 

2.00 to 3.50 8,000 to 12,000 

Provide a sufficient number of vibrators to consoli

placed. Provide a spare vibrator at the site in case of 

nal form vibrators only when the forms have been 

vibration and when internal vibration is not possibl
388

plement vibration with spading, as necessary, to ensu

dense concrete along form surfaces, in corners, and 

to reach with the vibrators.

Vibrate the concrete at the point of deposit and at unif

farther apart than 1.5 times the radius over which the v

tive. Insert vibrators so that the affected vibrated are

vibrators to move concrete. Insert vibrators vertical

from the concrete. The vibration shall be of sufficien

to thoroughly consolidate the concrete, but not to cau

vibrate at any one point long enough to cause localize

Do not vibrate reinforcement. 

(e) Underwater placement. Underwater placement 

only for seal concrete and drilled shafts. If other tha

increase the minimum cement content by 10 percent

pumps, or other approved methods for placement. 

(1) Tremies. Use watertight tremies, with a di

more. Fit the top with a hopper. Use multiple tre

tremies capable of being rapidly lowered to ret

concrete. 

At the start of concrete placement, seal the dis

tremie tube with concrete. Keep the tremie tube 

bottom during placement. If water enters the tub

and reseal the discharge end. Maintain continuou

placement is completed. 

(2) Concrete pumps. Use pumps with a devic

charge tube to seal out water while the tube is fir

crete. When concrete flow is started, keep the en

full of concrete and below the surface of the d

placement has been completed.
389

practicable. Do not disturb after placement. Mainta

of deposit. 

Dewater after test specimens cured under similar con

concrete has sufficient strength to resist the expec

laitance or other unsatisfactory material from the ex

(f) Concrete railings and parapets. Use smooth, t

Neatly miter corners. Place concrete railings and par

or falsework for the supporting span is released. 

damaging the concrete. Finish all corners to be true, 

cracks, spalls, or other defects.

Cast precast railing members in mortar-tight forms. 

bers from molds as soon as the concrete has suffici

supporting. Protect edges and corners from chippi

damage. Cure in accordance with Subsection 552.1

may be shortened, as approved, by using moist heat 

or water reducing agents.

552.12 Construction Joints. Provide construction jo

on the plans. Written approval is required for any 

joints.

At horizontal construction joints, place gauge strips in

exposed faces to produce straight joint lines. Clean an

joints before placing fresh concrete. Keep joints satura

concrete is placed. Immediately before placing new 

tightly against previously placed concrete. Where acc

the existing surface with a very thin coating of ce

reinforcing bars across construction joints.
390

breaking the corners of the concrete. Do not extend r

open joint.

(b) Filled joints. Cut premolded expansion joint fil

of the surface being jointed. Secure the joint fille

joint using galvanized nails or other acceptable mea

the manufacturer's recommendations. After form 

neatly cut all concrete or mortar that has sealed acros

gaps 0.125 inches or wider with hot asphalt or other 

all necessary dowels, load transfer devices, and oth

the plans or as directed.

(c) Steel joints. Fabricate plates, angles, or other 

rately to conform to the concrete surface. Set joint 

the ambient temperature at the time of concrete plac

the joints to keep them in correct position. Maintai

opening during concrete placement.

(d) Water stops. Construct water stops according 

(e) Compression joint seals. Use one-piece comp

transverse joints and the longest practicable length 

Clean and dry joints and remove spalls and irregu

cant-adhesive as a covering film to both sides of the s

installation. Compress the seal and place it in the jo

the manufacturer. Make sure the seal is in full cont

throughout its length.

Remove and discard all seals that are twisted, curle

formed. Remove and reinstall joint seals that elong

of their original length when compressed. Remov

adhesive before it dries.

(f) Elastomeric expansion joint seal. Install the 

manufacturer's recommendations and in conforman
391

Protect the surface from rain damage.

Finish all concrete surfaces used by traffic to a skid-res

at least 2 suitable and adequate work bridges.

(a) Striking off and floating. For bridge decks or 

serving as finished pavements, use an approved p

machine equipped with oscillating screed. If appro

methods for irregular areas where the use of a mach

Strike off all surfaces using equipment supported b

ed rails or headers. Do not support rails within th

placement without approval.

Set rails or headers on nonyielding supports so the fin

ates without interruption over entire surface being 

beyond both ends of the scheduled concrete placeme

to enable finishing machine to finish the concrete b

Set rails the entire length of steel girder superstruct

Adjust rails, headers, and strike-off equipment to t

cross-section allowing for anticipated settlement, ca

falsework. 

Before beginning delivery and placement of concret

machine over the entire area to be finished to check f

tions, deck thickness, reinforcing steel cover, and to 

of equipment. Make necessary corrections before c

begins.
392

and waste it. Adjust rails or headers as necessary 

pated settlement or deflection.

Remove rail supports embedded in the concrete to at 

finished surface and fill and finish any voids with fre

surface with a float, roller or other approved device 

all local irregularities. 

Remove all excess water, laitance, or foreign materia

using a squeegee or straightedge drawn from the ce

either edge. Do not apply water to the surface of the 

ing operations.

(b) Straightedging. Check all slab and sidewalk sur

surface parallel to the centerline of the bridge with a 

edge. Overlap the straightedge at least half the 

straightedge placement.

Correct deviations in excess of 0.125 inches from 

straightedge. For deck surfaces that are to receive an 

tions in excess of 0.25 inches.

(c) Texturing. Produce a skid-resistant surface tex

faces by grooving. Use one of the following fini

thereof for other surfaces as required.

(1) Grooved finish. Use a float having a singl

proved machine designed specifically for sawin

pavements. Space fins 0.5 to 0.75 inches on cen

0.063 to 0.188 inches wide and 0.125 to 0.188 

perpendicular to the centerline without tearing t

loosening surface aggregate. 

If grooves are sawn, cut the grooves approximate

spacing of 0.5 to 1 inch.
393

float the surface. Use an edging tool on edges 

Broom the surface using a broom with stiff bristle

to the centerline from edge to edge with adjacen

lapped. Produce regular corrugations not over 

without tearing the concrete. While the concrete i

spots, irregularities, depressions, small pocke

Groove contraction joints at the required inter

grooving tool.

(3) Troweled and brushed finish. Use a steel tr

smooth surface free of bleed water. Brush the su

using parallel strokes.

(4) Exposed aggregate finish. Strike off the surf

and then float the surface. Use an edging tool on a

tudinal joints that are against forms or existing p

transverse joints in a continuous lane pour or 

continuous dual lane pour.

As soon as the concrete hardens sufficiently 

gravel from being dislodged, broom the surface

proved by the CO. Exercise care to prevent mar

cracking or chipping of slab edges or joints. I

apply a light spray of retardant to the unfinished 

work. 

First, broom transversely across the pavement. P

stiff mortar entirely off the pavement. Remove th

cent pavements. Then broom parallel to the 

Continue this operation until a sufficient amoun

exposed. Other methods of aggregate exposure

spray attachment on a special exposed aggregate b

if satisfactory results are demonstrated.
394

(d) Surface underneath bearings. Finish all bea

0.125 inches of plan elevation. When a masonry p

rectly on the concrete or on filler material less than 0

the surface with a float to an elevation slightly abov

the concrete is set, grind the surface as necessary to 

bearing.

When a masonry plate is to be set on filler materia

inches thick, finish the surface with a steel trowel. 

face so that it does not vary from a straightedge in 

than 0.063 inches.

When a masonry plate is to be set on filler material 

thick or when an elastomeric bearing pad is to be us

a plane surface free of ridges.

When required under a masonry plate or elastomeric 

in the proportions of 1 part portland cement and 1.5 

oughly mix sand and cement before adding water. M

for immediate use. Discard mortar that is more than 

re-temper mortar. Cure mortar at least 3 days and 

mortar for at least 48 hours. Do not mix and use m

conditions. Mortar sand shall conform to AASH

products may be used with approval.

(e) Surface underneath waterproofing membran

that are to be covered with a waterproofing membran

coarse textured, but shall be finished to a smooth su

and other projections.

552.15 Curing Concrete. Begin curing immediatel

water has evaporated and the finishing is complete. If 

crete begins to dry before the selected cure method can 

concrete surface moist using a fog spray without dam
395

pound method combined with the water method. A

curing compound immediately after finishing. Apply 

hours after finishing.

Cure all concrete uninterrupted for at least 7 days. If 

10 percent by mass of the portland cement is used in 

rupted for at least 10 days.

(a) Forms inplace method. For formed surfaces, 

without loosening. If forms are removed during the 

tate rubbing, only strip forms from those areas able 

same shift. During rubbing, keep the surface of the e

After the rubbing is complete, continue curing p

method or by applying a clear curing compound (typ

remainder of the curing period.

(b) Water method. Keep the concrete surface con

ing, spraying, or covering with material that is kept 

oughly wet. Covering material may consist of cotto

of burlap, or other approved material that does no

damage the concrete.

Cover the covering material with a waterproof shee

moisture loss from the concrete. Use the widest she

cent sheets at least 6 inches and tightly seal all seams 

tape, mastic, glue, or other approved methods. Sec

wind will not displace it. Immediately repair she

damaged.

(c) Liquid membrane curing compound method

membrane method on surfaces to receive a rubbed f

tion joint surfaces is permitted only if the compoun

blasting before placement of concrete against the jo

Use type 2, white pigmented, liquid membrane only 

bridge decks or on surfaces not exposed to view in th

type 1 or 1-D clear curing compounds on other surf
396

2 applications, follow the first application with the se

30 minutes and apply at right angles to the first app

If the membrane is damaged by rain or other means d

immediately apply a new coat over the damaged are

552.16 Finishing Formed Concrete Surfaces. Rem

pair, as approved, all rock pockets or honeycombed c

formed concrete surfaces as follows.

(a) Class 1 - ordinary surface finish. Finish the f

a class 1, ordinary surface finish.

(1) Under surfaces of slab spans, box girders, fill

and the roadway deck slab between superstructu

(2) Inside vertical surface or T-girders of supers

(3) Surfaces to be buried and culvert surfaces abo

are not visible from the traveled way or a walkw

Begin finishing as soon as the forms are removed. R

lar projections from all surfaces which are exposed o

Remove bulges and offsets with carborundum sto

localized, poorly bonded rock pockets or honeycomb

with sound concrete or packed mortar in an approv

Clean and point all form tie cavities, holes, broken 

other defects. Saturate the area with water. Finish t

is less than 1 hour old. After the mortar is set, rub i

tinue curing. Match exposed surfaces to surroundin

Carefully tool and remove free mortar and concrete 

expansion joints. Leave joint filler exposed for its 

true edges.
397

below.

(b) Class 2 - rubbed finish. Finish the following 

rubbed finish.

(1) All surfaces of bridge superstructures, except t

ed to receive a class 1 or other finish.

(2) All surfaces of bridge piers, piles, columns an

ing walls above finished ground and to at least 12 

ground.

(3) All surfaces of open spandrel arch rings, span

ment towers.

(4) All surfaces of pedestrian undercrossings, exc

to be covered with earth.

(5) Surfaces above finished ground of culvert h

when visible from the traveled way or walkway.

(6) Inside surfaces of culvert barrels higher tha

from the traveled way. Finish for a distance in

equal to the height of the culvert.

(7) All surfaces of railings.

Complete a class 1 finish according to (a) above. 

surface with water. Rub the surface with a mediu

stone using a small amount of mortar on its face. U

cement and fine sand mixed in the same proportion

finished. Continue rubbing until form marks, projec

are removed and a uniform surface is obtained. Le

by this rubbing in place. 
398

objectionable marks.

(c) Class 3 - tooled finish. Let the concrete set for a

if necessary to prevent the aggregate particles from b

surface. Use air tools such as a bush hammer, pick, 

the surface mortar and break the aggregate particles 

broken aggregate particles in a matrix of mortar.

(d) Class 4 - sandblasted finish. Let the concrete 

Protect adjacent surfaces that are not to be sandblas

face with hard, sharp sand to produce an even fine-g

the mortar is cut away leaving the aggregate expose

(e) Class 5 - wire brushed or scrubbed finish. Beg

are removed. Scrub the surface with stiff wire or fib

tion of muriatic acid. Mix the solution in the propo

parts water. Scrub until the cement film or surface 

and the aggregate particles are exposed. Leave an 

having the appearance of fine granite to coarse co

upon the size and grading of aggregate. Wash the en

containing a small amount of ammonia.

(f) Class 6 - color finish. Build a sufficient number 

color sample panels to obtain a color acceptable t

approved color sample panel at all times during the 

nated surfaces to match the color of the approved s

Complete a class 1 finish according to (a) above. 

finish until all concrete placement for the structure i

dust, foreign matter, form oil, grease, and curing com

solution of trisodium phosphate and then rinse the 

clean water.
399

Apply the color finish according to the manufactu

Spray, brush, or roll on the first coat of penetrating 

Spray, brush, or roll on the finish coat after the fir

dried. Apply finish to provide a uniform, permanen

and sags to the surfaces.

Clean concrete areas not intended to be covered by 

proved method.

552.17 Concrete Anchorage Devices. Use chemic

place concrete anchorage devices for attaching equipm

concrete.

Furnish the following for approval:

(a) Concrete anchorage device sample

(b) Manufacturer's installation instructions

(c) Material data and certifications

Fabricate all metal parts of the anchorage devices from 

steel protected with a corrosion resistant metallic coa

chemically with concrete. Supply anchorage devices 

hardware.

For chemical or grouted anchors, conduct a system app

on the project, not to be incorporated in the work. Co

according to ASTM E 488. Demonstrate that the anch

stand a sustained direct tension test load not less tha

Table 552-5 for a period of at least 48 hours with m

0.035 inches. Also demonstrate that when loaded to fa

demonstrates a ductile failure of the anchor steel, not a 

grout, or concrete.

Table 552-5
400

0.750 5,000

0.625 4,100

0.500 3,200

0.375 2,100

0.250 1,000

Install concrete anchorage devices as recommended b

turer and so that the attached equipment or fixtures wil

concrete. Torque installed nuts to the values specifie

otherwise specified in the manufacturer's instruction

bolts according to the requirements of Section 564.

In the presence of the CO, proof load a random samp

of the anchors to 90 percent of the yield stress of the st

reset the failed anchor and proof load the reset ancho

remaining anchors. The proof load may be applied by 

indicator washer, applying a direct tension load to 

method approved by the CO. After proof loading, 

anchor and retighten to the load specified in Table 55

manufacturer's instructions.

Table 552-6

Torque for Anchorage Device

Anchorage Device

Stud Diameter (inch)

Torqu

(foot pou

0.750 125

0.625 90

0.500 60

0.375 35

0.250 10

552.18 Loads on New Concrete Structures. Do 
401

placement of upper lifts for substructure elements cas

Do not allow vehicles or construction equipment on an

the entire superstructure has attained its design compr

been in place 21 days.

For post-tensioned concrete structures, do not allo

pounds on any span until the prestressing steel for 

grouted, and cured, the grout has obtained a strengt

square inch, and the tie rods are tightened. Vehicles w

pounds may be permitted on a span provided the m

included in the falsework design.

552.19 Acceptance. Material for concrete will be e

tions 106.02 and 106.03. Furnish a production certif

cement.

The concrete mixture's slump, air content, unit mass, 

evaluated under Subsections 106.02 and 106.04. See T

cation limits. See Table 552-7 for minimum samplin

Concrete compressive strength will be evaluated un

See Table 552-7 for minimum sampling and testing. T

limit is the minimum required compressive strength a

in the contract. A single compressive strength test res

from 2 cylinders cast from the same load and tested 

552-7 for the acceptance quality characteristic catego

Remove and replace concrete represented by cylinder

strength of less than 90 percent of the minimum 28-da

(fck) and so located as to cause an intolerably detrim

structure.
402

Measurement

552.20 Measure structural concrete and seal concrete 

structure. 

Payment

552.21 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule except the structural co

price will be adjusted according to Subsection 106.05

compensation for the work prescribed in this Section. 

Payment for a structural concrete will be made at a pri

plying the contract unit bid price by the compressive 

Payment will be made under:

Pay Item 

55201 Structural concrete class ___ 

55202 Structural concrete class ___ for (description) 

55203 Structural concrete for (description) 

55204 Seal concrete for (description) 
403

T

Samp

Material or

Product

Property or

Characteristic

Category T

Concrete Slump

Air contentUnit massTemperatureMaking test specimensCompressive strength (4)

—————

II

AAAATAA

(1) Sample according to AASHTO T 141 except composite samples are not re(2) See Subsection 552.09(b)(3).(3) Cast at least 4 compressive strength test cylinders and carefully transport th(4) A single compressive strength test result is the average result from 2 cylind
404

furnishing, placing, and tensioning prestressing steel. 

ing all precast, prestressed members, except piling.

Material

553.02 Conform to the following Section and Subsec

Anchorage devices 

Concrete 

Elastomeric bearing pads 

Grout 

Prestressing steel 

Reinforcing steel 

Construction Requiremen

553.03 Method Approval. Perform prestressing by 

post-tensioning methods. If a method is proposed tha

submit detailed drawings of the method, material, and e

approval at least 30 days before starting prestressin

(a) Method and sequence of stressing

(b) Complete specifications, details, and test results f

and anchoring devices

(c) Anchoring stresses

(d) Arrangement of the prestressing steel in the me

(e) Tendon elongation calculations for jacking proc

(f) Number, spacing, and method of draping preten

(g) Other substantiating calculations for the prestre

(h) Type of tendon ducts for post-tensioning

(i) Pressure grouting material and equipment for po

(j) Samples of wire or strand taken according to Su
405

553.04 Prestressing Steel. Use prestressing steel th

corrosion, dirt, grease, wax, scale, rust, oil, or other fo

prevent bond between the steel and the concrete. Do n

that has sustained physical damage or is pitted.

One approved splice per pretensioning strand is perm

tween members in the casting bed. Splice so the strand

or "lay."

Do not weld or ground welding equipment on forms or 

ber after the prestressing steel is installed.

Failure of one wire in a 7-wire prestressing strand is a

of the required tension load is attained before failure 

does not constitute more than 2 percent of the tota

individual beam or girder.

Extend bars using couplers which when assembled ha

less than the tensile strength of the bars.

553.05 Concrete. Construct prestressed concrete ac

Construct reinforcing steel according to Section 554.

Do not place concrete in the forms until the placeme

prestressing steel, ducts, bearing plates, and other em

proved. Place and vibrate concrete with care to avoid d

material. 

Make at least 2 release strength test cylinders accordin

addition to those required to determine the 28-day com

the release strength test cylinders with the concrete m

Rough cast the top surface of members against which 
406

Apply radiant heat by means of pipes circulating steam

electric heating elements. Inspect casting beds to ensur

tion. Use a suitable enclosure to contain the heat. Min

covering all exposed concrete surfaces with plastic s

brane curing compound according to Subsection 552

compound from all surfaces to which concrete will be 

Envelop the entire surface with saturated steam. Comp

ing bed with a suitable type of housing, tightly con

escape of steam and exclude outside air. Use steam 

humidity. Do not apply the steam directly to the conc

With hot air, the CO will approve the method to en

girder in a saturated atmosphere. Never allow dry he

surface. 

With all heat curing methods:

(a) Keep all unformed girder surfaces in a saturated 

the curing time.

(b) Embed a thermocouple (linked with a therm

±5 bF) 6 to 8 inches from the top or bottom of the 

and near its midpoint.

(c) Monitor with a recording sensor (accurate to ±5 

brated to continuously record, date, and identify 

throughout the heating cycle.

(d) Make the temperature record available to the CO

(e) Heat concrete to no more than 100 bF during the 

ing concrete and increase the temperature no more t

maximum of 175 bF.

(f) Cool concrete, after curing is complete, no more 

100 bF.

(g) Keep the temperature of the concrete above 60 bF 

release strength.
407

quired strength.

553.06 Tensioning. Use hydraulic jacks to tension 

a pressure gauge or load cell for measuring jacking fo

Calibrate measuring devices at least once every 6 mon

be giving erratic results. Calibrate the jack and gauge 

der extension in the approximate position that it will b

Keep a certified calibration chart with each gauge. 

If a pressure gauge is used, do not gauge loads less tha

of the total graduated capacity of the gauge, unless 

establishes consistent accuracy over a wider range. Us

an accurate reading dial at least 6 inches in diameter. 

Measure the force induced in the prestressing steel us

take elongation measurements of the prestressing stee

ancy of more than 7 percent between the measured 

pected for the jacking force, check the entire operation

for the discrepancy, and correct before proceeding. Rec

if their readings do not agree within 5 percent of eac

system is equipped with an automatic release valve t

quired prestressing force is reached, strand elongation 

required for the first and last tendon tensioned and fo

the remaining tendons.

If a load cell is used, do not use the lower 10 percen

rated capacity of the load cell to determine the jackin

Do not exceed a temporary tensile stress in prestressin

the specified minimum ultimate tensile strength of the 

chor prestressing steel at an initial stress that will res

working stress after all losses of not less than those re
408

the initial release stress after seating to exceed 70 p

minimum ultimate tensile strength of the prestressing 

553.07 Pretensioned Members. Cast pretensioned 

ances shown in Table 553-1.

(a) Prestressing steel. Protect prestressing steel pla

from contamination and corrosion if the stressing 

weather for more than 36 hours before encasement 

Free all strands of kinks or twists. Accurately ho

position and tension according to Subsection 553.06

to unwind more than one turn. Keep a record of the 

gation measurements after the strands are tensione

jacking force. 

Tension prestressing steel to the required stress. Inc

putations strand anchorage slippage, splice slippage

of abutments, and prestressing steel temperature ch

of tensioning and the time when the concrete takes 

Maintain the prestress bed forms, strands, and reinfor

within 25 bF of the temperature of the concrete to 

Support strands with rollers at points of direction ch

tensioned in a draped position. Use free running ro

tion. Initially, when strands are tensioned and then 

position, tension to no more than the required tensi

tension due to forcing the strand to a draped profile

strand at the dead end, as determined by elongation 

than 95 percent of the jack load, tension the strand 

bed. Make the load, as computed from the sum of e

jacking at both ends, agree within 5 percent of the j
409

jacking stress all strands that show a loss of prestres

If strands are tensioned in a group, check the entire 

prestress. Release and retension the entire group if t

a loss in excess of 3 percent or if any individual stran

different from the rest of the strands in the group.

(b) Releasing steel. Release the prestress load to 

concrete has attained its required release compres

expose the concrete to temperatures below freezing 

casting. Cut or release strands such that lateral ecce

force will be minimized. Cut prestressing steel off f

member. 

553.08 Storing, Transporting, and Erecting. Do n

crete members until concrete cylinder tests manufactur

and cured under the same conditions as the members in

in each member has attained the minimum required d

least 14 days old.

Store, transport, and erect precast, prestressed girders, 

in the upright position with the points of support and 

tions, with respect to the member, approximately the s

ber is in its final position. Prevent cracking or damag

ing, and handling of the precast units. Replace units 

storage or handling.

553.09 Post-Tensioned Members. Construct post-te

tolerances shown in Table 553-1. Construct supportin

superstructure is free to lift off the falsework and sh

sioning. Detail formwork left inside box girders to su

to offer minimum resistance to girder shortening due 

tensioning.
410

(1) 26 gage for ducts @ 2.625 inch diameter

(2) 24 gage for ducts > 2.625 inch diameter

(3) 31 gage when bar tendons are preassembled 

Make positive metallic joints between duct sections

joints. Use waterproof tape at the joints. Bend du

flattening. Use ferrous metal or polyethylene coupl

anchoring devices.

Provide all ducts or anchorage assemblies with meta

connections for the injection of grout after prestres

Provide ducts with an inside diameter at least 0.375 

nominal diameter of a single wire, bar, or strand ten

bar, or strand tendons, provide a duct cross-sectional 

net area of the prestressing steel. When tendons are 

through method, provide a duct cross-sectional area 

area of the prestressing steel.

Securely fasten ducts in place to prevent moveme

from the forms by stays, blocks, ties, hangers, or ot

Use precast mortar blocks of approved shape and 

layers of ducts by mortar blocks. Cover the ends 

entry of water or debris.

Vent all ducts for continuous structures at the high po

Make mortar tight vents with 0.5-inch minimum dia

suitable plastic pipe. Connect vents to ducts with m

tural fasteners. Do not use components that react w

corrosion of the prestressing steel, or contain water 

(b) Placing concrete. Where the end of a post-tensi

be covered by concrete, recess the anchoring device

prestressing steel and all parts of the anchoring devi

inside the end surface of the members. 
411

flush the metal conduits with water containing li

slaked lime (calcium hydroxide) in the amount of 

Blow the water out with compressed, oil-free air.

For post-tensioned members that are to be steam cu

stressing steel until curing is complete.

(c) Anchorages and distribution. Give at least a 1

before installing end fittings or heading wires.

When wires are used, provide an edge distance for a

wire through a stressing washer, unthreaded bearing 

0.25 inch from the root of any threads or the edg

washer.

Anchor post-tensioned prestressing steel at the ends 

type anchoring devices capable of developing not les

ultimate tensile strength of the prestressing steel. If 

sufficiently large and is used in conjunction with a s

in the concrete that effectively distributes the anchor 

steel distribution plates or assemblies may be omitt

Enclose loop tendon anchorages in ducts for their e

(d) Prestressing steel. Use a corrosion inhibitor to p

installed in ducts before placing and curing of the co

inhibitor that does not adversely affect the steel, con

of the steel to concrete.

If prestressing steel is installed in the ducts after con

and grouting are completed within 10 days after in

inhibitor is required.
412

necessary to produce equal stress in all wires, wire 

tendons that are stressed simultaneously. Remove a

before post-tensioning. 

Record gauge pressures and prestressing steel elong

tensioning prestressing steel and submit records.

Determine the friction loss in the prestressing proc

between tension at the jack and minimum tension in 

according to the AASHTO Standard Specifications 

Use suitable shims or other approved devices to atta

set loss.

(f) Grouting. Bond all post-tensioned prestressing 

filling the void space between the duct and tendo

prestressing steel to be bonded to the concrete, whi

rust, grease, or other deleterious substances. 

Use grouting equipment capable of grouting at a p

pounds per square inch with a pressure gauge with a 

more than 300 pounds per square inch. Fit grout inj

tive mechanical shutoff valves. Fit vents and ejec

caps, or other devices capable of withstanding the p

Determine pumpability of the grout according to F

time of a grout sample immediately after mixing sh

seconds. When hot weather conditions may cause qu

cool the grout by approved methods, as necessary

during pumping operations. When freezing weather 

during and following placement of grout, protect the 

freezing according to PTI Post-Tensioning Manual R

for Grouting of Post-Tensioned Prestressed Conc

edition. 
413

Clean all ducts of material that would impair bondin

fere with grouting procedures. Blow out each duct w

air.

Pass all grout through a screen with 0.07 inch ma

before entering the grout pump. Completely fill the 

with grout under pressure. Pump grout continuous

waste at the outlet until no visible slugs of water or 

efflux time of ejected grout is not less than 11 seco

Close all vents and openings and increase the grouti

tion end to at least 100 pounds per square inch and 

onds. Do not remove or open valves and caps until 

Abrasive blast clean the concrete surface of recessed 

Fill anchor recesses with concrete conforming to th

structure and finish flush.

Remove ends of vents 1 inch below the roadway su

been completed.

Do not release the falsework under the bottom slab su

ture until at least 48 hours after grouting of the post-te

or until the grout strength is obtained.

553.10 Painting Steel. Use a wire brush or abrasive 

and residue not firmly bonded to the metal or concre

paint the exposed ends of the prestress steel, post-tens

blies, and a 1-inch strip of adjoining concrete.

Mix zinc-rich paint conforming to FSS TT-P-641. 

voids in the prestressing tendons. Apply one thick co

be covered with concrete. Apply 2 coats to surface

concrete. 
414

Length ± 0.25 inc

Width (overall) +0.38 inc

Depth (overall) + 0.50 inc

Depth (flanges) - 0.25 inc

Width (web) + 0.38 inc

Sweep(2) 0.13 inch

Variation from end squareness or skew ± 0.19 inc

Camber variation from design camber ± 0.13 inc

± 0.50 inc

± 1 inch, 

Position of strands:

Individual

Bundled

Position from design location of deflection points

for deflected strands

± 0.25 inc

± 0.50 inc

± 20 inch

Position of plates other than bearing plates ± 1 inch

Position of bearing plates ± 0.63 inc

Tipping and flushness of plates ± 0.25 inc

Tipping and flushness of bearing plates ± 0.13 inc

Position of inserts for structural

 connections

± 0.50 inc

Position of handling devices:

Parallel to length

Transverse to length

± 6 inch

± 1 inch

Position of stirrups:

Longitudinal spacing

Projection above top

± 2 inch

± 0.75 inc

Local smoothness(3) ± 0.25 inc

(1) AASHTO I Beams and Bulb Tee Girders

(2) Variation from straight line parallel to centerline of member.

(3) Does not apply to top surface left rough to receive a topping o

 surfaces.
415

ecast Gdes Used uteaecs

Length ± 0.75 inc

Width (overall) ± 0.25 inc

Depth (overall) ± 0.25 inc

Depth (top flange) ± 0.50 inc

Depth (bottom flange) + 0.50 inc

Width (web) ± 0.38 inc

Sweep (5)

Up to 40 foot member length

40 to 60 foot member length

Greater than 60 foot member length

± 0.25 inc

± 0.38 inc

± 0.50 inc

Variation from end squareness or skew

Horizontal

Vertical

± 0.13 inc

± 0.50 inc

± 0.50 inc

Camber variation from design camber ± 0.13 inc

± 0.50 inc

Differential camber between adjacent

 members of the same design

0.25 inch/

0.75 inch 

Position of Strands:

Individual

Bundled

Position from design location of deflection poin

ts for deflected strands

± 0.25 inc

± 0.25 inc

20 inches

Position of plates other than bearing plates ± 1 inch

Tipping and flushness of plates ± 0.25 inc

Position of inserts for structural

 connections

± 0.50 inc

Position of handling devices:

Parallel to length

Transverse to length

± 6 inch

± 1 inch

(4) Box beams, slabs, decked bulb tee, and multi-stem girders.

(5) Variation from straight line parallel to centerline of member.
416

Precast Girders Used In Multi-Beam Decks

Position of stirrups:

Longitudinal spacing

Projection above top

± 1 inch

+ 0.25 in

Tipping of beam seat bearing area ± 0.13 in

Position of dowel tubes ± 0.63 in

Position of tie rod tubes:

Parallel to length

Vertical

± 0.50 in

± 0.38 in

Position of slab void:

End of void to center of tie hole

Adjacent to end block

± 0.50 in

± 1 inch

Local smoothness (6) ± 0.25 in

Post-Tension Members

Position of post tensioning ducts ± 0.25 in

Position of tendon anchorage bearing plates ± 0.25 in

(6) Does not apply to top surface left rough to receive a topping or to 

553.11 Acceptance. Prestressing steel, reinforcing 

elastomeric bearings, and material for concrete and 

under Subsection 106.03. Furnish production cert

following:

(a) Portland cement

(b) Prestressing steel

(c) Reinforcing steel

Grouting will be evaluated under Subsections 106.02 

553-2 for sampling and testing requirements.
417

Concrete for post-tensioned, cast-in-place concrete me

under Section 552. 

Construction of precast, prestressed concrete memb

cast-in-place concrete members will be evaluated und

and 106.04.

 

Reinforcing steel will be evaluated under Section 554

Falsework and forms will be evaluated under Section 

Measurement

553.12 Measure precast, prestressed structural concre

or by the linear foot. Do not measure reinforcing steel 

structural concrete members.

Measure prestressing system by the lump sum. 

Measure the concrete for post-tensioned, cast-in-pla

under Section 552. Measure the reinforcing steel for 

place concrete structures under Section 554. 

Measure prestressed piling under Section 551.

Payment

553.13 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.
418

55301 Precast, prestressed concrete structural 

 members (description) 

55302 Precast, prestressed concrete structural 

 members (description) 

55303 Prestressing system 
419

T

Samp

Material or

Product

Property or

Characteristic

Test Meth

Prestressed Concrete Making test specimens

Compressive strength

AASHTO T 2AASHTO T 2

Grout Flow of grout mixture FLH T 502 

(1) Sample according to AASHTO T 141 except composite samples are not re(2) Cure the release strength cylinders with the concrete member that they repr
420

Material

554.02 Conform to the following Subsection:

Reinforcing steel 

Construction Requiremen

554.03 Order Lists. On reinforcing steel order lists, 

bar marks for labeling as shown on the plans. Submit 

ing diagrams for acceptance. Acceptance does not re

responsibility for the accuracy of the lists and diagram

until the lists and diagrams are accepted.

Do not fabricate vertical reinforcement in columns, 

until footing elevations are established in the field.

554.04 Identification. Ship bar reinforcement in st

and marked according to CRSI Manual of Standard P

554.05 Bending. Fabricate reinforcing bars accordi

bend all reinforcing bars that require bending. Limit th

bending tolerance of deck truss bars to plus 0 inches or 

not bend bars partially embedded in concrete except a

otherwise permitted.

When the dimensions of hooks or the diameter of ben

plans, provide standard hooks conforming to ACI SP 

554.06 Protection of Material. Store reinforcing ste

platforms, skids, or other supports. Protect from phy

other surface deterioration. 

Use reinforcing steel only when the surface is cl

dimensions, cross-sectional area, and tensile properties 

requirements for the size and grade of steel specified
421

contact areas. Pad all bundled bands. Lift with a stro

ports, or a platform bridge. Prevent bar to bar abrasio

bundles.

Before placement, inspect coated bars for damage to 

defects in the coating that are discernable to the 

prequalified patching/repair material according to AA

areas to be patched by removing all surface contamin

ing. Roughen the area to be patched before applying 

Where rust is present, remove the rust by blast cleaning 

immediately before applying the patching material.

Promptly treat the bar according to the resin manufactu

and before detrimental oxidation occurs. Overlap the 

the original coating for 2 inches or as recommende

Provide a minimum 8 mil dry film thickness on the pa

Take necessary steps to minimize damage to the epo

bars. Clean and patch any damage to the coating no

described above.

Field repairs will not be allowed on bars that have seve

Replace bars with severely damaged coatings. A seve

defined as a coating with a total damaged area in any 

exceeds 5 percent of the surface area of that portion of 

cal splices after splice installation according to AASH

damaged epoxy coatings.

554.08 Placing and Fastening. Support the bars on 

or metal supports according to the Manual of Standa

crete Reinforcing Steel Institute. Attach concrete blo

ported bar with wire cast in the center of each block

protected) or class 2, type B (stainless steel protected) 

tact with exposed concrete surfaces. Use stainless stee

A 493 type 430. 
422

Space slab bar supports no more than 4 feet apart trans

ly. Do not use bar supports either directly or indirectly 

concrete buggies or other similar construction loads. 

Space parallel bars within 1.5 inches of the required l

late spacing variations. The average of any two ad

exceed the required spacing.

Provide 2 inches clear cover for all reinforcement exc

on the plans.

Place reinforcing steel in deck slabs within 0.25 inch o

tion. Tie bridge deck reinforcing bars together at a

where spacing is less than 12 inches in both directions

intersections may be tied. Check the clear cover ove

using a template before placing deck concrete. Repl

Tie bundle bars together at intervals not exceeding 6 f

unless the location and splice details are specified.

Do not place concrete in any member until the placeme

is approved.

554.09 Splices. Splicing, except as shown on the 

without approval. Provide lap lengths shown on the pl

bars only where shown on the plans or accepted draw

bar mechanical splices adjacent to each other.

Make lapped splices by placing the reinforcing bars in 

together so as to maintain the alignment and position 

If welding of reinforcing steel is permitted by the co

conform to AWS D 1.4. Do not weld reinforcing steel 

sition of the steel exceeds the percentages in Table 55
423

Carbon (C) 0

Manganese (MA) 

Carbon Equivalent (C.E.) 0

Use welders that are currently certified. When requi

each weld using magnetic particle, radiography, or o

spection techniques.

Mechanical couplers may be used in lieu of welding if a

with a strength that is at least 125 percent of the requir

reinforcing steel.

If welded wire fabric is shipped in rolls, straighten 

placing. Splice sheets of mesh or bar mat reinforcem

less than 1-mesh width plus 2 inches. Securely fasten 

554.10 Acceptance. Reinforcing steel and epoxy c

evaluated under Subsections 106.02 and 106.03. Furn

cation with each shipment of reinforcing steel.

Placement of reinforcing steel will be evaluated under 

106.04.

Measurement

554.11 Measure reinforcing steel by the pound exclu

Contractor's convenience.
424

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

55401 Reinforcing steel 

55402 Epoxy coated reinforcing steel 
425

ture portions of composite structures. It includes furn

erecting structural steels and incidental metal constru

Material

555.02 Conform to the following Sections and Subse

Bearing devices 

Bolts and nuts 

Castings 

Elastomeric compression joint seals 

Falsework 

Galvanized coatings 

High-strength bolts, nuts, and washers 

Painting 

Pins and rollers 

Sheet lead 

Steel forgings 

Steel grid floors 

Steel pipe 

Structural steels 

Welded stud shear connectors 

Construction Requiremen

555.03 General. Fabricate the structural steel in a f

certified under the AISC Quality Certification Progr

critical elements according to the AASHTO Guide Spe

Critical Non-Redundant Steel Bridge Members.

Perform welding and weld qualification tests accordi

ANSI/AASHTO/AWS Bridge Welding Code D1.5.

555.04 Notice of Beginning of Work. Give written n

beginning of work at the shop. Do not manufacture a

any work in the shop before notification.
426

A 578, except as follows:

(a) Inspect after the flanges are stripped from the m

(b) Sections 6 and 7 acceptance standards do not app

requirement S2.1 for acceptance standards.

(c) Flanges may be inspected in the plant or warehou

stripped.

Furnish a copy of all mill orders and certified mill tes

mill test reports the chemical analyses and physical te

of steel used in the work. 

If approved, furnish production certifications, in lieu 

material that normally is not supplied with mill test rep

as fills, minor gusset plates, and similar material when 

the material is taken from stock.

Include in the certified mill test reports for steels with s

in addition to other test results, the results of Charpy 

When fine-grain practice is specified, confirm on the t

rial was so produced. Furnish copies of mill orders 

placed with the manufacturer. Furnish certified mill t

tion certifications before the start of fabrication usin

these reports. Furnish, from the manufacturer, a prod

cording to Subsection 106.03.

555.06 Drawings (Shop Drawings, Erection Draw

tion Drawings). Prepare and submit drawings ac

104.03. Acceptance of the drawings covers the requir

detail only. No responsibility is assumed for errors in 

(a) Shop drawings. Show full, detailed dimensions 

parts of the structure and details of all miscellaneo

nuts, bolts, drains, weld symbols, etc.) on shop drawi
427

Identify on the shop drawings the type and grade of 

made of steel other than AASHTO M 270M grade 

Show on the shop drawings assembly marks that are 

original pieces of mill steel and their certified mill t

The location of all shop welded splices shown on 

subject to approval. Locate all shop welded splices t

mum tensile or fatigue stress. Locate splices in webs 

shop splices, butt joints in flanges, or stiffeners. Ad

tests may be required on shop welded splices.

(b) Erection drawings. Submit drawings fully il

method of erection. Show details of all falsework 

dead-men, lifting devices, and attachments to the brid

sequence of erection, location of cranes and barges

tion of lifting points, and masses of bridge members. 

for all anticipated phases and conditions of erection

required to demonstrate that allowable stresses are 

member capacities and final geometry will be 

section 562.03 for additional requirements.

(c) Camber diagram. Furnish a camber diagram th

each panel point of trusses or arch ribs and at the l

and fractions of span length (quarter points minimum

and girders or rigid frames. On the camber diagram

bers to be used in preassembly of the structure as 

555.15.

(d) Transportation drawings. Show all support 

porary stiffening trusses or beams, and any other de

and brace the member. Provide calculation sheets s

impact stresses induced by the loading and transpo

impact stresses of at least 200 percent of the dead 

load, including impact, of not less than 300 percent 
428

555.07 Storage of Material. Store structural materi

platforms, skids, or other supports. Keep material fre

other foreign matter and provide appropriate protectio

555.08 Fabrication.

(a) Identification of steels. Use a system of assem

ual pieces and cutting instructions to the shop (gene

ing of the assembly-marks shown on the shop drawin

ing item covered on the mill purchase order) that m

the original piece.

Material may be furnished from stock which can be 

ber and mill test report.

During fabrication, up to the point of assembling mem

legibly the specification of each piece of steel (other 

writing the material specification on the piece or u

color code shown in Table 555-1.

Table 555-1

Identification Color Codes

Grade Color

50 Green and Yellow

50W Blue and Yellow

70W Blue and Orange

100 Red

100W Red and Orange
429

pieces of steel (other than grade 36 steel) that before 

bers will be subject to fabricating operations (such a

nizing, heating for forming, or painting) which mig

code marking. Where the steel stamping method is 

sions on the thicker tension-joint member in transit

The maximum allowed depth of the impression is 0

that will make character sizes with corresponding 

Table 555-2. Avoid impressions near edges of tens

members.

Table 555-2

Size of Steel Die Stamp Markin

Character Size

Inch

Minimum F

Radii

Inch

0.125 0.007

0.1875 0.003

0.250 0.010

Use low-stress type steel die stamps. Do not use d

critical members. 

If requested, furnish an affidavit certifying that thr

operation, the identification of steel has been maint

Heat curving of steel girders is not allowed.

Do not drill, cut, or weld portions of structural memb

plans or approved in writing.
430

and main tension members, not secondary memb

direction of rolling is parallel to the direction 

and/or compressive stresses.

(2) Plate cut edges.

(a) Edge planing. Remove sheared edges on p

inches to a depth of 0.25 inches beyond the o

beyond any re-entrant cut produced by shearin

before cutting.

(1) Oxygen cutting. Oxygen cut structu

ANSI/AASHTO/AWS Bridge Welding C

(2) Visual inspection and repair of plate c

spect and repair plate cut edges. The cut 

ANSI/AASHTO/AWS Bridge Welding C

(b) Flange plates. Furnish flange plates with 

that have the corners chamfered at least 0.06

furnish Universal Mill plates unless oxygen c

(c) Web plates. Oxygen cut to the prescribed 

built-up beams and girders, box girders, and 

cient extra camber into the webs to provide fo

to welding, cutting, etc.

(d) Truss members. Prepare, by oxygen cuttin

of all plates in welded sections of truss we

Chamfer, by grinding the edges of the corners 

welding, at least 0.0625 inches.
431

not exceed 1.0 inch. Furnish other stiffeners 

with oxygen cut edges.

(f) Lateral gusset plates. Oxygen cut, parallel 

plates and other connections welded parallel 

sion members where the plate thickness exc

lateral gusset plates may be furnished with she

thickness is less than or equal to 0.75 inches.

(g) Splice plates and gusset plates. Furnish gi

plates and truss gusset plates with oxygen cut 

(h) Bent plates. Furnish unwelded, load-carr

to be bent as follows. 

Take material from the stock plates such that 

right angles to the direction of rolling, except 

orthotopic-deck bridges may be bent with ben

of rolling.

Before bending, round the corners of the plat

inch throughout the portion of the plate wher

(1) Cold bending. Cold bend so that no c

curs. Use the minimum bend radii show

sured to the concave face of the metal.

Allow for springback of grades 100 and 

about three times that for grade 36 steel. U

at least 16 times the plate thickness for br
432

er than 1,125 bF, requench and temper acc

mill's standard practice.

Table 555-3

Minimum Bending Rad

Plate Thickness - (t)

Inches

@ 0.50 

Over 0.50 to 1.0 

Over 1.0 to 1.5 

Over 1.5 to 2.5 

Over 2.5 to 4 

 (1) Bend radii for all grades of structural s

(c) Fit of stiffeners. Fabricate (mill, grind, or weld 

or as specified) end bearing stiffeners for girders an

supports for concentrated loads to provide full be

which they transmit load or from which they re

intermediate stiffeners not intended to support conce

a tight fit against the compression flange.

(d) Abutting joints. Mill or saw cut abutting joint

bers of trusses and columns to give a square joint an

maximum allowed opening at other joints, not requir

inches.

(e) Facing of bearing surfaces. Finish bearing an

bearing surfaces that will come in contact with each 

to the ANSI surface roughness defined in ANSI B46

Waviness and Lay, Part I, as shown in Table 555-4
433

Bearing Surface

Steel slabs 

Heavy plates in contact in shoes to be welded 

Milled ends of compression members, milled or

ground ends of stiffeners and fillers

Bridge rollers and rockers 

Pins and pin holes 

Sliding bearings 

Machine sliding bearings that have a surface rough

60 so the lay of the cut is parallel to the direction o

Fabricate parts in bearing to provide a uniform eve

bearing surface when assembled. Limit maximum 

surfaces to 0.040 inch. Base and sole plates that are 

a surface roughness not exceeding the above tabula

machined, except machine sliding surfaces of base 

Do not machine surfaces of fabricated members unt

particular assembly or subassembly is complete. Mac

that are to be heat treated after heat treatment.

(f) Straightening material. If approved, straight

shapes, and built-up members by methods that will 

other damage to the metal. Straighten distorted m

means or, if approved, by carefully planned proc

application of a limited amount of localized heat. 

procedures and do not exceed the temperatures sp

when heat straightening grades 70W, 100, and 100W 
434

Grade 70W > 6 inches from weld 

Grade 70W < 6 inches from weld 

Grade 100 or 100W > 6 inches from weld 

Grade 100 or 100W < 6 inches from weld 

In all the other steels, do not exceed 1,200 bF in the h

application by temperature-indicating crayons, liquid

eters. 

Keep parts to be heat straightened and substantially 

and stress, except stresses resulting from mechanical 

tion with the application of heat.

Evidence of fracture following straightening of a 

cause for rejection of the damaged piece.

555.09 Annealing and Stress Relieving. Machin

traighten annealed or normalized structural member

Normalize and anneal (full annealing) according to A

uniform temperatures throughout the furnace during t

so that the temperature at no two points on the mem

than 100 bF at any one time.

Do not anneal or normalize members of grades 100

Stress relieve these grades only with approval.

Record each furnace charge, identify the pieces in th

temperatures and schedule actually used. Provide prop

ing recording pyrometers, for determining at any tim

members in the furnace. Make records of the treatmen

approval. The maximum allowed holding temperat

grades 100/100W and grade 70W steels is 1,125 bF 

tively.
435

555.10 Bolt Holes. Punch or drill all bolt holes. Ma

of a member that is composed of not more than 5 thick

punched 0.063 inches larger than the nominal diamete

thickness of the material is not greater than 0.75 inc

0.63 inches for high-strength steel, or 0.50 inches for q

alloy steel, unless subpunching and reaming is required 

tion of field connections.

Where there are more than five thicknesses or where a

is thicker than 0.75 inches for structural steel, 0.625 i

steel, or 0.50 inches for quenched and tempered alloy s

ream or drill all holes full size.

If required, either subpunch or subdrill (subdrill if th

erns) 0.188 inches smaller and, after assembling, ream 

drill full size to 0.063 inches larger than the nominal 

(a) Punched holes. Use a die diameter that is not m

larger than the punch diameter. Ream holes that req

bolts. Clean cut the holes without torn or ragged ed

(b) Reamed or drilled holes. Ream or drill holes 

and perpendicular to the member. Where practical

chanical means. Remove burrs on the outside surfac

twist drills, twist reamers, or roto-broach cutters. 

hold together connecting parts that are being reame

mark before disassembling.

(c) Accuracy of holes. Holes not more than 0.031 in

than the true decimal equivalent of the nominal diam

er are acceptable. The slightly conical hole resultin

tions is acceptable. The width of slotted holes produ

a combination of drilling or punching and flame cu

than 0.031 inches greater than the nominal width. G

smooth.
436

member, without drifting, in at least 75 percent of 

the same plane. Punched pieces not meeting this 

jected. Holes, through which a pin 0.188 inch smal

nominal size of the punched hole cannot be inserted

(e) Accuracy of hole group after reaming. After 

allowed offset of 85 percent of any contiguous group 

cent thicknesses of metal is 0.031 inches.

Use steel templates having hardened steel bushings in 

nsioned from the centerlines of the connection as ins

Use connection centerlines when locating templa

scribed ends of members.

(f) Numerically-controlled drilled field connecti

undersized holes and reaming while assembled, or 

while assembled, drilling or punching bolt holes fu

pieces and/or connections, including templates for us

sized and reamed holes by means of suitable numer

drilling or punching equipment is allowed.

(g) Holes for ribbed bolts, turned bolts, or other a

bolts. Provide finished holes with a driving fit.

(h) Preparation of field connections. Subpunch or 

assembled, or drill full size to a steel template, the ho

and field splices of main members of trusses, ar

spans, bents, towers (each face), plate girders, and 

Holes for field splices of rolled beam stringers conti

or cross frames may be drilled full-size unassemb

Holes for floor beams or cross frames may be drille

to a steel template. Subpunch and ream while asse

to a steel template, all holes for floor beam an

connections.
437

plates used for connections on like parts or memb

members are duplicates and require no match-mark

For any connection, in lieu of subpunching and ream

reaming, holes drilled full size through all thicknesse

in proper position may be used.

555.11 Pins and Rollers. Accurately fabricate pi

straight, smooth, and free from flaws. Forge and anne

than 9 inches in diameter. Pins and rollers 9 inches or 

either forged and annealed or cold-finished carbon-st

In pins larger than 9 inches in diameter, bore a hole n

diameter full length along the pin axis after the forgi

cool to a temperature below the critical range (unde

prevent damage by too rapid cooling and before being 

(a) Boring pin holes. Bore pin holes true to the spe

and straight, at right angles with the axis of the me

each other. Produce the final surface using a finish

Produce a pin hole diameter that does not exceed t

than 0.020 inches for pins 5 inches or less in diame

for larger pins.

The maximum allowed variation of the outside-to-

holes in tension members and the inside-to-inside d

compression members is 0.031 inches from that spe

in built-up members after the member has been asse

(b) Threads for bolts and pins. Provide threads o

structural steel construction that conform to the U

UNC ANSI B1.1, class 2A for external threads an

threads, except when pin ends have a diameter of 

provide six threads per inch.
438

for shipment and erection. Stamp with steel stencils, 

the bars are nested in place on the structure, all identif

of one head of each member after fabrication is com

type steel die stamps.

Provide eyebars, straight and free from twists, with p

cated on the centerline of the bar. Do not allow the i

the plane of the truss to exceed 0.125 inches per foo

Simultaneously cut the edges of eyebars that lie betwee

line of their pin holes with two mechanically operated 

other, guided by a substantial template to prevent dist

555.13 Assembly - Bolting. Clean surfaces of metal i

bling. Assemble parts of a member. Securely pin an

before drilling, reaming, or bolting is commenced. 

apart, if necessary, for the removal of burrs and sha

operation. Assemble members to be free from twists

deformation.

Drift during assembling only enough to bring the par

enlarging holes or distorting the metal.

555.14 Welded Connections. Fabricate surfaces a

smooth, uniform, clean, and free of defects that wou

quality of the weld. Prepare edge according to ANSI/A

Welding Code D1.5.

555.15 Preassembly of Field Connections. Preasse

of main members of trusses, arches, continuous beam

towers, and rigid frames before erection to verify the 

pleted structure or unit and to verify or prepare fiel

method and details of preassembly for approval.
439

When members are assembled with their webs vertica

vals of 20 feet, or two tenths of the span length, which

webs are horizontal, the above intervals of support ma

there is no noticeable deflection between points of su

Assemble trusses in full dead-load position unless the 

provides for the secondary stresses created by assembl

cambered (no load) position. Support trusses during 

point. Preassemble at least 3 contiguous panels that are 

line and camber. For successive assemblies include 

panel of the previous assembly (repositioned if nec

pinned to assure accurate alignment) plus 2 or more s

at the advancing end. For structures longer than 150 fe

not less than 150 feet long regardless of the length o

panels or sections. Assembly may start from any locat

proceed in one or both directions as long as preceding 

satisfied.

(a) Bolted connections. Where applicable, assem

with milled ends of compression members in full 

subsized holes to the specified size while the conn

(b) Check assembly/numerically-controlled drillin

cally controlled drilling or punching, make a check a

structural type of each project. Fabricate the check 

contiguous shop sections or, for a truss, all members 

panels but not less than the number of panels assoc

chord lengths (such as the length between field splic

blies on the proposed order of erection, joints in be

points, and similar considerations. Shop assemblie

assemblies are not required.

If the check assembly fails in some specific manner 

required accuracy is being obtained, further check a

required.
440

(c) Field welded connections. Field welded conn

unless specifically shown on the drawings. Verify 

cluding the proper space between abutting flanges) 

preassembled.

(d) Match marking. Match mark connecting par

shop to assure proper fit in the field. Provide a 

match-marks.

555.16 Connections Using Unfinished, Turned, o

unfinished, turned, or ribbed bolts, where specified, c

307 for grade A bolts. Use bolts with single self-lock

Use beveled washers where bearing faces have a slope 

respect to a plane normal to the bolt axis. 

(a) Turned bolts. Furnish turned bolts with a body s

not exceeding 125 microinches. Furnish hex heade

nominal size specified. Carefully ream holes for tu

bolts to provide for a light driving fit. Keep bolt thr

the holes. Provide a washer under the nut.

(b) Ribbed bolts. Use approved form of ribbed body 

tudinal ribs. Provide a body diameter measured o

points of the ribs 0.08 inches greater than the nom

for the bolts.

Furnish ribbed bolts with round heads conforming to 

hexagonal nuts that are either recessed or have a w

ness. Ribbed bolts shall have a driving fit when ins

sufficiently hard ribs such that the ribs do not compr

the bolts to turn in the holes during tightening. If 

drawing tight, ream the hole and provide an oversiz
441

(a) Bolted parts. Use steel material within the g

compressible material such as gaskets or insulation

parts to fit solidly together after the bolts are tighten

slope of the surfaces of parts in contact with the bolt 

respect to a plane normal to the bolt axis.

(b) Surface conditions. At the time of assembly 

(including surfaces adjacent to the bolt head and nut) 

rial and scale, except tight mill scale. Remove burrs t

seating of the connected parts in the snug-tight con

Paint or other coatings are not permitted on the fayin

cal connections. All connections are considered to b

paint (including any inadvertent overspray) from are

diameter, but not less than 1 inch, from the edge of 

within the bolt pattern.

(c) Installation. Install fasteners of the same lot nu

fasteners from dirt and moisture. Take from protect

fasteners as are anticipated to be installed and tighten

Return to protected storage fasteners not used at the 

clean lubricant from fasteners that is required to be 

ered condition. Clean and relubricate, before install

critical connections which accumulate rust or dirt.

Provide a tension measuring device (a Skidmore-Wil

acceptable bolt tension indicating device) on all 

strength fasteners are being installed and tightened

suring device to perform the rotational-capacity test 

following:

` Table 555-6 requirement for the complete faste

` Calibration of the wrenches, if applicable

` Understanding and proper use of the tightening 
442

p

0.50

0.63

0.75

0.88

1.00

1.13

1.25

1.38

1.50

12,000

19,000

28,000

39,000

51,000

56,000

71,000

85,000

103,000

(1) Equal to 70 percent of the specified minimum tens

specified for tests of full size ASTM A 325 and ASTM 

threads loaded in axial tension) rounded to the nearest 1,

For short grip bolts, direct tension indicators (DTI) w

used to perform this test. First check the DTI with 

Skidmore-Wilhelm calibrator. The frequency of con

ber of tests to be performed, and test procedure shall 

(5) as applicable. Confirm the accuracy of the tensi

an approved testing agency at least annually.

Install fasteners together with washers of size and qu

as required below, in properly aligned holes and t

methods described in (3) to (6) inclusive to at leas

specified in Table 555-6 after all the fasteners are t

If approved, tightening may be performed by turnin

is prevented from rotating when it is impractical to 

wrenches are used, provide adequate capacity and 

each bolt in approximately 10 seconds.

Do not reuse AASHTO M 253 fasteners and galvan

fasteners. If approved, other AASHTO M 164 bolt

Touching up or retightening previously tightened b

loosened by the tightening of adjacent bolts will not 

provided the snugging up continues from the initia

require greater rotation, including the tolerance, than 

555-7.
443

Measured from

Underside of Head

to End

of Bolt

Both faces normal to bolt axis

bolt axis and othe

face sloped not m

than 1:20. (Bevel

washer not used)

Up to and including 4 diameters 1/3 turn 1/2 turn 

Over 4 diameters

but not exceeding

8 diameters

1/2 turn 2/3 turn 

Over 8 diameters

but not exceeding

12 diameters(3)

2/3 turn 5/6 turn 

(1) Applicable only to connections where all material wit

steel.

(2) Nut rotation is relative to bolt, regardless of the element 

The tolerance is ±30b for bolts installed by 1/2 turn or less. 

bolts installed by 2/3 turn or more. 

(3) Determine the required rotation by actual tests in a suitab

ing the actual conditions.

(1) Rotational-capacity tests. Subject high-stren

galvanized, to job-site rotational-capacity tests p

AASHTO M 164 Test Methods and the followin

(a) After tightening to a snug-tight conditio

tighten the fastener 2 times the required numb

Table 555-7, in a Skidmore-Wilhelm Calibrat

measuring device, without stripping or failure
444

Torque0.25PD

(c) The measured torque at a tension "P," after 

tension required above in (b), shall not excee

the following equation:

Where:

Torque = Measured torque in foot-p

P = Measured bolt tension in pou

D = Nominal bolt diameter in 

For rotational-capacity tests, use washers eve

not be required in the actual installation.

(2) Washers. Where the outer face of the bolted 

er than 1:20 with respect to a plane normal to th

ened bevelled washer to compensate for the lack 

Use hardened square or rectangular beveled wash

dard Beams and Channels conforming to AASH

Where necessary, washers may be clipped on one 

of the bolt diameter from the center of the washe

Hardened washers are not required for connec

M 164 and AASHTO M 253 bolts except un

conditions.

(a) Use hardened washers under the element tu

the tightening is done by the calibrated wrenc
445

(c) Use a hardened washer conforming to 

AASHTO M 164 bolts of any diameter or A

equal to or less than 1-inch diameter are to be 

short-slotted holes in an outer ply.

(d) Use hardened washers conforming to AST

0.31 inches minimum thickness, under both 

lieu of standard thickness hardened washers w

bolts over 1 inch in diameter are to be installed 

slotted hole in an outer ply. Multiple hardene

bined thickness equal to or greater than 0.31 in

requirement.

(e) Where AASHTO M 164 bolts of any diame

bolts equal to or less than 1 inch in diameter 

slotted hole in an outer ply, provide a plate w

of at least 0.31-inch thickness with standard h

to cover the slot after installation and is struct

need not be hardened.

When AASHTO M 253 bolts over 1 inch in di

slotted holes in external plies, use a single har

ing to ASTM F 436 with an 0.31-inch minim

washers or bars of structural grade material. M

ers with combined thickness equal to or great

not satisfy this requirement.

Alternate design fasteners conforming to Su

geometry that provides a bearing circle on the h

eter equal to or greater than the diameter of 

forming to ASTM F 436 satisfy the requirem

fied herein and may be used without washers
446

tight condition and controlling the turns from sn

sion not less than 5 percent greater than the ten

555-6. Perform periodic retesting when required

Install bolts in all holes of the connection and ini

tight condition. Snug tight is defined as the tightn

plies of the joint are in firm contact. This may b

pacts of an impact wrench or the full effort of a w

spud wrench.

Systematically snug-tighten bolt groups from th

connection to the free edges. Then retighten the 

in a similar systematic manner as necessary until 

and the connection is fully compacted. Follow

operation, tighten all bolts in the connection by th

rotation specified in Table 555-7.

During all tightening operations, do not allow rota

not turned by the wrench. Tighten systematically 

of the joint to its free edges.

(4) Calibrated wrench tightening. Calibrated 

be used only when installation procedures are ca

and when a hardened washer is used under the ele

ing. Standard torques taken from tables or from 

relate torque to tension are not acceptable.

If calibrated wrenches are used for installation

tension not less than 5 percent in excess of the m

fied in Table 555-6. Calibrate the installation p

each working day for each bolt diameter, length, a

assemblies that are being installed in the work.
447

significant difference is noted in the surface con

ad s, nuts or washers. Verify during use that 

selected by the calibration does not produce a n

from snug tight greater than permitted in Table 

tightening direction when measuring the torq

wrenches.

If calibrated wrenches are used to install bolts 

bolts with hardened washers under the turned ele

bolts in all holes of the connection, tighten to 

Following this initial tightening operation, tighten 

tion using a calibrated wrench. Tighten system

rigid part of the joint to its free edges. Touch u

bolts that may have been relaxed during the tigh

until all bolts are properly tightened.

(5) Direct tension indicator tightening. When t

direct tension indicator devices is used, assemble 

of not less than 3 devices for each diameter and 

used in the work in a calibration device capable of 

Include in the test assembly flat-hardened wash

actual connection, arranged as those in the ac

tensioned. The calibration test must demonstrate 

a tension not less than 5 percent greater than tha

555-6.

Follow the manufacturer's installation procedures 

in the calibration device and in all connections. G

proper installation of flat-hardened washers when 

devices are used with bolts installed in oversiz

where the load indicating devices are used under 
448

tematically from the most rigid part of the connec

a manner that will minimize relaxation of previou

 Proper tensioning of the bolts may require mor

systematic partial tightening before final tightenin

sion to the specified gap.

(6) Installation of alternate design bolts. When 

rate a design feature intended to indirectly indica

automatically provide the tension required by Ta

to Subsection 717.01 are to be installed, test a re

not less than 3 bolts of each diameter, length, a

with a device capable of indicating bolt tension.

Include in the test assembly flat-hardened wash

actual connection, arranged as in the actual conn

The calibration test must demonstrate that each 

not less than 5 percent greater than the tension re

Follow manufacturer's installation procedure. Per

when required.

When alternate design fasteners that are intende

bolt tension of the fasteners are used, install bolt

nection and initially tighten sufficiently to bring a

firm contact, but without yielding or fracturing 

element of the fasteners. Continue to tighten s

most rigid part of the connection to the free edg

minimize relaxation of previously tightened fast

Proper tensioning of the bolts may require more 

systematic partial tightening before final twist-off 

or indicator element of individual fasteners.

(7) Inspection. Inspect the tightened bolts in th

Use an inspection torque wrench to verify tighten

ers. For non-threaded fasteners, ping each fasten

for soundness. Replace or retighten any loose or 

ting with a torch is not permitted for removal of 
449

Use a washer under the part turned in tightening 

used on the structure. If washers are not used o

same specification material which abuts the pa

measuring device as used on the structure. In 

tighten each bolt by any convenient means to the 

ply the inspecting wrench to the tightened bolt t

required to turn the nut or head 5 degrees, appro

12-inch radius, in the tightening direction. Use th

required for all 3 bolts as the job-inspection torq

Select at random in each connection 10 percent (a

ened bolts on the structure represented by the test 

inspection torque to each selected bolt with the in

in the tightening direction. If this torque turns n

bolts in the connection will be considered to be pr

torque turns one or more bolt heads or nuts, ap

torque to all bolts in the connection. Tighten 

whose head or nut turns at this stage. As an opti

the connection and resubmit for inspection.

555.18 Welding. Welding, welder qualifications, p

details, and inspection of welds shall conform to 

Bridge Welding Code D1.5. Delete the provision

underrun the nominal fillet weld size.

Do not weld or tack brackets, clips, shipping device

required to any member unless shown on the accepted 

555.19 Erection. Falsework and forms shall conform 

(a) Handling and storing material. Place material 

skids above ground. Keep material clean and prop

shore girders and beams upright. Support long mem

and chords, on skids placed near enough together to 

deflection.
450

(c) Erection procedures. 

(1) Conformance to drawings. Erect accordin

drawings. Modifications to or deviations from 

procedure will require revised drawings and veri

geometry.

 (2) Erection stresses. Allow for erection stress

ture as a result of the use of a method of erection 

fers from that previously approved and that will 

structure as locked-in stresses. Provide additiona

keep both temporary and final stresses within th

in the design.

Provide temporary bracing or stiffening devices 

dling stresses in individual members or segments 

erection.

(3) Maintaining alignment and camber. Du

segments of the structure in a manner that will pr

ment and camber in the completed structure. In

diagonal bracing as necessary during erection t

assure correct geometry. As necessary, provide te

stage of erection. 

(d) Field assembly. Accurately assemble as show

ings and required by match-marks. Carefully hand

hammer, damage, or distort the members. Clean be

manent contact surfaces before assembly.

Assemble splices and field connections with at leas

pins per part (4 minimum per splice or connection)

requires for example, at least 4 cylindrical erection 

splice, 4 pins for the web splice, and 4 pins for th

These provide 2 pins for each part. Place the pins in 

splice plates.
451

Release temporary erection supports at a splice or c

bolts are installed and tightened. Show special asse

tions on the erection drawings.

Fitting-up bolts may be the same high-strength bolts 

If other fitting-up bolts are required, use the same n

high-strength bolts. Use cylindrical erection pins 0.

the bolts.

(e) Pin connections. Use pilot and driving nuts in 

pins so that the members will fully bear on the pins

and burr the threads at the face of the nut with a po

(f) Misfits. Correction of minor misfits involving m

ing, cutting, and chipping may be done, if approved

fabrication or deformation resulting from handling a

cause for rejection.

555.20 Acceptance. Material (except bearing device

structures will be evaluated under Subsections 106.0

production certifications for each shipment of the fol

(a) Structural steel

(b) Steel forgings

(c) High-strength bolts, nuts, and washers

Construction of steel structures will be evaluated und

and 106.04.

Bearing devices will be evaluated under Section 564.

Painting will be evaluated under Section 563.
452

items incidental to the structure and required by the co

steel plates, anchor bolts and nuts, bearings, rockers

expansion dams, roadway drains and scuppers, weld m

concrete, cradles and brackets, posts, conduits and 

shapes.

If the quantity shown in the bid schedule is a contrac

Subsection 109.02(a), changes in quantities resulting 

proposed by the Contractor and accepted as a part o

subject to adjustment according to Subsection 109.05

Payment

555.22 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

55501 Structural steel (description) furnished, 

fabricated, and erected
453

ting bridge railing.

Bridge railing is designated as concrete, steel, aluminu

to the predominant material contained in the railing.

Material

556.02 Conform to the following Sections and Subse

Aluminum alloy bolt heads and nuts 

Aluminum alloy for bridge rail 

Aluminum-impregnated caulking compound 

Aluminum welding wire 

Box beam rail 

Concrete 

Painting 

Reinforcing steel 

Structural steel 

Timber 

Construction Requiremen

556.03 General. Accurately place anchor bolts to p

alignment of the railing. Set anchor bolts so that they 

0.375 inches beyond the nut when tightened. Chamf

or filing all sharp exposed metal edges.

Do not erect railing until centering or falsework for 

removed. Construct bridge railing so that it does not 

in the curb, sidewalk, or wall that supports the railing. 

ent a smooth, uniform appearance in its final position

556.04 Concrete Railing. Construct according to S
454

sions with zinc rich paint.

For exposed weathering steel, use railing fasteners, ra

anchor bolts, nuts, washers, and shims with the same 

resistance and weathering characteristics as the railin

methods to clean erected steel railing of all oil, dirt, gr

foreign substances. Use weld metal with similar atmo

tance and coloring characteristics as the base metal. 

brushing or blast cleaning to remove welding flux, sla

Unless a coating is required, clean all weatherin

SSPC-SP6 and remove all mill scale and other foreign 

steel surface is uniformly exposed to the atmosphere.

556.06 Aluminum Railing. Construct according to 

amended by the following.

(a) Cutting. Material that is 0.50 inches thick or le

ing, sawing, or milling. Saw or mill material that is o

Do not flame cut. Make cut edges true, smooth, a

burrs or ragged breaks. Fillet reentrant cuts by dril

(b) Bending. Material may be heated to a maximum 

to exceed 30 minutes to facilitate bending.

(c) Rivet and bolt holes. Drill rivet and bolt ho

subpunch smaller than the nominal diameter of the fa

Subpunch to a diameter that is smaller than that of 

least one quarter the thickness of the piece. Make t

holes not more than 7 percent greater than the nomi

tener except:

(1) Fabricate slotted bolt holes as required.

(2) Fabricate anchor bolt holes up to 25 percent la

inches larger than the nominal bolt diameter.
455

with copper, copper base alloys, lead, or nickel. W

come in contact with other metals, coat the contacti

with an aluminum-impregnated caulking compoun

gasket between the surfaces.

Where aluminum alloys come in contact with con

contacting surfaces with an aluminum-impregnate

When bond between aluminum and concrete is requ

with zinc-chromate paint and allow to dry before in

Where aluminum alloys come in contact with wo

wood surface with 3 coats of paint according to Se

contacting aluminum surface with an aluminum cau

556.07 Timber Railing. Construct according to Sec

556.08 Remove and Reset Bridge Railing. Remov

bridge railings and appurtenances. Replace all railin

ware damaged during removal, storage, or resetting.

556.09 Painting. Where required by the contract, p

Section 563.

556.10 Acceptance. Material (except concrete, pain

structural steel, and timber) for bridge railings will be e

106.03. Furnish a production certification with each 

railing.

Concrete will be evaluated under Section 552.

Painting will be evaluated under Section 563.

Reinforcing steel will be evaluated under Section 554

Structural steel will be evaluated under Section 555.

Timber will be evaluated under Section 557.
456

556.11 Measure bridge railing by the linear foot or b

Measure remove and reset bridge railing by the linear 

When bridge railing is measured by the linear foot, m

the railing.

Payment

556.12 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

55601 __________ bridge railing 

55602 __________ bridge railing 

55603 Remove and reset bridge railing 
457

structural timber. It also includes all required yard lu

Material

557.02 Conform to the following Section and Subsec

Hardware 

Painting 

Treated structural timber and lumber 

Untreated structural timber and lumber 

Construction Requiremen

557.03 General. Perform excavation and backfill w

Furnish structural lumber and timber of the required 

Clear the ground under and in the vicinity of all store

weeds, rubbish, or other objectionable material. Pla

material at least 8 inches above the ground level. Pro

to prevent sagging. 

Open-stack untreated material to shed water. Stack ma

ers (stickers) that extend across the full width of the st

circulation. Align all stickers vertically and space the

Close-stack treated material to shed water. 

Protect material from the weather. If covered, use 

water-resistant paper or opaque polyethylene film. Do 

ous membranes such as polyethylene film during dry w

wrappings full length or puncture on the lower side 

water. 
458

In coastal waters, do not cut or bore timber below the 

Treat all cuts and abrasions in timber or lumber with 3 

type of preservative used in the original treatment.

Impregnate all holes bored after treatment with the s

equipment suitable for proper application of the preser

holes with preservative treated plugs.

557.05 Untreated Timber. Coat the following un

according to AWPA Standard M4:

(a) Ends, tops, and all contact surfaces of posts, sil

(b) Ends, joints, and contact surfaces of bracing an

(c) Surfaces of timber bumpers and the back faces o

(d) Other timber that will be in contact with earth

557.06 Holes for Bolts, Dowels, Rods, and Lag S

before preservative treating the wood. Bore holes f

dowels 0.063 inches smaller in diameter than that of 

used. The diameter of holes for square driftbolts or d

the side dimension of the bolt or dowel.

Bore holes for machine bolts with a bit of the same diam

Bore holes for lag screws with a bit not larger than the 

base of the thread. Drill depth of lag screw bolt holes 1 

under screw head.

557.07 Bolts and Washers. Use washers under al

contact with wood. Use cast-iron washers when the t

the ground. Burr threads or check nuts with a point

tightening.
459

557.09 Framing. Do not slab or trim treated piles f

braces. Fill all gaps that occur between braces and p

so that the bracing is securely fastened to the piles. 

557.10 Framing Bents. Bed mud sills firmly and eve

tamp in place.

When concrete is cast, set dowels for anchoring sills 

least 6 inches above the tops of the pedestals. Carefull

tals supporting framed bents so that sills or posts bear 

Provide firm, even bedding for mud sills. Make sills 

mud sills, piles, or pedestals. Drift bolt sills with bo

mud sills or piles for at least 6 inches. Where possib

contact with sills for circulation of air around the sill

557.11 Caps for All Bents. Make timber caps bea

over the tops of the supporting posts or piles with th

Secure all caps with driftbolts and set approximately 

tending into the posts or piles at least 9 inches.

557.12 Bracing. Bolt the ends of bracing through th

Brace intermediate intersections with posts or piles w

wire or boat spikes, as required. In all cases use galva

to bolts.

Make all bracing bear firmly against the pile or cap 

Provide and place shims as necessary to prevent bendin

1 inch out of line when bracing bolts are tightened. 

Where the space between the bracing and cap or pile is 

need not be used. Where the space between the bracin

1.5±0.5 inches, place 2 ogee washers with their narrow 

approved washers on each bolt which passes through 
460

with the width not less than 4 inches and the length no

the bracing measured along the cap or pile. Do not 

treated member to avoid the use of shims.

557.13 Stringers. Size stringers at bearings and p

knots near edges are in the top portions of the stringe

Outside stringers may have butt joints with the ends c

rior stringers to take bearing over the full width of th

each end. Separate the lapped ends of untreated str

inches for air circulation. Securely fasten the lapped 

required. Stagger the joints where stringers are 2 pan

Securely toenail cross-bridging between stringers with 

end. Cut all cross-bridging members for a full bearing 

sides of the stringers. Place cross-bridging at the c

blocking is used, make it fit snugly and hold in place 

557.14 Plank Floors. Use plank that is surfaced on 

Single-ply timber floors consist of a single thickness 

stringers. Lay the planks heart side down with 0.25 

them for seasoned material and with tight joints fo

Spike each plank securely to each stringer. Carefully 

thickness and lay so that no 2 adjacent planks vary in 

0.063 inches.

Two-ply timber floors consist of 2 layers of flooring 

Pressure treat the lower layer with creosote oil. Lay th

nally or parallel to the centerline of roadway as require

floor piece to the lower layer. Stagger joints at least 

layer is placed parallel to the centerline of the roadw

securely fasten the ends of the flooring. Bevel the end

at each end of the structure.
461

Place the laminations on edge and at right angles to the 

Spike each piece to the preceding piece at each end an

inch intervals with the galvanized spikes driven alter

bottom edges. Use spikes of sufficient length to pass 

least halfway through the third piece.

Where timber stringers are used, toenail every othe

stringer. Use the size spikes required. When steel strin

attach the pieces using approved galvanized metal cli

Use pieces of sufficient length to bear on at least 4 s

pieces between stringers. Space end joints on any one 

every third piece. Space end joints in adjoining piec

second stringer.

557.16 Wheel Guards and Railings. Surface (S4S) 

posts. Place wheel guards in sections not less than 12 

butt-joint all rails at posts.

557.17 Trusses. Fabricate trusses to show no irre

completed. Fabricate chords straight and true from e

projection. In vertical projection, fabricate chords to 

through panel points conforming to the correct cambe

or rough cuts at the points of bearing.

557.18 Drains. Hot-dip galvanize drains, including 

fabrication.

557.19 Painting. When paint is specified in the cont

Section 563.

557.20 Acceptance. Material (except paint) for tim

evaluated under Subsections 106.02 and 106.03. Fu

tification with each shipment of structural timber and 
462

Measurement

557.21 Measure untreated and treated structural tim

thousand feet board measure (MFBM) in the structur

ties from nominal dimensions and actual lengths, exce

laminated decks . Measure transversely nail-laminat

dressing.

Measure timber piles under Section 551.

Measure timber bridge rail under Section 556.

Payment

557.22 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

55701 Untreated structural timber and lumber 

55702 Treated structural timber and lumber 
463

Material

558.02 Conform to the following Subsections:

Asphalt 

Primer 

Construction Requiremen

558.03 Dampproofing. Cure the concrete or mason

Subsection 552.15 except do not use liquid membr

Allow concrete surface to dry at least 10 days after co

Apply dampproofing to a dry, clean, reasonably smoo

dust and loose material. Apply dampproofing in dry w

surface temperatures are 45 bF or higher.

Apply primer to the surface and allow it to dry. Apply 

rate of approximately 25 pounds per 100 square fe

Apply prime coat and asphalt coats uniformly, fully co

thoroughly work them into the surface. Make the tot

coats approximately 0.08 inches thick. Allow asphal

allowing contact with water or backfill material.

558.04 Acceptance. Material for dampproofing will b

sections 106.02 and 106.03.

Applying dampproofing will be evaluated under S

106.04.

Measurement

558.05 Measure dampproofing by the square yard or b

measurement is by the square yard, measure the 

dampproofed.
464

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

55801 Dampproofing 

55802 Dampproofing 
465

bonded membrane and when specified, protected w

plank overlay.

Protection types are designated as follows:

Type 1: Mortar overlay. 

Type 2: Asphalt plank overlay.

Material

559.02 Conform to the following Subsections:

Asphalt 

Asphalt plank 

Asphalt roll roofing 

Joint filler 

Mortar 

Primer 

Waterproofing fabric 

Welded wire fabric 

Construction Requiremen

559.03 Membrane Waterproofing. Make the concr

free of projections or depressions that might cause pun

Allow concrete surfaces to dry at least 10 days after 

Make the surface dry and free of dust and loose mater

ing in dry weather when the temperature is above free

allow to dry.

Begin at the lowest point of the concrete surface an

asphalt slightly wider than half the width of fabric. A

perature between 300 and 350 bF. Apply so no unco

remain. 
466

Mop coat the top of the first strip, so as to completely 

an adjoining section of concrete surface slightly wid

width. On this mopping lay a full-width strip of fabr

completely covering the first strip. Mop this second 

section of concrete surface slightly wider than half th

third strip of fabric so as to lap the first strip by not le

tinue this process of lapping each strip of fabric at leas

placed before the last strip until the entire surface is c

fabric. Lap the ends at least 12 inches. Do not allow 

unmopped surface. 

Mop the entire surface with hot asphalt after all fabri

phalt at a rate not less than 12 gallons per 100 squar

zontal surface and not less than 15 gallons per 100 squ

face. Regulate work so at the close of a day's wor

mopped. Take special care to ensure that all laps are 

At the edges of the membrane and at places where it is 

such as for drains or pipes, prevent water from gett

proofing and the waterproofed surface.

Provide flashing at curbs and against girders, spandrel 

sheets that lap the main membrane at least 12 inches. S

a metal counterflashing or by embedding the upper ed

groove joint filler.

Provide approved water stops for expansion joints, bo

cal, according to Section 560. Install membrane acros

required.

Repair or replace any membrane waterproofing that is f

frequency and location where samples are to be taken 

contract.

559.04 Membrane Waterproofing with Mortar 

waterproofing membrane to be protected with mortar a

559.03.
467

(W5.5 by W5.5) or its equivalent placed midway betw

surfaces of the mortar. Trowel the top surface of 

smooth, hard finish. Cure the protective mortar with w

surface contact for 72 hours.

Protect undercut membrane surfaces with a layer of a

in hot asphalt in place of the mortar covering. Use the 

rial as used for mopping the membrane.

559.05 Membrane Waterproofing with Asphalt P

struct waterproofing membrane with asphalt plank p

Subsection 559.03.

Cover the membrane with asphalt plank. Lay the pl

courses as required. Use whole planks in all cases, 

closures and for fitting around openings and obstruc

size closing and trimming pieces. Before the planks a

plus talc or other powder from the planks with a stif

each piece in a mopping of hot asphalt and coat the ed

in place with hot asphalt before placing an adjacent p

each individual piece tightly against the piece next to 

surface uniform and smooth without open joints.

559.06 Acceptance. Material for waterproofing will b

sections 106.02 and 106.03.

Applying waterproofing will be evaluated under S

106.04.

Measurement

559.07 Measure waterproofing by the square yard or b

measurement is by the square yard, measure the visi

proofed.
468

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

55901 Membrane waterproofing 

55902 Membrane waterproofing 

55903 Membrane waterproofing 

with type ___ protection

55904 Membrane waterproofing 

with type ___ protection
469

sion and construction joints. 

Water stops are designated as copper, plastic, or rubb

Material

560.02 Conform to the following Subsections:

Copper water stops 

Plastic water stops 

Rubber water stops 

Construction Requiremen

560.03 Copper Water Stops. Use copper sheet o

width, and shape required. Solder joints for a continu

560.04 Rubber Water Stops. Before installation, s

following:

(a) Performance test data

(b) 3-foot sample of each type of water stop require

(c) At least one preliminary field splice if splices ar

Form water stops with a cross-section that is uniform 

ness. Do not splice straight strips. 

Full-mold all junctions in the special connection piece

dense, homogeneous special connection pieces that are 

from other defects. 

Fabricate splices that are dense and homogeneous thr

tion. Fabricate splices watertight by vulcanizing or 

Fabricate splices so they have a tensile strength of at le

ported tensile strength of the unspliced rubber water 
470

unspliced plastic water stop.

560.06 Placing Water Stops. Carefully place an

Prevent water stops from being displaced or damaged 

tions or other activities. Keep all surfaces of water st

e, dried mortar, or any other deleterious material until 

Ensure that embedded portions of the water stop are 

dense concrete.

560.07 Acceptance. Material for water stops will b

sections 106.02 and 106.03.

Installing water stops will be evaluated under Su

106.04.

Measurement

560.08 Measure water stops by the linear foot or by 

Payment

560.09 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

56001 ________ water stop, _____ width 

56002 ________ water stop 
471

sure injecting epoxy.

Material

561.02 Conform to the following Subsections:

Epoxy resin adhesives 

Polymer grout 

Construction Requiremen

561.03 Crack Preparation. Provide notice of crack 

before beginning work. The work areas will be identif

the cracks to be repaired will be marked.

Remove all dirt, laitance, and other debris from the 

cracks. Apply a temporary surface seal material to t

surface seal material with sufficient strength and adh

jected epoxy material until cured.

Provide openings (entry ports) in the surface seal alon

distance between entry ports at least the thickness o

being repaired.

After the injection adhesive has cured, remove the su

of the crack and entry ports flush with the adjacent su

561.04 Injection Procedures. Begin injecting epoxy 

Continue injection at the first port until epoxy begins 

highest port. Plug the first port and inject epoxy in th

epoxy flows from the next highest port. Continue this s

crack is filled. Use a 2-component epoxy system. Ma

the epoxy as prescribed by the manufacturer within 5 p

discharge pressure not to exceed 200 pounds per sq

solvents to thin the epoxy.
472

beginning and at the end of every day that the unit i

mixing head of the injection equipment and pump 

nents through a ratio check device with 2 independe

ble of controlling flow rate and back pressure by op

on the check device. Use a pressure gauge capable o

behind each valve to adjust the discharge pressure to 

inch for both epoxy components. Simultaneously 

components into separate calibrated containers. C

amounts to determine the mix ratio.

After the test is completed at 200 pounds per square i

repeat the procedures for 0-pounds per square inch 

(b) Test for pressure check. Perform this test for e

beginning and at the end of every day that the unit i

Disconnect the mixing head of the injection equip

adhesive component delivery lines to a pressure ch

pendent valved nozzles capable of controlling flow 

opening or closing the valves. Use a pressure gauge 

pressure build-up behind each valve. Close the valve

device and operate the equipment until the gauge pre

200 pounds per square inch. When the pumps are s

sure must not drop below 190 pounds per square in

(c) Records. Maintain and make available comple

of the ratio check tests and the pressure check test

pressure check tests may be required.
473

When a test core shows that the epoxy bonding has 

percent of the crack volume within the core sample, 

segment or the segment that the core represents and 

procedure until acceptable crack repair is achieved.

Fill all sample core holes with polymer grout and fini

the adjacent concrete.

561.06 Acceptance. Material for structural concrete 

ated under Subsections 106.02 and 106.03. 

Structural concrete bonding work will be evaluated un

and 106.04. See Table 561-1 for sampling and testin

repair will be evaluated according to Subsection 561.

Measurement

561.07 Measure crack preparation by the linear foot 

Measure structural concrete bonding by the linear foot

lump sum.

When measurement is by the linear foot, measure th

surface crack acceptably repaired.

When measurement is by the gallon, measure the actu

bonding material injected in the marked cracks that a
474

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

56101 Structural concrete bonding 

56102 Structural concrete bonding 

56103 Structural concrete bonding 

56104 Crack preparation 

56105 Crack preparation 
475

T

Samp

Material or

Product

Property or

Characteristic

Test Meth

Repaired concrete 2-inch diameter test core A
476

and falsework to temporarily support concrete, girde

elements until the structure is completed to the point 

Design and Construction Requi

562.02 Drawings. When complete details for form

shown, prepare and submit drawings according to Sub

the following, as applicable:

(a) Design and show the details for constructing sa

and falsework that provide the necessary rigidity, sup

and produce in the finished structure the required 

Subsection 562.03 for design loads. See Subsec

stresses, loadings, and deflections. See Subsection 5

assemblies.

(b) Show the maximum applied structural load on t

Include a drainage plan or description of how found

from saturation, erosion, and/or scour. See Subsec

(c) Precisely describe all proposed material. Describ

describable by standard nomenclature (such as AAS

cations) based on manufacturer's tests and recomm

Evaluate falsework material and ascertain whether 

and conditions of the material is such that it can sup

in the design.

(d) Furnish design calculations and material specific

proposed system will support the imposed concre

loads. Provide an outline of the proposed concre

listing the equipment, labor, and procedures to be u

each operation. Include proposed placement rates a

each pour. Include a superstructure placing diagram 

placing sequence and construction joint locations.
477

(f) Show anticipated total settlements of falsewor

falsework footing settlement and joint take-up. Desig

ments not to exceed 1 inch. Design and detail fals

slabs and overhangs on girder bridges so there is no 

between the girders and the deck forms during place

Design and construct the falsework to elevations t

settlement during concrete placement and required ca

member deflections during construction.

(g) Show the support systems for form panels suppor

and overhangs on girder bridges.

(h) Show details for strengthening and protecting fal

to roadways and railroads during each phase of ere

Subsection 562.07.

(i) Include intended steel erection procedures with c

detail to substantiate that the girder geometry will b

tion 562.08.

(j) Submit details of proposed anchorage and ties fo

section 562.10 for void form requirements.

Submit separate falsework drawings for each structu

structures with identical falsework design and details

tion of any unit of falsework until the drawings for 

and accepted. 

562.03 Design Loads.

(a) Vertical design loads. Dead loads include the 

forcing steel, forms, and falsework. Consider the e

any concrete mass being supported by falsework to b

no ability to support itself. If the concrete is to be 

falsework to support any increased or readjusted 

prestressing forces.
478

Consider live loads to be the actual mass of equipm

falsework applied as concentrated loads at the poin

form load of not less than 20 pounds per square foo

supported, plus 75 pounds per linear foot applied at t

falsework overhangs. 

The total vertical design load for falsework is the su

live loads. Use a total vertical design load of not le

square foot. 

(b) Horizontal design loads. Use an assumed ho

falsework towers, bents, frames, and other falsewo

lateral stability. The assumed horizontal load is the 

zontal loads due to equipment, construction sequen

an allowance for wind. However, in no case is the a

to be less than 2 percent of the total supported de

under consideration.

The minimum wind allowance for each heavy-duty 

vertical load carrying capacity exceeding 30 kips p

products of the wind impact area, shape factor, an

pressure value for each height zone. The wind imp

jected area of all the elements in the tower face norm

Assume the shape factor for heavy-duty shoring to b

pressure values from Table 562-1.

The minimum wind allowance on all other types o

falsework supported on heavy-duty shoring, is the su

wind impact area and the applicable wind pressure 

zone. The wind impact area is the gross projected ar

unrestrained portion of the permanent structure, excl

falsework posts or towers where diagonal bracing i

wind pressures from Table 562-2.

Design the falsework so it has sufficient rigidity to r

zontal load without vertical dead load. Neglect t

resistance.
479

Height Zone

Above Ground

feet

Adjacent

To TrafficL

0

30 -50

50 - 100

Over 100

20

25

30

35

Table 562-2

Design Wind Pressure - Other Types of 

Height Zone

Above Ground

feet

Wind Pressure V

For Members Over

and Bents Adjacent

To Traffic

Openings

0

30 - 50

50 - 100

Over 100

2.0 Q

2.5 Q

3.0 Q

3.5 Q

Note: Q = 1 + 0.2W, but not more than 10. W is the w

system in feet measured in the direction of the wind for

(c) Lateral fluid pressure. For concrete with retard

or other pozzolan replacement for cement, design 

bracing for a lateral fluid pressure based on concret

pounds per cubic foot. For concrete containing no po

which affect the time to initial set, determine the late

on concrete temperature and rate of placement acc

347R, Guide for Formwork for Concrete.
480

and deflections in the falsework design:

(a) Timber.

Compression perpendicular to the grain = 450 pou

Compression parallel to the grain (1) = po

L d 2

480,000

(/)

Note: (1) Not to exceed 1,600 pounds per square inc

Where:

L = Unsupported length

d = Least dimension of a square or rectangu

of a square of equivalent cross-sectional 

Flexural stress = 1,800 pounds per square inch

Note: Reduced to 1,450 pounds per square inch for 

depth of 8 inches or less.

Horizontal shear = 190 pounds per square inch

Axial tension = 1,200 pounds per square inch

Deflection due to the mass of concrete may not ex

even if the deflection is compensated for by cambe

Modulus of elasticity (E) for timber = 1.6 x 106

 pou

Maximum axial loading on timber piles = 45 tons

Design timber connections according to the stresses a

National Design Specification for Wood Constructi

National Forest Products Association except:
481

bolts in two member connections (single shear).

(b) Steel. For identified grades of steel, do not exc

(other than stresses due to flexural compression) spe

Steel Construction as published by the AISC.

When the grade of steel cannot be positively identi

design stresses, other than stresses due to flexural co

fied in the AISC Manual for ASTM A 36 steel or th

Tension, axial and flexural = 22,000 pounds per sq

Compression, axial = 16,000 - 0.38(L/r)2 pounds pe

Note: L/r shall not exceed 120.

Shear on the web gross section of rolled shapes = 1

Web crippling for rolled shapes = 27,000 pounds p

For all grades of steel, do not exceed the following 

deflection:

Compression, flexural (1) = pounds pe

Ld bt

12,000,000

/

Note: (1) Not to exceed 22,000 psi for unidentified s

ASTM A 36. Not to exceed 0.6 Fy for other identified 

Where:

L = Unsupported length.

d = Least dimension of a square or rect

width of a square of equivalent cross-s

columns or the depth of beams.

b = Width of the compression flange.

t = Thickness of the compression flange.

r = Radius of gyration of the member.

Fy = Specified minimum yield stress for th
482

(c) Other requirements. Limit falsework spans su

bridges to 14 feet plus 8.5 times the overall depth o

562.05 Manufactured Assemblies. For jacks, brack

other manufactured devices, do not exceed the manuf

tions or 40 percent of the ultimate load carrying capacit

on the manufacturer's tests or additional tests ordered. 

able dead load deflection of joists to 1/500 of their sp

Furnish catalog or equivalent data showing the manu

tions or perform tests, as necessary, to demonstrate the 

factured device proposed for use. Do not substitut

components unless the manufacturer's data encompass

field tests reaffirm the integrity of the system.

If a component of the falsework system consists of a ste

ing 2 or more tiers high, the differential leg loading wi

shall not exceed 4 to 1. An exception may be approve

the steel frame certifies, based on manufacturer's tests

ferential loadings are not detrimental to the safe load 

steel frame.

562.06 Falsework Foundations. Field verify all gr

posed foundation locations before design. 

Where spread footing type foundations are used, det

pacity of the soil. The maximum allowable bearing c

material, other than rock, is 2 tons per square foot.

Do not locate the edge of footings closer than 12 inch

of the bench and the top of the slope. Unless the ex

adequately supported by shoring, do not locate the edg

than 4 feet or the depth of excavation, whichever is gr

the excavation.
483

Size spread footings to support the footing design load 

capacity of the soil without exceeding anticipated set

reinforcement in concrete footings.

When individual steel towers have maximum leg lo

provide for uniform settlement under all legs or each 

conditions.

Protect the foundation from adverse effects for the dur

the CO of actions that will be taken to protect the fou

562.07 Falsework Over or Adjacent to Roadways a

and construct the falsework to be protected from vehicl

falsework posts that support members crossing over a r

other falsework posts if they are located in the row of 

to the roadway or railroad and if the horizontal distan

of the falsework to the edge of pavement or to a point 

line of track is less than the total height of the falsew

Provide additional features to ensure that this falsewo

subjected to impact by vehicles. Use vertical design lo

posts, columns, and towers (but not footings) that are 

either of the following:

(a) 150 percent of the design load calculated ac

562.03, but not including any increased or readj

prestressing forces 

(b) the increased or readjusted loads caused by pres

Install temporary traffic barriers before erecting falsew

adjacent to an open public roadway. Locate barriers so 

or pile caps are at least 3 inches clear of concrete traff

falsework members are at least 12 inches clear. Do n

approved.
484

Mechanically connect the base of each column or t

falsework over or immediately adjacent to an open pu

ing footing or provide other lateral restraint to withst

than 2,000 pounds applied to the base of the column 

chanically connect such columns or frames to the false

resist a horizontal force of not less than 1,000 pound

glect the effects of frictional resistance.

Brace or tie exterior girders, upon which overhanging 

brackets are hung, to the adjacent interior girders a

rotation of exterior girders or overstressing the exteri

Mechanically connect all exterior falsework stringers 

to the end of discontinuous caps, the stringer or string

mum vertical clearance and every fifth remaining string

or framing. Provide mechanical connections capable o

direction, including uplift on the stringer, of not less th

connections before traffic is allowed to pass beneath 

Use 0.625-inch diameter or larger bolts to connect ti

brace falsework bents located adjacent to roadways o

Sheath falsework bents within 20 feet of the centerline 

in the area between 3 and 17 feet above the track on th

Construct sheathing of plywood not less than 0.625 

not less than 1 inch nominal thickness. Provide adeq

bents so that the bent resists the required assu

5,000 pounds, whichever is greater, without the aid o

Provide at least the minimum required vertical and 

through falsework for roadways, railroads, pedestrian
485

falsework. 

(b) Design falsework and forms for concrete suppo

so that loads are applied to girder webs within 6 inc

ener. Distribute the loads in a manner that does not p

of the web. Do not use deck overhang forms that re

into the girder webs.

(c) Strut and tie exterior girders supporting overh

brackets to adjacent interior girders to prevent disto

of the exterior girder web. 

(d) Do not apply loads to existing, new, or partially co

exceed the load carrying capacity of any part of the 

the load factor design methods of the AASHTO Br

tions using load group IB.

(e) Build supporting falsework that will accommoda

of erection without overstressing the structural stee

produce the required final structural geometry, in

structural action. 

562.09 Falsework Construction. Construct falsew

accepted drawings.

When welding is required, submit a welder certificat

cording to Subsection 555.18.

Build camber into the falsework to compensate for fa

anticipated structure deflection. Camber shown on th

the CO is for anticipated structure deflection only.

Attach tell-tales to soffit of concrete forms in enoug

locations to be able to determine from the ground the 

structure while concrete is placed.
486

events occur, including settlements that cause a devia

inches from those shown on the falsework drawings. I

action is not taken before initial set, remove all unacc

562.10 Forms. For exposed concrete surfaces, use U.

1 for exterior B-B (concrete form) class I plywood or o

that will produce a smooth and uniform concrete su

panels in good condition free of defects on exposed s

material other than plywood is used, it shall have flex

of elasticity, and other physical properties equal to or g

properties for the type of plywood specified.

Furnish and place form panels for exposed surfaces in 

less than 3 feet and in uniform lengths of not less than 

width of the member formed is less than 3 feet. 

Arrange panels in symmetrical patterns conforming to 

structure. Place panels for vertical surfaces with the lon

and with horizontal joints level and continuous. For w

ings which do not abut other walls, panels may be plac

sion parallel to the footing.

Precisely align form panels on each side of the panel 

ports or fasteners common to both panels. Provide 0.7

at all sharp edges of the concrete.

Devices may be cast into the concrete for later use in 

lifting precast members. Do not use driven devices 

form supports to concrete. Use form ties consisting o

other devices necessary to prevent spreading of the 

placement.
487

cement mortar and finish to a sound, smooth, uniform 

Construct all exposed concrete surfaces that will not b

or hidden below the permanent ground surface so the 

concrete does not undulate more than 0.1 inch or 1/36

distance between studs, joists, form stiffeners, form fa

rior surfaces of underground drainage structures are 

pletely enclosed surfaces. Form all exposed surface

concrete structure with the same forming material or 

duce similar surface textures, color, and appearance.

Support roadway slab forms of box girder type structu

supports fastened, as nearly as possible, to the top of 

Construct concrete forms mortar-tight, true to the 

grades of the structure, and of sufficient strength to prev

tion during placement of concrete. Place all material re

in the concrete before concrete placement. Clean insi

all dirt, mortar and foreign material. Remove all lo

completion of forming for the roadway deck slab of ca

or cells or voids of other members in which the forms 

place or be removed.

Form exposed curved surfaces to follow the shape o

retaining walls that follow a horizontal curve. The wa

of short chords if all of the following apply:

` Chords within the panel are the same length.

` Chords do not vary from a true curve by more th

point.

` All panel points are on the true curve.

When architectural treatment is required, make the an

wall stems fall at vertical rustication joints.
488

(a) Stay inplace deck forms. Use permanent or s

when permitted by the contract.

Fabricate permanent steel bridge deck forms and su

forming to ASTM A 653 coating designation G210, 

50, class 3. 

Install forms according to accepted fabrication and 

not rest form sheets directly on the top of stringer 

Securely fasten sheets to form supports. Place form 

tact with the stringer flange or floor beam. Make al

missible welds, bolts, or clips. Do not weld form 

steels not considered weldable or to portions of fla

stresses.

Clean, wire brush, and paint with 2 coats of zinc 

(FSS TT-P-641 type II, no color added) any perm

metal where the galvanized coating has been damag

oration in areas of welds need not be touched up.

Locate transverse construction joints in slabs at the 

drill 0.25-inch diameter weep holes at not less than 1

the line of the joint.

(b) Void forms. Store void forms in a dry locatio

Secure the forms using anchors and ties which leave 

other supporting material exposed at the bottom of 

Make the outside surface of the forms waterproof

waterproof mortar tight caps. Use a premolded 0.25

filler around the perimeter of the caps to permit exp

Provide a PVC vent near each end of each void form

vent tube shall not extend more than 0.50 inches be

of the finished concrete after form removal. Prote

weather until concrete is placed. 
489

562.11 Removal of Forms and Falsework. Remo

follows:

(a) Interior soffit forms for roadway deck slabs of c

ers

(b) Forms for the interior voids of precast members

(c) Forms for abutments or piers when no permane

into the cells or voids

Forms that do not support the dead load of concrete m

railings and barriers may be removed 24 hours after 

Protect exposed concrete surfaces from damage. Cu

surfaces according to Subsection 552.15, if forms are r

after concrete placement.

Do not remove forms and falsework until the strength 

of Table 562-3 are met.

Remove falsework for arch bridges uniformly and g

crown and work toward the springing. Remove false

spans simultaneously.

Do not release falsework for cast-in-place prestresse

until after the prestressing steel has been tensioned.

Do not remove falsework supporting the deck of rigi

cluding box culverts, until backfill material is placed 

the vertical legs of the frame.

Install a reshoring system if falsework supporting th

with slopes steeper than 1:1 are removed before plac

Design the reshoring system with lateral supports wh

forces acting on the stem, including those caused by 

slab concrete. Install the lateral supports immediatel

is removed and before release of supports for the adja
490

Structural Element

Sp

2

St

(a) Columns and wall faces

(not yet supporting loads)

(b) Mass piers and mass abutments 

(not yet supporting loads) except pier caps

(c) Box girders 

(d) Simple span girders, T-beam girders, slab

bridges, cross beams, caps, pier caps not continuously supported, struts, and top slabs of concrete

box culverts.

(e) Trestle slabs where supported on wood 

stringers

(f) Slabs and overhangs where supported on steel

stringers or prestressed concrete girders

(g) Pier caps continuously supported 

(h) Arches, continuous span bridges, rigid frames 

Remove all falsework material. Remove falsework p

below the surface of the original ground or origin

falsework piling is driven within the limits of ditch 

remove the piling to at least 2 feet below the bottom 

excavated areas.

Leave the forms for footings constructed within a cof

when their removal would endanger the safety of the 

where the forms will not be exposed to view in the fin

Remove all other forms whether above or below grou
491

removal begins, have the falsework inspected by a lice

neer proficient in structural design. Certify in writi

conforms to the contract, the approved falsework d

proved changes), and acceptable engineering practices

certification before concrete placement.

Measurement and Payme

562.13 See Subsection 109.05.

Do not measure forms and falsework for payment.
492

concrete surfaces to control corrosion and deteriorati

Material

563.02 Conform to the following Section and Subsec

Linseed oil 

Mineral spirits 

Paint 

Water 

Construction Requiremen

563.03 Protection of Public, Property, and Work

Steel Structures Painting Council's (SSPC) SSPC-PA 

Safety in Paint Application and OSHA requirements

moved is a hazardous material containing lead or chro

the following:

` SSPC Guide 6I(CON) - Guide for Containing De

Paint Removal Operations

` SSPC Guide 7I(DIS) - Guide for the Disposal of Le

face Preparation Debris

` 29 CFR 1926.62 - OSHA Construction Industry S

` 40 CFR 50.6 - EPA National Primary and Seconda

Standards for Particulate Matter

` 40 CFR 50.12 - EPA National Primary and Second

ity Standards for Lead

` 40 CFR Parts 260-268 - Resource Conservati

(RCRA)

At least 28 days before beginning surface preparation

for acceptance that details the measures to be used for 

ment, public, adjacent property, and workers. Inclu

following:
493

and paint debris. Include details of attachment to th

(c) A detailed disposal plan for removed material, 

paint debris.

(d) Specific safety measures to protect workers from 

falls, fumes, fires, or explosions.

(e) If paint being removed is a hazardous material 

measures to comply with 29 CFR 1926.62, 40 CFR 5

40 CFR Parts 260-268. Document compliance upo

(f) Emergency spill procedures.

(g) A competent person responsible for ensuring th

safety, and containment measures are enacted and m

After acceptance, perform work according to the plan

perform as intended, immediately stop work and take 

lect and properly dispose of all material including wa

preparing, cleaning, or painting.

563.04 Protection of the Work. Protect adjacent su

painted by using tarps, screens, paper, cloth, or other s

contamination of freshly painted surfaces by dust, oil, 

or deleterious material.

563.05 Surface Preparation, General. Notify the C

days before beginning operations. Immediately befo

surface according to the following:

(a) Clean the surface to the specified cleanliness le

(b) Remove dirt, dust, and other contaminants from 

ods recommended by the paint manufacturer. 

(c) Thoroughly dry the surface.
494

on the manufacturer's product data sheet.

Suitable engineering controls such as enclosures and d

used to provide the conditions required above.

563.06 Paint Application, General. Use safe hand

form to the manufacturer's safety data sheet and instru

paint according to the product instructions. Mix paint 

for a sufficient length of time to thoroughly blend th

together. Continue the mixing during application. D

formulated ready for application. 

Paint in a neat and workmanlike manner that does not p

build-up, runs, sags, skips, holidays, or thin areas in t

the wet film thickness during application and adjust th

that, after curing, the desired dry film thickness is ob

brush, spray, roller, or any combination thereof if per

turer's product data sheet.

Use brushes that have sufficient bristle body and leng

a uniform film. Use round, oval shaped brushes, or fla

4.5 inches. Evenly spread and thoroughly brush out th

Use airless or conventional spray equipment with su

separators to exclude oil and water from the compress

air that does not show black or wet spots when tested 

4285. Use the spray gun tip sizes and pressures recom

manufacturer.

Use rollers only on flat, even surfaces. Do not use roll

texture in the paint film. 

Use sheepskin daubers, bottle brushes, or other accep

surfaces that are inaccessible for painting by regular m
495

application.

Coat surfaces that will be inaccessible after erection 

undercoats required before erection. After erection th

where the undercoating is damaged or deteriorated and 

specified undercoats to the required thickness before 

563.07 Structural Iron and Steel.

(a) Paint systems.

(1) New surfaces or surfaces with all existing p

a paint system shown in Table 563-1.

(2) Surfaces with existing sound paint. Furni

patible with the existing paint. Furnish a system 

or a system approved for use on steel structure

agency in the state in which the structure is loca

At least 14 days before ordering paint, verify co

posed system with the existing system as follow

(a) Select a test area of at least 30 square feet 

tative of the condition of the structure. Perfor

surface preparation and apply the proposed 

topcoat and to the existing primer. Observe fo

tering, wrinkling, cracking, flaking, or other 

incompatibility.

(b) Verify that no indication of incompatibilit

after the application of each product. Perform 

ing to ASTM D 3359 method A. Notify the C

sion testing fails at the interface of the existin

or between the existing finish coat and prime

indicates incompatibility. Choose a more com
496

T

Structural Iron an

New Surfaces and Surfac

COAT

1 2 

Aggressive

Environments

(Salt)

Aggressive

Environmen

(Salt)

Primer

Inorganic zinc

 type II

3-4 mils dry

Zinc-rich

epoxy

3-4 mils dry

Intermediate

Epoxy

2-3 mils dry

Epoxy

3-4 mils dry

Top

Aliphatic

urethane

2-3 mils dry

Aliphatic

urethane

2-3 mils dry

Total Thickness 8-11 mils dry 8-11 mils dr

(1) System 1, 2, or 3 is for the corrosion protection of iron and steel ihumidity, or structures exposed to deicing salts. System 4 or 5 is for usaggressive corrosion environments.
497

COAT

67

Aggressive

Environments

(Salt)

Less Aggressi

Environment

(No Salt)

Primer

Moisture-cured

urethane

2-3 mils dry

Low VOC

alkyd

2-3 mils dry

Intermediate

Moisture-cured

urethane

2-3 mils dry

Low VOC

alkyd

2-3 mils dry

Top

Moisture-cured

urethane or

Aliphatic urethane

2-3 mils dry

Low VOC

silicone-alky

2-3 mils dry

Total Thickness 6-9 mils dry 6-9 mils dry 

(1) System 1 is for the corrosion protection of iron and steel in aggre

environments such as marine, industrial, high humidity, or structu

System 2 or 3 is for use in those environments free from high concen

that cause aggressive corrosion environments.

(b) Surface preparation. Do not remove sound p

required by the contract. 

(1) New surfaces or surfaces with all existing 

move all dirt, mill scale, rust, paint, and other fo

posed surfaces by blast cleaning to near white m

SSPC-SP 10. 

Use compressed air that is free from oil or mois

black or wet spots when tested according to AST

unwashed sand or abrasives that contain salts, d

matter. Before blast cleaning near machinery, 

motors, and moving parts against entry of abrasi
498

Measure anchor profile height using the tape meth

D 4417.

The same day cleaning is performed, remove dirt

from the surface by brushing, blowing with clea

and apply the first coat of paint to the blast cl

cleaned surfaces rust or become contaminated be

blast cleaning.

(2) Surfaces with existing sound paint. Wash 

with pressurized water to remove dirt, surface c

contaminants such as chlorides. Maintain a wa

least 500 pounds per square inch. Capture all w

waste according to appropriate regulations.

Clean according to SSPC-SP 2 - Hand Tool C

Power Tool Cleaning, or SSPC-SP 6 - Comme

remove dirt, loose mill scale, loose rust, or paint 

ed to the underlying surface. Clean small areas th

sion, stone damage from traffic, or minor scrat

inches beyond the damaged areas. Feather edges 

to achieve a reasonably smooth surface.

The same day hand- or power-tool cleaning is p

dust, and other contaminants from the surface 

methods according to SSPC-SP 1 and spot paint 

the first coat of paint. If the cleaned surfaces ru

nated before painting, repeat solvent cleaning. 

sound paint by applying the entire system. 

(c) Application of paints. Apply each coat to the 

recommended by the paint manufacturer to obtain 

thickness. Verify the application rate of each coa

thickness gauge immediately after applying paint to t

application rate by measuring the dry film thickne

evaporated from the surface.
499

Primer Intermediate Fi

Smooth Wood

Exterior wood

primer (1)

2-3 mils dry

Exterior latex or

alkyd

1-2 mils dry

Exter

or 

1-2 m

Rough Lumber

Exterior latex or

alkyd (1)

1-2 mils dry

Exterior latex or

alkyd

1-2 mils dry

Exter

or 

1-2 m

Concrete

Epoxy single coat 3-4 mils dry. For gloss fi

ish with aliphatic-polyurethane (2 mils 

Masonry Block

Masonry block

filler

2-3 mils dry

Exterior latex or

alkyd

1-2 mils dry

Exter

or 

1-2 m

Aluminum

Metal primer

1-2 mils dry

Exterior latex or

alkyd

1-2 mils dry

Exter

or 

1-2 m

Other Metals

Metal primer (2)

1-2 mils dry

Exterior latex or

alkyd

1-2 mils dry

Exter

or 

1-2 m

(1) For untreated wood, thin the primer with up to 0.1 gallon of 

linseed oil per gallon of paint.

(2) For galvanized surfaces, use an epoxy primer (1-2 mils dry thick

(1 mil dry thickness).

563.08 Painting Galvanized Surfaces. Remove a

contaminants on the surface by washing with a mineral 

to SSPC-SP 1. 

Apply the coating system shown in Table 563-3 for o

563.09 Painting Timber Structures. Dry timber to a 

percent or less. On previously painted timber, remov

paint, loose chalky paint, dirt, and other foreign mat

scraping, or other approved methods. On timber tr

oilborne pentachlorophenol preservative, wash and b

crystals on the wood surface and allow to dry. Remo

eign material from the surface to be painted. 
500

and recesses. Allow the full thickness of the applied 

fore applying the next coat.

563.10 Painting Concrete Structures. Remove al

material, curing compound, form oil, grease or other de

the concrete surface. Remove form oil, grease, or curi

ing with a 5 percent solution of trisodium phosphate 

water. Allow the surface to dry completely.

Give the cleaned surface a light abrasive sweep to r

other contaminants. Remove all residue and dust by ha

air or other approved methods.

Apply the coating system coatings shown in Table 56

thoroughly work the paint into all corners and recesse

ness of the applied coat of paint to dry before applyin

563.12 Acceptance. Paint material will be evalua

106.02 and 106.03. If sampling and testing of paint c

sampling will be according to FSS 141 method 1021 

paint properties will be according to the procedures an

141.

Painting application will be evaluated under Subsect

The dry paint thickness on steel structures will be de

magnetic film thickness gauge according to SSPC-PA 2 

methods according to ASTM D 4138. If destructive m

test locations in an approved manner.

Measurement

563.12 Measure painting by the square foot or by the 

surement is by the square foot, measure the visibl
501

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

56301 Painting, description structure 

56302 Painting, description structure 
502

ing devices are designated as elastomeric, rocker, roll

Material

564.02 Conform to the following Subsections:

Elastomeric bearing pads 

Tetrafluoroethylene (TFE) surfaces for bearings 

Construction Requiremen

564.03 General.

(a) Drawings. Prepare and submit drawings for th

Subsection 104.03 and Section 18 of the AASHTO S

for Highway Bridges Division II, Volume II. Show 

ings including the material proposed for use. Obtain 

ning fabrication.

(b) Fabrication. Fabricate bearings according 

AASHTO Standard Specifications for Highway Br

ume II. The surface finish of bearing components in 

or with concrete, but not embedded in concrete, shall 

555.08(e).

Preassemble bearing assemblies in the shop and che

ness and geometry. Galvanize steel bearing compo

according to Subsection 717.07. Do not galvanize 

components or anchor bolts.

(c) Packaging, handling, and storage. Before ship

turer, clearly identify each bearing component and ma

and orientation in the structure. Securely bolt, strap, 

bearings to prevent any relative movement.
503

Store all bearing devices and components at the wo

provides protection from environmental and physic

(d) Construction and installation. Clean the bea

substances. Install the bearings to the positions show

bearings and bearing components to the dimensions 

or as prescribed by the manufacturer. Adjust accordin

instructions to compensate for installation tempera

ments of the bridge.

Set bridge bearings level at the exact elevation and 

and even bearing on all external bearing contact su

faces are at improper elevations, not level, or if bea

be set properly, notify the CO and submit a written 

installation for approval.

Bed metallic bearing assemblies, not embedded in co

an approved filler or fabric material.

Set elastomeric bearing pads directly on properly pre

without bedding material.

Machine bearing surfaces seated directly on steel 

planar surface upon which to place the bearing.

564.04 Elastomeric Bearings. The bearings inclu

(consisting of elastomer only) and reinforced bearin

laminates.

Reinforce elastomeric bearings more than 0.5 inche

every 0.5 inches through the entire thickness.

If not specified, use 50-durometer elastomer, capable o

compressive stress of 1,000 pounds per square inch.
504

truded bearings. Determine compliance with AASHT

tance criteria. 

Mark each reinforced bearing with indelible ink or flex

information shall include the order number, lot numbe

number, and elastomer type and grade number. Unle

mark on a face that is visible after erection of the brid

individual bearing numbers.

Place bearings on a level surface. Correct any misalig

form a level surface. Do not weld steel girders or ba

plates of the bearing unless there is more than 1.5 inch

weld and elastomer. Do not expose the elastomer or el

taneous temperatures greater than 400 bF.

564.05 Rocker, Roller, and Sliding Bearings. W

required, use coatings conforming to Subsection 564

Fabricate rocker, roller, and sliding bearings according 

the plans and to Section 555. Perform fabrication ac

practice in modern commercial shops. Remove burrs, 

and other flaws. Stress relieve rocker, roller, and othe

up by welding sections of plate together before borin

ished machining.

Thoroughly coat all contact surfaces with oil and grap

roller bearings. Install rocker, roller, and sliding bear

at the specified mean temperature after release of f

shortening due to prestressing forces. Take into acco

mean temperature of the supported span at time of in

anticipated changes in length of the supported span. 

Make sure the superstructure has full and free moveme

Carefully position cylindrical bearings so that their ax

coincide with the axis of rotation of the superstructur
505

Fabricate and finish steel according to Section 555. 

plates by drilling, punching, or accurately controlled o

all burrs by grinding.

Accurately set bearing plates in level position as show

provide a uniform bearing over the bearing contact 

embedded in concrete, make provision to keep them in 

concrete is placed.

564.07 Tetrafluoroethylene (TFE) Surfaces for B

material that is factory-bonded, mechanically connect

backup material as shown on the plans.

Bond or mechanically attach the fabric containing TF

strate. Use a fabric capable of carrying unit loads of 10

inch without cold flow. Use a fabric-substrate bond c

without delamination, a shear force equal to 10 perce

or normal application loading plus any other bearing 

Determine compliance using approved test methods an

to Section 18, Subsection 18.8.3, AASHTO Standard S

way Bridges Division II, Volume II. If the test facility 

completed bearings, manufacture extra bearings and 

least 100 kip capacity at normal working stresses.

Determine static and dynamic coefficient of friction a

test bearing at a sliding speed of less than 1 inch per m

of friction shall not exceed the coefficient of friction 

564-1 or by the manufacturer.

Furnish a listing of all individual bearing numbers. 
506

inch

Unfilled TFE, fabric

containing TFE fibers,

or TFE-perforated metal

composite

500 

2,000 

3,500 

Filled TFE

500 

2,000 

3,500 

Interlocked bronze and

filled TFE structures 

500 

2,000 

3,500 

564.08 Anchor Bolts. Furnish swedge or thread anch

ASTM A 307 or as shown on the plans or specified i

Drill holes for anchor bolts and set them in portland c

or preset them before placing the concrete.

Adjust bolt locations for superstructure temperature 

strict free movement of the superstructure at movable b

or nuts.

564.09 Bedding of Masonry Plates. Place filler or 

rial under masonry plates if required by the contract. 

fabric specified and install to provide full bearing o

oughly clean the contact surfaces of the concrete and s

placing the bedding material and installing bearings o

564.10 Acceptance. Bearing devices will be evalua

106.02 and 106.03. Furnish a production certification 

bearing devices.
507

564.11 Measure bearing devices by the each.

Payment

564.12 The accepted quantities, measured as provide

the contract price per unit of measurement, for the pa

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

56401 _________ bearing device 
508

Material

565.02 Conform to the following Section and Subsec

Mineral slurry 

Reinforcing steel 

Structural concrete 

Construction Requiremen

565.03 Contractor Qualifications and Equipment A

nel with at least 3 or more years experience in the 

shafts. Provide personnel resumes of job experiences 

mentation including names, addresses, and telephone nu

or associations that verify the information. Acceptan

sonnel responsible for the construction of the drilled s

work begins.

Submit an installation plan for acceptance at least 30 d

drilled shafts. Include the following information in th

(a) List of proposed equipment to be used includin

bailing buckets, final cleaning equipment, desand

pumps, core sampling equipment, tremies, concrete 

(b) Details of overall construction operation sequen

shaft construction in bents or groups.

(c) Details of shaft excavation methods and proc

correct horizontal and vertical alignment of the exc

(d) When a mineral slurry is required, details of the 

late, and de-sand the slurry.

(e) Details of methods to clean the shaft excavation
509

for free fall, tremie, or pumping methods.

Acceptance of the Contractor's plan, personnel, and t

lieve the Contractor of the responsibility for obtainin

565.04 Trial Drilled Shafts. When trial drilled sha

contract, perform the work according to the applicabl

section 565.05 and the following.

Before drilling holes for production shafts, demons

methods and equipment are adequate by drilling a tria

to the production shafts at an approved location. Ma

spacing between the trial shaft and production shafts a

or 2 bell diameters whichever is larger.

 

Construct the trial drilled shaft to the same size and to 

deepest production shaft shown on the plans. When 

production shafts, include a bell in the final shaft to 

belling in the specified bearing stratum.

If material caves into the drilled hole or the hole deform

hole. When casings are used, seat the casing as nece

and to allow dewatering of the hole. Remove all m

Keep the casing in place a minimum of 4 hours while a

water in the hole. Record the rate of groundwater seep

this 4 hour period, fill the hole with saturated sand whi

to simulate the concreting operation and casing remo

drilled shafts. Concrete or reinforcing steel is not req

shaft.

If the trial drilled shaft is determined to be unsatisfacto

and equipment. Submit a new installation plan and 

shaft at the Contractors' expense.

Once approval is given to construct the production dr

are permitted in the installation plan without prior app
510

whichever is greater, of a newly constructed shaf

Excavate for structure footings supported on drilled s

before drilling. Position the drilled shaft within 3 

position in a horizontal plane at the top of shaft ele

Excavate holes according to the accepted installation 

alignment of a vertical shaft to vary from the requi

than 0.25 inches per foot of depth. Do not allow 

tered shaft to vary by more than 0.50 inches per 

required batter alignment.

Provide equipment with the capability to excavate s

than and the same diameter as those shown on the p

Maintain a log of material excavated from the drille

following information:

• Description and approximate top and bottom el

soil or rock material encountered

• Elevation and approximate rate of any seepage o

tered

• Equipment used, time required to drill shaft, and 

tered

• Remarks

(1) Dry method. Use the dry construction me

groundwater level and soil conditions are suitabl

of the shaft in a relatively dry excavation and whe

of the shaft may be visually inspected before pla

method consists of drilling the shaft, removing 

moving loose material from the excavation, placi

and concreting the shaft in a relatively dry excav

The dry construction method can only be used w

vation demonstrates all the following:
511

lowing completion of excavation.

(c) Loose material and water can be satisfa

inspection and before concrete placement.

(2) Wet method. Use the wet construction me

struction method for shafts that do not meet the 

the dry construction method. This method con

mineral slurry to maintain stability of the hole per

the excavation to final depth, placing the reinforci

the shaft.

The wet method involves the following work:

(a) Desanding and cleaning the slurry.

(b) Final cleaning of the excavation using a 

submersible pump, or other approved device

(c) Placing the shaft concrete with a tremie o

ning at the shaft bottom.

(d) Providing, as needed, temporary surface ca

ment and positioning.

(e) Providing temporary surface casings to pr

top of the shaft excavation unless it can be sati

that the surface casing is not required.

Where drilled shafts are located in open water 

casings from above the water elevation into the 

shaft concrete from water action during placem

concrete. Install the exterior casing in a manner t

tive seal at the bottom of the casing to prevent pip

other material from the shaft excavation.

When it is determined that the hole sidewall has soft

methods, swelled due to delays in concreting, or deg

cake buildup, overream sidewall a minimum of 0.5 

of 3 inches to sound material.
512

less before placing concrete.

(b) Mineral slurry. Premix the mineral slurry wit

cording to the mineral manufacturer to allow for hyd

tion into the shaft excavation. Use slurry tanks o

slurry circulation, storage, and treatment. Do not u

or the shaft excavation to mix the slurry. Do not a

directly into the shaft excavation.

Provide desanding equipment to limit slurry sand 

percent by volume at any point in bore hole. Desan

setting temporary casings, sign posts, or lighting m

During drilling, maintain slurry surface in the shaft 

highest expected adjacent piezometric water press

sufficient to prevent caving of the hole. 

When there is a sudden significant loss of slurry from 

and take corrective measures to prevent slurry loss. 

setting up in the shaft. If at any time the slurry cons

produce the desired final results, discontinue and use 

method.

Maintain density, viscosity, and pH of the mineral s

vation and until concrete placement within the acce

Table 565-1. Take slurry samples using an approved 

slurry samples from the base of the shaft and 10 feet 

shaft. Perform 4 sets of tests during first 8 hours o

sults are acceptable and consistent, the testing frequ

to one test set for every 4 hours of slurry use.

When a slurry sample is unacceptable, make necess

the slurry within specifications. Do not place concre

resampling and retesting indicate acceptable values
513

Table 565-1

Acceptable Range of Values for Miner

Property

At Time of Slurry

Introduction

In Hole at 

Test Conc

Density, pcf 64.3 - 69.1 64.3 - 7

Viscosity, s/qt 28 - 45 28 - 4

pH 8 - 11 8 - 1

Note: Density values shown are for fresh water. Increase 

per cubic foot for saltwater. Perform tests when slurry tem

If desanding is required, sand content shall not exceed 4 p

point in the bore hole according to the American Petroleu

test.

(c) Casings. Use smooth, clean, watertight, stee

strength to withstand handling and installation stress

surrounding earth pressures. All casing diameters 

outside diameters.

The diameter of a permanent casing is subject to A

tolerances applicable to regular steel pipe. Make the 

casing no less than the specified size of the shaft.

Install casings to produce a positive seal at the botto

of water or other material into or out of the hole. If 

remove a casing and substitute a longer or larger d

caving soils, stabilize the excavation with slurry or 

casing is installed. Other approved methods may 

stability of the excavation and protect the integrity 
514

a minimum of 5 feet above the surrounding level of 

Exercise care during casing removal to maintain an 

crete within the casing so fluid trapped behind the 

ward and discharged at the ground surface without co

ing the shaft concrete.

Temporary casings that have become bound or foule

tion and cannot be practically removed are consider

drilled shaft. Correct defective shafts using approve

action may consist of, but is not limited to, the follo

(1) Removing the shaft concrete and extending t

pensate for loss of frictional capacity in the case

(2) Providing straddle shafts to compensate for c

(3) Providing a replacement shaft

When a casing is designated as permanent, cut the ca

elevation and leave in place.

565.06 Reinforcing Steel for Drilled Shafts. Perfo

to Section 554. Place the reinforcing steel cage as a un

shaft excavation is inspected and accepted and befo

Securely wire together contact reinforcing steel lap sp

not placed immediately after the cage is installed, th

removed before placing the concrete to verify the int

area and to ensure loose material is removed from the 

Tie and support the reinforcing steel so it remains wi

ances. Securely tie concrete spacers or other approved 

points around the cage perimeter and space at interva

along the length of the cage. Use spacers of approved 

in quality and durability to the shaft concrete.

Handle reinforcing cages to avoid distortion or rackin
515

able corrections and do not construct additional sha

reinforcing steel cage support has been approved.

565.07 Concrete for Drilled Shafts. Place concret

excavation is complete and the reinforcing steel cag

concrete conforming to Section 552 except as otherwis

shafts constructed without drilling fluid, use class A str

a slump of 7 ± 1 inches. For shafts constructed with 

A structural concrete having a slump of 8 ± 1 inches

under water placement. Do not use seal concrete ab

wet/dry zone of the hole. Place underwater concrete a

552.11(e) except as modified herein. The method of u

subject to approval.

Adjust approved admixtures for project conditions to 

has the minimum required slump for at least 2 hours

slump loss test results for concrete at ambient temperat

conditions.

Place each load of concrete within 2 hours of batchi

time may be permitted if the concrete mix maintains 

slump for longer than 2 hours. Do not retemper conc

its initial set.

Place concrete in one continuous operation from bot

Continue placing concrete after the shaft excavation is 

quality concrete is evident at the top of shaft. Befo

consolidate the top 10 feet of the shaft concrete usin

equipment. Finish the top of the shaft to +1 inch or 

quired elevation. For wet holes, do not consolidate u

above the concrete surface has been removed. Place 

fall, tremie, or concrete pump. 

(a) Free-fall concrete placement. Use free-fall plac

with an 25-foot maximum height of free-fall. The co

to the shaft base without contacting either the rebar 
516

shaft during concrete placement. Support the drop 

mum height of free-fall of the concrete measured 

chute is 25 feet. If concrete placement causes the s

or slough or if the concrete strikes the rebar cage 

height of free-fall and/or reduce the rate of concret

tion. If placement cannot be satisfactorily accomp

tremie or pumping to place the concrete.

(b) Tremies. Use tremies for concrete placement in 

A tremie consists of a tube of sufficient length, ma

charge concrete at the shaft base. Do not use tremies 

parts that will come in contact with the concrete. 

diameter at least 6 times the maximum size of aggreg

mix and not less than 10 inches. Make the inside and 

tremie clean and smooth. Make the wall thick enou

or sharp bends.

Use a watertight tremie in accordance with Subsec

holes. Construct the discharge end of the tremie to 

of concrete during placement. Place the tremie disc

elevation. Place the concrete in a continuous flow

charge immersed at least 5 feet below the surface 

Maintain a positive head of concrete in the tremie at 

during the concrete placement, the tremie discharg

fluid concrete column and discharges concrete ab

surface into displaced water, remove the reinforc

complete any necessary sidewall removal as direct

shaft.

(c) Pumped concrete. Use pumped concrete placem

holes. Use 4-inch minimum diameter discharge tube

Place the discharge tube at the shaft base elevation.

Use a sealed discharge tube according to Subsection 

If a plug is used, remove it from the hole or use a plu

material that will prevent a defect in the shaft if not 
517

into displaced water, remove the reinforcing cage 

any necessary sidewall removal as directed by the C

shaft.

When the top of shaft is above ground, use a remov

proved means to form the shaft to at least 2 feet below 

may be removed provided the requirements in Subse

562-3(a) are complied with and the shaft concrete h

saltwater or moving water for 7 days. Strip the form

concrete. 

Remove the top portion of the drilled shaft concrete 

column construction when it is determined the concre

underwater placement.

565.08 Acceptance. Material for mineral slurry w

Subsections 106.02 and 106.03.

Construction of drilled shafts will be evaluated under 

106.04.

Concrete will be evaluated under Section 552. Con

pumped, will be sampled at point of discharge into 

pump hopper.

Reinforcing steel will be evaluated under Section 554

Measurement

565.09 Measure drilled shafts by the linear foot from 

to the approved tip. Do not measure portions of shafts 

approved. 

Do not measure concrete or reinforcing steel for paym
518

Payment

565.10 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

56501 Drilled shafts 

56502 Trial drilled shaft 

56503 Bell 
519

 

DIVISION 600

Incidental Construction
520

Material

601.02 Conform to the following Subsections:

Air-entraining admixtures 

Chemical admixtures 

Coarse aggregate 

Curing material 

Fine aggregate 

Fly ash 

Joint fillers 

Portland cement 

Precast concrete curbing 

Precast concrete units 

Reinforcing steel 

Structural steel 

Water 

601.03 Concrete Composition. Conform to Table 6

concrete, submit the proposed concrete proportions 

FHWA 1606 Minor Portland Cement Concrete Mix D

mary or other approved form. As a minimum, submi

(a) Type and source(s) of all material proposed for 

(b) Material certification for all material proposed f

(c) Saturated surface dry mass of the fine and coar

yard of concrete.

(d) Gradation of fine and coarse aggregate.

(e) Mass of mixing water per cubic yard of concret

(f) Mass of cement per cubic yard of concrete. Fly 

furnace slag, or silica fume may be substituted fo

Subsection 552.03(g).

(g) Entrained air content of plastic concrete in perc

(h) Maximum slump of plastic concrete in inches.
521

Minimum cement content, lb/yd3 

Maximum water/cement ratio 

Maximum slump, inch 

Minimum air content, % 

Size of coarse aggregate 

Minimum 28-day compressive strength, psi 

Construction Requiremen

601.04 General. Perform excavation and backfill w

When concrete is cracked, spalling, or scaling, remove 

joint.

Design and construct forms that are free of bulge and 

moval without injuring the concrete. When concre

admixture, fly ash, or other pozzolan replacement for c

for a lateral pressure equal to that exerted by a fluid w

cubic foot.

Use wood, metal, or other suitable material for forms. 

coat with a form release agent or form oil before plac

Place and fasten reinforcing steel according to Subse

601.05 Placing Concrete. Conform to Subsection 

forms and foundation immediately before placing co

crete within the time limit shown in Table 552-2.
522

Do not apply water to plastic concrete surfaces durin

601.06 Curing Concrete. Cure concrete a minimum 

strength cement is used, cure concrete a minimum of 

to Subsection 552.15. Finish exposed concrete surfac

tion 552.16(a) or (b), as applicable.

601.07 Acceptance. Material for minor concrete st

crete, reinforcing steel, and structural steel for minor s

ated under Subsections 106.02 and 106.03. For confirm

cations of compressive strength, AASHTO T 23 is m

day cure in a waterproof mold.

Excavation and backfill will be evaluated under Secti

Construction or minor concrete structures will be evalu

106.02 and 106.04.

Measurement

601.08 Measure concrete by the cubic yard in the s

yard, by the lump sum, or by the each.

Payment

601.09 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

The concrete lump sum item will be paid based on th

under this Section.
523

60101 Concrete 

60102 Concrete 

60103 Concrete 

60104 Concrete 
524

crete box culverts.

Material

602.02 Conform to the following Subsections:

Aluminum-alloy corrugated pipe 

Aluminum-alloy spiral rib pipe 

Asphalt-coated pipe 

Asphalt mastic 

Concrete-lined corrugated steel pipe 

Fiber-bonded asphalt coated steel pipe 

Invert-paved corrugated steel pipe 

Joint fillers, sealants, and preformed joint seals 

Joint mortar 

Metallic-coated corrugated steel pipe 

Metallic-coated spiral rib pipe 

Non-reinforced concrete pipe 

Plastic pipe 

Polymer-coated steel pipe 

Precast reinforced concrete box sections 

Reinforced arch-shaped concrete pipe 

Reinforced concrete pipe 

Reinforced D-load concrete pipe 

Reinforced elliptically-shaped concrete pipe 

Slotted drain pipe 

Special grout backfill 

Watertight gaskets 
525

tions. Culvert material, sizes, and approximate loca

plans. Determine the final location, length, and spec

Perform excavation and backfill work under Section 

602.04 Laying Concrete Pipe and Precast Concre

at the lower end and lay the bell or groove end upgrade

Place circular pipe with elliptical reinforcement with 

reinforcement in a vertical position. Construct the join

ing methods:

(a) Mortared joints. Clean the lower portion of t

pipe. Plaster the inside with sufficient joint mortar 

faces of the abutting pipe sections flush and even. F

as the construction of the culvert permits. Fill and 

inside and out. Clean excess mortar from the inside 

Cure mortar outside of joints by covering with po

spraying with a curing compound. Backfill while 

mortar sets before backfilling, wait at least 24 hour

(b) Gasket joints. Protect the joint ends from mu

unwanted material. Lay the pipe sections with gask

clean, relubricate, and reseat gaskets disturbed or c

Align the pipe sections. Force the joints home using 

recommended procedure. Do not drive or ram by han

the last section of each day's run to prevent creep.
526

Join the sections together with coupling bands. Do 

smooth sleeve type couplers. Limit the use of coupling 

(dimples) to attaching prefabricated flared end sectio

When aluminum alloys come in contact with other me

surfaces with asphalt mastic or a preapproved im

compound.

602.06 Laying Plastic Pipe. Lay plastic pipe accor

facturer's recommendation. 

602.07 Laying Slotted Drain Pipe. Join the sections 

bands. Cover the slots with roofing paper or other ap

backfilling and paving to keep material out of the pipe

grout backfill.

602.08 Acceptance. Material for culverts, drains, an

culverts furnished will be evaluated under Subsection

Installation of culverts, drains and precast concret

evaluated under Subsections 106.02 and 106.04.

Excavation and backfill will be evaluated under Secti

Measurement

602.09 Measure pipe and box culverts by the linear f

Measure end sections, elbows, and branch connection

is no pay item for elbows or branch connections, mea

pipe length along the invert.
527

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

60201 __ inch pipe culvert 

60202 __ inch span, __ inch rise 

pipe arch culvert

60203 __ inch equivalent diameter arch or 

elliptical culvert pipe

60204 __ inch slotted drain pipe 

60205 __ span, __ rise precast reinforced 

concrete box culvert

60206 End section for __ inch pipe culvert 

60207 End section for __ inch span, 

__ inch rise pipe arch culvert

60208 End section for __ inch equivalent diameter 

arch or elliptical culvert

60209 Elbow (description) 

60210 Branch connection (description) 
528

arches, boxes, and underpasses.

Material

603.02 Conform to the following Subsections:

Aluminum-alloy structural plate structures 

Asphalt-coated structural plate structures 

Steel structural plate structures 

Construction Requiremen

603.03 General. Perform excavation and backfill w

603.04 Erecting. Furnish steel, aluminum alloy, a

asphalt coated aluminum alloy structural plate structu

Provide a copy of manufacturer's assembly instruction

instructions shall show the position of each plate and 

Assemble the structural plates according to the manu

Exercise care in the use of drift pins and pry bars to 

structural plate and its coating. The plates shall have 

Where aluminum alloys come in contact with other t

contacting surfaces according to Subsection 602.05.

Torque steel bolts on steel plates to a minimum of 

maximum of 300 foot-pounds. 

Torque steel bolts and aluminum bolts on 0.1-inch thi

minimum of 90 foot-pounds and a maximum of 115 f
529

For long-span structures:

(a) Tighten the longitudinal seams when the plates a

plates are held in shape by cables, struts, or backfil

circumferentially to avoid permanent distortion f

Before backfilling, do not exceed 2 percent variation 

(b) Do not distort the shape of the structure by opera

near it.

(c) Provide suitable survey control on the structure to 

ment.

(d) Check and control the deflection movements of 

entire backfilling operation. Do not exceed the manu

ed limits.

(e) Provide a manufacturer's representative to monito

filling of the structure.

603.05 Acceptance. Material for structural plate stru

under Subsections 106.02 and 106.03.

Installation of structural plate structures will be evalu

106.02 and 106.04.

Excavation and backfill will be evaluated under Secti

Measurement

603.06 Measure structural plate pipes, pipe arches, box

the linear foot along the invert.

Measure structural plate arches by the linear foot al

springline lengths.
530

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

60301 (diameter) inch structural plate pipe, 

 (metal thickness) inch

60302 ___ span, ___ rise, structural plate 

pipe-arch, (metal thickness) inch

60303 ___ span, ___ rise, structural plate 

underpass, (metal thickness) inch

60304 ___ span, ___ rise, structural plate 

arch, (metal thickness) inch

60305 ___ span, ___ rise, structural plate 

box, (metal thickness) inch
531

604.01 This work consists of constructing or adjusting 

basins, junction boxes, and spring boxes.

Material

604.02 Conform to the following Section and Subsec

Concrete 

Concrete brick 

Concrete masonry blocks 

Corrugated metal units 

Frames, grates, covers, and ladder rungs 

Grout 

Joint fillers, sealants, and preformed joint seals 

Joint mortar 

Precast concrete units 

Reinforcing steel 

Watertight gaskets 

Construction Requiremen

604.03 General. Perform excavation and backfill w

604.04 Concrete Construction. Construct concret

catch basins according to Section 601. Concrete units 

precast. Finish the surface according to Subsection 5

applicable.

Where a pipe enters through an existing concrete wa

steel reinforcement in a manner that will not loosen t

wall. Cut the steel reinforcement flush with the openi

joints and openings cut in the wall.

Finish the channel flow line in manholes, inlets, and 

to match the pipe flow line. 
532

before the joints are forced home. Maintain partial su

tion of the tongue or spigot to minimize the unequal 

gasket and to maintain concentricity until the gasket is 

mastic is used, apply mastic joint filler according 

recommendations.

Set metal frames in a full joint mortar bed.

Grout or use a preformed joint seal to make all joints a

Finish mortar joints with a bead on the outside and 

inside. 

Space ladder rungs uniformly on 12-inch centers and 

ladder rungs into precast concrete walls.

604.05 Masonry Block Construction. Construct co

ing to Section 601. Construct block masonry plumb. 

and set block with the cells vertical. Dampen block t

sorption. Butter bearing members and vertical joint

block with mortar on all sides. Construct joints straig

and 0.25 to 0.50 inches thick. Backfill the structure a

has cured according to Subsection 552.15 for 7 days.

604.06 Metal Construction. Fabricate metal drop inl

rial as adjoining metal pipes.

604.07 Grade Adjustment of Existing Structures. A

grates to grade before placing the surface course.

Remove and clean the frames, covers, and grates. T

solid material. Reconstruct the walls with the same m

reset the cleaned frames at the required elevation. 

When the existing casting and supporting walls are 

approved device may be used to adjust the manhole cas

grade without reconstructing the walls or resetting the 
533

Clean each structure of all accumulated silt, debris, o

When an existing structure is abandoned, seal all pipe

with a tight fitting plug of concrete not less than 6 inc

masonry not less than 8 inches thick. Fracture the ba

to prevent entrapment of water. Obliterate the top of th

tion at least 3 feet below finished grade and backfill ac

604.08 Acceptance. Precast concrete units (including 

basins, junction boxes, and spring boxes) furnished w

Subsections 106.02 and 106.03.

Material (except concrete) for cast-in-place concrete 

holes, inlets, catch basins, junction boxes, and spring b

under Subsections 106.02 and 106.03. Construction o

units will be evaluated under Subsections 106.02 and 

Concrete for cast-in-place units will be evaluated und

Excavation and backfill will be evaluated under Secti

Installation and adjustment of concrete units (including 

basins, junction boxes, and spring boxes) will be evalu

106.02 and 106.04.

Measurement

604.09 Measure manholes by the linear foot from fin

line surface of the manhole or by the each.

Measure inlets, catch basins, manhole and inlet adjustm

manholes, junction boxes, and spring boxes by the ea
534

Payment

604.10 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

60401 Manhole (description) 

60402 Manhole (description) 

60403 Inlet (description) 

60404 Catch basin (description) 

60405 Manhole adjustment 

60406 Inlet adjustment 

60407 Capping inlets and manholes 

60408 Junction box 

60409 Metal frame and grate (description) 

60410 Spring box 

60411 Removing and resetting metal frame and grat
535

605.01 This work consists of furnishing and instal

drains, and pavement edge drains.

Material

605.02 Conform to the following Subsections:

Aluminum-alloy corrugated pipe 

Asphalt-coated pipe 

Geocomposite drains 

Geotextile type I 

Granular backfill 

Metallic coated corrugated steel pipe 

Perforated concrete pipe 

Plastic pipe 

Sand 

Structural backfill 

Construction Requiremen

605.03 General. Use the same material and coating 

sections, extensions, elbows, branch connections, and 

Drain material, size, and approximate location are sho

mine the final location and length in the field.

Perform excavation and backfill work under Section 

If geotextile or geocomposite is used, smooth the trenc

all projections that may damage the geotextile or g

geotextile or geocomposite damaged during installa

geocomposites according to the manufacturer's recom
536

Section 602. Immediately place and secure a screen m

eter galvanized wire having approximately 0.5- by 0

over the outlet ends of all exposed pipes and weep ho

605.04 Placing Underdrain. Place a layer of gran

inches thick in the bottom of the trench. 

Furnish a collector pipe at least 5 inches in size with 

Join pipe sections securely with coupling fittings or 

chloride (PVC) and acrylonitrile-butadiene-styrene (A

flexible elastomeric seal or solvent cement. Join polye

on, screw-on, or wrap around coupling bands as reco

manufacturer.

Backfill and compact all trenches within the limits of 

to Section 209, except use granular backfill material. 

posite underdrains within the limits of the roadbed may 

clean sand and compacted.

When underdrain is placed in ditchlines, prevent infil

by placing material conforming to AASHTO M 145 cl

A-5, A-6, or A-7 in the top 12 inches of the trench. 

(a) Standard underdrain. When geotextile is re

dimension of the geotextile parallel to the centerline 

the geotextile, without stretching in contact with the t

the joints a minimum of 24 inches with the upstream 

the downstream geotextile. 

Place collector pipe with the perforations down.

Place granular backfill to a height of 12 inches above 

pipe and compact. Do not displace the collector pi

the remainder of the granular backfill material acco
537

the drainage core around the collector pipe.

Construct splices and install outlet fittings accordin

recommendations. Prevent infiltration of soil into 

Construct the geocomposite underdrain so not to im

geocomposite core.

Place the assembled geocomposite in the trench w

composite against the inflow side of the trench. If th

lar, smooth the trench wall or place a layer of granu

geocomposite and the trench wall. Temporarily supp

trench wall while backfilling.

When the trench is less than 18 inches wide, backfil

sand. Backfilling and compacting in layers is not 

sand by wheel rolling, vibrating, tamping with a 

flooding with water. 

When the trench is 18 inches wide or more, place gr

sand to a height of 12 inches above the top of the c

pact. Place and compact the remainder of the granu

clean sand according to Section 209.

605.05 Placing Geocomposite Sheet Drain. Do not 

st a mortar course less than 4 days old. 

When a geocomposite is used in conjunction with a 

install drainage panels compatible with the membrane 

mended by the membrane manufacturer. Assemb

composite drain against the surface to be backfilled ac

turer's recommendations. 

Splice geocomposite drains so the flow across the edg

lap the geotextile a minimum of 3 inches in the direct

vertical splices, overlap the geotextile in the direction 
538

Backfill with structural backfill and compact acco

208.10 and 208.11.

605.06 Placing Geocomposite Pavement Edge 

geocomposite pavement edge drain and outlet material 

facturer's recommendations and place it in the trench

irregular, smooth the trench wall or place a layer of 

geocomposite and the trench wall. Temporarily suppo

trench wall while backfilling.

When the trench is less than 18 inches wide, backfill 

sand. Backfilling and compacting in layers is not requ

by wheel rolling, vibrating, tamping with a mechani

with water. 

When the trench is 18 inches wide or more, place and 

fill or clean sand according to Section 209.

605.07 Acceptance. Material (except granular bac

sheet drains, and edge drains will be evaluated under S

106.03.

Granular backfill will be evaluated under Subsection

See Table 605-1 for sampling and testing requiremen

Excavation and backfill will be evaluated under Secti

Geotextile will be evaluated under Section 207.

Outlet pipes will be evaluated under Section 602.

Installation of underdrains, sheet drains, and edge d

under Subsections 106.02 and 106.04.
539

foot. When measurement is for a system, do not measu

pipes, backfill, and outlet pipes that are part of the sys

shown in the contract.

Measure sheet drain systems by the square foot of fro

excluding overlaps.

Measure collector pipe and outlet pipe by the linear f

Measure granular backfill and sand by the cubic yard 

Payment

605.09 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

60501 Underdrain system 

60502 Standard underdrain system 

60503 Geocomposite underdrain system 

60504 Geocomposite pavement edge drain system 

60505 Geocomposite sheet drain system 

60506 ___ inch collector pipe 

60507 ___ inch outlet pipe 

60508 Granular backfill 

60509 Sand 
540

T

Samp

Material or

Product

Property or

Characteristic

Test Meth

Granular backfill Gradation AASHTO T 2
541

spillways.

Material

606.02 Conform to the following Section:

Culverts and drains 

Construction Requiremen

606.03 Placing Corrugated Metal Spillways. Spi

connector dimensions and proportions may vary to p

facturer's standard jigs and templates. 

Install spillway inlet assemblies as shown on the pla

earth backfill by tamping.

Lay spillway outlet pipe according to Section 602. A

shown on the plans.

606.04 Acceptance. Pipes, anchor assemblies, hardw

furnished to fabricate metal spillways will be evalua

106.02 and 106.03.

Excavation and backfill will be evaluated under Secti

Construction of spillways will be evaluated under S

106.04.

Measurement

606.05 Measure spillway assemblies and pipe anchor 

Measure downdrain and outlet pipes under Section 6
542

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

60601 Spillway assembly 

60602 Pipe anchor assembly, ___ inch 
543

607.01 This work consists of cleaning, reconditioning

culverts and appurtenant structures.

Construction Requiremen

607.02 General. Dispose of material according to S

607.03 Removing and Cleaning Culverts. Carefully 

clean all foreign material from within the barrel and a

607.04 Cleaning Culverts in Place. Remove and 

material within the barrel and appurtenances of the cul

does not damage the culvert.

All or part of a culvert designated to be cleaned in p

cleaned, and relayed according to Section 602.

607.05 Relaying or Stockpiling Salvaged Pipe. Rela

pipe according to Section 602. Furnish all jointing ma

aged pipe according to Section 602.

Place salvaged pipe at a designated stockpile location. 

damaged.

607.06 Reconditioning Drainage Structures. Remo

tures designated to be reconditioned. Repair all leaks 

and replace missing or broken metalwork according t

607.07 Acceptance. Cleaning, reconditioning, and r

age structures will be evaluated under Subsection 106

Relaying culverts will be evaluated under Section 602
544

Measure removing, cleaning, and relaying culvert by t

invert of the culvert. Measure cleaning culvert in plac

culvert. If the culvert is removed and relayed at the C

is no additional measurement.

Measure reconditioning drainage structures by the ea

Payment

607.09 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

60701 Removing, cleaning, and stockpiling culvert 

60702 Removing, cleaning, and relaying culvert 

60703 Cleaning culverts in place 

60704 Reconditioning drainage structures 
545

and similar waterways not contiguous to the traveled 

Paved waterways are designated as follows:

Type I Grouted rubble

Type II Mortared rubble

Type III Concrete and rubble

Type IV Concrete

Type V Asphalt

Type VI Placed riprap

Material

608.02 Conform to the following Sections and Subse

Asphalt mixtures 

Bed course 

Concrete 

Granular backfill 

Mortar 

Reinforcing steel 

Riprap rock 

Rubble 

Construction Requiremen

608.03 General. Perform excavation and backfill w

Place and compact bed course material. Compact the 

three passes of a lightweight mechanical tamper, roll

Form the bed parallel to the finished surface of the w

608.04 Grouted Rubble Paved Waterway. Embed 

bed in a broken pattern with no continuous joint across 

lel to the flow line. Make the joints 1 to 2 inches wide

the flat faces up and the longest dimension at right an

the waterway. 
546

Fill the joints with granular backfill to within 4 inch

and broom mortar into the joints until the mortar is 

surface. Clean the excess mortar from the surface.

608.05 Mortared Rubble Paved Waterway. Embe

with its flat face up and its longest dimension parallel 

stones alternately so that there is not a continuous joi

or parallel to the flow line. Limit joint widths from 

inches maximum. 

Ram the stone until it is firm and reasonably true to the 

ment, and cross-section.

Apply mortar to the exposed stone sides in such quant

cent stone is placed and rammed into position, the mor

of the surface but not protruding above the surface. C

from the surface. 

608.06 Concrete and Rubble Paved Waterway. P

dation, reinforcing steel, and pavement stone in a 

Secure the reinforcing steel within the middle third of t

foundation. Clean and wet the pavement stone to nea

Embed the stone in the concrete foundation before it 

alternately so there is not a continuous joint across the 

the flow line. Limit joint widths from 1 inch minimum 

Fill the joints between stones with mortar to 1 inch bel

608.07 Concrete Paved Waterway. Perform the wo

601.

608.08 Asphalt Paved Waterway. Perform the wo

402. Before overlaying existing asphalt paved water

cracks according to Section 414.
547

tions 106.02 and 106.03. Mortar will be evaluated un

See Table 608-1 for sampling and testing requiremen

Bed course and granular backfill will be evaluated un

and 106.04. See Table 608-1 for sampling and testin

Construction of paved waterways will be evaluat

106.02 and 106.04.

Excavation and backfill will be evaluated under Secti

Riprap will be evaluated under Section 251.

Asphalt mixture will be evaluated under Section 402.

Concrete will be evaluated under Section 601.

Rubble will be evaluated under Section 620.

Measurement

608.11 Measure paved waterways by the square yard, 

the ton. Measure square yard width horizontally to i

Measure the length parallel to the flow line.

Payment

608.12 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.
548

60801 Paved waterway type ___ 

60802 Paved waterway type ___ 

60803 Asphalt paved waterway 
549

T

Samp

Material or

Product

Property or

Characteristic

Test Meth

Bed course Gradation

Liquid limit

AASHTO T 2AASHTO T 8

Granular backfill Gradation AASHTO T 2Mortar Making test specimens

Compressive strength (2)

AASHTO T 2AASHTO T 2

(1) Sample consists of 2 test specimens.(2) The compressive strength will be the average of two test specimens.
550

curb and gutter, or wheelstops.

Stone curb is designated as type I or II according to S

Material

609.02 Conform to the following Sections and Subse

Asphalt mixtures 

Bed course 

Concrete 

Joint filler 

Mortar 

Precast concrete curbing 

Reinforcing steel 

Stone curbing 

Construction Requiremen

609.03 General. Perform excavation and backfill w

Place and compact the bed course material. Compac

least three passes of a lightweight mechanical tamp

system.

609.04 Stone and Precast Concrete Curb. Clean 

oughly and wet it just before setting. Set the curb in 

and top lines are to line and grade. Make the joints 0.

fill the joints with mortar.

Complete the first 25 feet of curb to demonstrate the 

meeting these requirements. Do not continue constru

test section is approved.

Where a concrete pavement is constructed contiguou

the joints in the curb directly in line with the pavemen
551

609.05 Portland Cement Concrete Curb or Curb 

work according to Section 601. The curb or curb and 

place or slip-formed.

(a) Cast-in-place. Use forms that extend for the fu

Use curved forms for curb with a radius of 300 feet 

(1) Contraction joints. Construct curb in secti

lengths. Construct contraction joints 0.125 in

divider plates. When the curb is constructed adj

pavement, match the contraction joints in the pa

(2) Expansion joints. Form expansion joints at i

a 0.75-inch thick preformed expansion joint fil

constructed adjacent to or on concrete pavemen

joints in the pavement.

Finish the concrete smooth and even with a wood flo

lel to the curb line according to Subsection 552.14(c

aggregate finish is required, finish according 

14(c)(4). Leave forms in place for 24 hours or un

sufficiently so the forms can be removed without h

(b) Slip-formed. Use a self-propelled automatic c

with curb attachments. Use a machine that is heavy 

solidation without the machine riding above the fou

Adjust the concrete aggregate gradation, if necessar

curb and gutter that has well-defined web marks o

Remove and replace sections with craters larger tha

sections determined to be damaged or defective. R

and other defective sections by plastering is not per

After the concrete has hardened sufficiently to p

damage, saw contraction joints according to (a)(1) ab

sion joints according to (a)(2) above.
552

self-propelled automatic curb machine or a paver wit

is heavy enough to compact a curb without riding abov

the curb uniform in texture, shape, and density. Curb 

other means only in short sections or sections with sh

609.07 Resetting Stone or Precast Concrete Cur

clean, and store the curb. Cut or fit the curb as nec

Replace all lost, damaged, or destroyed curb. Rese

Subsection 609.04.

609.08 Wheelstops. Pin the wheelstops in place wit

of No. 6 reinforcing steel or 0.75-inch steel rods. R

same manner.

609.09 Acceptance. Material for mortar will be ev

tions 106.02 and 106.03. Mortar will be evaluated un

See Table 609-1 for sampling and testing requiremen

Precast units (curb and wheel stops) will be evalua

106.02 and 106.03.

Bed course material will be evaluated under Subsecti

See Table 609-1 for sampling and testing requiremen

Stone for stone curbing will be evaluated under S

106.04.

Construction of curb and gutter, and wheelstops will b

sections 106.02 and 106.04.

Excavation and backfill will be evaluated under Secti

Asphalt mixture will be evaluated under Section 402.

Concrete will be evaluated under Section 601.
553

length for drainage structures installed in the curb sect

handicap access ramp openings where the gutter is ca

Measure wheelstops, both new and reset, by the each

Measure bed course material by the ton or by the cub

Payment

609.11 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

60901 Portland cement concrete curb, 

___ inch depth

60902 Portland cement concrete curb and 

gutter, ___ inch depth

60903 Stone curb type ___, ___ inch depth 

60904 Precast concrete curb 

60905 Asphalt concrete curb, ___ inch depth 

60906 Reset curb 

60907 Bed course material 

60908 Bed course material 

60909 Wheelstop 

60910 Remove and reset wheelstop 
554

T

Samp

Material or

Product

Property or

Characteristic

Test Meth

Bed course Gradation

Liquid limit

AASHTO T 2AASHTO T 8

Mortar Making test specimens

Compressive strength (2)

AASHTO T 2AASHTO T 2

(1) Sample consists of 2 test specimens.(2) The compressive strength will be the average of two test specimens.
555

lector systems when specified.

Material

610.02 Conform to the following Subsections:

Metallic-coated corrugated steel pipe 

Polyethylene (PE) pipe 

Polyvinyl chloride (PVC) pipe 

Steel pipe 

Construction Requiremen

610.03 General. Furnish pipe and fittings of one ma

tion 610.02. Furnish slotted pipe with 2 rows of slots 

the pipe on 2 of the third points that are 120 degrees ap

the slots 0.2 inches with the total slot opening equal 

linear foot of pipe.

610.04 Drilling Holes. The locations for installin

shown on the plans are approximate. The exact locat

in the field.

Drill holes with rotary equipment capable of drilling 

holes through soil and rock. Determine the elevation 

completed horizontal drain hole by inserting tubes o

liquid levels, or by other satisfactory means. Dispos

manner that does not contaminate surface watercours

610.05 Installing Horizontal Drain. Tightly plug 

slotted pipe with a rounded or pointed extension tha

than 6 inches beyond the end of the pipe. Insert the p

with the slots up. Retract the drill rod so the drilled hol

slotted pipe. Connect additional pipe as necessary to f
556

610.06 Installing Outlet Drains and Collector Syste

pipe to the ends of all horizontal drains by means of a 

a collector system of the type, kind, and size detailed 

610.07 Acceptance. Material furnished for horizont

ated under Subsections 106.02 and 106.03.

Construction of horizontal drains will be evaluat

106.02 and 106.04.

Measurement

610.08 Measure horizontal drain pipe, including the l

by the linear foot.

Measure the collector system by the linear foot or lum

Payment

610.09 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

61001 Horizontal drain pipe 

61002 Collector system 

61003 Collector system 
557

Material

611.02 Conform to the following Section and Subsec

Bedding material 

Cast iron soil pipe and fittings 

Concrete 

Polyvinyl chloride (PVC) pipe and fittings 

Seamless copper water tube and fittings 

Steel pipe and fittings 

Construction Requiremen

611.03 General. Furnish material and workmanship 

dards of APWA, the AWWA, National Building Co

and safety codes. 

At the preconstruction conference, submit a certified 

individual items involved in the lump sum item for u

payments and price adjustments.

Obtain permits, arrange for inspections, and pay all f

water service. 

Perform excavation and backfill work under Section 

cording to Subsection 209.09(b)(2).

611.04 Laying Waterline. Where it is necessary to 

sewer line, construct the waterline a minimum vertica

above the sewer line.

Inspect each joint or fixture and clean the interior of 

in the trench. Do not allow dirt, water, rodents, or othe

the pipe during installation. Center and push 

home, and fasten the joint according to the manu

recommendations.
558

has established its required strength.

611.05 Testing and Disinfecting Lines. Test all joint

backfilling. Repair all leaks. 

Disinfect all lines that are to carry water for human con

with a water solution containing a residual chlorine l

per million for at least 24 hours. Drain and flush the li

period. Do not dispose of disinfectant water in live s

611.06 Backfilling. Backfill according to Subsectio

place the backfill to 12 inches over the top of the pipe

hard lumps from the hand-placed layer.

During backfilling, place a plastic locator strip approxi

the pipe. If nonmetallic waterline is installed, use a 

metal that allows detection with a metal detector. Hold 

and other vertical fixtures vertical with the tops a

elevation.

611.07 Acceptance. Material for water systems w

Subsections 106.02 and 106.03.

Installation of water systems will be evaluated under S

106.04.

Excavation and backfill will be evaluated under Secti

Measurement

611.08 Measure water systems by the lump sum.

Measure waterlines and encasement pipes by the linear 

for the length through tees, bends, valves, or other fix

Measure valves, valve boxes, and fire hydrants by the 
559

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Water system lump sum will be paid as follows:

(a) 75 percent of the lump sum will be paid as work p

certified cost breakdown.

(b) Payment of the remaining 25 percent will be 

completion of the work. 

Payment will be made under:

Pay Item 

61101 Water system 

61102 ___ inch waterline (description) 

61103 ___ inch encasement pipe (description) 

61104 Valve (description) 

61105 Valve box 

61106 Fire hydrant 
560

Material

612.02 Conform to the following Section and Subsec

Bedding material 

Cast iron soil pipe 

Concrete 

Plastic pipe 

Watertight gaskets 

Construction Requiremen

612.03 General. Furnish either cast iron or plastic sa

rnish material and workmanship conforming to the sta

National Building Code, and local plumbing and safet

struction conference, submit a certified cost breakdow

the lump sum item for use in making progress payment

Obtain permits, arrange for inspections, and pay all f

sewerage service. 

Perform excavation and backfill work under Section 

cording to Subsection 209.09(b)(2).

612.04 Laying Sewer Lines. Separate waterlines an

to Subsection 611.04.

Inspect each joint and clean the pipe and bell before pl

the sewer line from the lower end with the spigot ends p

of flow. Fully support each length between joints and c

before placing the next length.
561

612.05 Backfilling. Backfill according to Subsectio

filling, flush the lines with water to assure that they a

612.06 Acceptance. Material for sanitary sewer sys

under Subsections 106.02 and 106.03.

Installation of sanitary sewer systems will be evalua

106.02 and 106.04.

Excavation and backfill will be evaluated under Secti

Measurement

612.07 Measure sewer systems by the lump sum.

Measure sewer lines by the linear feet with no deduc

valves, ells, tees, valve boxes, reducers, manholes, or 

two different sizes enter or go from a manhole, measur

of the manhole.

Payment

612.08 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Sewer system lump sum will be paid as follows:

(a) 75 percent of the lump sum will be paid as work p

certified cost breakdown.

(b) Payment of the remaining 25 percent will be 

completion of the work. 
562

61201 Sewer system 

61202 ___ inch sewer line (description) 
563

613.01 This work consists of using concrete, color/stai

the texture and color of native stone masonry in the sto

plans. It consists of the following:

(a) Designing and furnishing textured form liners.

(b) Installing form liners.

(c) Applying a surface finish (color/stain application

unique coloring and mottled appearance of stone m

(d) Preparing a simulated stone masonry test wall and 

face finish before beginning production work.

Material

613.02 Conform to the following Subsections:

Form liner 

Joint filler 

Penetrating stain 

Plaster mix (grout) 

Construction Requiremen

613.03 Form Liner Fabrication. Take an impress

texture, and mortar joints from a designated location. D

the impressions according to the stone pattern shown 

detailed drawings of the form liner for approval ac

104.03.

613.04 Form Liner Installation. Attach the form lin

adjacent form liners to each other with less than a 0.

repeat the form liner pattern between expansion joints 

vals, whichever is greater. 
564

rustication or in the mortar joint. 

Clean off build-up before reusing form liners. Visual

blemishes and tears. Repair the liner before installati

613.05 Top Surface. Emboss the plastic concrete in 

by stamping, tooling, troweling, hand shaping, or c

simulate the stone masonry texture and mortared joints

of the formed mortared joints. Immediately after 

evaporates and the finish embossing is complete, cure 

according to Subsection 552.15(b). Do not use liquid 

pounds.

613.06 Form Liner Removal. Within 24 hours aft

move or break free the form liners without causing con

tion or weakness in the substratum. Remove all form 

of at least 1 inch below the concrete face without spa

concrete.

Cure the concrete for 7 days according to Subsection 

liquid membrane curing compounds.

613.07 Preparation of Concrete Surface. Finish a

crete surfaces according to Subsection 552.16(a). 

seams, horizontal seams, and butt joint marks are not v

ing and chipping to avoid exposing aggregate.

Provide a completed surface free of blemishes, discol

and conspicuous form marks. Make the finished textu

ous without visual disruption. 

613.08 Color/Stain Application. Age concrete, inc

mum of 30 days. Clean the surface of all latency, dir

foreign material by approved methods. 
565

Correct all surface irregularities created by the surfac

Maintain the concrete temperature between 40 and 

color/stain and for 48 hours after applying color/stain

Color/stain all exposed concrete surfaces. Use a colo

able to obtain the appearance of the native stone maso

3 colors/stains. 

When required at boundaries between two color ton

receiving color at different times, take care and prov

over-spray and color overlap.

Apply grout of a natural cement color to each form joi

so the over-spray of the color/stain is not visible. Giv

joint the appearance of mortared joints in completed 

Recoat all areas inconsistent with the approved test w

Treat expansion joints with caulk/grout to blend with 

adjacent stone or mortar joint.

613.09 Test Wall. Before production work on the sim

construct a 3-foot high, by 2-foot wide, by 10-foot-lon

Section 552 and these specifications. 

Cast the test wall on site, using the same forming met

liner, texture configuration, expansion joint, concrete m

application proposed for the production work. Demo

consistency of joint treatment, end treatment, top em

treatment, and color/stain application on the test wall

ceptable, construct a new test wall.

Begin production structural concrete work only after th

Begin production color/stain application only after the 

on the test wall is approved. Dispose of the test wall 
566

106.04.

Application of color/stain to all exposed concrete sur

under Subsection 106.02.

Construction of the simulated stone masonry test wall 

Subsection 106.02.

Measurement

613.11 Measure simulated stone masonry surface tr

foot.

Measure simulated stone masonry test wall includin

finish by the each.

Do not measure form liners for payment.

Payment

613.12 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown on the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

61301 Simulated stone masonry surface treatment 

61302 Simulated stone masonry test wall 
567

Material

614.02 Conform to the following Subsections:

Aggregate 

Portland cement 

Water 

Construction Requiremen

614.03 Composition of Mix. Furnish an aggrega

graded from coarse to fine, has a maximum size of 1 

than 10 percent passing the No. 200 sieve.

Proportion aggregate, cement, and water by mass or v

Furnish lean concrete backfill which contains 185 to 19

cubic yard. 

Submit the following:

(a) Type and source(s) of aggregates

(b) Type and source of cement

(c) Scale mass or quantity of each aggregate propose

concrete backfill

(d) Quantity of water proposed per cubic yard of le

(e) Quantity of cement proposed per cubic yard of l

(f) Slump

614.04 General. Perform the work described under 

Do not place lean concrete backfill in contact with a

coated structures.

Do not use lean concrete backfill above the top of sub
568

Place lean concrete backfill in a uniform manner th

segregation of the backfill. Place lean concrete back

not exceeding 12 inches in thickness.

When backfilling around culverts and other structur

backfill in a manner which will not float or shift the str

fill up evenly on all sides of the structure.

When placing lean concrete backfill at or below an at

of 35 bF, perform the work under Subsection 552.10(

Wait at least 4 hours before backfilling over lean con

614.06 Acceptance. Material for lean concrete bac

under Subsections 106.02 and 106.03.

Lean concrete backfilling will be evaluated under Sub

Measurement

614.07 Measure lean concrete backfill by the cub

vehicle.

Payment

614.08 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

61401 Lean concrete backfill 
569

615.01 This work consists of constructing sidewalks

medians.

Sidewalks, drive pads, and paved medians are designat

concrete brick, or clay brick.

Material

615.02 Conform to the following Sections and Subse

Asphalt mixtures 

Bed course 

Clay or shale brick 

Concrete 

Concrete brick 

Curing material 

Joint fillers 

Reinforcing steel 

Construction Requiremen

615.03 General. Perform excavation and backfill w

Place bed course material in layers not exceeding 4 inc

ness. Compact each layer with at least three passes of 

cal tamper, roller, or vibratory system.

615.04 Portland Cement Concrete Sidewalks, Driv

Perform the work according to Section 601. Use form

full depth of the concrete.

(a) Joints. Construct joints perpendicular to the outs

joints. Match the joints in adjacent curb or pavemen

free mortar and concrete from joints.
570

(2) Contraction joints. Construct at intervals 

Form the joint with a jointing tool or saw the jo

1/3 of the thickness of the concrete and about 0.

(3) Construction joints. Form construction joi

nances such as manholes, utility poles, buildings, 

inch thick preformed expansion joint filler for the 

(b) Finishes. Provide a sidewalk finish unless oth

outside edges of slab and all joints with a 0.25-inch 

(1) Sidewalk finish. See Subsection 552.14(c)(

(2) Exposed aggregate finish. See Subsection 

Cure the concrete for at least 72 hours according to S

(c). Protect the work from pedestrian traffic for 72 ho

traffic for 7 days.

615.05 Asphalt Concrete Sidewalks, Drive Pads, a

the work according to Section 402.

615.06 Brick Sidewalks, Drive Pads, and Medians. 

courses on a prepared surface. Lay each course of br

course that deviates from a straight line by more than 

Sweep and inspect the brick surface before the bed set

fect brick and replace.

Chock the joints flush with a dry mixture of 4 parts san

mass and carefully water the surface to saturate the jo
571

Bed course material will be evaluated under Subsecti

See Table 615-1 for sampling and testing requiremen

Construction of sidewalks, drive pads, and medians w

Subsections 106.02 and 106.04.

Excavation and backfill will be evaluated under Secti

Asphalt mixture will be evaluated under Section 402.

Concrete will be evaluated under Section 601.

Measurement

615.08 Measure sidewalks, drive pads, and paved med

Payment

615.09 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

61501 ________ sidewalk 

61502 ________ drive pad 

61503 ________ median 
572

T

Samp

Material or

Product

Property or

Characteristic

Test Meth

Granular backfill Gradation

Liquid limit

AASHTO T 2AASHTO T 8
573

rubble, or cellular concrete block slope paving.

Material

616.02 Conform to the following Sections and Subse

Bed course 

Cellular concrete blocks 

Concrete 

Concrete brick 

Concrete masonry blocks 

Geotextile type IV 

Mortar 

Rubble 

Welded steel wire fabric 

Construction Requiremen

616.03 General. Perform excavation and backfill w

Place and compact bed course material with at least 

weight mechanical tamper, roller, or vibratory system

616.04 Geotextile. When required by the contract, pla

to Subsection 207.05. Bury the ends of the geotextile 

strips at 5-foot intervals to hold the geotextile lap in p

is placed. Replace or repair all geotextile that is torn 

616.05 Concrete Slope Paving. Construct toe wal

fabric at the center of slab. Run the welded steel w

through the joints. Lap adjacent runs of fabric by at l
574

Finish the surface with a sidewalk finish acc

552.14(c)(2). Edge the outside edges of the slab 

0.25-inch radius edging tool.

616.06 Brick, Masonry Block, or Rubble Slope 

masonry blocks, or rubble starting at the bottom of th

the foundation bed with flat faces up and the longest d

bottom of the slope.

Ram each brick, masonry block, or stone into place

exposed side in such quantities that when the adjacen

or stone is placed and rammed into position, the morta

of the surface and not protruding above the top. Make 

block joints 0.50 inches wide or less and rubble joints 

all mortar stain from the surface.

616.07 Cellular Concrete Block Slope Paving. Pla

a trench or against a suitable anchorage at the bottom 

block perpendicular to the slope and bed firmly aga

Grout to fill misaligned joints or breaks at slope chan

vidual blocks to each other.

Spread topsoil loosely over the cellular block slope pav

cell openings. When required by the contract, esta

Section 625.

616.08 Acceptance. Cellular concrete blocks, concr

sonry blocks, material for mortar, and welded steel w

ated under Subsections 106.02 and 106.03.

Mortar will be evaluated under Subsections 106.02 a

616-1 for sampling and testing requirements.

Bed course material will be evaluated under Subsecti

See Table 616-1 for sampling and testing requiremen
575

Excavation and backfill will be evaluated under Secti

Concrete will be evaluated under Section 601.

Rubble will be evaluated under Section 620.

Topsoil will be evaluated under Section 624.

Turf will be evaluated under Section 625.

Measurement

616.09 Measure slope paving by the square yard.

Measure topsoil under Section 624.

Measure turf establishment under Section 625.

Payment

616.10 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

61601 Concrete slope paving 

61602 Brick slope paving 

61603 Masonry block slope paving 

61604 Rubble slope paving 

61605 Cellular concrete block slope paving 
576

T

Samp

Material or

Product

Property or

Characteristic

Test Meth

Bed course Gradation

Liquid limit

AASHTO T 2AASHTO T 8

Mortar Making test specimens

Compressive strength (2)

AASHTO T 2AASHTO T 2

(1) Sample consists of 2 test specimens.(2) The compressive strength will be the average of two test specimens.
577

removing, resetting, and raising existing guardrail sys

(a) Guardrail systems are designated as follows:

G1 Cable guardrail

G2 W-beam (weak post)

G3 Box beam

G4 Blocked-out W beam standard barrier

G9 Blocked-out thrie beam standard barrie

MB4 Blocked-out W beam median barrier

SBTA Steel-backed timber guardrail/timber po

SBTB Steel-backed timber guardrail/timber po

CRT W-beam guardrail and no blockout

SBLG Steel-backed log rail

(b) Steel guardrail types are designated as follows:

I Zinc-coated, 1.80 ounces per square fe

II Zinc-coated, 3.60 ounces per square fe

III Painted rails

IV Corrosion resistant steel

(c) Steel guardrail classes are designated as follows

A Metal thickness - 0.105 inch

B Metal thickness - 0.135 inch

(d) Terminal section types are designated as follow

BCT Breakaway cable terminal

CRT Cable releasing terminal

MELT Modified eccentric loader terminal

G4-BAT Back slope anchor terminal
578

Box beam rail 

Concrete 

Corrosion resistant steel rail 

Galvanized steel rail 

Guardrail hardware 

Guardrail posts 

Precast anchors 

Reflector tabs 

Retroreflective sheeting type I or type II 

Steel-backed timber rail 

Welding 

Wire rope or wire cable 

Wood preservative treatment 

Construction Requiremen

617.03 Posts. When pavement is within 3 feet of 

before placing the pavement. 

Do not shorten guardrail posts unless the cut end is s

shorten posts in terminal sections.

If an impenetrable object is encountered while placing 

to provide not less than 6 inches clearance on all si

depth of 2.5 feet. Set the post in concrete to within 6 

hole. Backfill and compact the remaining 6 inches w

Drive posts into pilot holes that are punched or drilled. 

pilot hole shall not exceed the dimensions of the post b

Set posts plumb, backfill, and compact.

When longer posts are specified, do not use them in t
579

Alternate hole arrangements do not apply to posts in 

617.04 Rail Elements. Install the rail elements after 

to the guardrail is complete. Do not modify specified 

dimensions.

(a) Steel rail. Shop bend all curved guardrail wi

or less.

Erect rail elements in a smooth continuous line with 

of traffic flow. Use bolts that extend at least 0.25 in

1 inch beyond the nuts. Tighten all bolts.

Paint all scrapes on galvanized surfaces that are thr

with 2 coats of zinc-oxide paint. 

(b) Timber rail. Equally space bolts along the fron

to match the holes in the steel backing. Align timber 

and front edges of the rail. 

Field cut timber rails to produce a close fit at joints. 

coats of chromated copper arsenate.

(c) Log rail. Construct log rail according to the pla

617.05 Terminal Sections. Construct terminal se

shown. Terminal sections consist of posts, railing, ha

assembly necessary to construct the type of terminal s

Where concrete anchors are installed, construct either 

units. Do not connect the guardrail to cast-in-place an

has cured 7 days. Install end anchor cables tightly wi

Use either the steel tube anchor or the concrete ancho

the anchorage assembly for the type BCT terminal se
580

where required by the contract, reinforced concrete tra

plans.

617.07 Removing and Resetting Guardrail. Remov

guardrail, posts, and appurtenances. Remove and disp

in concrete. Replace all guardrail, posts, and hardw

moval, storage, or resetting. Backfill all holes resulti

guardrail posts and anchors with granular material ac

617.08 Raising Guardrail. Remove the e

appurtenances. Replace and reset posts as needed. 

posts, and hardware damaged during the removal and 

617.09 Acceptance. Material for guardrail will be e

tions 106.02 and 106.03.

Construction of guardrail will be evaluated under S

106.04.

Earth berm construction will be evaluated under Sect

Structural excavation will be evaluated under Section 

Welding will be evaluated under Section 555.

Concrete will be evaluated under Section 601.

Measurement

617.10 Measure guardrail, except steel-backed timb

backed log rail, by the linear foot along the face of the 

sections. Measure steel-backed timber guardrail and 

the linear foot along the face of the rail including term

transition sections from G9 rail to G4 rail as G9 rail.
581

(b) Steel-backed log rail terminal sections

(c) BCT anchorage assemblies constructed as a par

Measure removing and resetting guardrail and raising 

foot along the face of the rail including reset terminal 

Measure replacement posts (except replacement post

construction operations) used in the removing, resetti

by the each.

Measure connection to structure by the each.

Measure reinforced concrete transitions by the each.

Measure earth berms under Section 204.

Payment

617.11 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

61701 Guardrail system ____, type ___, class ___ 

61702 Terminal section type ___ 

61703 Removing and resetting guardrail 

61704 Raising guardrail 

61705 Replacement posts 

61706 Connection to structure 

61707 Reinforced concrete transition 
582

Description

618.01 This work consists of constructing and resetti

precast concrete guardwall systems.

Material

618.02 Conform to the following Section and Subsec

Concrete class A(AE) 

Guardrail hardware 

Precast concrete guardwall 

Preformed joint filler 

Reinforcing steel 

Construction Requiremen

618.03 General. Perform excavation and backfill w

618.04 Concrete Barriers. Concrete barriers may 

formed, or precast according to Section 552. Finish th

ing to Subsection 552.16(a).

(a) Cast-in-place. Hand form or saw contraction j

and 2 inches deep at 20-foot intervals. Saw as soo

concrete has set sufficiently to preclude raveling du

shrinkage cracking occurs. Decrease the depth of 

adjacent to the pavement to prevent pavement dama

Place 0.75-inch preformed joint filler in all construct

filler to fit the cross-sectional area at structures a

joints. Construct 0.25-inch wide longitudinal joints 

rier as indicated. Tool construction joint edges. S

Subsection 501.11. 
583

Make adjustments in the operation to correct any co

blemishes larger than 0.50 inches. Do not use water 

er to correct imperfections.

(c) Precast. Precast barriers in section lengths. Prep

tion so it does not vary over 0.25 inches when a 10-

along the centerline of the barrier. Align the joint

sections in an acceptable manner. Shim with a 12- 

foam pad under the end. Provide at least 12 inches o

the shim.

Use cast-in-place barrier where transitions, split b

than 10 feet require it. At each joint between precas

rier, provide hardware in the cast-in-place section to 

ting precast section.

618.05 Precast Concrete Guardwall.

(a) Fabrication. A full-size sample of the guardwa

specified location. Fabricate the guardwall to mat

color, and texture. The guardwall shall also confor

(1) Fabricate in a precast concrete production f

National Precast Concrete Association and accord

Manual of Quality Control.

(2) Formulate the facing mixes, backing mixes, 

backup to produce concrete mix designs of similar 

to minimize differences in shrinkage factors and 

expansion and contraction. Formulate using port

quartz, mica, and silicious stones in such propo

sample.

(3) Use epoxy coated reinforcing steel at location

steel is less than 2 inches from the exposed surfa
584

bond between facing and backup mixes.

(6) Provide 4 lifting inserts in unexposed areas. P

for the lifting inserts to allow for future segment 

(b) Test section. Demonstrate the ability to match th

a 10-foot, full-scale guardwall test section and deliv

of the sample for comparison. If the test section is 

conformity to the sample, fabricate another test s

above. Test sections that do not match the sample 

wall installation.

(c) Installation. After the test section is approved, 

sections to match the approved test section. Prevent 

during fabrication, handling, delivery, and installatio

damaged sections. Prepare the foundation and p

backer rods and joint sealant in the section joints to 

At 100-foot intervals and at low points in the guard

and fill them with 6 inches of aggregate conformi

no. 57.

618.06 Terminal Sections. Where barrier is being con

lanes open to traffic, connect an approved temporary 

barrier at the end of each day.

Construct permanent graded berms according to Sect

618.07 Resetting Barrier. Reset barrier and termina

Subsections 618.03 and 618.06. Store barrier sections 

when resetting cannot immediately follow removal.

618.08 Acceptance. Material for concrete barrier 

(except concrete and reinforcing steel) will be evalu

106.02 and 106.03.
585

Subsection 106.02.

Precast concrete guardwall test sections will be evalu

106.02.

Concrete will be evaluated under Section 552.

Reinforcing steel will be evaluated under Section 554

Measurement

618.09 Measure concrete barrier and precast concrete 

foot along the top of the barrier excluding terminal se

Measure terminal sections by the each.

Measure reset barrier by the linear foot in the reloca

terminal sections.

Measure earth berms under Section 204.

Payment

618.10 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

61801 Concrete barrier 

61802 Precast concrete guardwall 

61803 Terminal section (description) 

61804 Reset barrier 
586

bollard posts and removing and resetting fence.

Material

619.02 Conform to the following Sections and Subse

Barbed wire 

Chain link fence 

Concrete 

Fence gates 

Fence posts and bollards 

Grout 

Precast concrete units 

Reinforcing steel 

Temporary plastic fence 

Woven wire 

Construction Requiremen

619.03 Fences and Gates.

(a) General. Clear along the fence line. Remov

brush, logs, upturned stumps, roots of downed tre

according to Subsection 201.06. Clear a 10-foot wi

and a 3-foot width for wire fence.

Grubbing is not required except where short and 

ground contour require removal of stumps to proper

Remove or close cut stumps within the clearing lim

Perform clearing and leveling with minimum disturb

side the fence line.

Schedule the fence installation, provide temporary f

means to prevent livestock from entering the proj

ments, or adjoining properties. 
587

(1) Posts. Space posts at not more than 10-foot 

post spacing interval horizontally. Set posts ver

Set posts in concrete according to Section 601.

Where solid rock is encountered without overburd

at least 14 inches deep and drill end, corner, gate

20 inches deep in the solid rock. Make the hole w

1 inch greater than the post width or diameter. 

quired length before installation or drill the hole 

post at the required height. Set and plumb the po

grout. Thoroughly work the grout into the h

Crown the grout to drain water away from the po

Where solid rock is covered with soil or loose roc

to the plan depth or to the minimum depth into the 

above, whichever is less. When solid rock is enco

depth, grout the portion of the post in solid rock an

from the solid rock to the top of the ground with 

Provide end, gate, corner, and pull posts with a

shown on the plans. A change in the fence alig

more is considered a corner.

(2) Top rail. Install top rails through the orna

posts, forming a continuous brace from end-to-

fence. Join lengths of top rail with sleeve-type c

ten top rails to terminal posts by pressed steel fitti

means.
588

posts by ties or clamps in a manner that preve

Apply sufficient tension to avoid excess sag betw

tension wire, provide one turnbuckle or ratchet 

fence.

(4) Fence fabric. For fences placed on the rig

fabric on the post face away from the highway. 

place the fence fabric on the post face on the ou

residential fences and fences off the right-of-way

the post face designated by the CO. 

Place the fabric approximately 1 inch above the g

line between posts. Excavate high points of t

grade. Do not fill in depressions without prior ap

Stretch the fabric taut and securely fasten the fab

stretch using a motor vehicle. Use stretcher ba

fasten to end, gate, corner, and pull posts or we

fastening loops of roll-formed posts.

Fasten fabric to line posts using wire ties, metal b

method. Fasten the top and bottom edge of the 

hog rings to the top rail or tension wires, as appl

Join rolls of fabric by weaving a single strand in

to form a continuous mesh.

(5) Gates. Fasten fabric to the end bars of the 

bars and fabric bands. Fasten fabric to the top 

gate frame by tie wires similar to the method spec

by other approved standard methods.

Thoroughly clean welded connections on gate fr

coating has been burned with a wire brush. Remo

flux and loose or cracked smelter. Paint the clean

of zinc-oxide paint.
589

Hinge each single gate to prevent removal of the 

the gate in an approximately horizontal plane. S

freely inward and outward and fastens securely 

the case of double gates, in its latch holder and 

gates on their respective hinge pintles to provid

plane in which each single gate swings. Set gate

90 degrees in each direction.

(c) Wire fences and gates.

(1) Posts. Excavate holes for posts, footings, 

Space posts at intervals shown for the type of fenc

sure post spacing interval parallel to the existing 

in a vertical position. Backfill post holes in 6-inc

pact each lift.

Wood posts may be driven in place if the meth

damage the post. Metal posts may be driven. Set 

and pull posts in concrete.

Where solid rock is encountered without overbur

at least 14 inches deep and end, corner, gate, an

inches deep in the solid rock. Make the hole wi

1 inch greater than the post width or diameter. 

quired length before installation or drill the hole 

post at the required height. Set and plumb the po

grout. Thoroughly work the grout into the h

Crown the grout to drain water away from the p

this manner do not require anchor plates and con

Where solid rock is covered with soil or loose roc

to the plan depth or to the minimum depth into the 

above, whichever is less. When the depth of ove

12 inches, use an anchor plate on steel line posts 

corner, gate, and pull posts with concrete from the 

ground. When the depth of overburden is
590

new fence joins an existing fence, set end or cor

and attach in a manner satisfactory to the CO.

(2) Braces. Limit fence runs to no more than 65

corner braces, gate braces, end braces, or line bra

at uniform intervals so the distance between any 

or less. Construct braces before placing the fen

posts.

(a) Metal braces. Provide corner posts and pul

one each direction from the post in the main f

posts and gate posts with one brace in the lin

metal braces to the metal end, corner, pull, an

concrete as shown.

(b) Wood braces. Tap the posts to receive t

brace to the post with three 16d nails or a 0.4- b

brace wires as shown and twist together unti

taut and firm. Lightly notch the posts to p

Drive three staples at each notch to secure wi

(3) Barbed wire and woven wire. Place barbe

on the post face away from the highway. On curv

barbed wire and the woven wire on the post fac

curve. Tightly stretch and fasten barbed wire 

posts.

Apply tension according to the manufacturer's re

mechanical stretcher or other device designed 

distribute the pull over the longitudinal wires in 

more than 50 percent of the original depth of th

moved. Do not use a motor vehicle to stretch th
591

the other wire for not less than six complete turn

(4) Fastening barbed wire and woven wire. Te

and barbed wire at each end, corner, gate, and pu

of barbed wire and each longitudinal wire of the 

post and then itself with at least four turns. Whe

staple the wires tightly to the posts.

At line posts, fasten the woven wire to the post a

intermediate points not exceeding 12 inches apar

barbed wire to each line post. Use wire ties or cla

to metal posts. Securely splice tie wires to the fen

post so there are two loops behind the post and 

wood line posts, drive U-shaped staples diagonall

so that both points do not enter between the sam

where wire uplift occurs, drive staples with poin

level ground and over knolls, slope the points sli

the staples just short of actual contact with the wi

tudinal movement of those lines and to prevent d

coating.

At grade depressions, alignment angles, and other 

es tending to pull posts from the ground or out o

snub or guy the wire fence. Attach the guy wire t

wire and to the top and bottom wires of woven w

tain the entire fence in its normal shape. Attach 

man anchor buried not less than 24 inches in 

approved anchor at a point that will best serve 

wire fence. If necessary to guy the fence in solid r

in a hole 2 inches in diameter and 10 inches deep

fastened to posts. Place the deadman anchors at 

Where required, install vertical cinch stays as sh

permit weaving into the horizontal fence wires to 

Weave barbed wires and the top, middle, and bo

wire, as applicable, into the cinch stay.
592

line.

(5) Gate installation.

(a) Wire gates. Construct wire gates of the sam

and as shown. Provide a taut and well-aligned 

capable of being readily opened and closed b

(b) Metal gates. Install metal gates and fitting

ly set. Firmly attach the fittings to the posts 

single gate to prevent removal of the gate wit

in an approximately horizontal plane. Set the 

inward and outward and fastens securely in it

case of double gates, in its latch holder and 

gates and their respective pintles to provide 

plane in which each single gate swings. Set 

least 90 degrees in each direction.

For double gates, provide a drop-bar locking 

footing 12 inches in diameter and 12 inches d

the footing and make a hole to receive the l

diameter and depth of the hole in the footi

manufacturer of the locking device.

(c) Wood gates. Install wood gates similar 

shown.

619.04 Grounding Fences. Where an electric line 

ground the fence. Drive an 8-foot long, 0.50-inch mi

nized or copper coated steel rod into the ground under t

the point of crossing. Drive the rod vertically until th

the ground surface. Connect the grounding rod to eac

0.2-inch diameter solid copper conductor or equiva

connections or fasten with noncorrosive clamps.
593

Where vertical penetration of the grounding rod canno

an equivalent horizontal grounding system.

619.05 Remove and Reset Fence. Remove existing 

proximately the same condition as the original fence. 

existing fence and incorporate the material into the re

are set in concrete, remove concrete from old post and 

place fence material damaged beyond reuse. Firmly re

ment. Space posts and attach the horizontal member

same as the original fence. Furnish and use new mat

or wires to posts.

619.06 Temporary Fence. When necessary, constr

keep livestock and traffic off the road being construct

intended to remain in place only during the constructio

the fence is directed to be removed. 

Construct a temporary fence of a type that provides an 

the type of livestock to be confined.

619.07 Cattle Guards.

(a) Excavating and backfilling. Perform the work d

209. Excavate foundation to depth with sufficient 

lation of formwork. 

When the cattle guard is to be installed on new emb

compact the embankment according to Section 204 

footing.

(b) Concrete foundation. Construct concrete fo

Section 601. Concrete units may be cast-in-place o

Finish stringer bearings to allow full bearing under e

guard shall rest on the concrete without rocking.
594

to ANSI/AASHTO/AWS D1.5.

Standard manufactured cattle guards may be used if a

provide for AASHTO loading M-18. Suitable clean

Prepare and submit drawings according to Subsecti

of the drawings covers the requirements for strength 

ponsibility is assumed for errors in dimensions.

(d) Painting. All metal parts shall receive one sho

coats are required and may be applied in the shop o

cording to Section 563.

619.08 Bollards. Drill holes for bollards. Set pos

approved material, and compact.

619.09 Acceptance. Material for fences, gates, catt

will be evaluated under Subsections 106.02 and 106.0

Construction and erection of fences, gates, cattle guar

evaluated under Subsections 106.02 and 106.04.

Excavation and backfill for cattle guards will be evalu

Structural steel work for cattle guards will be evaluat

Painting of cattle guards will be evaluated under Sect

Concrete work for cattle guards will be evaluated und

Measurement

619.10 Measure fence and remove and reset fence by 

top of the fence.

Measure gates, cattle guards, brace panels, and bollar
595

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

61901 Fence (description) 

61902 Gate (description) 

61903 Cattle guard, ___ foot 

61904 Brace panel 

61905 Bollard post 

61906 Remove and reset fence 
596

structures and the stone masonry portions of composi

Masonry class is designated according to Subsection 

(a) Dimensioned masonry. Stones are cut in two o

laid in a broken-course pattern in cement mortar.

(b) Class A masonry. Stones are shaped, dressed to 

true line, and laid in cement mortar.

(c) Class B masonry. Stones are shaped, dressed to 

true line, and laid in cement mortar.

(d) Cement rubble masonry. Stones vary in size 

dressed, and laid in random courses in cement mort

Finish for exposed faces is designated according to S

Material

620.02 Conform to the following Section and Subsec

Concrete 

Mortar 

Rock for masonry structures 

Construction Requiremen

620.03 General. Furnish stone that matches the nati

Submit stone samples representing the range of colors 

the project to the CO 14 days before beginning work

Keep an adequate inventory of the stone on the site to p

of stones for the masons. When additional stone is ad

with the existing stone in a uniform pattern and color
597

620.04 Placing Stone. Place stone to provide a uni

Do not place stone in freezing weather. Clean all 

moisten immediately before placing. Clean and mois

Spread the mortar. The thicknesses of beds and joint

shown in Table 620-1. Ring stone joints on the faces 

than 0.25 inches or more than 1.50 inches thick. Ho

each course of uniform thickness throughout.

Construct joints in dimensioned masonry vertical. In a

may be at angles with the vertical from 0 to 45 degree

Level the cross beds for vertical walls. Beds for batter

level to normal to the batter line of the face of the wa

Lay the stones with the longest face horizontal and th

to the masonry face. Flush the joints with mortar.

Do not jar or displace the stones already set. If a sto

mortar has taken initial set, remove it, clean off the mo

with fresh mortar.

Table 620-1

Masonry Bed and Joint Thickne

Class Beds - inches Jo

Rubble 0.50 - 2.50 

Class B 0.50 - 2.00 

Class A 0.50 - 2.00 

Dimensioned 0.38 - 1.00 
598

and beds to the required depth. Where weather joint

rake the joints. Do not leave the mortar flush with th

Clean all face stone of mortar stains while the mortar is 

sets, clean again using wire brushes and acid. Protect 

or dry weather and keep it wet for at least 3 days after 

620.06 Constructing Walls. Construct an L-shaped 

not less than 5 feet high and 8 feet long, showing exa

wall, method of turning corners, and method of form

struct masonry other than the foundation masonry b

proved.

Set face stones in random bond to produce the effect 

to correspond with the approved sample section. Do 

unbroken line through more than 5 stones and joint

stones. Bond each face stone with all contiguous face 

longitudinally and 2 inches vertically. Do not constru

four stones are adjacent to each other.

Do not bunch small stones or stones of the same siz

general, the stones decrease in size from the bottom t

large stones for the bottom courses and large, selecte

(a) Headers. Where required, distribute headers un

walls of structures to form at least 20 percent of the 

(b) Backing. Construct the backing out of large ston

stones composing the backing and heart with the sto

with each other. Fill all openings and interstices in 

with mortar or with spalls surrounded completely b
599

an integral part of the wall. Pitch the tops of the top 

in both vertical and horizontal planes.

(d) Parapet walls. Use selected stones, squared and 

heads dressed in the ends of parapet walls and in 

corners. Interlock headers with as many headers as 

tirely through the wall. Interlock both the headers 

faces of the wall. The headers and stretchers shall c

whole volume of the wall. Completely fill all inte

mortar.

(e) Weep holes. Provide weep holes for all walls 

weep holes at the lowest points where free outlets ca

them no more than 10 feet center to center.

620.07 Facing for Concrete.

(a) Stone placed before concrete. Make the back 

to improve the bond to the concrete backing.

Use No. 4 reinforcing steel bent into an elongated 

stone. Embed each anchor in a mortar bed to within 

of the stones. Project the other end ±10 inches int

Space the anchors 2 feet apart both horizontally and 

After the mortar has attained sufficient strength, c

surface of all dirt, loose material, and mortar drippin

before placing the concrete using a high-pressure w

When placing the concrete, carry a neat cement gro

cream on top of the concrete and against the mason

interstices in the back of the masonry with grout.
600

concrete. 

Where setting the stone facing, fit the metal anchors 

average vertical spacing of 24 inches. Bend at lea

chors at a short right angle to engage a recess cut in 

anchors to within 3 inches of the exposed face of th

Where the shape of the concrete face is unsuitable fo

use 0.148-inch galvanized iron wire ties at a rate of 

feet of exposed surface. Install ties after the concret

Keep the concrete face continuously wet for 2 hour

of the stone and fill spaces between the stones and 

620.08 Constructing Arches. Prepare and submit 

according to Section 562. Stratify arch ring stones pa

and stratify other stones parallel to the beds.

Lay out a full-size template of the arch ring near the q

dimensions of each ring stone and thickness of joints

fore the shaping of any ring stone is started and pla

structure until all ring stones have been shaped and d

Construct arch centering according to the approved dra

wedges for adjusting the elevation of the forms.

Set arch ring stones to the exact position and hold in 

wedges until the joints are packed with mortar. When 

tering with approved jacks to correct settlement aft

begins. Lower the centering gradually and symmetrica

in the arch. Make the arch self-supporting before t

placed. 
601

620.09 Guardwall. Use cement rubble masonry. 

guardwall may be cast-in-place or precast units acc

except the concrete shall have a minimum 28-day c

3,500 pounds per square inch.

Construct a 25-foot sample section of guardwall. Do n

guardwall before the sample is approved.

Construct the guardwall true and uniform along its le

jecting more than 1.5 inches beyond the neat line. 

joints according to Table 620-1. Rake the joints an

inches on the front and top sides and to 1.5 inches on 

Use a one-piece capstone for the full width of the gu

percent of the total length. Use a two-piece capstone 

inches of the guardwall center for the remaining leng

Place all stones, including the capstones, randomly t

stones to reflect the width of the expansion joints. D

mortar edge at the expansion joint. Use various size s

corners of the guardwall.

620.10 Acceptance. Material for mortar will be ev

tions 106.02 and 106.03. Mortar will be evaluated un

and 106.04. See Table 620-2 for sampling and testin

Rock for masonry structures will be evaluated under S

106.04.

Construction or rehabilitation stone masonry structures 

Subsections 106.02 and 106.04.

Excavation and backfill will be evaluated under Secti

Concrete will be evaluated under Section 601.
602

Measure stone masonry guardwall by the linear foot al

wall including terminal sections. 

Measure, remove and reset stone masonry by the cub

after resetting.

Measure repoint stone masonry by the linear foot of j

Payment

620.12 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

62001 (Class) masonry, ___ finish 

62002 Stone masonry guardwall 

62003 Remove and reset stone masonry 

62004 Repoint stone masonry 
603

T

Samp

Material or

Product

Property or

Characteristic

Test Meth

Mortar Making test specimens

Compressive strength (2)

AA

(1) Sample consists of two test specimens.(2) The compressive strength will be the average of two test specimens.
604

tenance markers, and similar monuments or posts.

Material

621.02 Conform to the following Sections and Subse

Concrete 

Paint 

Reflectors 

Reinforcing steel 

Treated structural timber and lumber 

Untreated structural timber and lumber 

Construction Requiremen

621.03 Monuments and Markers. Locate perman

Section 152. Perform excavation and backfill work u

each monument and marker vertically at the required 

Monuments may be cast-in-place or precast according t

and compact around the monument or marker to ensur

place.

621.04 Acceptance. Material (except concrete and pa

markers will be evaluated under Subsections 106.02 a

Construction of monuments and markers will be evalu

106.02 and 106.04.

Location of permanent points will be evaluated under 

Structural excavation and backfill will be evaluated u

Concrete will be evaluated under Section 601.

Paint will be evaluated under Section 563.
605

Payment

621.06 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

62101 Monument 

62102 Marker 
606

struction work ordered by the CO and not otherwise 

contract.

Construction Requiremen

622.02 Rental Equipment. The CO will order in w

for use on the project. Submit the model number and 

piece of equipment before use. Make equipment avai

approval before use.

Furnish and operate equipment with such auxiliary atta

are usually needed for efficient operation of the 

equipment in good repair and capable of operating 90 

time.

Obtain approval of the length of workday and work

work. Keep daily records of the number of unit-hour

the records along with certified copies of the payroll.

622.03 Acceptance. Rental equipment work will b

section 106.02.

Measurement

622.04 Measure rental equipment by the hour of prod

by the CO and furnished. Round portions of an hour u

Measure time in excess of 40 hours per week at the s

hours. Measure time for moving equipment between 

not measure nonoperable equipment or equipment d

piece of nonoperable equipment.
607

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

62201 (Type and size of equipment) 
608

tion work ordered by the CO and not otherwise prov

tract.

Construction Requiremen

623.02 Workers and Equipment. Furnish compet

priate hand tools for the work.

Obtain approval of the length of workday and work

work. Keep daily records of the number of hours work

along with certified copies of the payroll.

623.03 Acceptance. General labor work will be eval

106.02.

Measurement

623.04 Measure general labor by the hour as order

nished. Round portions of an hour up to the next half 

excess of 40 hours per week at the same rate as the 

measure time for workers' transportation.

Payment

623.05 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

62301 General labor 
609

served topsoil.

Material

624.02 Conform to the following Subsections:

Topsoil (furnished) 

Topsoil (conserved) 

Construction Requiremen

624.03 Preparing Areas. Shape all slopes and distur

with topsoil. Disk or scarify slopes 3:1 or flatter to a 

624.04 Placing Topsoil. Provide at least 7 days no

topsoil placement. Do not place topsoil when the grou

excessively wet, or otherwise in a condition detrimen

conserved topsoil before furnishing topsoil. Keep the 

during hauling and spreading operations.

Spread topsoil to a depth which, after settlement, w

depth. Break clods and lumps with harrows, disks, or o

ment to provide a uniform textured soil. Remove an

will not break down, stones larger than 2 inches, stump

according to Subsection 203.05.

Compact the topsoil after placement using a cleated ro

other similar equipment that will form longitudinal 

inches deep perpendicular to the natural flow of wate

624.05 Acceptance. Material for topsoil (furnished) 

Subsections 106.02 and 106.03. 

Material for topsoil (conserved) will be evaluated un
610

624.06 Measure furnishing and placing topsoil, and pl

by the cubic yard in the hauling vehicle, by the acre on 

by the square yard.

Payment

624.07 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

62401 Furnishing and placing topsoil, 

___ inch depth

62402 Furnishing and placing topsoil, 

___ inch depth

62403 Furnishing and placing topsoil 

62404 Placing conserved topsoil, ___ inch depth 

62405 Placing conserved topsoil, ___ inch depth 

62406 Placing conserved topsoil 
611

and mulching.

Seeding and mulching methods are designated as dry 

Material

625.02 Conform to the following Subsections:

Agricultural limestone 

Fertilizer 

Mulch 

Seed 

Stabilizing emulsion tackifiers 

Water 

Construction Requiremen

625.03 Turf Establishment Seasons. Establish 

growing season. Do not seed during windy weather or 

cessively wet, frozen, or otherwise untillable.

625.04 Preparing Seedbed. Grade the seeding area 

move all weeds, sticks, stones 2 inches in diameter and 

detrimental to application, growth, or maintenance of 

If required by the contract, apply limestone and grubp

Cultivate the seeding area to a minimum depth of 4 in

sonably firm but friable seedbed. Do not cultivate ag

that were previously dry seeded under Section 305.

625.05 Watering. Moisten seeding areas before se

moisture until 10 days after germination.
612

(b) Hydraulic method. Add fertilizer to the slurry 

seed. Apply the seed and fertilizer in one applicati

625.07 Seeding. Apply seed by the following metho

(a) Dry method. Apply the seed with approved 

drills, or other mechanical equipment. Hand-operat

satisfactory on areas inaccessible to mechanical equip

the seedbed within 24 hours after seeding.

(b) Hydraulic method. Use hydro-type equipment 

uniform application using water as the carrying agen

consisting of either wood or grass cellulose fiber m

the seed to the water slurry no more than 30 minu

Seed by hand areas inaccessible to seeding equipm

625.08 Mulching. Apply mulch within 48 hours after 

ing methods:

(a) Dry method. Spread all mulch material, excep

lose fibers, by a mulch spreader utilizing forced air t

rial onto the seeded area. Anchor the mulch mat

stabilizing emulsion tackifier or approved mechanic

or deface structures, pavements, utilities, or plant g

(b) Hydraulic method. Use hydro-type equipment 

uniform application. Apply when no rainfall is ant

Apply wood or grass cellulose fiber mulch following 

and fertilizer with hydro-type equipment according to 

Apply bonded fiber matrix hydramulch at a minimu

per acre. Apply so no hole in the matrix is greater th

so that no gaps exist between the matrix and the soi
613

all damage to seeded areas by reseeding, refertilizing, 

supplemental applications of seed, mulch, fertilizer, 

trate.

625.10 Acceptance. Seed will be evaluated unde

106.03, and 713.04. Mulch, fertilizer, and other turf 

will be evaluated under Subsections 106.02 and 106.0

Turf establishment work will be evaluated under S

106.04.

Measurement

625.11 Measure seeding and mulching by the acre on 

the square yard, or by the slurry unit. A slurry unit co

1,000 gallons of water plus the specified turf establi

slurry units contain the material to cover one acre.

Measure fertilizer, dry method by the ton.

Measure water to establish and maintain germination 

hauling vehicle or by metering.

Measure turf establishment by the acre on the ground 

Measure supplemental applications of seed, mulch, f

acre on the ground surface, by the ton, or by the poun

Payment

625.12 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.
614

62501 Seeding, _________ method 

62502 Seeding, _________ method 

62503 Seeding, hydraulic method 

62504 Mulching, __________ method 

62505 Mulching, __________ method 

62506 Mulching, hydraulic method 

62507 Fertilizer, dry method 

62508 Water 

62509 Turf establishment 

62510 Description supplemental application 

62511 Description supplemental application 

62512 Description supplemental application 
615

626.01 This work consists of furnishing and planti

groundcovers, and other plants.

Material

626.02 Conform to the following Subsections:

Fertilizer 

Miscellaneous planting material 

Mulch 

Plant material 

Topsoil 

Water 

Construction Requiremen

626.03 General. Do not plant in frozen ground, 

ground, or when the soil is in an unsatisfactory condi

Furnish stock with a fibrous, cohesive root system. Do 

grown stock that is pot-bound, that has a top system ou

to the size of the container, or that has roots growing 

626.04 Inspecting and Delivering. Notify the CO 30 

delivery of material to permit the CO the opportunity 

source. Submit commercial certifications and compl

concerning the source of supply for all plant material 

delivery of plants to the project.

626.05 Protection and Temporary Storage. Keep 

and protected (covered) in transit, in temporary stor

awaiting planting. Protect plants delivered but not sc

planting as follows:
616

other suitable material and keep moist.

Install all plant material received on site within 30 da

626.06 Excavation for Plant Pits and Beds. Remov

and other unsuitable material from the planting site. 

follows:

(a) Width of excavation.

(1) For root spread or ball diameters up to 4 feet

outline to the root spread plus 2 feet.

(2) For root spreads or ball diameters over 4 feet

root spread.

(b) Depth of excavation. Dig the pits to a depth tha

6 inches of backfill under the roots or balls or dig t

depths, whichever is deeper:

(1) Deciduous trees.

(a) Under 1.5 inch caliper. 2 feet deep

(b) Over 1.5 inch caliper. 3 feet deep

(2) Deciduous and evergreen shrubs.

(a) Under 2 feet height. 1 foot deep

(b) Over 2 feet height. 2 feet deep

(3) Evergreen trees.

(a) Under 5 feet height. 8 inches plus ball hei

(b) Over 5 feet height. 12 inches plus ball hei

(4) Vines and groundcovers. Double the size o
617

the CO. Plants not meeting specifications, arriving on 

condition, or showing sign of improper handling will b

remove and dispose of all rejected plants off site and 

nursery stock.

Prepare a backfill mixture of 4 parts topsoil, loam, or 

peat moss. Place backfill mixture in the bottom of the 

approximately plumb and at the same level or slightly 

which they were grown in the nursery or collected in 

follows:

(a) Bare root stock. Place bare rooted plants in th

with the roots properly spread in a natural position. 

roots back to sound root growth. Work backfill mixt

roots and tamp. 

(b) Balled and burlapped stock. Handle and m

Place balled and burlapped plants in the prepared 

mixture. Backfill around the plant ball to half the d

and thoroughly water. Cut the burlap and remove i

the ball or loosen the burlap and fold it back. If wire 

wire from the upper half of the basket. Backfill the 

with backfill mixture.

(c) Container-grown stock. Remove the contain

Place plants in the prepared pits on tamped backfil

remainder of the plant with backfill mixture and tam

626.08 Fertilizing. Fertilize using either of the follo

(a) Mix the fertilizer with the backfill mixture when 

(b) Spread the fertilizer uniformly around the pit are

over shrub beds. Cultivate the fertilizer into the top 

mixture.
618

Water plants during and immediately after planting an

establishment period. Saturate the soil around each p

626.10 Guying and Staking. When guying and st

deciduous trees just below the first lateral branch and g

way up the height of the tree. Do not leave the guys 

more than one growing season.

626.11 Pruning. Prune before or immediately after p

natural character of each plant. Use experienced pe

pruning. Use accepted horticultural practice. Paint cu

diameter with tree wound dressing.

626.12 Mulching. Place mulch within 24 hours after 

material over all pit or water basin areas of individu

over the entire shrub bed. If wood fiber is used, apply 

8 pounds per cubic yard to the mulch material.

626.13 Plant Establishment Period. The plant es

one-year period beginning at the completion of the pro

sary means to preserve the plants in a healthy growin

plant establishment period. Care during the establis

watering, cultivating, pruning, repairing, adjusting gu

trolling insects and disease.

626.14 Acceptance. Plant material (including plant

topsoil) will be evaluated under Subsections 106.02 a

Planting of trees, shrubs, vines, groundcovers and oth

ated under Subsections 106.02 and 106.04 and as fol

An inspection of the plant material will be made about 

of the plant establishment period to identify all dead, d

for removal and replacement. During the following p

and replace all identified plants according to this Sect

of all plant material within 15 days after completion o

ing will be the basis for final acceptance.
619

Payment

626.16 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Partial payments for plants will be made as follows:

(a) 75 percent of the bid price will be paid followin

(b) The remaining 25 percent of the bid price will 

inspection.

Payment will be made under:

Pay Item 

62601 (Plant name) , (size) 
620

turf-forming grasses.

Sod placement is designated as solid, strip, or spot a

627.06.

Material

627.02 Conform to the following Subsections:

Agricultural limestone 

Fertilizer 

Pegs for sod 

Sod 

Water 

Construction Requiremen

627.03 General. Move and lay sod during dry weath

ground.

627.04 Inspecting and Delivering. Provide at lea

cutting sod. The CO will approve the sod in its origi

ting. Do not deliver sod until the soil is prepared.

627.05 Preparing the Soil. Clear and grade the area t

disk, harrow, or otherwise loosen the grade to a depth o

Remove stones larger than 2 inches in any diameter, s

debris that might interfere with the proper placement 

Topsoil according to Section 624.

Apply fertilizer and agricultural limestone uniformly 

Mechanical spreaders or blower equipment may be use

izer and limestone into the soil to a depth of 4 inches

Moisten the prepared soil.
621

(a) Solid sod. Place sod perpendicular to drainage f

solid sod edge to edge with staggered joints. Plug o

openings with acceptable loamy seeded topsoil. Ro

nate air pockets and provide an even surface. On sl

in channels, peg sod on centers after rolling or tam

with the sod bed surface.

(b) Strip sod. Lay strip sod in shallow trenches in pa

or tamp until the surface of the sod is level with or b

Seed the soil between the strips of sod according to 

drag the seeded areas to cover the seed.

(c) Spot sod. Place sod blocks. Roll or tamp the b

the sod surfaces are slightly below the surrounding 

Blend final grades with existing adjacent areas. Leav

able and free from abrupt changes in slope.

627.07 Maintaining Sodded Areas. Water sod w

moist. Avoid erosion when watering.

Erect warning signs and barriers to protect newly sodd

wheeled vehicles on newly sodded areas.

Mow sodded areas and repair or replace sodded areas 

to show a uniform growth of grass. Maintain sodde

nonliving sod until final acceptance of the project. 

627.08 Acceptance. Material (including lime and fer

be evaluated under Subsections 106.02 and 106.03.

Sod placement will be evaluated under Subsections 1

Topsoil will be evaluated under Section 624.
622

Measure topsoil under Section 624.

Measure water and seeding under Section 625.

Payment

627.10 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

is shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

Payment will be made under:

Pay Item 

62701 ___________ sod 
623

Sprigging is designated as broadcast, row, or spot a

628.06.

Material

628.02 Conform to the following Subsections:

Agricultural limestone 

Fertilizer 

Mulch 

Sprigs 

Water 

Construction Requiremen

628.03 General. Do not sprig during windy weather 

dry, excessively wet, frozen, or otherwise untillable. 

628.04 Harvesting Sprigs. Provide at least 5 days n

sprigs. Before harvesting, mow grass and weeds to a h

and remove all clippings. 

Loosen sprigs by cross-disking, shallow plowing, or oth

Gather the sprigs in small piles or windrows, water, and 

ing. Dispose of sprigs that freeze or dry out.

628.05 Preparing the Soil. Prepare the soil accordin

628.06 Planting Sprigs. Plant the sprigs within 24 

(a) Broadcast sprigging. Broadcast sprigs by hand 

in a uniform layer over the prepared surface with spa

to exceed 6 inches. Force the sprigs into the soil to 

with a straight spade, a disk harrow, or other eq
624

(c) Spot sprigging. Spot sprig according to (b) abo

of planting in a continuous row, group 4 or more sp

the rows.

After planting, clear the surface of stones larger than 1 

and other litter brought to the surface during sprigg

sprigged area within 24 hours. Do not compact when 

picked up by the equipment. Do not compact clayey 

When mulch is required by the contract, cover the sp

within 24 hours according to Section 625.

628.07 Maintaining Sprigged Areas. Keep the sprig

carefully to avoid erosion.

Erect warning signs and barriers to protect newly sprig

resprig all areas damaged.

628.08 Acceptance. Material (including lime and fer

be evaluated under Subsections 106.02 and 106.03.

Planting living grass plants will be evaluated under S

Preparing of soil will be evaluated under Section 627

Mulch will be evaluated under Section 625.

Measurement

628.09 Measure sprigging by the acre on the ground s

yard.

Measure topsoil under Section 624.

Measure water under Section 625.
625

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

62801 ___________ sprigging 

62802 ___________ sprigging 
626

629.01 This work consists of constructing erosion con

protection, and stabilization. This includes installing m

confinement systems.

Erosion control mats are designated as follows:

Type 1 Straw mats, burlap fabric, jute mesh, an

mesh netting

Type 2 Straw and coconut mats, excelsior blanket

Type 3 Coconut mat

Type 4 Synthetic erosion control mats and meshes

Type 5 Turf reinforcement mats

Material

629.02 Conform to the following Sections and Subse

Erosion control mats 

Emulsified asphalt 

Cellular confinement systems 

Roving 

Topsoil 

Turf establishment 

Construction Requiremen

629.03 Erosion Control Mats (Types 1, 2, 3, 4, a

control mats according to the manufacturer's recomm

Install erosion control mats to soil surfaces which ar

firm, and free of rocks or other obstructions. Sprea

evenly and smoothly, without stretching, to ensure dir

at all points. Unroll erosion control mats parallel to t

tion. Lap edges as recommended by the manufacturer

in a 6-inch vertical slot. Backfill the slot and compac
627

ples flush with the soil surface.

Repair damaged areas immediately. Restore the so

finished grade, refertilize, and reseed.

(a) Synthetic erosion control mats and meshes (ty

tion 625 (Turf Establishment) is in place.

(b) Turf reinforcement mats (type 5). Install be

Establishment) is in place. After seeding, lightly 

inches of topsoil into the mat voids to fill the mat t

629.04 Roving. Furnish a pneumatic ejector capable 

rate of 2 pounds per minute. Furnish an air compress

40 cubic feet per minute at 90±10 pounds per square 

hoses necessary for supplying air to areas not access

Furnish an asphalt distributor with necessary hoses a

slopes and other areas not accessible to the distributo

(a) Fiber glass roving. Spread fiber glass roving 

0.30±0.05 pounds per square yard to form a random 

fibers.

(b) Polypropylene roving. Spread polypropylene 

rate of 0.15±0.05 pounds per square yard to form a r

ous polypropylene fibers.

Anchor the roving to the ground with a slow setting em

uniformly at a rate of 0.30±0.05 gallons per square yar

upslope end of the roving 12 inches deep.

629.05 Cellular Confinement System. Excavate to 

confinement system, and smooth and compact the slop

system flush or lower than the adjacent slope. Expan

slope. Connect adjacent geocell sections with hog ring

cell.
628

629.05 Acceptance. Material (including mats, rovin

ment systems) for erosion control, ditch and slope prot

will be evaluated under Subsections 106.02 and 106.0

Installation of erosion control mats, roving, and cellul

will be evaluated under Subsections 106.02 and 106.0

Topsoil will be evaluated under Section 624.

Turf establishment will be evaluated under Section 62

Measurement

629.07 Measure erosion control mats, roving, and ce

tems by the square yard excluding overlaps.

Measure topsoil under Section 624.

Measure turf establishment under Section 625.

Payment

629.08 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

62901 Erosion control mat type ____ 

62902 Roving 

62903 Cellular confinement system 
629

Sections 630, 631, and 632 Re
630

supports, delineators, and object markers, and removi

nent traffic control devices.

Sign panels are designated as plywood, aluminum, ste

reinforced plastic.

Sign retroreflective sheeting type is designated ac

718.01.

Posts are designated as wood, aluminum, or steel.

Material

633.02 Conform to the MUTCD and the fo

Subsections:

Aluminum panels 

Concrete 

Delineator and object marker retroreflectors 

Extruded aluminum panels 

Fiberglass reinforced plastic panels 

Hardware 

Insulating material 

Letters, numerals, arrows, symbols, and borders 

Object marker and delineator posts 

Plastic panels 

Plywood panels 

Retroreflective sheeting 

Signposts 

Steel panels 

Construction Requiremen

633.03 General. Furnish traffic control devices acc

and Standard Highway Signs published by FHWA. 

approval before ordering.
631

holes. Replace all posts damaged by driving. Erec

backfill, and compact.

Construct concrete footings according to Section 601. 

backfill work under Section 209.

633.05 Panels. Use type I, II, III, or IV retroreflect

L-1 letters, numerals, arrows, symbols, and borders. 

shape and drill or punch all holes. Make panels flat an

dents, cockles, burrs, and other defects. 

Clean and degrease the face of metal panels using me

the retroreflective sheeting manufacturer. Abrade, clea

of the plywood panels using methods recommended 

sheeting manufacturer. Treat the edges of the plywood 

edge sealant. Apply the retroreflective sheeting mater

age sign panels in protective material and transport the

Mount sign panels with the legend horizontal. Where 

limit the gap between adjacent panels to 0.06 inches. T

(mirror reflection), turn the sign panel 3 degrees awa

direction of travel.

Place insulating material to prevent contact between al

rial. Use oversized bolt heads and neoprene or nylon 

plastic sign panels.

Do not field drill holes in any part of the panel. Use an

possible. Paint all bolt heads, screw heads, and wash

the sign face. Match the color of the paint to the colo

message area at the point where the fitting is exposed

If a sign message is not applicable, completely cover t

an opaque material. Maintain the covering in good con

becomes applicable. Do not use adhesive tape on the 
632

633.07 Removing and Resetting Permanent Tra

Remove and store the existing signs, delineators, and o

all devices, posts, and hardware damaged during remov

633.08 Acceptance. Material (including signs panel

ing, supports, delineators, object markers, and hardw

devices will be evaluated under Subsections 106.02 a

Installation of traffic control devices will be evalua

106.02 and 106.04.

Excavation and backfill will be evaluated under Secti

Concrete will be evaluated under Section 601.

Measurement

633.09 Measure sign installations by the each or by 

face sign panel as follows: 

(a) When an installation is measured by the each, m

as one sign regardless of the number of sign 

installation.

(b) When an installation is measured by the square f

nal dimensions of all the sign panels in the installat

(c) A sign installation includes the support.

Measure signs by the each or by the square foot of 

Measure each sign in a multiple configuration.

Measure posts by the linear foot.
633

final position as described in (a) above.

Payment

633.10 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

63301 Sign installation 

63302 Sign installation 

63303 Signs, ________ panels, type ___ sheeting 

63304 Signs, ________ panels, type ___ sheeting 

63305 Posts, ________ 

63306 Object markers (description) 

63307 Delineators (description) 

63308 Removing and resetting (description) 
634

raised pavement markers on the completed pavement

Pavement markings are designated as follows:

Type A Conventional traffic paint with type 1 glas

Type B Waterborne traffic paint with type 1 glass 

Type C Waterborne traffic paint with type 3 glass 

Type D Epoxy markings with type 1 glass beads

Type E Epoxy markings with type 1 and type 4 gl

Type F Polyester markings with type 1 glass bead

Type G Polyester markings with type 1 and type 4 

Type H Thermoplastic markings with type 1 glass 

Type I Thermoplastic markings with type 1 and ty

Type J Preformed plastic markings

Type K Nonreflectorized markings

Material

634.02 Conform to the MUTCD and the following S

Conventional traffic paint 

Epoxy markings 

Epoxy resin adhesives 

Glass beads 

Polyester markings 

Preformed plastic markings 

Raised pavement markers 

Thermoplastic markings 

Waterborne traffic paint 
635

edge stripes, etc.) before any pavement work. Upon 

surface course, establish line limits for the new pavem

marking. Establish markings according to the MUTC

Remove loose particles, dirt, tar, grease, and other de

the surface to be marked. Where markings are plac

concrete pavement less than 1 year old, clean the pave

curing compounds. Remove temporary pavement m

permanent pavement markings are applied. Apply m

surface according to the MUTCD. 

At least 7 days before applying pavement markings, fu

the marking manufacturer's recommendations for use

may be required to verify the adequacy of recommend

Ship marking material in appropriate containers plain

lowing information as appropriate for the material be

(a) Manufacturer's name and address

(b) Name of product

(c) Lot/batch numbers

(d) Color

(e) Net mass and volume of contents

(f) Date of manufacture

(g) Date of expiration

(h) Statement of contents (if mixing of components 

(i) Mixing proportions and instructions

(j) Safety information

Apply pavement markings in the direction of traffic 

facturer's recommendations. Apply all markings to p

form, and workmanlike appearance by day and night. 
636

Protect marked areas from traffic until the markings a

condition. Remove all tracking marks, spilled markin

unauthorized areas, and defective markings.

634.04 Conventional Traffic Paint (Type A). App

ment and air temperatures are above 40 bF. Spray pa

wet film thickness before glass beads or at a rate of 107 

Immediately apply type 1 glass beads on the paint a

pounds per gallon of paint.

On new asphalt pavements or new asphalt surface treat

Apply the first coat at 360 square feet per gallon and 

square feet per gallon.

634.05 Waterborne Traffic Paint (Type B and C)

pavement and air temperatures are above 50 bF. Spra

mum wet film thickness before glass beads or at a of r

gallon.

Type B. Immediately apply type 1 glass beads on 

rate of 6 pounds per gallon of paint.

Type C. Immediately apply type 3 glass beads on 

rate of 12 pounds per gallon of paint.

On new asphalt pavements or new asphalt surface treat

Apply each coat at 210 square feet per gallon.

634.06 Epoxy Markings (Types D and E). Heat com

rately at 110±30bF and mix. Discard all material heat

epoxy when the pavement and air temperatures are ab

spray at 110±30 bF (gun tip temperature) at a 15 mil m

ness or 107 square feet per gallon.

Type D. Immediately apply type 1 glass beads on t

rate of 15 pounds per gallon of epoxy.
637

634.07 Polyester Markings (Types F and G). Ap

pavement and air temperatures are above 50 bF. Spra

temperature) at a 15 mil minimum dry film thickness 

gallon. Discard all material heated over 150 bF. Do n

markings on hot asphalt concrete pavements less than 

Type F. Immediately apply type 1 glass beads on 

mum rate of 15 pounds per gallon of polyester.

Type G. Use two bead dispensers. Immediately a

on the polyester at a minimum rate of 12 pounds 

immediately followed by an application of type 1 gl

rate of 12 pounds per gallon.

634.08 Thermoplastic Markings (Type H and I). 

on portland cement concrete pavements and old aspha

epoxy resin primer/sealer according to the thermo

recommendations. Allow the primer/sealer to dry.

Apply thermoplastic when the pavement and air tempe

Spray or extrude the thermoplastic at 430±5 bF. For ce

spray or extrude 90 mil minimum dry film thickness or 

feet per gallon. For edge lines, spray or extrude 60 

thickness or at a rate of 26.7 square feet per gallon.

Type H. Immediately apply type 1 glass beads on 

minimum rate of 12 pounds per 100 square feet.

Type I. Use two bead dispensers. Immediately app

the thermoplastic at a minimum rate of 12 pounds pe

diately followed by an application of type 1 glass b

of 12 pounds per 100 square feet.
638

weather resistant bond to the pavement. Apply prefo

according to the manufacturer's recommendation.

Where applied during final compaction of asphalt pave

plastic when the pavement temperature is about 140 bF

the surface with a steel wheel roller. The finished p

extend approximately 10 mil above the final surface.

634.10 Nonreflectorized Markings (Type K). App

paint, waterborne traffic paint, epoxy markings, polyes

plastic markings as described above, but with no glas

634.11 Raised Pavement Markers. Install raised p

the pavement and air temperatures are above 50 bC. 

markers with epoxy resin or asphalt adhesive. 

Heat epoxy components A and B separately with indir

at 70±10 bF. Discard all material heated over 1

polymerization.

Heat and apply asphalt adhesives at 412±12 bF. Disc

over 450 bF.

Space and align the markers to within 0.50 inches o

Do not place raised pavement markers over pavemen

The minimum bond strength shall be 1.75 pounds pe

tensile strength of 25 pounds.

634.12 Acceptance. Material for permanent pave

evaluated under Subsections 106.02 and 106.03.

Placement of permanent pavement marking will be ev

tions 106.02 and 106.04.
639

each coat for payment.

(a) When pavement markings are measured by the 

measure the length of line applied along the centerli

line applied regardless of color. Measure broken o

from end to end of the line including gaps. Measu

from end to end of each continuous line. For line wid

the measured length of line is adjusted in the ratio o

4 inches.

(b) When pavement markings are measured by the s

number of square feet of symbol or letter marking ba

shown in the contract or, if not shown, the area of e

in place to the nearest square foot.

Measure raised pavement markers by the each.

Payment

634.14 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Payment will be made under:

Pay Item 

63401 Pavement markings type ___ 

63402 Pavement markings type ___ 

63403 Pavement markings type ___ 

63404 Pavement markings type ___ 

63405 Raised pavement markers 
640

ing temporary traffic control devices and services as 

and protection of public traffic through the project.

Advance warning arrow panel, barricade, and warnin

nated as shown in the MUTCD.

Material

635.02 Conform to the MUTCD and the follow

sections:

Construction sign panels 

Crash cushion barrels 

Retroreflective sheeting 

Temporary concrete barrier 

Temporary plastic fence 

Temporary guardrail 

Temporary pavement markings 

Temporary traffic control devices 

Traffic markings 

Construction Requiremen

635.03 General. Install and maintain temporary traff

cent to and within the project as required by the traff

156, and the MUTCD. Install and maintain traffic con

(a) Furnish and install traffic control devices before 

operations.

(b) Install only those traffic control devices needed 

(c) Relocate temporary traffic control devices as ne

(d) Remove devices that no longer apply to the exis
641

(g) Furnish and maintain traffic control devices tha

standard described in Quality Standards for Work Zo

vices published by ATSSA. Amend the ATSSA sta

(1) Repair or remove and replace "marginal" dev

(2) Repair or remove and replace "unacceptable

(h) Remove all temporary traffic control devices up

or when approved.

635.04 Advance Warning Arrow Panels. Perform th

MUTCD Part VI.

635.05 Barricades. Perform the work described u

Use type III or IV retroreflective sheeting. Use wood

cades. When type II barricades are used, use barrica

tipped over.

635.06 Cones and Tubular Markers. Perform the 

MUTCD Part VI. Use 28-inch cones or tubular marke

VI retroreflective sheeting.

635.07 Construction Signs. Use type III or IV r

Remove or completely cover all unnecessary signs w

other acceptable material. 

Use wood, metal, fiberglass, or other approved posts

within the traversable area adjacent to traffic. Install 

tion 633.

635.08 Drums. Perform work described in MUTC

drums that are approximately 36 inches high and a m

diameter. Use type III, IV, or VI retroreflective sheet
642

635.10 Pilot Cars. Perform the work described un

Employ pilot car operators meeting the minimum qua

according to Subsection 635.09. Mount a rotating am

of each pilot car. Do not use strobe light beacons.

635.11 Temporary Concrete Barriers. Perform th

MUTCD Part VI. Furnish temporary concrete barrie

provided they are not badly damaged. Lifting holes no 

lifting loops are permitted. Individual sections may v

sections so they do not separate when struck by a veh

Mount 3-inch minimum dimension white or yellow ret

ble, to the top or side of the barrier on 25-foot cen

reflectors at a uniform height at least 2 feet above the 

635.12 Temporary Guardrail. Used guardrail mat

approval. Construct temporary guardrail according to 

Mount 3-inch minimum dimension white or yellow ret

ble, to the top or side of the guardrail on 25-foot cen

reflectors at a uniform height at least 2 feet above the 

635.13 Temporary Pavement Markings and Deline

a pavement surface to traffic, provide acceptable pavem

eation and signing according to Section 156 and the M

For temporary pavement markings, use preformed retr

paint, or temporary raised pavement markers as follow

(a) Preformed retroreflective tape. Apply accordin

instructions. Remove all loose temporary preform

before placing additional pavement layers. 
643

square feet). Immediately apply type 1 glass beads 

mum rate of 6 pounds per gallon of paint.

(c) Raised pavement markers. Do not use raised pa

seasonal suspensions. When chip seals, slurry seals

after marker placement, protect the markers with 

cover, which is removed after the asphalt material 

raised pavement markers may be used as temporary 

follows:

(1) 10-foot broken line. Four pavement marker

followed by a 30-foot gap.

(2) 4-foot broken line. Three pavement mark

followed by a 36-foot gap.

(3) 2-foot broken line. Two pavement markers 

lowed by an 18-foot gap.

(4) Solid line. Pavement markers on 5-foot cent

Remove all temporary raised pavement markers be

pavement layers. 

Install and maintain temporary pavement markings th

true, straight, and unbroken. 

Remove all temporary pavement markings from the 

placing permanent pavement markings.

Remove all conflicting pavement markings by sandbl

that do not damage the surface or texture of the pavem

pattern uneven so it does not perpetuate the outline of 

markings. Lightly coat sandblasted or removal areas o

emulsified asphalt.
644

635.15 Warning Lights. Perform the work describ

VI. When type C, steady-burn, warning lights are in

drums and used in a series for delineation, use type A, 

on the first 2 barricades or drums in the series. Mou

warning lights a maximum of 12 inches from ground 

measured to top of the battery casing.

635.16 Shadow Vehicle. Furnish a shadow vehicl

vehicle weight minimum) equipped with a truck-mo

cushion) attached to the rear of the vehicle, exterior 

light, and an advance warning arrow panel. Furnish 

arrow panel according to Subsection 635.04.

Use the shadow vehicle to provide physical protection 

approaching from the rear during moving operations (i

traffic control set up and removal, etc.). Use the follow

a lane of traffic. Alternate procedures may be used if 

(a) Move the shadow vehicle to a point approximatel

advance warning sign for the lane closure and stop 

(b) Activate the flashing lights and flashing arrow p

panel in the caution mode and after approximately 

correct flashing pass arrow.

(c) Move the shadow vehicle (now acting as a prote

shoulder to the first sign location, stopping approxi

the sign location in a blocking position.

(d) Install the first sign then proceed to the next 

Repeat Step (c) for the second sign and install that s

dure until all advance warning signs are installed. 
645

(f) Move the shadow vehicle off the roadway and pas

der and remain in position until the flashing arrow p

one is to be provided) is placed and operating. Mo

with the workers as they proceed to set up the rem

tional protection.

635.17 Pavement Patch. Furnish an asphalt mix ac

402, or 417 to repair potholes and rough spots in th

reopening travel lanes to traffic.

635.18 Variable Message Sign. Furnish a self-con

sign system consisting of a sign message panel, contro

structural support system. Make the trailer and sign 

orange. Furnish a sign system that:

(a) Has a 3 line sign message panel containing at lea

changeable bulb or dot matrix assemblies per line, e

ing a character.

(1) Bulb matrix. Furnish a sign panel assembly 

bank matrices with a minimum of 7 X 5 lamps p

up to eight characters minimum, 18 inches minim

rugged, high performance, 2 inches diameter, s

rated at 24 volts, 20 watts with a minimum light 

(2) Dot matrix. Furnish a dot matrix assembly con

cally activated fluorescent yellow dots. Illumi

internal backlight. Activate the backlight system 

measure both vertical and horizontal ambient ligh

over-ride switch to deactivate the photo cell syst

(b) Is legible from a distance of 900 feet.

(c) Cycles messages so 3 message cycles are displa

approaching the sign at 55 miles per hour from 900 
646

(f) Rotates the message panel 30 degrees vertically 

zontally and stops in any position.

(g) Allows the entry of all sign and message functio

a control cabinet on the trailer mounted unit.

(h) Has a start/stop switch on the controller to activa

sign panel. 

(i) Requires an entry code for entry into the controlle

and display messages.

(j) Has a keyboard to generate and store a minimum 

or newly composed messages. 

635.19 Temporary Crash Cushions. 

(a) Crash cushion barrels. Provide and install all 

barrels including placement of sand according to the 

mendations. After the barrels are set and the sand p

place to prevent loss or theft. If the barrels are pla

to vibrations or on steep slopes, secure the barrels ac

turer's recommendations.

(b) GREAT system. Provide a 3-bay (or 6-bay) Co

rail Energy Absorbing Terminal (GREAT) crash cu

Energy Absorption Systems, Inc., or an approved e

tional cartridges for use in reestablishing damaged s

retroreflective sheeting to the front face.

635.20 Temporary Signal System. Design, furnish, 

signal system according to Section 636 and MUTCD 

new or used material for temporary traffic signal sys

subject to the CO's approval. 
647

635.21 Temporary Fence. Provide and install tempo

Section 619.

635.22 Portable Rumble Strip. Provide and install 

inches wide, and 0.12 inches high to alert drivers of 

station or work area.

635.23 Opposing Traffic Lane Divider. Provide an

signs mounted on flexible supports on a temporary cent

of a two-way traffic pattern on sections that are norm

635.24 Steel Plates. Furnish 1-inch or thicker steel p

carrying traffic. Secure the plates to the pavement to 

635.25 Acceptance. Material (including signs, bar

tubular markers, crash cushions, concrete barriers, div

pavement markings, rumble strips, traffic signals, ligh

for temporary traffic control devices will be evalua

106.02 and 106.03. Vehicles for pilot cars and shadow 

ated under Subsection 106.02.

Placement of temporary traffic control devices will be e

tions 106.02 and 106.04.

Temporary traffic control services will be evaluated un

Measurement

635.26 Measure temporary traffic control by the lum

Measure the following items for payment when or

installed:
648

(b) Measure barricades by the linear foot of width o

only one time even if relocated or replaced.

(c) Measure cones by the each. Measure only one ti

replaced.

(d) Measure construction signs by the square foot o

Do not measure posts and temporary supports. Mea

if relocated or replaced.

(e) Measure drums by the each. Measure only one t

replaced.

(f) Measure flaggers by the hour, for each hour a per

ing the work. Round portions of an hour up to the 

sured in excess of 40 hours per week will be measu

the first 40 hours.

(g) Measure pilot cars (including operators) by the ho

is actually performing the work. Round portions o

hour. Time measured in excess of 40 hours per week 

same rate as the first 40 hours.

(h) Measure temporary concrete barriers by the linea

the barrier. Measure only one time even if relocate

(i) Measure moving temporary concrete barriers by t

face of the barrier as reinstalled at designated locat

10 feet from the point of initial installation.

(j) Measure temporary guardrail by the linear foot a

from center-to-center of end posts.

(k) Measure temporary pavement markings by the l

by the square foot, or by the each. Measure only o

ment markings per lift.
649

including gaps. For line widths greater than 4 inch

length of line in the ratio of the required width to 4 

When temporary pavement markings are measured b

sure the number of square feet of symbols or letter 

marking area shown in the contract or, if not shown

ing measured in place to the nearest square foot.

(l) Measure temporary raised pavement markers by t

one time for each lift of pavement even if replace

raised pavement markers used at the option of the C

porary pavement markings as equivalent temporary p

not as temporary raised pavement markers.

(m) Measure pavement marking removal by the line

Gaps will not be measured.

(n) Measure vertical panels by the each. Measure 

relocated or replaced.

(o) Measure warning lights by the each. Measure 

relocated or replaced.

(p) Measure shadow vehicles by the each.

(q) Measure pavement patches by the ton.

(r) Measure variable message signs by the each.

(s) Measure temporary crash cushions by the each 

configuration. Measure only one time even if reloc

(t) Measure moving temporary crash cushion by th

crash configuration.
650

(w) Measure relocating temporary traffic signal sys

(x) Measure temporary fence by the linear foot.

(y) Measure portable rumble strips by the each. Mea

if relocated or replaced.

(z) Measure opposing traffic lane dividers by the e

time even if relocated or replaced.

(aa) Measure steel plates by the square foot. Meas

if relocated or replaced.

Payment

635.27 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Progress payments for temporary traffic control de

follows:

(a) 50 percent of the unit bid price for each i

installation.

(b) 25 percent of the unit bid price for each item 

completion of 50 percent of the contract amount.

(c) Payment of the remaining portion of the unit bid 

be paid when the temporary traffic control devices 

project.

Progress payments for items paid for by the hour will 

of the unit bid price when ordered by the CO and furn
651

63501 Temporary traffic control 

63502 Advance warning arrow panel type ___ 

63503 Advance warning arrow panel type ___ 

63504 Barricade type ___ 

63505 Barricade type ___ 

63506 Cone (description) 

63507 Construction sign 

63508 Drum (description) 

63509 Flagger 

63510 Pilot car 

63511 Temporary concrete barrier 

63512 Moving temporary concrete barrier 

63513 Temporary guardrail 

63514 Temporary pavement markings 

63515 Temporary pavement markings 

63516 Temporary pavement markings, symbols, 

and letters

63517 Temporary pavement markings, symbols, 

and letters

63518 Temporary raised pavement marker 

63519 Pavement marking removal 

63520 Vertical panel 

63521 Warning light type ___ 

63522 Shadow vehicle 

63523 Maintenance of traffic, pavement patch 

63524 Variable message sign 

63525 Temporary crash cushion (description) system 

63526 Moving temporary crash cushion 

63527 Replacement (description) for crash cushions 

63528 Temporary traffic signal system 

63529 Temporary traffic signal system 

63530 Relocating temporary traffic signal system 

63531 Temporary fence (description) 

63532 Portable rumble strip 

63533 Opposing traffic lane divider 

63534 Steel plates 
652

636.01 This work consists of installing, modifying, 

nals, flashing beacons, highway lighting, sign illumi

conduits, and electrical systems or provisions for futu

Material

636.02 Conform to the following Subsections:

Backer rod 

Electrical material 

Lighting material 

Sealant 

Construction Requiremen

636.03 Regulations and Codes. Furnish material 

forming to the standards of the National Electrical C

UL, and the National Electrical Manufacturers Assoc

Obtain permits, arrange for inspections, and pay all f

electrical service.

Notify the CO, local traffic enforcement agency, loc

railroad company 7 days before any operational shutd

nections or disconnections to an existing utility or sys

636.04 General. At the preconstruction conference

breakdown of items involved in the lump sum for u

payments and price adjustments.

Fifteen days before installation, submit a list of propos

rial. Include the manufacturer's name, size, and identi

item. Supplement the list with scale drawings, catalog cu

showing locations and details of equipment and wiring

The CO will establish the exact locations of the syste
653

Where roadways are to remain open to traffic and existin

fied, maintain the existing systems in operation until 

modified circuit to minimize traffic disruptions.

636.05 Conduit. Cut conduit so the ends are smooth

tions with couplings to butt the ends of both conduit

other inside the couplings. Provide a metal expansio

where conduit crosses a structural expansion joint. 

Install conduits continuous between outlets with a mi

permit pulling conductors. Terminate conduit with b

Furnish pull wires for conduits designated for future 

Remove and replace crushed, deformed, or damaged 

duits clean and dry and protect ends of conduit with 

Size pull boxes to provide for termination of the condu

conductors. 

636.06 Installation of Signal and Lighting System

unit to energize the lighting circuit upon failure of an

cuit. Furnish a control with an "on" level adjustable 

candles. Operate luminaires with a series circuit d

potential not exceeding 2400 volts.

Control lights and luminaires by photocell controls. 

equal to 10 amperes, furnish a photocell switch. For 

amperes, furnish a photocell switch operating a magn

the lighting circuit. 

636.07 Loop Installation. Do not install loops whe

Saw cut, wire, and seal for loop wires on the same day

lar traffic to pass over an open saw cut unless covere
654

502.06(a). 

Install the loop wire in one continuous length at the bo

without kinks, curls, or other damage to the wire or its i

damaged wires. Hold the loop wire in place with 2-fo

Where the loop wire crosses a crack or joint, use a p

tends 4 inches on each side of the crack or joint. Pro

the sleeve for joint expansion and contraction.

Twist the loop lead-in wires 1 turn per foot from th

Color code the wires of each loop for identification of 

feet of lead-in pair slack in the pull box for each loop

Before applying sealant, test the loop and lead-in for c

by applying a 1000-volt megger between each end of 

nearest reliable electrical ground. If no available gr

ground for the measurement. Record the location an

submit readings and test equipment data. Replace 

reading is less than 10 microohms or the induc

microhenries or more than 100 microhenries. 

Apply sealant to the saw cuts with the backer rods in p

in a manner which does not produce air bubbles. Rem

finish level with the pavement. Follow the manufac

sufficient time for the sealant to harden before allow

loops. 

Repeat the resistance and continuity test after sealant 

second test for comparison with the first report. 

636.08 Testing and Demonstration Period. Before 

of the system, demonstrate that the conductor system 

short circuits, open circuits, and unintentional groun

faulty circuits.
655

30 continuous days. Adjust and correct any deficienc

the 30-day demonstration period. If any part of the 

repaired, retest that part of the system for an addition

636.09 Warranties, Guarantees, and Instruction 

tions are permanent, deliver manufacturers' warranties

sheets, and parts lists at the final inspection.

Upon completion of the work, also submit as-built draw

changes from the original plans.

636.10 Relocations. Use material equivalent to ex

present codes require different or improved material. 

be salvaged and reused, provided all material and ins

meet the requirements of applicable codes and ordina

636.11 Acceptance. Material for signal systems, lighti

cal systems will be evaluated under Subsections 106.

Installation of signal systems, lighting systems, and el

evaluated under Subsections 106.02 and 106.04.

Structural excavation and backfill will be evaluated u

Concrete will be evaluated under Section 601.

Measurement

636.12 Measure signal installation, lighting installation

railroad crossing system, and relocations by the lump 

Measure conduits and electrical conductors (wire) by 

Measure luminaires, poles, and pull boxes by the each
656

636.13 The accepted quantities, measured as provide

the contract price per unit of measurement for the pay 

are shown in the bid schedule. Payment will be ful

work prescribed in this Section. See Subsection 109.

Lump sum items will be paid as follows:

(a) 75 percent of the lump sum will be paid as the wo

a certified cost breakdown.

(b) Payment of the remaining 25 percent will be 

completion of the demonstration period. 

Payment will be made under:

Pay Item 

63601 Signal installation 

63602 Lighting installation 

63603 Electrical installation 

63604 Railroad crossing system 

63605 Relocate (description) 

63606 Conduit, ___ inch, (description) 

63607 Electrical conductors (description) 

63608 Luminaires (description) 

63609 Poles (description) 

63610 Pull box 

63611 Relocate (description) 
657

ing facilities (including services) such as field offices

residential housing for the exclusive use of Governm

Construction Requiremen

637.02 General. Provide the facilities and services be

project work begins and ending 21 days after final 

remain the property of the Contractor upon completio

Perform all site work to set up and remove facilities. 

buildings or trailers in good condition. Facilities and th

to approval. Suitable commercial or private facilities 

may be provided.

637.03 Facilities. Furnish facilities that are ample, sa

the appropriate electrical service, potable water supply

and waste disposal services. Pay utility bills (electric

for all facilities. When specified in the contract, prov

tance telephone services. The Government will pay t

calls. Conform to all applicable ordinances, safety co

(a) Field office. Furnish and maintain a field offi

637-1 and 637-2.

(b) Field laboratory. Furnish and maintain a field 

Tables 637-1 and 637-2. 

When concrete testing is required, furnish a curing ta

TO M 201 with a minimum capacity for fifty 6- by 

cate the curing tank for concrete cylinders in a 15

room. The room may be an adjacent separate facil

room of the field laboratory.

Equip the tank with a heater and circulator, an outle

and a separate pressurized water source for filling t
658

Table 637-1

Minimum Requirements for Field F

Property

Field

OfficeL

Floor space - ft2 400 

Locking outside door - deadbolt with keys 1 

Steps with slipproof tread and handrails (1) 

Windows with locks 2 

Total window area - ft2 30 

Ceiling height, 7 ft 

Rooms, including toilet room 4 

Room Size, except toilet room - ft2 100 

Closet - 45 ft3 

Shelves, 12 in depth - ft2 12 

Electrical lighting 

Heat and air conditioning, maintain 

 temperature of 72±7 bF



Adequate electrical outlets 

Surge protectors 

Adequate Electricity

 (120 and/or 240 volt, 60 cycle as applicable)



Adequate potable water supply 

Drinking water cooler with water supply  

Sparkproof exhaust fan - 1250 cfm 

Sink, with faucets for both hot and cold water 

Adequate hot and cold water supply 

Shower/bath facilities 

Parking for 3 vehicles on gravel surface 

6 ft high chain link fence with gate

 around building and parking area



(1) As required.

(2) Includes 2 bedrooms.
659

Table 30" wide x 8" long x 30" high 1

File cabinet, 2-drawer, fire

resistant, metal, with lock

1

File cabinet, 4-drawer, metal 1 

Desk - 12 ft2 2 

Desk lamp 2 

Office chair 5 

Storage cabinet 6" wide x 36" long x 18" high 1

Fire extinguisher 1 

Refrigerator, 10 ft3 

Range and oven, standard 36 inch 

Kitchen table with 2 chairs 

Sofa, 6 ft 

Coffee table 

Easy chair 

End table 

Table lamp 

Double bed 

Night stand 

Night stand lamp 

Dresser, 4-drawer, 36 in 

637.04 Acceptance. Facilities and services will be e

tions 106.02 and 106.04.

Measurement

637.05 Measure field office, field laboratory, and res

each.
660

shown in the bid schedule. Payment will be full com

prescribed in this Section. See Subsection 109.05.

The bid amount for each facility will be paid as follow

(a) 60 percent of the each bid amount will be paid aft

ed as available for occupancy.

(b) Payment of the remaining 40 percent of the bid a

final acceptance or when CO determines the facility 

Payment will be made under:

Pay Item 

63701 Field office 

63702 Field laboratory 

63703 Residential housing 
661

 

DIVISION 700

Material
662

Table 701-1

Types of Cement

Type Specific

Portland cement AASHTO 

Blended hydraulic cement AASHTO 

Masonry cement ASTM 

Do not use different brands or types of cement, or the 

cement from different mills without approval.
663

702.02 Cut-Back Asphalt. Conform to Subsection 

(a) Rapid-curing. Conform to AASHTO M 81.

(b) Medium-curing. Conform to AASHTO M 82

702.03 Emulsified Asphalt. Conform to Subsection 7

for tack coat, an equivalent anionic grade emulsion m

cationic grade and vice versa. The sieve test in AASH

is not required.

(a) Anionic emulsions. Conform to AASHTO M 

RS-2h, conform to AASHTO M 140 for RS-1 and R

(c)(4)(a) below for the penetration on the residue.

(b) Cationic emulsions. Conform to AASHTO M 

CRS-2h, conform to AASHTO M 208 for CRS-1 a

form to (c)(4)(a) below for the penetration on the re

(c) Quick-setting emulsions. Conform to the follo

(1) Viscosity, Saybolt Furol at 77 bF, AASHT

(2) Residue by distillation, AASHTO T 59 

(3) Sieve test, AASHTO T 59 

(4) Tests on residue from distillation:

(a) Penetration, 77 bF, 100 g, 5 s, AASHTO 

(b) Solubility in trichloroethylene, AASHTO 

(c) Ductility, 77 bF, 2 cm/min, AASHTO T 5

702.04 Application Temperatures. Apply asphalt 

ranges shown in Table 702-1.
664

of

Asphalt

Spraying

Temperatures

Cut-back asphalt )

 MC-30 85 - (2) 

 RC or MC-70 120 - (2) 

 RC or MC-250 165 - (2) 

 RC or MC-800 200 - (2) 

 RC or MC-3000 230 - (2) 

Emulsified asphalt )

 RS-1 70 - 140 

 RS-2 125 - 185 

 MS-1 70 - 160 

 MS-2, MS-2h ) 

 HFMS-1, 2, 2h, 2s 70 - 160 

 SS-1, 1h, CSS-1, 1h 70 - 160(4) 

 CRS-1 125 - 185 

 CRS-2 140 - 185 

 CMS-2, CMS-2h 100 - 160 

Asphalt cement )

 All grades 350 max. 

(1) Temperature of mix immediately after discharge.

(2) The maximum temperature at which fogging or foamin

(3) Temperature may be above flash point. Take precautio

explosion.

(4) For fog seals and tack coats.

702.05 Material for Dampproofing and Waterpr

Masonry Surfaces.

(a) Primer. Conform to ASTM D 41.

(b) Asphalt. For mop coat, conform to ASTM D 4
665

tar to a spreading consistency using volumetric pro

land cement to 3 parts fine aggregate.

(e) Asphalt plank. Conform to ASTM D 517 and 

(1) Thickness. 1.25 inches.

(2) Width. 9±3 inches. Use only one width of p

ture except for necessary closers.

(3) Length. 3 to 8 feet. Use length that permit th

best advantage on the surface to be covered.

(f) Asphalt roll roofing. Conform to ASTM D 22

702.06 Recycling Agent. Conform to ASTM D 45

petroleum product additive that restores aged as

specifications.

702.07 Asphalt Mastic. Conform to AASHTO M 

702.08 Antistrip Additive. Conform to the followin

(a) Type 1. Furnish commercially produced, heat sta

when added to an asphalt have the chemical and phy

vent separation of the asphalt from aggregates.

(b) Type 2. Furnish cement conforming to Subse

conforming to Subsection 725.04.

(c) Type 3. Furnish lime conforming to Subsection 

702.09 Evaluation Procedures for Asphalt. Eva

106.04 subject to the following:
666

(b) Delivery ticket. Furnish with each shipment 2 

ticket containing the following:

 (1) Consignees

 (2) Project number

 (3) Grade

 (4) Net volume

 (5) Net mass

 (6) Type and amount of antistrip additive

 (7) Identification number (truck, car, tank, etc.)

 (8) Destination

 (9) Date

(10) Loading temperature

(11) Specific gravity at 59 bF

(c) Sampling procedures. Obtain samples of 

AASHTO T 40 at the applicable sampling location 

(1) Asphalt used in direct application on the ro

each shipping container at the time of discharge i

conveyances on the project.

(2) Asphalt initially discharged into storage 

Take samples from the line between the storage 

or the mixing plant after each delivery. Take sa

period of circulation to ensure samples are repres

in the storage tank.

702.10 Cold Asphalt Mix. Mix crushed stone or gr

approved plant. Conform to aggregate gradation and q

and quality specifications normally used in the const

Federal or state agencies.

Do not use an aggregate asphalt mix that strips. For 

asphalt grade and mix that remains pliable and worka
667

supplementary requirement, except as amended or 

following:

(a) Material passing No. 200 sieve, AASHTO T 11 

(b) Sand equivalent value, AASHTO T 176 

referee method

For lightweight fine aggregate, conform to AASHTO 

703.02 Coarse Aggregate for Portland Cement C

AASHTO M 80 class A, except as amended or 

following:

(a) Los Angeles abrasion, AASHTO T 96 

(b) Adherent coating, FLH T 512 

For bridge decks or surface courses, do not use aggreg

carbonate aggregates containing less than 25 percen

residue as determined by ASTM D 3042.

For lightweight coarse aggregate, conform to AASHT

703.03 Granular Backfill. Furnish aggregate 

installations.

(a) Underdrain pipe with geotextile. Furnish granu

to AASHTO M 80 class E and AASHTO M 43 no. 

(b) Underdrain pipe without geotextile. Furnish 

forming to AASHTO M 6, except the soundness te

703.04 Permeable Backfill. Furnish either sand con

703.15 or coarse aggregate consisting of sound, dura

slag, or crushed stone conforming to Table 703-1.
668

Sieve Size

Percent by Mass 

Standard Sie

(AASHTO T 11 an

3 inch 100

3/4 inch 50 - 90

No. 4 20 - 50

No. 200 0.0 - 2.0

703.05 Subbase, Base, and Surface Course Aggre

(a) General. Furnish hard, durable particles or frag

crushed slag, or crushed gravel conforming the foll

(1) Los Angeles abrasion, AASHTO T 96 

(2) Sodium sulfate soundness loss (5 cycles), 

AASHTO T 104

(3) Durability index (coarse), AASHTO T 210 

(4) Durability index (fine), AASHTO T 210 

(5) Fractured faces, FLH T 507 

(6) Free from organic matter and lumps or balls 

Do not use material that breaks up when alternately 

wetted and dried.

Obtain the aggregate gradation by crushing, screen

cesses as necessary. Fine aggregate, material passin

consist of natural or crushed sand and fine mineral 

(b) Subbase or base aggregate. In addition to (a) 

following:

(1) Gradation 

(2) Liquid limit, AASHTO T 89 
669

T

Target Value Ranges f

Sieve Size

Percent by Mass Pa

A (Subbase) B (Subba

2 1/2 inch 100(1)

 2 inch 97 - 100(1) 100(1) 

1 1/2 inch 97 - 100(

 1 inch 65 - 79 (6) 

 3/4 inch  1/2 inch 45 - 59 (7) 3/8 inch 

 No.4 28 - 42 (6) 40 - 60 (8 No. 40 9 - 17 (4) 

 No. 200 4.0 - 8.0 (3) 0.0 - 12.0 

(1) Statistical procedures do not apply.( ) Allowable deviations (±) from the target values.
670

(2) Liquid limit, AASHTO T 89 

Do not furnish material that contains asbestos fiber

Table 703-3

Target Value Ranges for

Surface Course Gradation and Plastic

Sieve Size

Percent by Mass P

Designated Si

(AASHTO T 27 an

 1 inch 100(1)

3/4 inch 97 - 100(1)

 No. 4 41 - 71 (7

 No. 40 12 - 28 (5

No. 200 9 - 16 (4

Plasticity index 8 (4)

(1) Statistical procedures do not apply.

( ) Allowable deviations (±) from the target 

703.06 Crushed Aggregate. Furnish hard, durable p

crushed stone or gravel conforming to the size and q

crushed aggregate material normally used locally in 

maintenance of highways by Federal or state agencies. 

gate with a maximum size of 1 inch as determined 

T 11. Furnish crushed aggregate uniformly graded f

free of organic matter, lumps or balls of clay, and oth
671

forming to the following:

(1) Los Angeles abrasion, AASHTO T 96 

(2) Sodium sulfate soundness loss (5 cycles), 

AASHTO T 104

(3) Fractured faces, FLH T 507 

(4) Durability index (coarse), AASHTO T 210 

For the surface course, do not use aggregates known 

aggregates containing less than 25 percent by ma

when tested according to ASTM D 3042.

(b) Fine aggregate (passing a No. 4 sieve). Furn

screenings, slag screenings, or a combination t

AASHTO M 29 including sulfate soundness and th

(1) Durability index (fine), AASHTO T 210 

(2) Sand equivalent value, AASHTO T 176 

referee method

(c) Composite aggregate blend. Size, grade, and 

fractions in mix proportions conforming to the follo

(1) Gradation 

(2) Clay lumps and friable particles, AASHTO T 

(3) Reasonably free from organic or other delete

(d) Lightweight aggregate (slag). Furnish crushed 

quality requirements of AASHTO M 195. Do not us

of lightweight aggregate as defined in AASHTO M 
672

Sieve

Size

Percent by Mass Passing Desig

(AASHTO T 27 and AASHT

Grading Designatio

A B C D 

1 1/2 inch 100(1)

 1 inch 97-100(1) 100(1) 100(1)

 3/4 inch ) 97-100(1) 97-100(1) 100

 1/2 inch ) 76-88(5) *(5) 97-10

 3/8 inch 53-70(6) ) *(6) ) 

 No. 4 40-52(6) 49-59(7) *(7) 57-69

 No. 8 25-39(4) 36-45(5) *(5) 41-49

 No. 30 12-22(4) 20-28(4) *(4) 22-30

 No. 50 8-16(3) 13-21(3) *(3) 13-21

 No. 200 3-8(2) 3-7(2) 3-8(2) 3-8(

(1) Statistical procedures do not apply.

* Contractor specified target value.

( ) Allowable deviations (±) from the target values.

703.08 Open-Graded Asphalt Friction Course A

Subsection 703.07 grading F and the following:

(a) 2 or more fractured faces, FLH T 506 

(b) 1 or more fractured faces, FLH T 506 

(c) Flakiness index, FLH T 508 
673

following:

(1) Los Angeles abrasion, AASHTO T 96 

(2) Sodium sulfate soundness loss (5 cycles), 

AASHTO T 104

(3) Fractured faces, FLH T 507 

(4) Durability index (coarse), AASHTO T 210 

Do not use aggregates known to polish or carbonate 

less than 25 percent by mass of insoluble residu

D 3042.

(b) Fine aggregate. Furnish natural sand, stone s

ings, or a combination thereof conforming to AA

sulfate soundness and the following:

(1) Durability index (fine), AASHTO T 210 

(2) Sand equivalent value, AASHTO T 176 

referee method

(c) Composite aggregate blend. Size, grade, and 

fractions in mix proportions conforming to the follo

(1) Dense graded mix gradation 

(2) Open graded mix gradation 

(3) Clay lumps and friable particles, AASHTO T 

(4) Reasonably free from organic or other delete
674

Dense Graded Emulsified Asphalt Pavement Ag

Sieve Size

Percent by mass passing d

(AASHTO T 27 and AA

Grading Design

A BC

 2 inch 100(1)

1 1/2 inch 95-100(1) 100(1)

 1 inch ) 95-100(1) 100(1)

 3/4 inch 60-80(7) ) 95-100(1) 

 1/2 inch ) 60-80(7) ) 

 3/8 inch ) ) 60-80(7) 

 No. 4 20-55(7) 25-60(7) 35-65(7) 

 No. 8 10-40(6) 15-45(6) 20-50(6) 

 No. 50 2-16(4) 3-18(4) 3-20(4) 

 No. 200 0-5(3) 1-7(3) 2-8(3) 

(1) Statistical procedures do not apply.

( ) Allowable deviations (±) from the target values.
675

Open Graded Emulsified Asphalt Pavement Ag

Sieve Size

Percent by mass passing desig

(AASHTO T 27 and AASH

Grading Designatio

AB C 

1 1/2 inch 100(1)

 1 inch 95-100(1) 100(1)

 3/4 inch ) 95-100(1) 100(

 1/2 inch 25-65(7) ) 95-100

 3/8 inch ) 20-55(7) 35-40(

No. 4 0-10(5) 0-10(5) - 

No. 8 0-5(3) 0-5(3) 3-7(3

No. 16 ) ) - 

 No. 200 0-2(1) 0-2(1) 0-1(1

(1) Statistical procedures do not apply.

( ) Allowable deviations (±) from the target values.

703.10 Asphalt Surface Treatment Aggregate. Fur

cles or fragments of crushed stone, crushed slag, or cr

one type of aggregate on a project. 

Size, grade, and combine the aggregate fractions in mi

ing to the following:

(a) Gradation 

(b) Los Angeles abrasion, AASHTO T 96 

(c) Sodium sulfate soundness loss, 

AASHTO T 104

(d) Density, AASHTO T 19M 

(e) Coating and stripping of bitumen-aggregate 

mixtures, AASHTO T 182
676

(i) Durability index (coarse), AASHTO T 210 

(j) Durability index (fine), AASHTO T 210 

(k) Clay lumps and friable particles, 

AASHTO T 112

(l) Reasonably free from organic or other deleteriou

Do not use lightweight aggregate according to AASH

Table 703-7

Target Value Ranges for

Single and Multiple Course Surface Treatment A

Sieve Size

Percent by mass passing designa

(AASHTO T 27 and AASHTO 

Grading Designation

ABC D 

1 1/2 inch 100(1)

 1 inch 90-100(3) 100(1)

 3/4 inch 0-35(5) 90-100(3) 100(1)

 1/2 inch 0-8(3) 0-35(5) 90-100(3) 100(1)

 3/8 inch ) 0-12(3) 0-35(5) 85-100(3) 

 No. 4 ) ) 0-12(3) 0-35(5) 

 No. 8 )) ) 0-8(3) 

No. 200 0-1(1) 0-1(1) 0-1(1) 0-1(1) 

(1) Statistical procedures do not apply.

( ) Allowable deviations (±) from the target values.
677

(a) Gradation 

(b) Los Angeles abrasion, AASHTO T 96 

(c) Sand equivalent value, AASHTO T 176 

 referee method

(d) Smooth textured sand with < 1.25% 

 water absorption content by weight 

 of total combined aggregate

Table 703-8

Slurry Seal Aggregate Gradation(1) and App

Sieve Size

Percent by mass passing 

(AASHTO T 27 and A

Type of Slurr

I II 

Gradation Requ

3/8 inch ) 100 

No. 4 100 90-100 

 No. 8 90-100 65-90 

No. 16 65-90 45-70 

No. 30 40-65 30-50 

No. 50 25-42 18-30 

No. 100 15-30 10-21 

No. 200 10-20 5-15 

Application Rate(2),

lb/yd2

6 - 10 10 - 15 

(1) Statistical procedures do not apply.

(2) Based on the dry mass of the aggregate.
678

(b) Sand equivalent value, AASHTO T 176 

 referee method

(c) Free from organic matter and clay balls

Table 703-9

Choker Aggregate Gradation

Sieve Size

Percent by Mass 

Designated Si

(AASHTO T 27 an

3/8 inch 100

No. 4 70 - 100

No. 200 0.0 - 5.0

(1) Statistical procedures do not apply.

703.13 Blotter. Furnish sound durable particles of 

conforming to the following:

(a) Material passing 3/8-inch sieve, AASHTO T 27 

(b) Liquid limit, AASHTO T 89 

(c) Free of organic matter and clay balls

703.14 Aggregate for Aggregate-Topsoil Course

lowing:

(a) Gradation AAS

(b) Quality AAS

703.15 Sand. Furnish clean material conforming to 

(a) Gradation AAS

(b) Deleterious substances AAS
679

durable particles or fragments of crushed stone, crushed 

conforming to the following:

(a) Los Angeles abrasion, AASHTO T 96 

(b) Sodium sulfate soundness loss (5 cycles) 

(c) Durability index (coarse and fine) 

(d) Fractured faces, FLH T 506 and T 507 

(e) Fine aggregate angularity, AASHTO TP 33 met

(f) Flat and elongated particles, ASTM D 4791 

(g) Sand equivalent value, AASHTO T 176 

 referee method

(h) Gradation. Size, grade, and combine the aggregate 

tions that result in a composite blend between the co

propriate nominal maximum size of aggregate of Ta

703-16. The nominal maximum size is one sieve si

sieve to retain more than 10 percent of the combined 

duce mixes for a nominal maximum size aggregate th

shown in Table 703-14, 703-15, or 703-16 as approp

AASHTO T 11 and AASHTO T 27.

Table 703-10

Fractured Faces Requiremen

Traffic, million

ESALs

Depth from S

< 4 inches 

@ 0.3 55/- 

> 0.3 - 1 65/- 

> 1 - 3 75/- 

> 3 - 10 85/80 

> 10 - 30 95/90 

> 30 - 100 100/100 

> 100 100/100 

Note: "85/80" denotes that 85 percent of coarse aggregat

and 80 percent has two fractured faces.
680

Traffic, million

ESALs

Depth from S

< 4 inches 

@ 0.3 - 

> 0.3 - 1 40 min. 

> 1 - 3 40 min. 

> 3 - 30 45 min. 

> 30 45 min. 

Table 703-12

Flat and Elongated Particles Requi

Traffic, million

ESALs

P

(ma

@ 1

> 1 

Table 703-13

Sand Equivalent Requiremen

Traffic, million

ESALs

Sand 

(mi

@ 3 

> 3 - 30 

> 30 
681

Sieve

Size Control Points

0.45

Chart

 Max Den

Min.

Boundary

Ma

Bound

3/4 inch 100.0 100.0

1⁄2 inch 100.0 90.0 82.8

3/8 inch 73.2

No. 4 53.6 

No. 8 58.0 28.0 39.1 39.1 39.

No. 16 28.6 25.6 31.

No. 30 21.1 19.1 23.

No. 50 15.5 15.1 15.

No. 100 11.3

No. 200 10.0 2.0 8.3 

* Contractor specified target value to the nearest 0.1 percent.

( ) Allowable deviations (±) from the target values.

Figure 703-1

Gradation Chart for 0.5-Inch Nominal Maxim
682

Size Control PointsChart

 Max Den

BoundaryBound

1 inch 100.0 100.0

3/4 inch 100.0 90.0 88.4

1⁄2 inch 73.2

3/8 inch 64.7

No. 4 47.4 

No. 8 49.0 23.0 34.6 34.6 34.

No. 16 25.3 22.3 28.

No. 30 18.7 16.7 20.

No. 50 13.7 13.7 13.

No. 100 10.0

No. 200 8.0 2.0 7.3 

* Contractor specified target value to the nearest 0.1 percent.

( ) Allowable deviations (±) from the target values.

Figure 703-2

Gradation Chart for 0.75-Inch Nominal Maxim
683

Size Control PointsChart

 Max Den

BoundaryBound

1 1⁄2 inch 100.0 100.0

1 inch 100.0 90.0 83.3

3/4 inch 73.6

1⁄2 inch 61.0

3/8 inch 53.9

No. 4 39.5 39.5 39.

No. 8 45.0 19.0 28.8 26.8 30.

No. 16 21.1 18.1 24.

No. 30 15.6 13.6 17.

No. 50 11.4 11.4 11.

No. 100 8.3

No. 200 7.0 1.0 6.1 

* Contractor specified target value to the nearest 0.1 percent.

( ) Allowable deviations (±) from the target values.

Figure 703-3

Gradation Chart for 1-Inch Nominal Maximu
684

(a) Material passing a 2-inch sieve 

(b) Soil classification, AASHTO M 145 

(c) In wet environments, material 

 passing a No. 200 sieve, AASHTO T 27 and T 

704.02 Bedding Material. Conform to the followin

(a) Class A bedding material. Furnish concrete 

601.

(b) Class B bedding material. Furnish sand or sel

excess moisture, muck, frozen lumps, roots, sod, or 

rial and conforming to the following:

(1) Material passing a 3/8-inch sieve, AASHTO 

(2) Material passing a No. 200 sieve, 

 AASHTO T 27 and T 11

(c) Class C bedding material. Furnish sand or fin

of excess moisture, muck, frozen lumps, roots, so

material. Remove all rock particles and hard eart

inches.

704.03 Backfill Material. Furnish granular materia

cess moisture, muck, frozen lumps, roots, sod, or oth

Remove all rock particles and hard earth clods larg

longest dimension. 

704.04 Structural Backfill. Furnish free draining g

excess moisture, muck, frozen lumps, roots, sod, or ot

conforming to the following:

(a) Maximum dimension 

(b) Material passing a No. 200 sieve, 

 AASHTO T 27 and T 11

(c) Liquid limit, AASHTO T 89 
685

(a) Maximum dimension 

(b) Soil classification, AASHTO M 145 

704.06 Unclassified Borrow. Furnish granular mater

ture, muck, frozen lumps, roots, sod, or other deleterio

to the following:

(a) Maximum dimension 

(b) Soil classification, AASHTO M 145 

704.07 Select Borrow. Furnish granular material f

muck, frozen lumps, roots, sod, or other deleterious ma

following:

(a) Gradation 

(b) Liquid limit, AASHTO T 89 

Table 704-1

Select Borrow Gradation

Sieve Size

Percent by Mass 

Designated Si

(AASHTO T 

3 inch 100

1 inch 70-100

No. 4 30-70

No. 100 0-15

704.08 Select Topping. Furnish granular material f

muck, frozen lumps, roots, sod, or other deleterious ma

following:

(a) Gradation, uniform coarse to fine 

(b) Liquid limit, AASHTO T 89 
686

(AASHTO T 27 an

3 inch 100

No. 200 0-15

704.09 Bed Course. Furnish porous, free-draining g

excess moisture, muck, frozen lumps, roots, sod, or ot

conforming to the following:

(a) Gradation, uniform coarse to fine 

(b) Liquid limit, AASHTO T 89 

Table 704-3

Bed Course Gradation

Sieve Size

Percent by Mass 

Designated S

(AASHTO T 27 

1/2 inch 100

No. 200 0 - 10

704.10 Select Granular Backfill. Furnish sound, du

free from organic matter or other deleterious material 

soft particles with poor durability). Conform to the f

(a) Quality requirements.

(1) Gradation 

(2) Shear angle of internal friction, AASHTO T 

Note: Compact samples for AASHTO T 236 to 9

maximum density determined according to AASH

C or D and corrected for oversized material ac

HTO T 99, Note 7.
687

(b) Electrochemical requirements.

(1) Resistivity, AASHTO T 288 

(2) pH, AASHTO T 289 

(3) Sulfate content, AASHTO T 290 

(4) Chloride content, AASHTO T 291 

Note: Tests for sulfate and chloride content are n

pH is between 6.0 and 8.0 and the resistivity is g

ohm centimeters.

Table 704-4

Select Granular Backfill Grada

Sieve Size Percent by Mass P

Designated Si

(AASHTO T 27 an

 4 inch 100

 3 inch 75 - 100

No. 200 0 - 15

704.11 Special Grout Backfill. Furnish lean grou

parts portland cement and 8 parts fine aggregate by v

substituted for 2 of the 3 parts portland cem

following:

(a) Water/cement ratio 1.5

(b) Portland cement Subsecti

(c) Fly ash AASHT

(d) Fine aggregate Subsecti

(e) Water Subsecti
688

(b) Unit mass, AASHTO T 19M 

Table 704-5

Crib Wall Backfill Gradation

Sieve Size Percent by Mass P

Designated Si

(AASHTO T 27 an

3 inch 100

No. 4 25 - 70

No. 50 5 - 20

No. 200 0 - 5
689

Conform to the following:

(a) Coarse durability index, AASHTO T 210 

(b) Unit mass of a filled basket 

(c) Gradation:

(1) Baskets 1 feet or greater in the vertical dimen

(a) Maximum dimension 

(b) Minimum dimension 

(2) Baskets less than 1 feet in the vertical dimen

(a) Maximum dimension 

(b) Minimum dimension 

705.02 Riprap Rock. Furnish hard, durable, angular 

weathering and water action and free of organic and 

use boulders, shale, or rock with shale seam

following:

(a) Apparent specific gravity, AASHTO T 85 

(b) Absorption, AASHTO T 85 

(c) Coarse durability index, AASHTO T 210 

(d) Gradation for the class specified 
690

by Masslbs

1

20 22 to 33 

30 11 to 22 

40 1 to 11 

 10 (1) 0 to 1 

2

20 55 to 110 

30 22 to 55 

40 2 to 22 

 10 (1) 0 to 2 

3

20 220 to 330 

30 110 to 220 

40 11 to 110 

 10 (1) 0 to 5 

4

20 550 to 770 

30 220 to 550 

40 22 to 220 

 10 (1) 0 to 22 

5

20 1540 to 2200 

30 770 to 1540 

40 55 to 770 

 10 (1) 0 to 55 

6

20 1870 to 3530 

30 1100 to 1870 

40 110 to 1100 

 10 (1) 0 to 110 

(1) Furnish spalls and rock fragments graded to 

dense mass.

(2) The volume of a rock with these cubic dimens

mass approximately equal to the specified rock ma

(3) Furnish rock with breadth and thickness at l

length. 
691

Furnish dimensioned masonry rock free of reeds, rifts, 

minerals that may cause discoloration or deterioration 

(a) Sizes and shapes. Do not use rock with depress

might weaken it or prevent it from being properly b

When no dimensions are shown on the plans, furnis

and face areas necessary to produce the general cha

ance indicated on the plans.

Unless otherwise specified, furnish rock fragments 

dimensions:

(1) Minimum thickness 5 inches

(2) Minimum width 12 inche

ness, wh

(3) Minimum length 11⁄2 time

(4) Rocks with volume A 1ft3 50% min

When headers are required, furnish headers with l

width of bed of the widest adjacent stretcher plus 1

(b) Dressing. Remove all thin or weak portions. D

joint lines to a maximum variation from true line as 

(1) Cement rubble masonry 1.5 inch

(2) Class B masonry 0.75 inc

(3) Class A masonry 0.25 inc

(4) Dimensioned masonry Reasona

(c) Bed surfaces. Dress face rock bed surfaces norm

of 3 inches. Beyond that point, the departure from n

1 inch in 12 inches for dimensioned masonry or 2 

all other classes.
692

Dress face rock joint surfaces normal to the face 

Beyond that point, the departure from normal may 

inches.

Do not round corners at the meeting of the bed and 

the following radii:

(1) Cement rubble masonry 

(2) Class B masonry 

(3) Class A masonry 

(4) Dimensioned masonry 

(e) Arch ring rock joint surfaces. Dress ring rock 

the arch or normal to the front face to a depth of 

point, the departure from the radial or normal may no

12 inches.

Dress the back surface adjacent to the arch barrel 

front face and normal to the intrados to a depth of 6 

is placed after the masonry is constructed, vary adja

6 inches in depth.

(f) Finish for exposed faces. Remove all drill or 

posed faces. Pitch face stones to the line along all 

the exposed faces as specified in the contract. The 

used to represent the type of surface or dressing spe

(1) Fine pointed (F.P.). Make point depression

inches apart. Limit surface variations to 0.125 

pitch line.
693

(3) Coarse pointed (C.P.). Make point depressi

1.25 inches apart. Limit surface variations to 0.3

the pitch line.

(4) Split or seam face (S.). Provide a smooth app

marks, with no depressions below the pitch line

ceeding 0.75 inches beyond the pitch line.

(5) Rock faced (R.F.). Provide an irregular projec

marks, concave surfaces below the pitch line, and 

specified pitch line. For example, the specificatio

projections 1.5 inches beyond the pitch line. Whe

is specified, uniformly distribute stones of the sam

705.04 Rock for Special Rock Embankment.

(a) Mechanically-placed embankments. Furnish 

is angular in shape, resistant to weathering, and gra

range conforming to Table 705-2. 

Table 705-2

Gradation for Mechanically-placed 

Percent of Rock

Fragments by

 Mass

Mass

pounds

E

Cubi

50 Greater than 2000 Larg

50 90 to 2000 1

(b) Hand-placed embankments. Furnish hard, dur

in shape, resistant to weathering, and graded in a w

forming to Table 705-3.
694

gy

 Mass

p

75 Greater than 165 Larg

25 90 to 165 1

705.05 Rock for Buttresses.

(a) General. Furnish hard, durable, angular rock fre

material, resistant to weathering and water action

breath and thickness at least one-third its lengt

following:

` Apparent specific gravity, AASHTO T 85 

` Absorption, AASHTO T 85 

` Coarse durability index, AASHTO T 210 

(b) Mechanically-placed buttresses. In addition to 

graded in a well-balanced range conforming to Tab

(c) Hand-placed buttresses. In addition to (a

graded in a well-balanced ranges conforming to Ta

705.06 Stone Curbing.

(a) Stone curb, type I. Conform to the size and s

following:

Furnish quarried limestone, sandstone, or granite fro

Use one type of stone throughout the project. Do no

drill marks on the exposed faces.

Saw or point the top surface of all vertical stone curb 

plane with no depression or projection on that surfa

Pitch the front and back arris lines straight and tru

depressions on the back surface to not exceed a bat

to 3 inches vertical.
695

Square the ends of vertical stone curb with the top b

so when the sections are placed end to end, no space 

shall show in the joint for the full width of the top su

exposed front face. The remainder of the end may b

4 inches from the plane of the joint. Cut the joint

stone curb on radial lines.

The minimum length of any segment of vertical ston

er the length may vary where a depressed or mod

required for driveways, crossings, closures, etc.

(b) Stone curb, type II. Slope stone curb shall conf

for type I stone curb except as follows:

The maximum allowable projection or depression on 

is limited to 0.50 inches. On other exposed faces, t

projection or depression is limited to 1 inch.

For unexposed surfaces, the maximum allowable p

from a true plane on a 2-foot length shall be 3 inche

The maximum allowable space showing on exposed 

segments of slope stone curb is 0.75 inches. The m

segment of slope stone curb is 2 feet.
696

706.02 Reinforced Concrete Pipe. Conform to AA

diameters and strength classes specified. For precast r

sections, conform to cited specifications to the extent 

706.03 Perforated Concrete Pipe. Conform to AAS

2 and AASHTO M 86 for the diameters and stre

706.04 Reinforced Arch-Shaped Concrete Pipe. C

206 for the diameters and strength classes specified.

706.05 Reinforced Elliptically-Shaped Concret

AASHTO M 207 for the diameters, placement design 

and strength classes specified.

706.06 Reinforced D-Load Concrete Pipe. Confor

for the diameters specified.

706.07 Precast Reinforced Concrete Box Se

AASHTO M 259 or M 273, as applicable, for dimens

tions specified.

706.08 Plastic Pipe. Furnish perforated and nonperf

forming to the following for the sizes and types spe

joints, conform to ASTM D 3212.

(a) Smooth wall polyethylene pipe. Furnish 12- to 

conforming to ASTM F 714 and minimum cell 

335434C.

(b) Corrugated polyethylene pipe. Furnish 12- to 

conforming to AASHTO M 294 and minimum cell 

315412 C or 324420C. For sanitary sewer applicat

M294 type S pipe with watertight joints.
697

(d) Corrugated polyethylene drainage tubing. 

diameter tubing conforming to AASHTO M 252.

(e) Smooth wall polyvinyl chloride pipe. Furnish 

pipe conforming to AASHTO M 278 and minimu

1784, 12454C or 12364C. For sanitary sewer ap

ASTM D 3034.

(f) Profile wall (ribbed) polyvinyl chloride pipe. 

diameter pipe conforming to AASHTO M 304 an

ASTM D 1784, 12454C or 12364C. For sanitary s

form to ASTM F 794 or F 949.

(g) Acrylonitrile-butadiene-styrene (ABS) pipe. 

M 264. For perforations, conform to AASHTO M 
698

707.02 Metallic-Coated Corrugated Steel Pipe. Fu

tions (such as elbows, branch connections, and prefab

tions), and coupling bands conforming to AASHT

AASHTO M 218, M 274, or M 289 for the dimen

specified.

Fabricate underdrain pipe from steel sheets with a mini

inch. Use any class of perforation specified in AASH

707.03 Aluminum-Alloy Corrugated Pipe. Furnis

(such as elbows, branch connections, and prefabricat

and coupling bands conforming to AASHTO M 196 

thicknesses specified.

Fabricate underdrain pipe from aluminum sheets with 

0.048 inch. Use any class of perforation.

707.04 Asphalt-Coated Pipe. Furnish pipe, special se

branch connections, and prefabricated flared end sectio

conforming to Subsections 707.02, 707.03, 707.08, 

applicable for the kinds of pipes to be coated.

Coat the pipe with asphalt material conforming to A

type of coating specified. Coat special sections (such 

nections, and end sections) and coupling bands accordi

Coat flared end sections with an asphalt coating conf

190 type A or a field applied asphalt mastic coating co

M 243.

707.05 Steel Structural Plate Structures. Furnish s

fasteners for connecting plates conforming to AASH

and types specified.
699

707.07 Asphalt-Coated Structural Plate Structur

conforming to either Subsection 707.05 or 707.06 as a

asphalt coating conforming to AASHTO M 190 typ

asphalt mastic coating conforming to AASHTO M 24

If the asphalt coating is applied to the plates before field 

plate's nominal metal thickness by painting the data on 

plates after coating. Other methods of plate identif

approved.

707.08 Polymer-Coated Steel Pipe. Furnish pipe, s

elbows and branch connections), and coupling bands c

M 245 and M 246. Furnish pipe with a grade 250/25

707.09 Fiber-Bonded Asphalt Coated Steel Pipe

sections (such as elbows, branch connections, and p

sections), and coupling bands conforming to Subsecti

zinc metallic coating impregnated with an aramid fiber 

to ASTM A 885.

After fabrication, coat the pipe sections with asphal

AASHTO M 190 for the type of coating specified.

Coat coupling bands with a asphalt material accordin

type A. Coupling bands do not require fiber bonding

707.10 Slotted Drain Pipe. Furnish pipe conformin

and either AASHTO M 218, 274, or M 289 for the dim

specified. Fabricate the pipe with either angle slots or g

on the plans.

Furnish grate assemblies for the grate slot drain confo

grade 36. Galvanize slot angles and grate slot assembli

tion 725.12.
700

707.12 Aluminum-Alloy Spiral Rib Pipe. Furnish 

(such as elbows and branch connections), and couplin

AASHTO M 196 type IR and IIR for the dime

specified.

707.13 Concrete-Lined Corrugated Steel Pipe. Fu

tions (such as elbows and branch connections), and co

ing to Subsection 707.02 for the dimensions and thick

line the pipe and special sections with concrete acco

class C.

707.14 Invert-Paved Corrugated Steel Pipe. Furnis

(such as elbows and branch connections), and couplin

Subsection 707.02 for the dimensions and thickness

invert of the pipe and special sections with concrete or a

ing to ASTM A 849 class C or B, as specified.
701

pppp

(a) Packaging. Furnish paint in strong, substan

marked with the following:

(1) Trade name or trade mark

(2) Paint type, color, formulation, lot number, an

(3) Net mass

(4) Volume including the percent of solids and 

organic compound (VOC)

(5) Storage requirements

(6) Mixing instructions and equipment cleanup i

(7) Name and address of the manufacturer

(b) Volatile organic compound (VOC) content. C

VOC limits for both shop and field painting:

(1) Clear (unpigmented) coatings 

(2) Other coatings 

(c) Lead content. max. 0.06% by m

(d) Other properties. Furnish paint that:

(1) Does not show excessive settling in a freshly

(2) Easily redisperses with a paddle to a smooth, 

of curdling, livering, caking, color separation, lu

(3) Does not skin within 48 hours in a 3⁄4 filled, c

(4) Brushes on easily

(5) Possess good leveling properties

(6) Shows no running or sagging tendencies when 

vertical surfaces

(7) Dries to a smooth uniform finish, free from r

ness and other surface imperfections

(8) Shows no streaking or separation when flow
702

(a) Primer. Conform to FSS TT-P-25, TT-P-96D, 

(b) Paint. Conform to FSS TT-P-102 class A, TT

TT-P-19D.

708.03 Paint for Concrete and Masonry Block St

FSS TT-P-19. Color tint with universal or all purpos

708.04 Paint for Steel Structures. Conform to the 

(a) Inorganic zinc primer. AASHT

(b) Vinyl wash primer. MIL-P-1

(c) Aliphatic urethane coating. USPS-C

(d) Acrylic latex coating. SSPC no

(e) Epoxy coating. MIL-P-2

708.05 Penetrating Stain. Conform to the following

(a) Weatherometer on base 1000 h

material, ASTM G 23

(b) Acrylic dispersion 73.4% o

(c) Viscosity 58±2 Kr

(d) Solids volatile content 40.3

Store stain according to the manufacturer's recommen
703

() g 

to the project:

(1) Name and location of the steel rolling mill

(2) Manufacturing process

(3) Heat number(s)

(4) Size(s)

(5) Specifications

(6) Copies of mill test analyses for chemical and 

(7) Consignee and destination of shipment

(b) Reinforcing bars. Furnish deformed, grade 

AASHTO M 31, M 42, or M 53.

(c) Epoxy coated reinforcing bars. Conform to A

Inspect the reinforcing bars after the near white bla

bars with steel slivers or scabs. Selective sorting a

ricator's shop may avoid unnecessary delays and subs

during the precoating inspection at the coating appl

Coat epoxy coated reinforcing steel in a plant certif

bonded epoxy applicator.

(d) Tie bars. Furnish deformed, grade 60 bars co

M 31 or M 42, except do not use AASHTO M 42 st

restraightened during construction.

(e) Hook bolts. Furnish plain, grade 60 bars conform

or M 42 with M14 rolled threads or M16 cut threa

sleeve nut capable of sustaining a minimum axial lo
704

the painted end to prevent concrete from bonding to 

For expansion joints, furnish a dowel cap that snugl

of the dowel, has a closed end, and has a suitable sto

1 inch from the end of the dowel bar.

Lubricants for type B dowels may be rapid-curing cu

setting emulsified asphalt, or a flaked graphite and veh

required for type A coated dowel bars.

Furnish dowel assemblies that hold dowel bars wit

vertically and horizontally during concrete placement 

movement of the pavement slab.

Use wire conforming to AASHTO M 32M for d

dowel assemblies with the same material as the dow

damaged coatings equivalent to the manufacturer's 

(g) Deformed steel wire. Conform to AASHTO M 

(h) Welded steel wire fabric. Conform to AASHT

(i) Cold-drawn steel wire. Conform to AASHTO 

(j) Welded deformed steel wire fabric. Conform 

(k) Fabricated deformed steel bar or rod mats. 

M 54.

(l) Low alloy steel deformed bars. Conform to A

709.02 Wire Rope or Wire Cable. Conform to AAS

and strength class specified.
705

• High-strength steel bars, AASHTO M 275 type II

Protect all prestressing steel against physical damage, 

times. Do not use damaged prestressing steel.

Package prestressing steel to protect it from physical 

during shipping and storage. Place a corrosion inhibi

a corrosion inhibitor that will have no deleterious effec

or bond strength of steel to concrete. Immediately rep

packaging.

Mark the shipping package with a statement that the 

strength prestressing steel and a warning to use care in 

type, kind, and amount of corrosion inhibitor used, in

placed, safety regulations, and instructions for use. A

tag, for identification purposes, to all wire, strand, an

bars shipped to the site.

Submit representative samples from prestressed mem

In the case of wire or strand, take the sample from the 

(a) Pretensioning method. Furnish a sample at le

strand size from each coil.

(b) Post-tensioning method. Furnish samples of t

(1) For wires requiring a head, 17 feet.

(2) For wires not requiring a head, sufficient leng

lel-lay cable 5 feet long consisting of the same 

cable to be furnished.

(3) For strands furnished with fittings, 5 fee

fittings.

(4) For bars to be furnished with threaded ends a

threads at ends.
706

710.02 Woven Wire. Furnish galvanized fabric co

M 279 or aluminum coated fabric conforming to AST

710.03 Chain Link Fence. Furnish fabric, posts, rails

and other fittings and hardware conforming to AASH

Furnish 0.177-inch coiled spring steel tension wire 

A 641 hard temper with a class 3 galvanized coating o

having a minimum coating mass of 0.40 ounces per sq

Use the same coating on the tension wire as used on t

fence.

710.04 Fence Posts. 

(a) Wood. Conform to AASHTO M 168. 

Peel all bark, except for red cedar posts and bracin

peeling. Trim all knots flush with the surface and s

For dimension lumber for fences or gates, use timbe

and reasonably free from knots, splits, and shakes. 

(b) Concrete. Conform to Section 601.

(c) Steel. For line fence posts, conform to AASHTO 

fence, conform to AASHTO M 181.

710.05 Fence Gates. For frame gates used with cha

to AASHTO M 181. Use the same chain link fabric in 
707

the designated shape, class, type, and mass of coati

(b) Corrosion resistant steel rail. Furnish W-b

elements and associated weathering steel hardw

following:

(1) Shapes and plates AASHT

(2) Rail elements ASTM A 

(3) Fasteners AASHT

710.07 Box Beam Rail. Furnish steel box beam rail 

the AASHTO-AGC-ARTBA A Guide to Standard

Hardware, 1995 edition.

710.08 Steel-Backed Timber Rail. Furnish timber co

M 168. Fabricate the 6- by 10-inch timber rail and the 

from dry, well seasoned, and dressed rough sawn Dou

or other species having a stress grade of at least 1,500 p

Treat the timber rail and blockout elements with CCA, 

vative treatment conforming to AWPA C14 except 

shall be 0.60 pounds per cubic foot.

Fabricate the steel backing elements from 0.375-inch s

ing to AASHTO M 222. For fastener hardware, confo

710.09 Guardrail Posts. 

(a) Wood posts. Do not use a wood guardrail post th

shake, or end split in the same plane as, or a plane 

and extending from the top of the post to within 3 i

(b) Box beam posts. Conform to the AASHTO-AG

Standardized Highway Barrier Hardware, 1995 ed
708

710.10 Guardrail Hardware. Conform to the AAS

Guide to Standardized Highway Barrier Hardware, 

For angles, channels, wide flanges, and plates not c

standard, conform to ASTM A 36. For structural tubi

conform to ASTM A 500 or ASTM A 513 grade 1008

and structural tubing according to ASTM A 123. Do 

weld the metal after galvanizing.

Manufacture reflector tabs from 0.15-inch aluminu

sheets. Use an adhesive that resists peeling with a for

of width. Use mildew resistant adhesive which ha

retroreflective sheeting.

710.11 Temporary Plastic Fence. Furnish plastic no

cated from polyethylene (HDPE) and UV stabilized f

Conform to the following:

(a) Height 

(b) Mesh openings 

(c) Color 

(d) Mass 

710.12 Crash Cushion Barrels. Furnish 3-foot dia

high-density polyethylene structural foam or equal m

the same material as the barrels, but of a thinner gaug

height cores made of polystyrene or equal material.
709

(a) Burlap cloth 

(b) Waterproof paper 

(c) Polyethylene film 

(d) Liquid membrane forming compounds AASHT

711.02 Air-Entraining Admixtures. Conform to A

structural concrete, furnish air-entraining admixtures c

or neutralized vinsol resin.

711.03 Chemical Admixtures. Furnish water-redu

set-accelerating additives, or combinations thereof, 

TO M 194. Do not combine chemical admixtures t

unless they are compatible. Furnish supporting docu

bility from the manufacturers. Do not use chloride ac

711.04 Latex Modifier. Furnish a homogeneous, 

polymeric emulsion with stabilizers added at the poin

form to the following:

(a) Color white

(b) Styrene butadiene polymer type 68±4% s

32±4% b

(c) Chlorides 0%

(d) Polymer particle size 1,500 to 

(e) Emulsion stabilizers anionic a

(f) Solids 46.5 to 4

(g) Mass 8.40 to 8

(h) pH 9 to 13

(i) Shelf life 2 years m
710

(a) Joint sealants and crack fillers. Furnish a co

identifying the batch and/or lot number, material, qu

time of manufacture, and the name and address of t

(1) Concrete joint-sealer, 

 hot-poured elastic type

(2) Joint sealants, hot-poured, 

 for concrete and asphalt pavement

(3) Crack filler, hot applied, for asphalt 

 concrete and portland cement concrete pavem

(4) For proprietary asphalt-rubber products, furn

(a) Source and grade of asphalt cement

(b) Total granulated rubber content and mass

 asphalt-rubber mixture

(c) Granulated rubber type(s) and content of 

(1) Mass as a percent of combined rubber

(2) Gradation of granulated rubber

(d) Type of asphalt modifier, if any

(e) Quantity of asphalt modifier and mass as 

 cement

(f) Other additives

(g) Heating and application temperatures

(h) Manufacturer's recommended application 

(b) Preformed expansion joint fillers. Furnish in 

depth and width required for the joint.

(1) Performed expansion joint filler 

 for concrete (bituminous type)

(2) Performed sponge rubber expansion 

 joint fillers for concrete paving and 

 structural construction
711

for concrete paving and structural 

construction (nonextruding and resilient 

bituminous types)

Note: (1) Do not use in major concrete structures.

(c) Preformed joint seals and sleeves. 

(1) Paving applications. Furnish a polychloro

conforming to AASHTO M 220. Use a lubrican

to the following:

(a) Solids content by mass, ASTM D 2369 

(b) Peel strength, ASTM D 903 

(c) Age from manufacturing 

(2) Manhole, inlet, and drainage applications

tional neoprene rubber and ethylene propylene 

rubber seal with a minimum thickness of .06 in

coat the rubber with a nonhardening butyl rubb

watertight seal when installed. Properties and va

712-1.

Table 712-1

Preformed Joint Seals

Physical Properties

ASTM

Test

Method EPDM

Tensile, psi D 412 1,500 

Elongation, % D 412 440 

Tear resistance,

pounds/inch

D 624 

(die B)

230 

Rebound, %, 5 min C 972

(mod .)

- 

Rebound, %, 2 h C 972

(mod .)

- 
712

base joint sealing compound conforming to FSS TT

ultimate elongation of 1200 percent.

(f) Low-modulus silicone joint sealant. Furnish a o

lation conforming to the following.

(1) Flow, MIL S-8802 

(2) Extrusion rate, MIL S-8802 

(3) Tack free time, MIL S-8802 

(4) Specific gravity, ASTM D 792, method A 

(5) Durometer hardness, shore A, 

ASTM D 2240

(6) Tensile stress @ 150% elongation, 

ASTM D 412

(7) Elongation, ASTM D 412 

(8) Peel (adhesion), MIL S-8802 

(9) Age from manufacturing 

(g) Backer rod. Furnish a closed-cell polyethylene c

3204 type 1. Use a compatible sealant as recommend

of the rod. For size of backer rod, conform to Table 

712.02 Joint Mortar. Furnish portland cement and f

ing to Subsections 701.01 and 703.01 respectively. 

cement and two parts sand with water as necessary to 

tency. Use the mortar within 30 minutes after mixing

712.03 Watertight Gaskets. For ring gaskets for 

AASHTO M 198 type A or B. For ring gaskets for fl

form to ASTM C 361. For continuous flat gaskets for 

flat bands or bands with projections, conform to ASTM 

and use a gasket with a thickness 0.5 inches greater 

of the pipe corrugations. For continuous flat gaskets 

with corrugated bands, conform to ASTM D 1056 g

0.375-inch thick gasket.
713

0.313 inch 0.3

0.375 inch 0.5

0.50 inch 0.6

0.625 inch 0.7

0.75 inch 1.0

1.00 inch 1.2

1.25 inch 1.5

1.50 inch 2.0

712.04 Reserved.

712.05 Mortar for Masonry Beds and Joints.

(a) Material. When the contract contains other co

type of cement used for other work may be used for 

following:

(1) Masonry cement/portland cement 

(2) Fine aggregate 

(3) Lime 

(4) Fly ash 

(5) Water 

(b) Composition. Mix one part masonry cemen

air-entraining portland cement with two parts fine 

Lime or fly ash may be added in an amount not to e

portland cement by mass. In lieu of air-entraining c

may be used with an air-entraining admixture accor
714

712.06 Copper Water Stops or Flashings. Furnish sh

to AASHTO M 138 copper USN no. C11000. The 

required.

712.07 Rubber Water Stops. Furnish molded or 

uniform cross-section that is free from porosity or oth

an equivalent standard shape may be furnished.

Fabricate rubber water stops from a compound of na

rubber, or a blend of the two, together with other comp

use any reclaimed material. Furnish a certification from 

the composition of the material. Conform to the follo

(a) Hardness (shore), 3021(1) 

(b) Compression set, 3311(1) 

(c) Tensile strength, 4111(1) 

(d) Elongation at breaking, ASTM D 412 

(e) Tensile stress, 300% elongation, 4131(1) 

(f) Water absorption by mass, 6631(1) 

(g) Tensile strength after aging, 7111(1) 

Note: (1) FTMS 601.

712.08 Plastic Water Stops. Fabricate from a hom

plastic compound of basic polyvinyl chloride and oth

uniform cross-section that is free from porosity or oth

an equivalent standard shape may be furnished. Con

(a) Tensile strength, ASTM D 638M 

(b) Elongation at breaking, ASTM D 638M 

(c) Hardness, ASTM D 2240 

(d) Specific gravity, 5011(1) 
715

(f) Water absorption (48 hours), ASTM D 570 

(g) Cold bending (4) 

(h) Volatile loss, ASTM D 1203 

Notes:(1) FTMS 406.

(2) Manufacturer's value ±0.02.

(3) Use a 10 percent solution of NaOH for a 7-day 

(4) Subject a 1- by 6-inch strip that is 0.125 inches 

-20 bF for a period of 2 hours. After the 2 hours, im

ple 180 degrees around a 0.125-inch diameter rod. 

maintain contact with the rod during bending. Ex

dence of cracking. Test and report results for at leas

from each lot.

(5) Not more than manufacturer's value.

Furnish the manufacturer's test results for the above p

mercial certification. If directed, furnish samples i

performing the specified tests.
716

(a) Furnished topsoil. Furnish fertile, friable, fre

soil that is free of subsoil, refuse, stumps, roots, bru

than 1 inch, or other substances detrimental to the dev

growth. Demonstrate that the soil will sustain health

or other plant growth. Conform to the following:

(1) Texture

(a) Organic matter, AASHTO T 267 

(b) Sand, AASHTO T 88 

(c) Silt, AASHTO T 88 

(d) Clay, AASHTO T 88 

(2) pH, AASHTO T 289 

(b) Conserved topsoil. See Subsection 204.02(d).

713.02 Agricultural Limestone. Furnish calcic or 

stone conforming to the standards of the Association 

Chemists International, applicable state and Federal r

lowing:

(a) Purity (calcium and magnesium) carbonates 

(b) Gradation 

Table 713-1

Agricultural Limestone Gradat

Sieve Size

Minimum Percen

Passing Designat

(AASHTO T 

No. 10 90

No. 40 50
717

713.03 Fertilizer. Furnish standard commercial grad

izer conforming to the standards of the Association 

Chemists International, applicable state and Federal re

minimum percentages of available nutrients.

Supply the fertilizer in new, clean, sealed, and properly 

name, mass, and guaranteed analysis of contents clea

Liquid fertilizer containing the minimum percentage of 

be used.

713.04 Seed. Conform to FSS JJJ-S-181. Do not us

wise contaminated or damaged seed. Furnish each seed 

container. Clearly label each container with the follo

(a) Name and type of seed

(b) Lot number

(c) Net mass

(d) Percent of purity, germination, and hard seed

(e) Percent of maximum weed seed content

Inoculate legume seed with approved cultures accordin

instructions.

713.05 Mulch.

(a) Straw. Furnish straw from oats, wheat, rye, or o

free from weeds, mold, or other objectionable mater

air-dry condition suitable for placing with mulch bl

(b) Hay. Furnish hay from herbaceous mowing, free fr

objectionable material. Furnish hay in an air-dry cond

with mulch blower equipment.
718

(2) Readily dispersible in water

(3) Nontoxic to seed or other plant material

(4) Free of growth or germination inhibiting sub

(5) Free of weed seed

(6) Air dried to an equilibrium moisture content 

(7) Packaged in new labeled containers

(8) Packaged in a condition appropriate for mix

slurry suitable for application with power spray 

(d) Grass straw cellulose fiber. Furnish processe

is as follows:

(1) Colored with a green dye noninjurious to pla

(2) Readily dispersible in water

(3) Nontoxic to seed or other plant material

(4) Free of growth or germination inhibiting sub

(5) Free of weed seed

(6) Air dried to a moisture content of 10±0.2 per

(7) Air dried to a uniform mass of ±5 percent

(8) Packaged in new containers labeled with the m

air-dry mass

(9) Packaged in a condition appropriate for mix

slurry suitable for application with power spray 

(e) Peat moss. Furnish a granulated sphagnum peat 

following:

(1) Sticks, stones, and mineral matter 

(2) Partially decomposed stems 

and leaves of sphagnum

(3) Color 

(4) Textured from porous fibrous to spongy fibr

(5) pH 

(6) Air-dried
719

following:

(1) Carbon/nitrogen ratio 

(2) Carbon/phosphorus ratio 

(3) pH 

(4) Water content 

(5) Particle size

Seeding and sodding 

Erosion control 

(6) Organic material 

(7) Man-made inserts (plastic, glass, metal) 

(g) Straw for hydroseeding. Furnish clean agricu

inch or less in length. Dry the fibers to 10 percent m

Bale in heat-sealed plastic bags.

(h) Bonded fiber matrix hydromulch. Furnish a 

fibers and bonding agent which when hydraulically 

duce a matrix conforming to the following:

(1) Does not dissolve or disperse when wetted.

(2) Holds at least 10 ounces of water per ounce 

(3) Has no germination or growth inhibiting fact

(4) Forms no water insensitive crust.

(5) Contains material that is 100 percent biodegr

713.06 Plant Material. Conform to the American 

Stock. 

(a) Quality of plant material. Furnish plants that 

tatives of their normal species or varieties. Furnish n

has been transplanted or root-trimmed two or more 

kind and size of plant. Furnish plants with a norm

system. Do not furnish plants with disfiguring kno

abrasions of the bark, dead or dry wood, broken ter

objectionable disfigurements.
720

dardized Plant Names as adopted by the America

Horticultural Nomenclature. Legibly tag and identif

size.

(c) Grading standards. Conform to American Stan

as approved by ANSI.

(d) Nursery inspection and plant quarantine. Fu

sentially free from plant diseases and insect pests. 

Comply with all nursery inspection and plant quara

states of origin and destination including Federal 

interstate movement of nursery stock. Provide a vali

of inspection with each package, box, bale, or carloa

delivered.

(e) Balled and burlapped (B&B) plants. Furnish 

and undisturbed soil in which the plants were grow

retain as many fibrous roots as possible. Wrap, tra

plants so the soil ball and small and fibrous roots re

713.07 Erosion Control Mats, Roving, and Geoce

(a) Erosion control mats. Erosion control m

follows:

(1) Type 1 - Erosion control mats.

(a) Straw mats. Furnish a mat of clean agricu

to Subsection 713.05(a) that is attached 

polypropylene netting by sewing with cotto

Table 713-2.
721

Straw

0.44 lb/yd min.

Netting

Photodegradable netting o

0.20-0.8 inch square mesh

3.0 lb/1000 ft2 mass

(1) Moisture content shall not exceed 20 percen

(2) Dimensions are approximate and may vary t

 manufacturer's standards.

(b) Burlap fabric. Furnish burlap fabric with 

mass of 4.3±0.7 ounces per square yard.

(c) Jute mesh. Furnish jute mesh with a uni

fabricated from jute yarn that does not vary in 

half its normal diameter. Conform to the foll

(1) Mesh size 

(2) Mesh mass, ASTM D 1776 

(d) Woven paper or sisal mesh netting. Furni

ven paper or woven sisal twisted ya

following:

(1) Mesh openings 

(2) Shrinkage after wetting 

(2) Type 2 - Erosion control mats.

(a) Straw and coconut mats. Furnish a mat c

undyed untreated biodegradable jute, coconut 

propylene fibers or other approved yarn wo

mesh. Conform to Table 713-3.
722

Straw

 70% 0.44 lb/yd min.

Coconut 30% 0.44 lb/yd2 min.

Netting

Photodegradable netting on 

0.625–1.0-inch square mesh

3.0 lb/1,000 ft2 mass.

(1) Moisture content shall not exceed 20 perce

(2) Dimensions are approximate and may vary 

 manufacturer's standards.

(b) Excelsior blanket. Furnish a blanket of 

sisting of curled wood excelsior secured on t

gradable, photodegradable extruded plastic m

smolder resistant without the use of chemical 

the following:

(1) Excelsior fibers A 8-inch length 

(2) Mesh size 

(3) Blanket mass/area 

(c) Mulch blanket. Furnish a 0.12- to 0.50-inc

ing of organic, biodegradable mulch such as st

lose, coconut coir, or other material evenly di

a photodegradable, polypropylene mesh havin

ounces per square yard.

(3) Type 3 - Coconut mat. Furnish a mat consist

biodegradable jute, coconut coir, and synthetic p

other approved yarn woven into a plain weave m

0.625- to 1.0-inch square openings. Conform to 
723

Coconut 

 100% 0.44 lb/yd min.

Netting

Photodegradable netting 

0.625 to 1 inch square m

3.0 lb/1,000 ft2 mass

(1) Moisture content shall not exceed 20 percent.

(2) Dimensions are approximate and may vary to 

 manufacturer's standards.

(4) Type 4 - Synthetic erosion control mats an

(a) Synthetic mat. Furnish a machine produced 

of polyolefin monofilament fibers positione

oriented nets. Mechanically bind the nets tog

ing with polyolefin thread to form a 3-dimen

highly resistant to environmental and chemic

form to Table 713-5.

Table 713-5

Synthetic Erosion Control Ma

Property Specifications 

Color

Thickness

Strength (1)

Elongation (1)

Porosity (2)

Resiliency (3)

Ultraviolet stability (4)

Green

0.25 inches min.

108 x 36 lbs/ft min.

50% max.

85% min.

80%

80%

(1) Values for both machine and cross-machine directio

conditions. Machine direction specimen for 2-inch strip 

direction polyolefin stitch line centered within its width an

of the specimen.

(2) Calculation based upon mass, thickness, and specific 

(3) The percentage of original thickness retained after 3 c

square inch load for 60 seconds followed by 60 seconds 

measured 30 minutes after load removed.

(4) Tensile strength retained after 1000 hours in an Xeno
724

Table 713-6

Synthetic Polypropylene Mes

Property Specifications 

Color

Mass

Tensile strength 

Elongation at break

Mullen burst strength

Beige

1.74 oz/yd2 min.

460 x 250 lbs/ft

40% max.

75 pounds per

square inch min.

(c) Synthetic mulch control netting. Furnish 

rectangular, plastic mesh netting with 2- by 

openings and weighing at least 0.23 ounces p

(d) Organic mulch control netting. Furnish a l

fabricated from 28-pound biodegradable cell

5 twists per 1 inch. Make the size of the me

square. Finish the selvedge to prevent ravelin

(5) Type 5 - Turf reinforcement mats. Furnish 

or melt bonded polymer netting, monofilaments, 

gled to form a strong and dimensionally stable m

include polymer welding, thermal or polymer fus

fibers between 2 high-strength, biaxially orien

bound together by parallel stitching with polyolef

resistant to biological, chemical, and ultraviolet 

to Table 713-7.
725

Color

Thickness 

Tensile strength(1)

Elongation(1)

Porosity (2)

Resiliency (3)

Ultraviolet stability (4)

Black

0.50 inches min.

94 x 54 lb/ft 50% max.

90% max.

80% min.

80% min.

(1) Values for both machine and cross-machine direction

 conditions using 2-inch strip method.

(2) Calculation based upon mass, thickness, and specific 

(3) The percent of original thickness retained after 3 cy

square inch load for 60 seconds followed by 60 seconds 

measured 30 minutes after load removed.

(4) Tensile strength retained after 1000 hours in a Xenon 

(b) Roving. 

(1) Fiber glass roving. Form fiber glass roving 

drawn from molten glass, coated with a chrom

pound, collected into strands and lightly bound to

out the use of clay, starch, or like deleterious sub

ing into a cylindrical package approximately 12 in

can be continuously fed from the center of the pac

driven by compressed air and expanded into a m

soil surface. Do not use roving containing petro

agents known to be toxic to plant or animal 

following:

(a) Strands/rove, end count 

(b) Fibers/strand, end count 

(c) Fiber diameter (trade designation G), 

 ASTM D 578

(d) Yd/lb of rove, ASTM D 578 

(e) Yd/lb of strand, ASTM D 578 

(f) Organic content, ASTM D 578 
726

a mat of polypropylene strands. The material sha

are toxic to plant or animal life. Conform to the 

(a) Tensile strength, ASTM D 2256 

(b) Elongation at break, ASTM D 2256 

(c) Mass of strand, ASTM D 1907 

(d) Strands per rove, measured 

(e) UV stability, ASTM D 4355 

(c) Geocell (cellular confinement system). Furnis

3-dimensional structure fabricated from polyethylen

stabilized with carbon black and/or hindered aminc 

713.08 Miscellaneous Planting Material.

(a) Stakes for bracing and anchoring. Conform to 

Standards. Fabricate stakes for bracing and anch

cypress, cedar, locust, or other approved wood esse

rot, crossgrain, or other defects that would impair th

Furnish stakes with a minimum 2- by 2-inch square 

quate length. 

Furnish anchor stakes of the same size and quality 

diameter and length of the deadman is specified in 

(b) Hose. Furnish 1-inch diameter garden or steam h

to be used with wire for bracing and anchoring tree

(c) Wire. Furnish 0.15-inch diameter soft annealed g

bracing and anchoring trees.

(d) Wrapping material. Furnish 4-inch wide rol

(triple lamination 30-30-30) or 6-inch wide rolls o

trees.
727

(f) Antidesiccant. If approved, furnish a commercia

ant emulsion to provide a film over plant surfaces th

to permit transpiration.

(g) Tree wound dressing. Furnish a commercially 

asphalt base and fungicide. Furnish material tha

roof, adhesive, and elastic. Do not use material that 

tissue such as kerosene, coal tar, or creosote.

713.09 Sprigs. Furnish healthy living stems (stolon

tached roots of the perennial turf-forming grasses sp

Obtain sprigs from approved heavy and thickly matted 

of the work. Remove all johnson grass or other object

or other detrimental material.

713.10 Sod. Furnish living vigorous sod of the type 

specified in the contract. Furnish sod with a dense roo

ably free from noxious weeds and grasses. Before ta

top growth to less than 3-inch height.

713.11 Pegs for Sod. Furnish square or round pegs o

form to the following:

(a) Length 

(b) Approximate cross-sectional area 

713.12 Stabilizing Emulsion Tackifiers. Furnish a 

product containing no solvents or other diluting age

Conform to one of the following:

(a) Emulsified asphalt grades SS-1, SS-1h, CSS-1, 

(b) Nonasphalt emulsions having a water soluble 

blended with gelling and hardening agents or a water 

philic polymers, viscosifiers, sticking agents, and g

(c) Polyvinyl acetate using emulsion resins and conta

solids by mass.
728

(1) Straw Subsecti

(2) Approximate length 3.5 feet

(3) Shape rectangu

(4) Approximate mass 70 poun

(b) Wood excelsior bales. Furnish bales of curled w

bales with either a commercial bailing wire, plastic

the following:

(1) Approximate dimensions 16 by 18 

(2) Approximate mass 70 poun

713.14 Sandbags. Use clean, silt free material for s

the following:

(a) Bag material canvas o

(b) Volume per bag 0.35 cub

713.15 Erosion Control Culvert Pipe. Furnish culv

corrugated metal, plastic, or concrete for use in diverti

work areas. Provide for AASHTO loading M18 on 

placed beneath the traveled way.

713.16 Silt Fence. Furnish a combination of the f

structed as specified. If approved, variations may be 

date premanufactured fences.

(a) Posts. Furnish 3-inch diameter wood or 1.25-po

posts.

(b) Supports. Furnish 0.08-inch steel wire with a m

inches or a prefabricated polymeric mesh of equival
729

embedment depth is 6 inches.
730

percent by mass of polyolefins or polyesters, to manuf

threads used to sew geotextile. Form the geotextile, in

a stable network such that the filaments or yarns retain t

ity relative to each other. 

(a) Physical requirements. Conform to the followi

geotextile specified:

(1) Type I (A - F) Subsurface drainage 

(2) Type II (A - C) Separation 

(3) Type III (A - B) Stabilization geotexti

(4) Type IV (A - F) Permanent erosion co

(5) Type V (A - C) Temporary silt fence 

(6) Type VI Paving fabric 

All property values, with the exception of apparent 

these specifications represent minimum average rol

principal direction (i.e., average test results of any r

conformance or quality assurance testing shall meet 

values). Values for AOS represent maximum av

Elevate and protect rolls with a waterproof cover if 

using a geotextile for a permanent installation, limit 

to ultraviolet radiation to less than 10 days.

(b) Evaluation procedures. Geotextile will be eval

106.03. Furnish a commercial certification including 

facturer, product name, style number, chemical comp

or yarns, and other pertinent information to fully de

When samples are required, remove a 3-foot long, 

beyond the first outer wrap of the roll. Label the s

batch number, date of sampling, project number, item 

and product name.
731

are sewn in both the machine and cross-machine dire

sewn seams that are oriented in both the mach

directions. Furnish a sewn sample that has at least 6 

is at least 5 feet wide. Sew the sample seams with t

procedures that are used to sew the production seam

site, conform to the manufacturer's recommendatio

the seam before installation.
732

T

Physical Requirements F

Property

Test

Method

ASTM

Units

Grab Strength D 4632 pounds Sewn Seam Strength D 4632 pounds Tear Strength D 4533 pounds 

Puncture Strength D 4833 pounds Burst Strength D 3786 pounds

per square

inch

Permittivity D 4491 s-1 

Apparent Opening Size D 4751 inches 

Ultraviolet Stability D 4355 % 

(1) The first values in a column apply to geotextiles that break at <50 

 geotextiles that break at A50 elongation (ASTM D 4632).

(2) Maximum average roll value.(3) The minimum average roll tear strength for woven monofilament 
733

ASTM

Type II-A 

Grab Strength D 4632 lbs. 310/200 

Sewn Seam Strength D 4632 lbs. 283/180 

Tear Strength D 4533 lbs. 110/79 

Puncture Strength D 4833 lbs. 110/79 

Burst Strength D 3786 psi 500/250 

Permittivity D 4491 s-1 0.02 

Apparent Opening Size D 4751 in. 0.024 (2) 

Ultraviolet Stability D 4355 % 50% after 

(1) The first values in a column apply to geotextiles that break at <

 (ASTM D 4632). The second values in a column apply to geo

 percent elongation (ASTM D 4632).

(2) Maximum average roll value.

(3) The minimum average tear strength for woven monofilament g

Table 714-3

Physical Requirements For Stabilization 

Property

Test

Method

ASTM

Units

Sp

Type III-A 

Grab Strength D 4632 lbs. 310/200 

Sewn Seam Strength D 4632 lbs. 280/40 

Tear Strength D 4533 lbs. 110/79 

Puncture Strength D 4833 lbs. 110/79 

Burst Strength D 3786 psi 500/250 

Permittivity D 4491 s-1 0.05 

Apparent Opening Size D 4751 in 0.017 (2) 

Ultraviolet Stability D 4355 % 50% after 

(1) The first values in a column apply to geotextiles that break at <

 (ASTM D 4632). The second values in a column apply to geo

 percent elongation (ASTM D 4632).

(2) Maximum average roll value.

(3) The minimum average tear strength for woven monofilament g
734

T

Physical Requirements For 

Property

Test

Method

ASTM

Units

Type IV-A 

Grab Strength D 4632 lbs. 310/200 Sewn Seam Strength D 4632 lbs. 280/40 Tear Strength D 4533 lbs. 110/79 

Puncture Strength D 4833 lbs. 110/79 Burst Strength D 3786 psi 500/250 Permittivity D 4491 s-1 0.7 

Apparent Open Size D 4751 in. 0.017 (2) 

Ultraviolet Stability D 4355 % 

(1) The first values in a column apply to geotextiles that break at <50 

 geotextiles that break at A50 elongation (ASTM D 4632).

(2) Maximum average roll value.(3) The minimum average roll tear strength for woven monofilament 
735

ASTM

Type V-A Typ

Grab Strength 

 Machine Direction 

 Cross Direction

D 4632 lbs.

90 

90 

Permittivity D 4491 s-1 0.05 0

Apparent Opening Size D 4751 in 0.023 (1) 0

Ultraviolet Stability D 4355 % 70% after 50

Maximum Post Spacing 4 ft 

(1) Maximum average roll value.

(2) Elongation at break A50 percent elongation (ASTM D 4632).

(3) Elongation at break <50 percent elongation (ASTM D 4632).

Table 714-6

Physical Requirements For Paving 

Property

Test

Method U

Grab Strength ASTM D 4632 

Ultimate Elongation ASTM D 4632 

Asphalt Retention Texas DOT

item 3099

g

Melting Point ASTM D 276 

714.02 Geocomposite Drains. Furnish a drainage 

drainage geotextile attached to or encapsulating the cor

fittings and material to splice one sheet, panel, or roll to 

the geocomposite drain to the collector and outlet pipi

For the drainage core, use long chain synthetic polyme

percent by mass of polypropylene, polyester, polyam

polyolefin, or polystyrene. Fabricate the core in she

adequate strength to resist installation stresses and lo

tions. Build the core up in thickness by means of colum

meshes, stiff filaments, or other configurations.
736

without impeding flow or damaging the core.

Elevate and protect sheets, panels, or rolls with a wa

resistant cover if stored outdoors.

When using a geocomposite drain for a permanent 

geocomposite exposure to ultraviolet radiation to less 

Geocomposites will be evaluated under Subsection 106

required, provide a 3-foot square sample from produc

panels or a 3-foot length full-roll width sample from pr

Label the sample with the lot and batch number, da

number, item number, manufacturer, and product nam

(a) Geocomposite underdrains. The horizontal an

within the core shall interconnect at all times for the 

The drainage core with the geotextile fully encapsul

vide a minimum flow rate of 5 gallons per minute p

tested according to ASTM D 4716 under the follow

(1) 12-inch long specimen

(2) Applied load of 10 pounds per square inch

(3) Gradient of 0.1

(4) 100-hour seating period

(5) Closed-cell foam rubber between platens and 

Firmly attach the geotextile to the core so folding, wr

ment cannot occur either during handling or after pla

ing using nonwater-soluble adhesive, heat sealing, o

mended by the manufacturer. Do not use adhesive on 

fabric where flow is intended to occur.

If heat sealing is used, do not weaken the geotext

strength values. Extend the geotextile below the bo

th sufficient to completely encapsulate the collector 
737

when tested according to ASTM D 4716 under test 

(5) in (a) above, except the gradient shall be 1.0.

If core construction separates the flow channel into 

only the flow rate on the in-flow face is considered in 

acceptability.

Firmly attach the geotextile to the core so folding, wr

ment cannot occur either during handling or after pla

ing using nonwater-soluble adhesive, heat sealing, o

mended by the manufacturer. Do not use adhesive on 

fabric where flow is intended to occur.

If heat sealing is used, do not weaken the geotext

strength values. Extend the geotextile below the bo

sufficient to completely encapsulate the collector pi

(c) Geocomposite pavement edge drains. The geo

capsulate the geocomposite edge drain. The edge dra

from both sides. The drain core with the geotextile 

minimum flow rate of 15 gallons per minute per foo

according to ASTM D 4716 under test conditions 

above.

If the geocomposite polymer core separates the flo

more parts, consider only the tested flow rate of 

pavement.

All pipe and pipe fittings used for an outlet to the e

perforated plastic pipe conforming to Subsection 70

The solvent cement for the outlet pipe and fitting

ASTM D 2564. The material composition of the 

compatible for direct solvent welding to PVC.
738

contract:

(a) Douglas fir

(b) Larch

(c) Norway pine

(d) Red oak

(e) Southern yellow pine

Install steel straps along the length of the pile at not mo

In addition, place a strap at 3, 6, and 12 inches from 

straps within 2 feet of the butt. Use 1.25-inch wide b

strapping material fabricated from cold-rolled, heat-tr

having a minimum tensile strength of 5,000 pounds.

Hold straps in place with clips that are secured by cri

length with a notch type sealer. Fabricate the clips fro

inch thick steel. The clip joint shall develop at least 

tensile strength. Straps shall encircle the pile once an

operated or power assisted tensioning tools.

715.02 Treated Timber Piles. Conform to Subsection 

only Douglas fir or southern yellow pine piles for use 

piles with preservative according to AASHTO M 133 f

ties of preservatives specified in the contract.

Use the pressure method procedure prescribed in AWP

the treatment to the piles after all millwork is complet

Imprint legible symbols or legend on the end of all pil

of the treating company and type and year of treatme

Standards M1 and M6.

715.03 Concrete Piles. Fabricate piles from class A (

ing to Section 552. For billet steel and rail steel reinfo

to Subsection 709.01. For prestressing reinforcement 

section 709.03.
739

Use metal, plywood, or dressed lumber forms that are w

to line. Use a 1-inch chamfer strip in all corners of th

Cast piles separately or, if alternate piles are cast in a ti

piles at least 4 days after the adjacent piles are poured

tiers with tar paper or other suitable separating material

tier in a continuous operation that prevents the form

honeycombs, or other defects. Leave forms in place f

 

Make piles straight so when a line is stretched from bu

line is no more than 1 inch from the face of the pile at a

surface true, smooth, even, and free from honeycomb

Remove lifting anchors to a depth of at least 1 inch bel

and fill the resulting hole with concrete. Finish the su

a class 1 ordinary surface finish according to Subsec

piles according to Sections 552 and 553 as applicable

If concrete test cylinders are made and tested accordin

move piles until the tests indicate a compressive streng

of the design 28-day compressive strength. Do not tran

tests indicate the minimum design 28-day compressiv

If concrete test cylinders are not made, do not move pil

for at least 14 days at a minimum temperature of 60 b

mum temperature of 40 bF. Do not transport or drive 

least 21 days at a minimum of 60 bF or 28 days at a min

high-early-strength cement is used, do not move, trans

cured for at least 7 days.
740

• Outside cylinder diameter < 14 inches 

• Outside cylinder diameter A 14 inches 

• Tapered or fluted 

(a) Shells driven without a mandrel. For tapere

in-place concrete piles, furnish shells having a minim

cutoff and a minimum 8-inch diameter tip. For con

place concrete piles, furnish shells having a minimu

10.75 inches.

Fabricate shells from not less than 0.179-inch pla

AASHTO M 183. Shells may be either spirally w

welded and may be either tapered or constant in se

noted on the drawings.

(b) Shells driven with a mandrel. Furnish shells of 

thickness to withstand driving without injury and to r

and/or buckling due to soil pressure after being driv

moved. Butt and tip dimensions are specified in the 

715.05 Steel Pipes. Conform to the following:

(a) Steel pipe to be filled with concrete 

(b) Closure plates for closed end piles 

(c) Reinforced conical points 

for pipe closure at the tip

(d) Unfilled tubular steel piles for welded and 

seamless steel pipe piles with chemical properties 

conforming to ASTM A 53 grade B

715.06 Steel H-Piles. Furnish steel H-piles from rol

mass and shape specified in the contract. Fabricate the 

steel conforming to AASHTO M 183, except do not us

the acid-bessemer process.
741

M 223. For all other sheet piles, conform to the require

for the particular material specified. Make the joint

when the piles are in place.

715.08 Pile Shoes. For timber piles, prefabricate sho

forming to ASTM A 27.

715.09 Splices. For H or pipe piles, manufacture splic

conforming to AASHTO M 183.
742

spection Bureau, Southern Pine Inspection Bureau, or 

nized timber associations. Mark all pieces with the in

designation, species, and inspector identity.

Do not use boxed-heart pieces of Douglas fir or redwo

floor beams, caps, posts, sills, or rail posts. Boxed-hea

timber so sawed that at any point in the length of a sa

entirely inside the four faces.

716.02 Hardware. Machine bolts, drift bolts and d

steel. Fabricate washers from gray iron or malleable iro

tural washers are specified.

Use square headed bolts and nuts. Use a standard com

round nail. Use cut, round or boat spikes, as specified

Galvanize all hardware according to AASHTO M 23

hardware according to ASTM B 766 class 12, type III

Use ring or shear plate timber connectors conforming 

Specifications for Highway Bridges Division II, 

Connectors. 

716.03 Treated Structural Timber and Lumber. 

716.01. Make all dimensional cuts and incisions in th

treatment. Treat the wood according to AASHTO M 

be painted, use water borne ammoniacal copper arsena

arsenate preservative.

Mark all treated wood with an ALSC (Americ

Committee) quality mark certifying conformance w

standards.
743

(a) Structural carbon steel. Conform to the follow

(1) Primary bridge members AASHTO 

(2) Fracture critical bridge members AASHT

(3) Other shapes, plates, and bars AASHTO 

(b) High-strength low-alloy structural (HSLA) 

following:

(1) Primary bridge members AASHTO 

and welded members or 50WT

(2) Fracture critical bridge members AASHT

and fracture critical welded members or 50WF

(3) Other shapes, plates, and bars AASHT

50W

(c) High-strength quenched and tempered (QT) 

following:

(1) Primary bridge members AASHT

100T, or 

(2) Fracture critical bridge members AASHT

100F, or 

(3) Other shapes, plates, and bars AASHT

100, or 1

(d) Bolts and nuts. Conform to ASTM A 307.

(e) High-strength bolts, nuts, and washers. 

AASHTO M 164 or AASHTO M 253M as specifie

717.02 Steel Forgings. Conform to AASHTO M 102 

717.03 Pins and Rollers. Furnish pins and rollers 

diameter from annealed carbon-steel forgings con

M 102 class C.
744

requirement may be waived if the steel develops a ten

pounds per square inch and a yield point of 36,000 po

For pin threads, conform to ANSI B1.1 Coarse Th

Thread pin ends with a diameter of 1.375 inches or mo

inch.

717.04 Castings.

(a) Steel castings. Conform to AASHTO M 103 gr

(b) Chromium alloy steel castings. Conform to A

CA-15.

(c) Gray iron castings. Conform to AASHTO M 

otherwise specified. Make the castings free from pou

cracks, blow holes, and other defects in positions 

value for the service intended. Boldly fillet the casti

the arrises sharp and perfect. Sand blast all castings o

remove the scale and sand to present a smooth, clea

(d) Malleable iron castings. Conform to ASTM A 

otherwise specified. For workmanship, finishing, an

(c) above.

717.05 Welded Stud Shear Connectors. Conform t

AASHTO Standard Specifications for Highway Brid

11.3.3, Welded Stud Shear Connectors.

717.06 Steel Pipe. Furnish galvanized steel pipe con

type F, standard weight class, and plain ends for the d

the contract.

717.07 Galvanized Coatings. When specified, ga

according to AASHTO M 111.
745

717.09 Steel Grid Floors. Conform to AASHTO M 

AASHTO M 270 grade 36 steel shall have a minimum 

percent unless galvanized. Galvanize steel grid flo

specified.

717.10 Elastomeric Bearing Pads. Conform to AA

717.11 Tetrafluoroethylene (TFE) Surfaces for Be

(a) TFE resin. Furnish virgin TFE resin material 

D 1457 and the following:

(1) Specific gravity 

(2) Melting point 

(b) Filler material. Furnish milled glass fibers, car

inert material.

(c) Adhesive material. Furnish epoxy resin adhes

MMM-A-134, FEP film or an approved equal.

(d) Unfilled TFE sheet. Furnish unfilled TFE shee

Conform to the following:

(1) Tensile strength, ASTM D 1457 

(2) Elongation, ASTM D 1457 

(e) Filled TFE sheet. Furnish filled TFE sheet ma

formly blended with filler material. For filled TFE 

fibers or carbon, conform to Table 717-1.

(f) Fabric containing TFE fibers. Furnish fabr

multifilament TFE fluorocarbon and other fibers. U

to the following:

(1) Tensile strength, ASTM D 2256 

(2) Elongation, ASTM D 2256 
746

py

Mechanical:

 Min. tensile strength

 Min. elongation 

D 1457

D 1457

2,000 psi

150%

Physical:

 Min. specific gravity

 Melting point

D 792 

D 1457

2.20

620±18 bF

(g) Interlocked bronze and filled TFE componen

bronze plate conforming to ASTM B 100 with an 0

bronze surface layer conforming to ASTM B 103M 

nated a TFE compound. Overlay the surface with co

than 0.001 inches thick.

(h) TFE metal composite. Furnish virgin TFE m

completely through a 1.32-inch perforated stainless 

to ASTM A 240 type 304.

(i) Surface treatment. For epoxy bonding, factory t

sheet with a sodium napthalene or sodium ammonia 

(j) Stainless steel mating surface. Conform to AST

the following:

(1) Thickness 

(2) Surface finish 

Polish or roll stainless steel mating surfaces as nece

fied friction properties.

717.12 Structural Aluminum Alloy. Conform to the 

minum Structures published by the Aluminum Associat

expansion joint material, furnish aluminum extrusi
747

heavy hexagon ANSI B18.2. For threads, conform 

coarse series, class 2 fit, ANSI specification B1.1.

717.15 Aluminum Welding Wire. Conform to Tab

Table 717-2

Aluminum Welding Wire

Alloys Series Specification 

3xxx and 6xxx

AWS 5.10

3xxx, 5xxx, and 6xxx 

5xxx and 6xxx ER 

717.16 Elastomeric Compression Joint Seals. 

M 220.
748

Table 717-3 Aluminum 

RAILING

COMPONENT

ASTM Specification S

Sheet

and

Plate

B 209

Drawn

Formless

Tubes

B 210

Ro

Posts and Post Bases,

Structural; Wrought 

Cast 

Posts, Ornamental

Wrought Cast 

Rails & Sleeves,

Structural; Wrought 6061-T6

6063-T6

Bolts & Screws, Misc.(2), (3)

Aluminum; WroughtStainless SteelGalvanized SteelAluminized Steel

202

606

Nuts,(6) Wrought 2

0.25 inches and under(3) 6

0.188 inches and over 6

General Note: "F" temper applies to products that acquire some temper from 
749

Table 717-3 Aluminum Allo

RAILING

 COMPONENT

ASTM Specification S

Sheet

and

Plate

B 209

Drawn

Formless

Tubes

B 210

Bars

Rods, a

Wire

B 21

Washers, flat:(6)

Wrought

Alclad

2024-T4

Alclad

2024-T3(8)

Washers, Springlock:(6)

Wrought 7075-

Rivets: Wrought 

Shims:

Wrought

 Cast

1100-0 

Weld Filler:

Wrought 

End Caps:

Wrought

 Cast

6061-T6 

Specific Notes: (1) Chemical, composition only.

 (2) Use compatible stainless or coated steel nuts and was (3) Coat alloy 2024-T4 with a 0.00020- inches minimum  (4) Use alloy 2024-T4 for stress-carrying bolts and minor  (5) Use alloy 6061-T6 as an alternate material for minor  (6) Use with aluminum bolts and screws. Do not use alu (7) B 211 is an acceptable alternate. (8) Use T3 temper for thicknesses less than 0.25 inches  (9) Use for cold-driven rivets. (10) Use for rivets driven at 990 to 1050 bF.
750

minimum coefficients of retroreflection for brown ty

ASTM D 4956 Table 1, Type I Sheeting, are amended 

per footcandle per square foot at 0.2 degree observati

entrance angle, 1.0 candela per footcandle per square f

vation angle and +30 degree entrance angle and at 0.5 d

and -4 degree entrance angle, and 0.5 candela per foo

at 0.5 degree observation angle and +30 degree entran

Conform to ASTM D 4956 Supplemental Requirement 

if specified. For reboundable retroreflective sheeting

4956 including Supplemental Requirement S2, 

Requirements.

Types of retroreflective sheeting are as follows:

(a) Type I. Medium-intensity sheeting with enclos

(b) Type II. Medium-high-intensity sheeting with en

(c) Type III. High-intensity sheeting with encapsula

matic material.

(d) Type IV. High-intensity sheeting with unme

elements.

(e) Type V. Super-high-intensity sheeting with me

elements.

(f) Type VI. Elastomeric high-intensity sheeting wi

material.

When an adhesive is used, use ASTM D 4956 backin
751

incubated at 82 to 86 bF for 10 to 14 days in pr

718.03 Plywood Panels. Furnish exterior type B-

plywood or better conforming to NIST specification PS

industrial plywood. Use 0.50-inch thick plywood for s

area 4 square feet or less and the horizontal dimensi

vertical dimension. Use 0.75-inch thick plywood for 

Abrade, clean, and degrease the face of the plywood p

ods recommended by the manufacturer of the retroref

the edges of the plywood panel with an approved edg

718.04 Steel Panels. Furnish 0.079-inch continuou

steel blanks conforming to ASTM A 525. Mill phosp

(designation G 90) to a thickness of 0.0035±0.00175 

of surface area.

Furnish panels with a substantially plane surface. Do n

led panels. Clean, degrease, or otherwise prepare th

methods recommended by the sheeting manufacturer.

718.05 Aluminum Panels. Conform to ASTM B 

5052-H38.

Fabricate all temporary panels and those permanent p

inches or smaller from 0.080-inch thick aluminum s

permanent panels from 0.125-inch thick aluminum sh

The blanks shall be free from laminations, blisters, ope

other defects that may affect their appearance or use. 

uniform and the blank commercially flat. Perform 

punching before preparing the blanks for application 

Clean, degrease, and chromate the blanks or otherwi

panels according to methods recommended by the she
752

sives, coatings, and retroreflective sheeting materi

such material.

Fabricate panels that are 24 by 24 inches or small

plastic blanks. Fabricate larger panels from 0.125-in

The panels shall be flat and free of buckles, warps, an

multiple panels adjoin, the gap between adjacent pan

than 0.63 inches. Signs larger than 24 by 24 inches s

stiffeners attached on the back for rigidity and for mo

(b) Fiberglass reinforced plastic. Furnish fibergla

polyester acrylic modified laminate sheets. Furnish s

for outdoor weathering ability. The sign panel shall 

ings, and retroreflective sheeting material as recomm

Furnish sign panel free of visible cracks, pinholes

surface wrinkles that would affect implied perform

dimensions of the panel, or otherwise affect the sign 

Wipe sign panel surface clean with a slightly dampe

ing reflective sheeting.

Make fiberglass reinforced panels conform to the fol

physical properties:

(1) Average tensile strength, ASTM D 638 

(2) Average tensile modulus, ASTM D 638 

(3) Average flexural strength, ASTM D 790 

(4) Average flexural modulus, ASTM D 790 

(5) Average compression strength, 

 ASTM D 695

(6) Average compression modulus, 

 ASTM D 695

(7) Punch shear, ASTM D 732 

(8) Thickness 

(9) Size, dimension < 12 feet 
753

(12) Color, visually uniform gray, 

 MunselR

 range

(13) Coefficient of lineal thermal expansion, 

 ASTM D 696

 (14) Impact resistance, -65 to 212 bF, 

 ASTM D 3841

(15) Flame resistance, ASTM D 635 

(16) Weather resistance, 3000±100 h, 

 ASTM D 3841

718.07 Extruded Aluminum Panels. Furnish panel

B 221 aluminum alloy 6063-T6. For panel thickness an

to Subsection 718.05. The maximum allowable deviat

is 0.05 inches per foot.

718.08 Signposts. Furnish wood, steel, or alu

specified.

(a) Wood posts. Furnish posts from dry no. 1 grad

or Ponderosa pine, hemlock, spruce, or western larch 

TO M 168. Treat the posts with water-borne preser

CCA according to AWPA Standard C14 except the 

retention is 0.40 pounds per cubic foot.

(b) Steel posts. Furnish posts from billet or rail stee

A 499. Drill or punch 0.375-inch holes in the posts 

the web before galvanizing. Begin punching or dril

post and proceed on 1-inch centers for the entire len

nize the posts according to ASTM A 123.

(c) Aluminum posts. Furnish approved standard 

conforming to ASTM B 221 alloy 6061-T6, 

6005-T5.

718.09 Object Marker and Delineator Posts. Furnis

num object marker and delineator posts. Delineator p

cated from plastic.
754

than 2 pounds per foot and conforming to ASTM A 3

according to ASTM A 123.

(c) Aluminum posts. Furnish standard shaped 0.12

posts conforming to ASTM B 221 alloy 356.0-T6.

(d) Plastic posts. Furnish flexible delineator posts 

resistant polymer material.

718.10 Hardware. For lag screws, washers, clip ang

plates, U-bolts, clamps, bolts, nuts, and other fasteners

aluminum alloy. 

For high-strength steel bolts, nuts, and washers, conform 

Galvanize steel hardware according to ASTM A 153.

For aluminum alloy bolts, nuts, and washers, co

717.13 and 717.14 as applicable.

Furnish oversize bolt heads and oversize neoprene or n

sign panels.

718.11 Letters, Numerals, Arrows, Symbols, and B

specified in the contract and shall conform to Subsect

Form letters, numerals, and other units to provide a c

with smooth edges. Make the surface flat and free of w

burrs, and splinters. Conform to one of the following

(a) Type L-1 (screen process). Apply letters, num

and borders on the retroreflective sheeting or opaque 

by direct or reverse screen process. Apply message

darker than the background to the paint or the retr

direct process. Produce messages and borders of a 

background by the reverse screen process.
755

Perform the screening in a manner that results in a u

with sharply defined edges of legends and borders an

the sign background that will affect intended use.

Air dry or bake the signs after screening according to 

mendations to provide a smooth hard finish. Any sig

blemishes will be rejected.

(b) Type L-3 (direct applied characters). Cut lett

borders, and other features of the sign message from 

retroreflective sheeting specified and apply to the s

reflective sheeting according to the retroreflective s

instructions. For the retroreflective sheeting minimu

reflection (RA), conform to ASTM D 4956.

718.12 Delineator and Object Marker Retroreflec

type 2 retroreflectors that are ready for mounting. Fur

for mounting as required.

(a) Type 1 (acrylic plastic lens). Furnish a 7-square

plastic lens with prismatic optical elements and a sm

face. Fabricate the back from similar material and fu

the entire perimeter to form a homogenous unit. Per

against the intrusion of dust, water or air. Conform to 

of the orientation angle.

Table 718-1

Minimum Coefficient of Luminous Int

Candelas per Footcandle

Observation

Angle b

Entrance

Angle b

White(1) Y

0.1 0 115 

0.1 20 45 

(1) Crystal, clear, or colorless are acceptable color design
756

(b) Type 2 (retroreflective sheeting). Furnish a fu

IV, or V retroreflective sheeting material with a class 

conforming to ASTM D 4956. Attach the sheeting to 

support panel (target plate) of the size and dimensio

718.13 Conventional Traffic Paint. Furnish a ready

asphalt and portland cement concrete pavement

TT-P-115F.

718.14 Waterborne Traffic Paint. Furnish an acry

mixed paint for use on asphalt and portland cement co

forming to the following:

(a) Composition. Furnish a paint composed of resi

acrylic polymer with the exact formulation determin

Conform to the following:

(1) Pigment, % by mass, ASTM D 3723 

(2) Nonvolatile vehicle, % by mass, 

FTMS 141

(3) Lead, chromium, cadmium, or barium 

(4) Volatile organic compounds 

(5) Mass of paint, ASTM D 1475 

(b) Viscosity. ASTM D 562 

(c) Drying time.

(1) Dry to no pickup, ASTM D 711 

(2) Drying to no track, 6 lb/gal type 1 

waterproofed glass beads, 15±1 mil

wet film thickness at 130 bF

(d) Flexibility. FSS TT-P-1952B 
757

(1) White - FHWA standard highway white

(2) Yellow - FHWA standard highway yellow

(g) Daylight reflectance. (Without glass beads)

(1) White, FTMS 141 method 6121 

(2) Yellow, FTMS 141 method 6121 

(h) Bleeding ratio. FSS TT-P-1952B 

(i) Scrub resistance. ASTM D 2486 

 

(j) Freeze-thaw stability. FSS TT-P-1952B

(1) Change in viscosity 

(2) Decrease in scrub resistance 

(k) Storage stability. During a 12 month storage 

following:

(1) No excessive setting, caking, or increase in v

(2) Readily stirred to a consistency for use in the 

718.15 Epoxy Markings. Furnish a 2-component, 

system for hot-spray application conforming to the fo

(a) Pigments. Component A. Percent by mass.

(1) White.

(a) Titanium dioxide (TiO2), ASTM 18% min

D 476, type II (16.5% min. at 100% purity)

(b) Epoxy resin 
758

(b) Epoxy resin 

(b) Epoxy content. Component A. 

Mass per epoxy equivalent, ASTM D 1652 

(c) Amine value. Component B, 

ASTM D 2074 

(d) Toxicity. Toxic or injurious fumes 

at application temperature

(e) Color. 15 mil film thickness (cured).

(1) White FHWA s

(2) Yellow FHWA s

(f) Directional reflectance. (Without glass beads)

(1) White, FTMS 141 method 6121 

(2) Yellow, FTMS 141 method 6121 

(g) Drying time. 15 mil film thickness with beads

(1) Laboratory at 72 bF, ASTM D 711 30 minut

 

(2) Field at 77 bF, viewed from 50 ft 

 

(h) Abrasion resistance. Wear index 

with a CS-17 wheel under a 35.3 oz. load

for 1000 cycles, ASTM C 501

(i) Hardness. Shore D hardness with 72 

to 96-hour cure at 72 bF, ASTM D 2240
759

following:

(a) Directional reflectance. (Without glass beads)

(1) White, FTMS 141 method 6121 

(2) Yellow, FTMS 141 method 6121 

(b) Color.

(1) White FHWA s

(2) Yellow FHWA s

(c) Viscosity. Uncatalyzed polyester 

at 25 bF, ASTM D 562

(d) Bleeding. ASTM D 969 

(e) Drying time in field. Viewed from 50 ft 

718.17 Thermoplastic Markings. Conform to AAS

718.18 Preformed Plastic Markings. Conform to A

VI, or VII, grade A, B, C, D, or E.

718.19 Glass Beads. Conform to AASHTO M 247 

Table 1, Gradation of Glass Beads in AASHTO M 2

Table 718-2. Treat glass beads with an adherence coat

manufacturer.
760

Sieve Size

Percent by Mass 

Designated S

(ASTM D 12

Grading Design

Type 3 Type 4 

No. 8 

No. 10 100 

No. 12 100 95 - 100 

No. 14 95 - 100 80 - 95 

No. 16 80 - 95 10 - 40 

No. 18 10 - 40 0 - 5 

No. 20 0 - 5 0 - 2

No. 25 0 - 2

For type 3, 4, and 5 glass beads, also conform to the f

(a) Treat beads with a reactive adherence coating a

manufacturer.

(b) Roundness, FLH T 520 

(c) Refractive index, AASHTO M 247 

718.20 Raised Pavement Markers. Furnish prism

markers consisting of a methyl methacrylate, polycarb

pounded acrylonitrile-butadiene-styrene (ABS) shell fi

lenses. Make the exterior surface of the shell smooth

Use a retroreflector with a minimum coefficient of (r

intensity conforming to Table 718-3.
761

Observation

Angle b

Entrance

Angle b White(1) Yell

0.2 0 3.0 1.8 

0.2 20 1.2 0.7

(1) Crystal, clear, or colorless are acceptable color 

Make the base of the marker flat, patterned, or textured 

substances that may reduce its bond to the adhesive. T

surface shall not exceed 0.05 inch. 

718.21 Temporary Pavement Markings. 

(a) Preformed retroreflective tape. Furnish 4-inch 

to ASTM D 4592, type I (removable).

(b) Raised pavement markers. Furnish an L-shape

body with retroreflective tape on both faces of the v

of retroreflecting light from opposite directions, and 

base.

Provide a minimum coefficient of retroreflection of 1

square meter at 0.1 degree observation angle and -4 

Fabricate the marker body from 60-mil minimum t

Fabricate the vertical leg about 2 inches high by abou

cate the base for the marker body about 1.125 inch

Factory apply a 125-mil minimum thickness and 

sensitive adhesive to the marker base and protect it 
762

(barricades, cones, tubular markers, vertical panels, d

warning lights, advance warning arrow panels, traffi

whose designs and configurations conform to the MUT

the requirements in the applicable MUTCD sections, re

with the word "shall."

Use suitable commercial grade material for the fabric

traffic control devices. Construct the devices from mater

ing anticipated weather, traffic conditions, and be suitab

Do not use units used on other projects without approv

718.23 Epoxy Resin Adhesives. Epoxy resin adhes

markers to hardened portland cement and asphalt con

AASHTO M 237.

Section 719 Reserved
763

(a) Concrete face panels. Conform to Section 552 

(1) Use portland cement concrete class A(AE) w

pounds per square inch, 28-day compressive stre

(2) Conform to Subsection 562.11 and fully sup

concrete reaches a minimum compressive streng

square inch. The units may be shipped and/or ins

reaches a minimum compressive strength of 3,4

inch.

(3) Finish the front face of the panel with a clas

Subsection 552.16. Screed the rear face of the p

pockets of aggregate and surface distortions in 

Cast the panels on a flat area. Do not attach gal

vices or fasteners to the face panel reinforcemen

(4) Clearly scribe on an unexposed face of each p

facture, the production lot number, and the piece 

(5) Handle, store, and ship all units in such a ma

dangers of chipping, discoloration, cracks, fractur

ing stresses. Support panels in storage on firm 

panel connection devices and the exposed exterio

(6) Manufacture all units within the following to

(a) Panel dimensions. Position of panel conn

inch. All other dimensions within 0.188 inch

(b) Panel squareness. Squareness, as determ

between the 2 diagonals, shall not exceed 0.5

(c) Panel surface finish. Surface defects on s

5 feet or more in length shall not exceed 0.125 

on textured-finished surfaces 5 feet or more in 

0.31 inches.
764

` Defects indicating honeycombed or open text

` Cracked or severely chipped panels.

` Color variation on front face of panel due to e

reasons.

(b) Wire facing. Fabricate from W6 x W2 welded 

to AASHTO M 55 except the average shear value 

65,000 pounds per square inch. After fabrication, 

AASHTO M 111.

(c) Backing mat. Fabricate from W1.7 x W1.7 (m

fabric conforming to AASHTO M 55. After fabricati

to AASHTO M 111.

(d) Clevis connector. Fabricate from cold-drawn s

AASHTO M 32 and weld according to AASHTO M 

galvanize according to AASHTO M 111.

(e) Connector bars. Fabricate from cold-drawn st

AASHTO M 32. Galvanize according to AASHTO 

(f) Fasteners. Furnish 0.50-inch diameter, heavy h

washers conforming to AASHTO M 164. Galvanize 

M 232.

(g) Hardware cloth. Fabricate with maximum 0.25-

ings from woven or welded galvanized steel wire 

ASTM A 740.

(h) Reinforcing mesh. Fabricate from cold-drawn s

AASHTO M 32. Weld the wire into the finished m

AASHTO M 55. After fabrication, galvanize accordi

Repair all damage to the galvanized coating before 
765

(j) Tie strip. Fabricate from hot-rolled steel con

 570 grade 50. Galvanize according to AASHTO M 

720.02 Gabion and Revet Mattress Material.

(a) Basket mesh. Twist or weld the mesh from gal

forming to ASTM A 641 class 3 or aluminized st

ASTM A 809. Use wire with a minimum tensile stre

per square inch when tested according to ASTM A 3

aluminized coating may be applied after mesh fabri

openings with a maximum dimension less than 4.5 i

10 square inches, and a size less than the gabion or r

used with the mesh. 

(1) Gabion baskets (1 foot or greater in the 

Fabricate the mesh for galvanized or aluminize

nominal-sized 0.12-inch or greater diameter wire 

for polyvinyl chloride coated baskets from nom

greater diameter wire.

(a) Twisted wire mesh. Form the mesh in a uni

with nonraveling double twists. For galvanize

baskets, tie the perimeter edges of the mesh fo

inch or greater diameter selvedge wire. For po

baskets, tie the perimeter edges of the mesh fo

inch or greater diameter selvedge wire. Ma

the same strength as the body of the mesh. Furn

the same type of material used for the wire m

(b) Welded wire mesh. For galvanized or alum

weld each connection to obtain a minimum 

strength of 585 pounds with no value less than 

vinyl chloride coated baskets, weld each conn

mum average weld shear strength of 472 pou

than 360 pounds.
766

basket panels. Prefabricate each basket with the n

phragms secured so they rotate into place.

(2) Revet mattresses (less than 1 foot in the 

Fabricate the mesh from nominal-sized 0.086-in

wire.

(a) Twisted wire mesh. Form the mesh in a uni

with nonraveling double twists. Tie the perim

for each panel to a 0.11-inch or greater diamet

the selvedge at least the same strength as the b

nish selvedge wire from the same type of ma

mesh.

(b) Welded wire mesh. Weld each connectio

average weld shear strength of 292 pounds wit

pounds.

Fabricate revet baskets in the dimensions required 

ance of ±5 percent in length and width and ±10 pe

the length of the basket exceeds 0.5 times its wi

basket into cells less than or equal to 0.5 times the 

phragms of the same type and size mesh as the ma

cate each basket with the necessary panels and 

they rotate into place.

(3) Polyvinyl chloride coated baskets. Use eit

extruded coating to coat the galvanized or alumin

the following:

(a) Color 

(b) Thickness 

(c) Specific gravity, ASTM D 792 

(d) Tensile strength, ASTM D 638M 

(e) Modulus of elasticity, ASTM D 638M 

(f) Hardness - shore "A", ASTM D 2240 
767

(i) Salt spray (ASTM B 117) and 

ultraviolet light exposure 

(ASTM D 1499 and G 23 using 

apparatus type E and 145 bF) 

for 3000 hours 

(j) Mandrel bend, 360b bend at 0 bF 

around a mandrel 10 times the wire 

diameter 

(b) Permanent fasteners.

(1) Lacing wire. Furnish nominal-sized 0.086-in

same type, strength, and coating as the basket me

(2) Spiral binders. Form with wire having at le

type, strength, and coating as the basket mesh.

(3) Alternate fasteners. Furnish fasteners accord

facturer's specification that remain closed when su

tensile force while confining the maximum num

fined in the gabion structure or revet mattress. Su

dures and fastener test results.

(c) Internal connecting wire. Furnish lacing wire 

above or alternate stiffeners according to the 

specification.

720.03 Metal Bin Type Crib Walls. Fabricate mem

kind of material specified in the contract. Conform to 

(a) Galvanized steel sheets 

(b) Aluminum sheets 

(c) Fiber-bonded steel sheets 

(d) Aluminum coated steel sheets 

(e) Bolts and nuts 
768

M 232.
769

(a) Conduit. Conform to the following:

(1) Nonmetallic conduit and duct couplings, el

ples. For above ground and underground use w

ment, furnish rigid PVC, heavy wall conduit conf

solvent cement to join conduit, conform to A

(2) Metallic conduit and duct, couplings, elbow

Furnish rigid galvanized steel conduit conformin

coat the conduit on the outside with an asphalt 

AASHTO M 243 or a 20-mil PVC coating. F

sherardized or galvanized threaded fittings. 

(3) Flexible conduit. Furnish a watertight metal

to UL 360, acceptable for equipment grounding. F

grounding, malleable iron watertight fittings.

(4) Conduit bodies, boxes, and fittings. Furnish 

steel conforming to UL 514 B.

(b) Pull boxes, frames, and covers. For boxes form

with cast iron or welded sheet steel having a m

0.188 inch. Galvanize, inside and out, according 

(c) Wire and cable. Furnish 600-volt stranded cop

tion, and jackets. Label and color code the wire and c

size, UL symbol, and manufacturer. Conform to the 

(1) Rubber-insulated wires and cables 

(2) Thermoplastic-insulated wires and cables 

(3) Thermoplastic-insulated underground feeder 

and branch circuit cables

(4) Nonmetallic sheathed cable 
770

(d) Circuit breakers and panels. Conform to UL 4

molded case thermal magnetic trip type breakers. Fu

conforming to NEMA 3R, lockable with padlocks.

(e) Safety disconnect switches. Furnish heavy du

disconnect switches conforming to UL 98.

(f) Grounding and bonding equipment. Furnish 

8-foot long, copper-clad steel ground rods, ground 

bonding bushings, and lock nuts conforming to UL 

(g) Contactors and control transformers. Furnish 

2-pole contactor with a 120-volt coil, equipped wi

automatic actuation conforming to UL 508. Furnish 

photocell controls for 120 or 240-volt operation, as a

watts resistive load or 1800 volt-amperes inductive l

top mounting in a plug-in, locking-type receptacle, 

and with a built-in surge protective device for protec

voltage and follow-through currents. 

Furnish single-phase, 240/480 volt primary, 120/2

type, 60 hertz, 1 KVA transformers for indoor or ou

to UL 506. 

(h) Secondary lightning arrester. Furnish a secon

rated for a maximum operating voltage of 650 volts 

mounting on the control cabinet backboard.

(i) Service poles. Furnish treated southern yellow p

butt-treated western red cedar, or butt-treated north

poles that is at least 30 feet long. Treat the poles a

716.03.

(j) Meter cabinet. Conform to local power compan
771

locks keyed the same, supplied with 2 keys for each 

constructed of one of the following:

(1) Code-gauge stainless steel, ASTM A 167 typ

(2) Code-gauge aluminum sheet with mechanical 

exceeding ASTM B 209 alloy 5052-H32.

721.02 Lighting Material. Conform to the followin

(a) Poles. Furnish 11 gage round steel conforming t

minum shafts conforming to ASTM B 429 alloy 6063

at 0.14 inches per foot. Provide hand holes with 

reinforcing frame and cover designed to maintain the 

Weld a 2.375 to 3-inch outside diameter vertical ten

same material as the pole, and welded at the top and 

pole.

Furnish pole sections in minimum 15-foot lengths. Fu

than 70 feet in height in 2 sections or less; betwee

sections or less; and over 100 feet in 4 sections or le

Design and furnish poles capable of sustaining the f

(1) A horizontal load of 500 pounds applied 18 in

in any direction, without failure of any componen

allowable vertical deflection of 7.5 percent of th

(2) A horizontal load of 50 pounds applied at th

point and normal to the pole bracket member pla

of 30 pounds on the luminaire supporting arm, and 

horizontal deflection of 10 percent of the lumi

horizontal length.

(3) A vertical load of 100 pounds applied at th

point, and a maximum allowable vertical deflecti

pole arm's horizontal length.
772

tion from vertical at the top of the pole of 1 pe

length.

Prime the poles inside and out according to the fabric

Use epoxy modified enamel matching FSS 595A co

coat.

(b) Pole arms. 

(1) Material. Furnish steel or aluminum. Use t

pole.

(2) Type. Furnish bracket type, truss or single 

single member arms with a minimum diameter o

taper as the pole.

(3) Connection. Furnish a weather resistant con

a smooth raceway for wiring. Furnish all fitting

pole. 

(c) Anchor bases. Furnish a one-piece base dimens

mounting and structural support with holes for ancho

for anchor bolt covers. Fabricate anchor bases from 

pole material and conform to the following:

(1) Steel casings AASHTO M 103 gra

(2) Steel plate AASHTO M 183

(3) Aluminum castings ASTM B 26 alloy SG

(d) Bolts, nuts, and washers.

(1) Steel anchor bolts. Conform to AASHTO M 

by (a) or (b) below:

(a) (1) Yield strength 

(2) Tensile strength 

(3) Elongation in 8 inches 
773

(2) Tensile strength 

(3) Elongation in 2 inches 

(4) Area reduction 

(2) Hex head bolts. Conform to the following:

(a) 55 ksi yield anchor bolts 

(b) 105 ksi yield anchor bolts 

(3) Nuts. Conform to AASHTO M 291. Furnish 

strength of the anchor bolt.

(4) Washers. Furnish flat, circular washers co

M 293.

Galvanize the top 12 inches of anchor bolts and a

according to AASHTO M 232.

(e) Anchor bolt covers. Furnish a bolt cover for 

0.25-inch stainless steel, Phillips-head or hex-head sc

to the base or pole.

(f) Luminaires. Operate luminaires on a 240-volt se

following types of luminaires.

(1) Conventional highway luminaires. Furnish 2

pressure sodium vapor lamps including all materia

lation. Furnish aluminum housings with refract

Furnish thermal shock-resistant glass prismatic 

and clips. Furnish aluminum detachable reflector

ene terpolymer gaskets.

Furnish internal regulator or auto regulator type 

factor greater than 90 percent, which will start lam

ent temperature of -20 bF.
774

borosilicate glass refractors with gaskets. Furnis

Furnish 120/240 volt, 60 hertz, constant-wattage 

factor greater than 90 percent, which will start lam

ent temperature of -20 bF.
775

less than 95 percent of the guaranteed minimum tens

stressing steel. 

Use a steel distribution plate or assembly to effectively 

sive stresses from the anchoring device to the concret

vice is sufficiently large and is used with a steel gri

concrete, the distribution plate or assembly may be om

following:

(a) The final unit compressive stress on the concre

plate or assembly shall not exceed 3,000 pounds per 

(b) Bending stresses in the plates or assemblies ind

prestressing shall not exceed the yield point of the m

distortion in the anchorage plate when 100 percent 

applied.

Furnish 2 anchorage devices (complete with distributio

for each size and type to be used. 

722.02 Ground Anchors. Conform to the following

(a) Tendons. For either single or multiple elements

following:

(1) Steel strand uncoated seven-wire stress 

relieved for prestressed concrete

(2) Uncoated high-strength steel bar for 

prestressed concrete

(3) Steel strand uncoated seven-wire 

compacted stress relieved for 

prestressing concrete
776

(c) Sheathing. Conform to one of the following:

(1) Unbonded length.

(a) Polyethylene tube. Conform to ASTM D 

with a minimum wall thickness of 60 mil.

(b) Hot-melt extruded polypropylene tube. Con

cell classification PP 210 B5554211 with a m

of 60 mil.

(c) Hot-melt extruded polyethylene tube. 

D 3350 and D 1248 high-density type III with 

ness of 60 mil.

(d) Steel tubing. Conform to ASTM A 500 

thickness of 0.20 inches. 

(e) Steel pipe. Conform to ASTM A 53 sched

(f) Plastic pipe. Conform to ASTM D 1785 s

(2) Bonded length.

(a) High-density corrugated polyethylene 

AASHTO M 252 with a minimum wall th

(b) Corrugated, polyvinyl chloride tubes. 

D 1784 class 13464-B.

(c) Fusion-bonded epoxy. Conform to AAS

minimum film thickness of 15 mil.

(d) Grease. Conform to Table 3.2.1 of the PTI Po

Formulate to provide corrosion inhibiting and lubric
777

Chemical additives that control bleed or retard set m

additives conform to Subsection 711.03 and are m

manufacturer's recommendations.

Furnish grout capable of reaching a cube strength 

3,500 pounds per square inch in 7 days. Make grou

random batches of grout as directed. Normally, stre

required as system performance will be measured 

anchor. Grout cube testing will be required if admix

ularities occur in anchor testing.

(f) Centralizers. Fabricate centralizers and spacers 

rial, except wood, that is not deleterious to the prest

(g) Anchorage devices. Conform to Section 3.2.3 

sioning Manual. For strand tendons, design ancho

lift-off testing without the jack engaging the strand

bearing plates, furnish steel plates conforming to 

M 222.

Extend a pipe or trumpet from the anchor plate a suffi

sulate the protective sheath. Furnish anchorage devi

ing 95 percent of the minimum specified ultimate 

anchor tendon.

Sections 723 and 724 Reserved
778

g g 

Conform to AASHTO M 157. Potable water of kno

without testing according to AASHTO T 26. Potable 

consumption, as defined by the public health aut

tion.

(b) Water for planting or care of vegetation. Furn

substances injurious to plant life such as oils, acids, 

(c) Water for earthwork, pavement courses, dust c

construction. Furnish water free of substances det

725.02 Calcium Chloride and Magnesium Chlorid

(a) Calcium chloride for dust control. Conform to 

S for the grade and class specified.

(b) Magnesium chloride. Furnish a brine solution 

lowing:

(1) Magnesium chloride by mass 

(2) Water by mass 

(3) Specific gravity, ASTM D 1298 

725.03 Lime.

(a) Lime for masonry. Furnish hydrated lime confo

type N.

(b) Lime for soil stabilization and paving. C

M 216.

725.04 Pozzolans. Conform to the following:

(a) Fly ash AASHTO M 

(b) Ground iron blast-furnace slag AASHTO M 

(c) Silica fume (microsilica) AASHTO M 
779

(a) Concrete Section 6

(b) Reinforcing steel Subsecti

725.07 Clay or Shale Brick. Conform to one of the 

(a) Sewer brick AASHTO 

(b) Building brick AASHT

725.08 Concrete Brick. Conform to ASTM C 55 gr

725.09 Concrete Masonry Blocks. Furnish rectang

crete masonry blocks. When required, form the block e

lock at vertical joints. Conform to the following:

(a) Solid load-bearing blocks ASTM C 

(b) Hollow load-bearing blocks ASTM C 

(c) Nonload-bearing blocks ASTM C 

725.10 Cellular Concrete Blocks. Conform to AS

N-II, normal mass, except use concrete conforming to 

725.11 Precast Concrete Units. Cast the units in sub

forms. Provide additional reinforcement as necessary 

the units. Use concrete conforming to the following:

(a) 28-day strength, AASHTO T 22 

(b) Air content by volume, when required

(1) 0.375 in max. size aggregate 

(2) > 0.375 in max. size aggregate 

Cure the units according to AASHTO M 170.

Cast a sufficient number of concrete cylinders from e

pression tests at 7, 14 and 28 days. Make at least 3 cy

the strength requirement is met at 7 or 14 days, the un

use 14 days from date of casting.
780

` Cracks, honeycombed, or patched areas are larger 

Furnish precast reinforced concrete manhole risers a

AASHTO M 199.

725.12 Frames, Grates, Covers, and Ladder Rungs

and covers to evenly bear on the frames. Correct b

machining. Assemble all units before shipment. Mar

reassembly at the installation site. Uniformly coat a

varnish or with a commercial preservative according 

standard practice. Conform to the following:

(a) Gray iron castings AASHTO 

(b) Carbon steel castings AASHT

(c) Structural steel AASHTO 

(d) Galvanizing AASHTO 

(e) Malleable iron castings ASTM A 

(f) Aluminum alloy ladder rung material ASTM B 

(g) Aluminum castings ASTM B 

(h) Asphalt varnish FSS TT-

725.13 Corrugated Metal Units. For steel corrug

AASHTO M 36. For aluminum corrugated units, co

196. For coatings, conform to the following:

(a) Asphalt-coated corrugated units AASHTO 

(b) Polymer precoated corrugated units AASHT

grade 25

(c) Fiber-bonded units Subsecti

725.14 Protective Coatings for Concrete. Furnish 

bridge decks, curbs, sidewalks, and concrete portions 

forming to one of the following:

(a) Boiled linseed oil ASTM D 

(b) Petroleum spirits (mineral spirits) ASTM D 
781

(b) Solvent cement for pipe and fittings 

725.16 Polyethylene (PE) Pipe for Water Distribut

to ASTM D 2447 for the designated sizes and strengt

725.17 Cast Iron Soil Pipe and Fittings. Conform t

for the designated sizes.

725.18 Seamless Copper Water Tube and Fitting

B 88 type L for the designated sizes.

725.19 Plastic Lining. Furnish a film having a th

conforming to one of the following:

(a) Polyvinyl chloride plastic film ASTM D 

(b) Polyethylene plastic film ASTM D 

725.20 Lignin Sulfonate. Furnish a water solution 

ammonia, calcium, or sodium. Conform to the follow

(a) Solids(1) 

(b) Specific gravity 

(c) pH, AASHTO T 210 

Note: (1) Determine the percentage of solids according 

Association of the Pulp and Paper Industry Standard T 65

gravity/percent solids versus temperature graph that corre

725.21 Epoxy Resin Adhesives. Conform to AASH

725.22 Grout. Furnish grout mixtures conforming t

type or types specified in the contract. 

(a) Hydraulic cement grout. Furnish a mixture o

aggregate, water, expansive admixture, and/or fly 

following:

(1) 7-day compressive strength, AASHTO T 106 
782

g j

Submit the following with the production certificati

` Mill certifications for the cement

` Physical and chemical analysis for the pozzol

` Independent laboratory test results (1-day, 3-d

flow cone times, shrinkage and expansion obser

set)

(b) Polymer grout and mortar. Furnish a polymer 

gate in the proportions recommended by the polym

minimum compressive strength of 3,500 pounds per 

(c) Nonshrink grout. Conform to ASTM C 1107.

(d) Plaster mix (grout). Conform to the following

(1) Adhesive strength, 28-day, 

sheer-bond adhesion testing method

(2) Freeze-thaw resistance, 

ASTM C 666, method B, 300 cycles 

(3) Accelerated weathering, 5000 hours 

(4) Slat spray resistance, 300 hours 

(5) Absorption, ASTM C 67 

(6) Flexural strength, ASTM C 348, 28-day 

(7) Compressive strength, 

AASHTO T 106, 28-day

(e) Portland cement grout. Furnish 1 part portla

sand. Thoroughly mix with water to produ

consistency.

725.23 Reserved.
783

nium dioxide, and inorganic oxides. Conform to the f

(a) Mass per liter, ASTM D 1475 

(b) Solids by mass, ASTM D 2369 

(c) Solids by volume 

(d) Drying time, ASTM D 1640 

(e) Color change, ASTM D 822, 1000 h 

(f) Resistance to acids, alkalies, gasoline, Excellen

and mineral spirits, ASTM D 543

(g) Water vapor transmission from interior 

concrete, ASTM D 1653

(h) Exterior moisture absorption into the 

concrete surface pores, FSS TT-C-555

(i) Oxidation over time 

725.25 Explosives and Blasting Accessories. Only u

ating devices less than 1 year old. Explosives and ini

but are not necessarily limited to, dynamite and other h

water gels, emulsions, blasting agents, initiating expl

detonating cord.

725.26 Mineral Slurry (Drillers Mud). Furnish c

sodium bentonite or attapulgite in potable water. Use a 

will remain in suspension with sufficient viscosity and g

mixture is capable of transporting excavated material 

system.

725.27 Form Liner. Furnish a high quality product w

the forming system. Install the form liner so it does n

0.25 inches at a concrete pour rate of 750 pounds pe

725.28 Aluminum-Impregnated Caulking Compo

TT-C-598 grade 1.
785

 

INDEX
786

partial . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Accident prevention . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Accident reporting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Accommodating traffic . . . . . . . . . . . . . . . . . . . . . . . . . 

Acquisition regulations . . . . . . . . . . . . . . . . . . . . . . . . . 

Acronyms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Acrylonitrile-butadiene-styrene (ABS) pipe . . . . . . . . . . 

Additional clearing and grubbing . . . . . . . . . . . . . . . . . . 

Additives . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Administrative change . . . . . . . . . . . . . . . . . . . . . . . . . . 

Adhesives . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 711, 

Admixtures

air-entraining . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

chemical . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Advance warning arrow panels . . . . . . . . . . . . . . . . . . . 

Agents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Aggregate courses

treated . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

untreated . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Aggregate for

asphalt surface treatment . . . . . . . . . . . . . . . . . . . . . . . 

base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

bed course . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

blotter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

choker . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

concrete base course . . . . . . . . . . . . . . . . . . . . . . . . . . 

emulsified asphalt pavement . . . . . . . . . . . . . . . . . . . . 

granular backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

hot asphalt concrete pavement . . . . . . . . . . . . . . . . . . 

lean concrete backfill . . . . . . . . . . . . . . . . . . . . . . . . . 

open-grade friction course . . . . . . . . . . . . . . . . . . . . . 

portland cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

select granular backfill . . . . . . . . . . . . . . . . . . . . . . . . 

slurry seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

subbase . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

surface course . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

topsoil course . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
787

Air compressors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Air hammers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Aluminum alloy

bolt heads and nuts . . . . . . . . . . . . . . . . . . . . . . . . . . . 

bridge rail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

contact surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

corrugated pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

panels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

railing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

spiral rib pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

structural plate structures . . . . . . . . . . . . . . . . . . . . . . 

welding wire . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Aluminum-impregnated caulking compound . . . . . . . . . 

Anchor bolts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Anchors, ground ...............................

Anchorage devices . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Annealing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Antidesiccant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Antistrip additive . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Apparent specific gravity . . . . . . . . . . . . . . . . . . . . . . . . 

Application wand . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Archeological sites . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Arches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Arrows for traffic signs . . . . . . . . . . . . . . . . . . . . . . . . . 

Asphalt

antistrip additive . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

application temperature . . . . . . . . . . . . . . . . . . . . . . . . 

cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

coated pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

coated structural plate structures . . . . . . . . . . . . . . . . . 

cutback . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

distributor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

emulsified . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

evaluation procedures . . . . . . . . . . . . . . . . . . . . . . . . . 

mastic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

mop coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

paved waterway . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

pavement crack and joint sealing . . . . . . . . . . . . . . . . 
788

roll roofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

sampling procedures . . . . . . . . . . . . . . . . . . . . . . . . . . 

surface treatment .............................

tack coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Authority of 

government inspectors . . . . . . . . . . . . . . . . . . . . . . . . 

the contracting officer . . . . . . . . . . . . . . . . . . . . . . . . . 

Automobile liability insurance . . . . . . . . . . . . . . . . . . . . 

Award . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

) B )

Backer rod . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Backfill material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

drainage culvert . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

select granular . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

special grout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

structural . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Backing mat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Bales . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Bar chart method . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Barbed wire . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Barricades . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Base aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Base course, emulsified asphalt, treated . . . . . . . . . . . . . 

Batching plant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Bearing devices . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

elastomeric pads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

masonry, sole, and shim plates . . . . . . . . . . . . . . . . . . 

rocker, roller, and sliding . . . . . . . . . . . . . . . . . . . . . . 

tetrafluoroethylene surfaces . . . . . . . . . . . . . . . . . . . . 

Bed course . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Bedding material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Belt conveyor scales . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Benching . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Bent plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
789

rejection of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

schedule . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

schedule quantities . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Bituminous material ............................

Blasting log . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Blasting plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Block, concrete, masonry, and rubble ..............

Blotter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Bollards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Bond . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Bonded fiber matrix hydromulch . . . . . . . . . . . . . . . . . . 

Borders for traffic signs . . . . . . . . . . . . . . . . . . . . . . . . . 

Borrow excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Box beam rail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Box culverts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Bracing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Brick . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Bridge railing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Bulletin board . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Burlap . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Burning material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Burying material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Butyl mastic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

) C )

Cable, wire . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Calcium chloride . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Camber diagram . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Cast iron soil pipe and fittings . . . . . . . . . . . . . . . . . . . . 

Castings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Catch basins . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Cattle guards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Caulking compound . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Cellular concrete blocks . . . . . . . . . . . . . . . . . . . . . . . . . 

Cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Cement rubble masonry .........................

Central-mix plant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
790

Channel preservation . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Check dams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Chemical admixtures . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Choker aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Chromium alloy steel castings . . . . . . . . . . . . . . . . . . . . 

Circuit breakers and panels . . . . . . . . . . . . . . . . . . . . . . 

Claims . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Clay brick . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Clay lumps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Cleaning drainage structures . . . . . . . . . . . . . . . . . . . . . 

Cleanup . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 92, 123, 

Clearing and grubbing . . . . . . . . . . . . . . . . . . . . . . . . . . 

Clevis connector . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Cloth, hardware . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Coarse aggregate for portland cement concrete . . . . . . . 

Coconut mat ..................................

Cofferdams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Cold asphalt mix . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Cold recycled asphalt base course . . . . . . . . . . . . . . . . . 

Cold weather . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Cold-drawn steel wire . . . . . . . . . . . . . . . . . . . . . . . . . . 

Cold-poured sealer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Collector systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Color coating . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Commencement of work . . . . . . . . . . . . . . . . . . . . . . . . 

Commercial certification . . . . . . . . . . . . . . . . . . . . . . . . 

Commercial general liability insurance . . . . . . . . . . . . . 

Completion of work . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Compost . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Comprehensive liability insurance . . . . . . . . . . . . . . . . . 

Concrete 

anchorage devices . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

barriers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

bonding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

brick . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

corrugated steel pipe . . . . . . . . . . . . . . . . . . . . . . . . . . 

crib wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

curing material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

finishes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
791

piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

prestressed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

protective coatings . . . . . . . . . . . . . . . . . . . . . . . . . . . 

pumps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

railing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

railings and parapets . . . . . . . . . . . . . . . . . . . . . . . . . . 

structural . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Cones and tubular markers . . . . . . . . . . . . . . . . . . . . . . . 

Conformity with contract requirements . . . . . . . . . . . . . 

Connection plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Conserved topsoil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Construction limits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Construction survey and staking . . . . . . . . . . . . . . . . . . 

Contingent sum . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Contract

conformity with . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

coordination of documents . . . . . . . . . . . . . . . . . . . . . 

intent of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

modification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

quantity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

time . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Contracting officer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Contractor

material sources . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

quality control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

records . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

responsibility for work . . . . . . . . . . . . . . . . . . . . . . . . 

sampling and testing . . . . . . . . . . . . . . . . . . . . . . . . . . 

Control charts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Controlled blasting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Conventional traffic paint . . . . . . . . . . . . . . . . . . . . . . . 

Coordination of contract documents . . . . . . . . . . . . . . . 

Coping . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Copper

flashings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

water stops . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

water tube and fittings . . . . . . . . . . . . . . . . . . . . . . . . . 

Corporations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
792

Cost or pricing data . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Countersinking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Crack cleaning and sealing . . . . . . . . . . . . . . . . . . . . . . . 

Crack fillers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Crash cushion barrels . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Crib wall backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Crib walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Critical path method . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Crushed aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Culverts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Curb and gutter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Curbing

asphalt concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

cast-in-place concrete . . . . . . . . . . . . . . . . . . . . . . . . . 

precast concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Curing material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Cut-back asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

) D )

Damage claims . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Dampproofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Day . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Default . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Deformed steel wire . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Delineator posts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Delineator retroreflectors . . . . . . . . . . . . . . . . . . . . . . . . 

Delivery and sampling of concrete . . . . . . . . . . . . . . . . . 

Dense-graded emulsified asphalt pavement . . . . . . . . . . 

Determination of contract time . . . . . . . . . . . . . . . . . . . . 

Determination of pay factor . . . . . . . . . . . . . . . . . . . . . . 

Detour . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Dewatering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Diamond grinding .............................

Diesel hammers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Dimensioned masonry . . . . . . . . . . . . . . . . . . . . . . . . . . 

Direct payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
793

Dowels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 123, 

Drains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 91, 461, 

Drilled shafts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Drillers mud . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Drive pads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Driven piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Drum dryer-mixer plants . . . . . . . . . . . . . . . . . . . . . . . . 

Drums . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Ductile iron culvert pipe . . . . . . . . . . . . . . . . . . . . . . . . . 

Ducts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Durometer hardness . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Dust control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Dust palliative . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Dynamic formula . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

) E )

Earthwork geotextiles . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Elastomeric bearing pads . . . . . . . . . . . . . . . . . . . . . . . . 

Elastomeric compression joint seals . . . . . . . . . . . . . . . . 

Electrical material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Electrical systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Electrochemical requirements

chloride content . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

pH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

resistivity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

sulfate content . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Eliminated work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Embankment construction . . . . . . . . . . . . . . . . . . . . . . . 

Emulsified asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Emulsified asphalt pavement aggregate . . . . . . . . . . . . . 

Emulsified asphalt treated base course . . . . . . . . . . . . . . 

Emulsion stabilizers . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Emulsion tackifiers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Environmental protection . . . . . . . . . . . . . . . . . . . . . . . . 

Epoxy 

coated reinforcing steel . . . . . . . . . . . . . . . . . . . . . . . . 

markings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

resin adhesives . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
794

check dams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

culvert pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

diversions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

filter barriers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

mats and geocell . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

netting .....................................

outlet protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

roving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

sandbags . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

sediment basins . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

silt fence . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

slope drains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

straw/hay bales . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

tackifiers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

turf establishment . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Evaluation procedures for asphalt . . . . . . . . . . . . . . . . . 

Evaporation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Excavation

borrow . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

roadway . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

rock blasting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

structure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

topsoil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Excelsior blanket . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Expansion and contraction joints . . . . . . . . . . . . . . . . . . 

Explosives and blasting accessories . . . . . . . . . . . . . . . . 

Extension of contract time . . . . . . . . . . . . . . . . . . . . . . . 

Extruded aluminum panels . . . . . . . . . . . . . . . . . . . . . . . 

Eyebars . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

) F )

Fabric, welded wire . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Facilities and services . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Failure to complete work on time . . . . . . . . . . . . . . . . . . 

Falsework . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Fasteners . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Fences . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Fencing materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
795

Filter barriers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Filter fabrics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Final acceptance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Final payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Fine aggregate angularity . . . . . . . . . . . . . . . . . . . . . . . . 

Fine aggregate for portland cement concrete . . . . . . . . . 

Fineness modulus . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Finishing road surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . 

Flaggers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Flakiness index . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Flange plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Flat and elongated particles . . . . . . . . . . . . . . . . . . . . . . 

Floors

laminated decks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

planks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

steel-grid . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Flush coat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Fly ash . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Foam filler . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Fog seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Form liner . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Form/support release criteria . . . . . . . . . . . . . . . . . . . . . 

Forms and falsework . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Foundation fill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Foundation preparation .........................

Foundation seal ...............................

Frame material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Freeze-thaw stability . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Furrow ditches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Fusion-bonded epoxy . . . . . . . . . . . . . . . . . . . . . . . . . . . 

) G )

Gabion and revet mattress material . . . . . . . . . . . . . . . . 

Gabions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Gabion rock . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Galvanized coatings . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Galvanized coatings for structural steel . . . . . . . . . . . . . 
796

Geocomposite drains . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Geotextile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Glass beads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Government-listed sources . . . . . . . . . . . . . . . . . . . . . . . 

Government-provided sources . . . . . . . . . . . . . . . . . . . . 

Granular backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Grass straw cellulose fiber mulch . . . . . . . . . . . . . . . . . 

Grate material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Gray iron casting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Gravity hammers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Grease . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Ground anchors ...............................

Groundcovers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Grout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Grout material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Grouted rubble paved waterway . . . . . . . . . . . . . . . . . . . 

Grubbing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Grubproofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Guardrail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Guardrail materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Guardwall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Gutter . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

) H )

Hand-placed embankments . . . . . . . . . . . . . . . . . . . . . . 

Handling Material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Hardware . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Hardware, cloth . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Hauling vehicle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Hazardous material .............................

Heating kettle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

High-strength bolts, nuts, and washers . . . . . . . . . . . . . . 

High strength steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Hook bolts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
797

poured sealants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

recycled asphalt concrete pavement . . . . . . . . . . . . . . 

weather . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Hydraulic cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Hydraulic jacks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Hydrophilic polymers . . . . . . . . . . . . . . . . . . . . . . . . . . . 

) I )

Identification of steel . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Illumination material . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Indirect payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Individual surety . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Individuals . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Inlets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Inspection

at the plant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

final . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

of construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

nursery . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

plant material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

records . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

reporting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

visual . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Insurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Intent of contract . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Invert-paved corrugated steel pipe . . . . . . . . . . . . . . . . . 

Iron blast-furnace slag ..........................

) J )

Jacking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Jet waterblasting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Jetted piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
798

) K )

Keyed riprap . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

) L )

Laboratory, field . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Labor, general . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Ladder rung material . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Lag screws . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Laminated decks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Lateral gusset plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Latex modifier . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Laws to be observed . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Layout of work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Lean concrete backfill . . . . . . . . . . . . . . . . . . . . . . . . . . 

Legal relationship of the parties . . . . . . . . . . . . . . . . . . . 

Legume inoculants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Letters for traffic signs . . . . . . . . . . . . . . . . . . . . . . . . . . 

Lighting material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Lighting systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Lightning arrester . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Lightweight aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . 

Lignin sulfonate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Lime . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Limestone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Limitations on construction . . . . . . . . . . . . . . . . . . . . . . 

Linear grading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Lining, plastic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Linseed oil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Liquid membrane curing compound ...............

Liquidated damages . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Load restrictions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Local material sources . . . . . . . . . . . . . . . . . . . . . . . . . . 

Log rail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Low-modulus silicone joint sealant . . . . . . . . . . . . . . . . 
799

Magnesium chloride . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Maintaining roadways . . . . . . . . . . . . . . . . . . . . . . . . . . 

Maintenance of

the roadway . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

the work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Malleable iron castings . . . . . . . . . . . . . . . . . . . . . . . . . . 

Manholes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Markers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 604, 630, 

Masonry cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Masonry, stone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Material

contractor sources . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

found in the work . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

government sources . . . . . . . . . . . . . . . . . . . . . . . . . . 

local sources . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

source management . . . . . . . . . . . . . . . . . . . . . . . . . . . 

storing and handling . . . . . . . . . . . . . . . . . . . . . . . . . . 

Matting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Meaning of terms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Measured conformance . . . . . . . . . . . . . . . . . . . . . . . . . 

Measurement methods . . . . . . . . . . . . . . . . . . . . . . . . . . 

Measurement terms and definitions . . . . . . . . . . . . . . . . 

Mechanically stabilized earth wall material . . . . . . . . . . 

Mechanically stabilized earth walls . . . . . . . . . . . . . . . . 

Membrane waterproofing . . . . . . . . . . . . . . . . . . . . . . . . 

Merchantable timber . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Metal beam rail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Metal crib wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Metal pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Metallic-coated corrugated steel pipe . . . . . . . . . . . . . . . 

Metallic-coated spiral rib pipe . . . . . . . . . . . . . . . . . . . . 

Mineral

filler . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

slurry (drillers mud) ..........................

spirits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Minor concrete structures . . . . . . . . . . . . . . . . . . . . . . . . 

Miscellaneous planting material . . . . . . . . . . . . . . . . . . . 
800

Mortared rubble paved waterway . . . . . . . . . . . . . . . . . . 

Mulch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

bonded fiber matrix . . . . . . . . . . . . . . . . . . . . . . . . . . . 

compost . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

grass straw cellulose fiber . . . . . . . . . . . . . . . . . . . . . . 

hay . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

peat moss . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

straw . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

wood chips . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

wood fiber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Multiple-course surface treatment . . . . . . . . . . . . . . . . . 

) N )

Nighttime operations . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Non-reinforced concrete pipe . . . . . . . . . . . . . . . . . . . . . 

Nonasphalt emulsions . . . . . . . . . . . . . . . . . . . . . . . . . . 

Nonimpact hammers . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Notice to proceed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Numerals for traffic signs . . . . . . . . . . . . . . . . . . . . . . . . 

) O )

Object marker . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Object marker retroreflectors . . . . . . . . . . . . . . . . . . . . . 

Office, field . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Open-graded

asphalt friction course . . . . . . . . . . . . . . . . . . . . . . . . . 

asphalt friction course aggregate . . . . . . . . . . . . . . . . . 

emulsified asphalt pavement . . . . . . . . . . . . . . . . . . . . 

Opening of bids . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Opening to traffic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Outlet drains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Overburden . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Oxygen cutting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
801

concrete and masonry block structures . . . . . . . . . . . . 

steel structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

timber structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Paint, general . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Painting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Paleontological sites . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Panels for traffic signs . . . . . . . . . . . . . . . . . . . . . . . . . . 

Parapet walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Partial acceptance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Partial payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Partnering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Partnerships . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Patching . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 139, 

Paved medians . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Paved waterways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Pavement

edge drains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

jacking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

markers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

smoothness . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Pavements

cold recycled . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

concrete restoration . . . . . . . . . . . . . . . . . . . . . . . . . . . 

crack and joint sealing . . . . . . . . . . . . . . . . . . . . . . . . 

dense-graded emulsified asphalt . . . . . . . . . . . . . . . . . 

hot asphalt concrete . . . . . . . . . . . . . . . . . . . . . . . . . . 

hot asphalt treated base course . . . . . . . . . . . . . . . . . . 

hot recycled . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

milling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

minor asphalt concrete . . . . . . . . . . . . . . . . . . . . . . . . 

open-graded asphalt friction course . . . . . . . . . . . . . . 

open-graded emulsified asphalt . . . . . . . . . . . . . . . . . 

portland cement concrete . . . . . . . . . . . . . . . . . . . . . . 

surface treatment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Paving fabric geotextiles . . . . . . . . . . . . . . . . . . . . . . . . 

Paving geotextiles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Pay factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
802

progress . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

scope of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Peat moss . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Pegs for sod . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Penetrating stain . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Perforated concrete pipe . . . . . . . . . . . . . . . . . . . . . . . . . 

Performance bond . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Performance tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Permanent

erosion control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

ground anchors ..............................

pavement markings . . . . . . . . . . . . . . . . . . . . . . . . . . . 

traffic control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Permeable backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Piles

CAPWAP . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

drive . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

dynamic formula . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

hammers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

load tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

preboring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

sheet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

shoes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

splices . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

steel H-piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

steel pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

steel shell . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

timber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

wave equation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Pilot cars . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Pins and rollers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Pipe

cast iron soil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

polyethylene . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

polyvinyl chloride . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

seamless copper . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
803

erosion control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

fiber-bonded . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

invert-paved . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

metallic-coated . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

plastic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

polymer-coated . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

salvaged . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

slotted drain . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

spiral ribbed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

structural plate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

underdrains .................................

Placed riprap . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Plank floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Plant

establishment period . . . . . . . . . . . . . . . . . . . . . . . . . . 

inspection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Plastic

fence material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

lining . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

lining material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

panels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

water stops . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Platform scales . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Plywood panels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Pneumatic-tire rollers . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Polyester markings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Polyethylene film . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Polymer-coated steel pipe . . . . . . . . . . . . . . . . . . . . . . . . 

Polypropylene roving . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Polyvinyl acetate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Portland cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Portland cement concrete pavement . . . . . . . . . . . . . . . . 

Portland cement concrete pavement restoration . . . . . . . 

Portable rubble strip . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
804

Postwork pricing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Power of attorney . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Pozzolans . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Preboring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Precast

concrete curbing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

concrete piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

concrete units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

guardwalls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

reinforced concrete box sections . . . . . . . . . . . . . . . . . 

Preconstruction conference . . . . . . . . . . . . . . . . . . . . . . 

Preformed expansion joint fillers . . . . . . . . . . . . . . . . . . 

Preformed plastic markings . . . . . . . . . . . . . . . . . . . . . . 

Preparation of bids . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Preparing foundation for embankment . . . . . . . . . . . . . . 

Preservative treatment . . . . . . . . . . . . . . . . . . . . . . . . . . 

Presplitting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Prestressed concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Prestressed concrete piles . . . . . . . . . . . . . . . . . . . . . . . . 

Prestressing steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Pretensioned members . . . . . . . . . . . . . . . . . . . . . . . . . . 

Pricing of adjustments . . . . . . . . . . . . . . . . . . . . . . . . . . 

Production blasting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Production certification . . . . . . . . . . . . . . . . . . . . . . . . . 

Profile index . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Profilograph . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Progress payments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Project dust control . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Project weighing system . . . . . . . . . . . . . . . . . . . . . . . . . 

Proof test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Prosecution of work . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Protecting seeded areas . . . . . . . . . . . . . . . . . . . . . . . . . 

Protection of

environmental . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

erosion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

forests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

parks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

property . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

public, property, and workers . . . . . . . . . . . . . . . . . . . 
805

Protective coatings for concrete . . . . . . . . . . . . . . . . . . . 

Public opening of bids . . . . . . . . . . . . . . . . . . . . . . . . . . 

Public traffic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

) Q )

Quality control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Quicklime . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

) R )

Rail

box beam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

corrosion resistant steel . . . . . . . . . . . . . . . . . . . . . . . . 

galvanized steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

steel-backed timber . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Railroad insurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Railroad protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Raised pavement markers . . . . . . . . . . . . . . . . . . . . . . . . 

Rate of evaporation . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Receiving procedures . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Reconditioning drainage structures . . . . . . . . . . . . . . . . 

Records . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Recycled asphalt concrete pavement . . . . . . . . . . . . . . . 

Recycled mix . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Recycling agent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Reinforced

arch-shaped concrete pipe . . . . . . . . . . . . . . . . . . . . . . 

concrete pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

concrete retaining walls . . . . . . . . . . . . . . . . . . . . . . . 

D-load concrete pipe . . . . . . . . . . . . . . . . . . . . . . . . . . 

elliptically-shaped concrete pipe . . . . . . . . . . . . . . . . . 

Reinforcing steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Rejection of bid . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Relative humidity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Removal of 

individual trees . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

structures and obstructions . . . . . . . . . . . . . . . . . . . . . 

stumps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
806

for damage claims . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

for inspection system . . . . . . . . . . . . . . . . . . . . . . . . . 

for the work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

to the public . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Restoration of landscape . . . . . . . . . . . . . . . . . . . . . . . . 

Restrictions, load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Retaining walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Retarder . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Retent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Retroreflective sheeting . . . . . . . . . . . . . . . . . . . . . . . . . 

Revet mattresses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Revet mattress rock . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Ribbed bolts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Right-of-way . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Riprap . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Riprap rock . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Risk . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Road maintenance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Road reconditioning . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Roadside improvement material . . . . . . . . . . . . . . . . . . . 

Roadway excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Roadway obliteration . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Rock blasting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Rock for

buttresses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

masonry structures . . . . . . . . . . . . . . . . . . . . . . . . . . . 

special rock embankment . . . . . . . . . . . . . . . . . . . . . . 

Rocker bearings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Roller bearings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Rope, wire . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Rotary power broom . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Rounding cut slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Router . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Roving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Rubber water stops .............................

Rubble masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Rubblize . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Rumble strip, portable . . . . . . . . . . . . . . . . . . . . . . . . . . 
807

painting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

supervisor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Salvaging material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sand . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sandbags . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sandblasting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sanitary sewer systems . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sanitation, health, and safety . . . . . . . . . . . . . . . . . . . . . 

Saw cutting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Scales . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Scarification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Schedule updates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Schedules for construction contracts . . . . . . . . . . . . . . . 

Scope of payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Scrub resistance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sealants, fillers, seals, and sleeves . . . . . . . . . . . . . . . . . 

Seamless copper water tube and fittings ............

Sediment retention structures . . . . . . . . . . . . . . . . . . . . . 

Seed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Select

borrow . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

granular backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

topping ....................................

Selective clearing and grubbing . . . . . . . . . . . . . . . . . . . 

Shadow vehicle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Shale brick . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Shear angle of internal friction . . . . . . . . . . . . . . . . . . . . 

Shear connector, welded stud . . . . . . . . . . . . . . . . . . . . . 

Sheathing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sheet drains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sheet drain geocomposite . . . . . . . . . . . . . . . . . . . . . . . . 

Sheet lead . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sheet piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Shim plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Shop drawings ................................

Shrubs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

SI symbols . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sidewalks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
808

Silt fence . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Simulated stone masonry surface . . . . . . . . . . . . . . . . . . 

Single-course surface treatment . . . . . . . . . . . . . . . . . . . 

Sisal mesh . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Skidmore-wilhelm calibrator . . . . . . . . . . . . . . . . . . . . . 

Slab stabilization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Slag . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sliding bearing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Slip form . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Slopes

finishing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

paving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

protection of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Slotted drain pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Slurry

mineral . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

seal aggregate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Small business . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sod . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Soil erosion control . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Solicitation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Source of supply and quality requirements . . . . . . . . . . 

Special grout backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Special rock buttress . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Special rock embankment . . . . . . . . . . . . . . . . . . . . . . . 

Specifications and drawings . . . . . . . . . . . . . . . . . . . . . . 

Specifications format . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sphagnum . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Spillways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Splice plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Splices . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sprigging . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Sprigs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Squeegee . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Stability testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Stabilizing emulsion tackifiers ....................

Staking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
809

quality level . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Station . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Steam hammers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Steel

backed log rail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

backed timber rail . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

bolts, nuts, and washers . . . . . . . . . . . . . . . . . . . . . . . 

castings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

die stamp markings . . . . . . . . . . . . . . . . . . . . . . . . . . . 

forgings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

grid floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

H-piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

identification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

joints . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

panels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

pins and rollers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

rail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

shell piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

shells . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

shoring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Steel surface roughness values . . . . . . . . . . . . . . . . . . . . 

Stepped slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Stiffeners . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Stockpiled aggregates . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Stone curbing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Stone masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Storing material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Straw bales . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Straw mulch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Striping (see Pavement markings)

Structural

aluminum alloy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

concrete bonding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

plate structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
810

Subgrade stabilization . . . . . . . . . . . . . . . . . . . . . . . . . . 

Substantial completion . . . . . . . . . . . . . . . . . . . . . . . . . . 

Suitable material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Superpave asphalt concrete pavement aggregate . . . . . . 

Supplemental agreement ........................

Surety . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Surface course aggregate ........................

Surface treatment, asphalt .......................

Survey and staking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Survey and staking tolerances . . . . . . . . . . . . . . . . . . . . 

Suspension of work and stop order . . . . . . . . . . . . . . . . 

Symbols for traffic signs . . . . . . . . . . . . . . . . . . . . . . . . 

Synthetic erosion control mat . . . . . . . . . . . . . . . . . . . . . 

Synthetic polypropylene mesh . . . . . . . . . . . . . . . . . . . . 

) T )

Tackifiers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Tar . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Tar paper . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Target value . . . . . . . . . . . . . . . . . . . . . . . . . . . 13, 670

Temperature and weather conditions . . . . . . . . . . . . . . . 

Temporary

concrete barriers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

crash cushion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

pavement markings . . . . . . . . . . . . . . . . . . . . . . . . . . . 

plastic fence . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

signal system . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

traffic barriers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

traffic control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

traffic control devices . . . . . . . . . . . . . . . . . . . . . . . . . 

Test piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Tested conformance . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Testing equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Tetrafluoroethylene surfaces for bearings . . . . . . . . . . . 

Texturing concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

TFE materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Thermoplastic markings . . . . . . . . . . . . . . . . . . . . . . . . . 

Tie bars . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
811

structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Time extensions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Topping .....................................

Topsoil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Traffic

control . . . . . . . . . . . . . . . . . . . . . . . . . . . . 70, 84-87

control signs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

marking material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

markings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

paint . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

signing material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

supervisor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Treated

aggregate courses . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

structural timber and lumber . . . . . . . . . . . . . . . . . . . . 

timber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

timber piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Tree wound dressing . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Trees . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Tremies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Truck agitator . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Truck mixer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Truss members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Tubular markers ...............................

Tubular steel piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Turf establishment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Turf reinforcement mats . . . . . . . . . . . . . . . . . . . . . . . . . 

Turned bolts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Twine . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

) U )

Unclassified borrow . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Underdrains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Underdrain, geocomposite . . . . . . . . . . . . . . . . . . . . . . . 

Underpass, structural plate . . . . . . . . . . . . . . . . . . . . . . . 

Underseal grout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Undersealing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
812

Use of material found in the work . . . . . . . . . . . . . . . . . 

Utilities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Utilization of small business . . . . . . . . . . . . . . . . . . . . . 

) V )

Value engineering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Value of work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Variable message sign . . . . . . . . . . . . . . . . . . . . . . . . . . 

Vegetable gum . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Vertical panels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Vibratory requirements . . . . . . . . . . . . . . . . . . . . . . . . . . 

Vines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Viscosifiers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Visual inspection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

) W )

Walls

alternate retaining . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

crib . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

gabions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

mechanically stabilized earth . . . . . . . . . . . . . . . . . . . 

reinforced concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . 

revets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Warning lights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Washers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Water . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Water crossing, temporary . . . . . . . . . . . . . . . . . . . . . . . 

Water distribution system material . . . . . . . . . . . . . . . . . 

Water stops . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Water systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Waterborne traffic paint . . . . . . . . . . . . . . . . . . . . . . . . . 

Watering for dust control . . . . . . . . . . . . . . . . . . . . . . . . 

Waterproof paper . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Waterproofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Watertight gaskets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Waterways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 
813

Welded connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Welding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Wheel guards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Wheel stops . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Wind velocity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Wire

aluminum welding . . . . . . . . . . . . . . . . . . . . . . . . . . . 

barbed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

brace and anchor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

cable . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

chain link . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

electrical . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

facing fabric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

gates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

revet mattress . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

rope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

woven . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Wood

excelsior bales . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

fiber mulch . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Work

control of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

completion of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

disputes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

elimination of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

layout of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

prosecution of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

scope of . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

statistical evaluation . . . . . . . . . . . . . . . . . . . . . . . . . . 

zone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Worker's compensation insurance . . . . . . . . . . . . . . . . . 

Working drawings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Woven paper netting . . . . . . . . . . . . . . . . . . . . . . . . . . . 

Woven wire . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .