Standard Specifications

for Construction of

Roads and Bridges on

Federal Highway Projects

FP-03

**2003**

U.S. DEPARTMENT

OF TRANSPORTATION

Federal Highway

Administration

For sale by the Superintendent of Documents

U.S. Government Printing Office

Washington, D.C. 20402

**PREFACE**

These Standard Specifications for the Construction of Roads and Bridges
on Federal Highway Projects are issued primarily for constructing roads
and bridges on Federal Highway projects under the direct administration
of the Federal Highway Administration. These specifications are cited as
\"FP-03\" indicating "Federal Project" Standard Specifications issued in
2003.

When designated in a contract, the FP-03 becomes part of the contract
and binding upon all parties to the contract. All construction contracts
of the Federal Highway Administration are also governed by the following
regulations.

> ● Federal Acquisition Regulation (FAR), Title 48, Code of Federal
> Regulations, Chapter 1
>
> ● Transportation Acquisition Regulation (TAR), Title 48, Code of
> Federal Regulations, Chapter 12.

The FAR and TAR regulations are not included in the FP-03. A complete
copy of the FAR is available from the Superintendent of Documents,
Congressional Sales Office, U.S. Government Printing Office, Washington,
DC 20402.

The International System of Units (SI) is used in the FP-03 as required
by Public Law 100‑418 (1988 Omnibus Trade and Competitiveness Act) and
Executive Order 12770 (Metric Usage in Federal Government Programs).

  ------------------- ------------------- --------------- ----------------- -----------
  SI^(1)^ (METRIC) TO                                                       
  ENGLISH CONVERSION                                                        
  FACTORS                                                                   
  (approximate)                                                             

  Symbol              When You Know       Multiply By     To Find           Symbol

  **LENGTH**                                                                

  µm                  micrometers         3.9 x 10^-5^    inches            in

  mm                  millimeters         0.039           inches            in

  m                   meters              3.28            feet              ft

  m                   meters              1.09            yards             yd

  km                  kilometers          0.621           miles             mi

  **AREA**                                                                  

  mm^2^               square millimeters  0.0016          square inches     in^2^

  m^2^                square meters       10.764          square feet       ft^2^

  m^2^                square meters       1.195           square yards      yd^2^

  ha                  hectares            2.47            acres             ac

  km^2^               square kilometers   0.386           square miles      mi^2^

  **VOLUME**                                                                

  mL                  milliliters         0.034           fluid ounces      fl oz

  L                   liters              0.264           gallons           gal

  m^3^                cubic meters        35.31           cubic feet        ft^3^

  m^3^                cubic meters        1.308           cubic yards       yd^3^

  **MASS**                                                                  

  g                   grams               0.035           ounces            oz

  kg                  kilograms           2.202           pounds            lb

  Mg                  megagrams           1.1023          short tons        T

  (or \"t\")          (or \"metric ton\")                 (2000 lb)         

  **TEMPERATURE                                                             
  (exact)**                                                                 

  ºC                  Celsius             1.8C +32        Fahrenheit        F

                      temperature                         temperature       

  **ILLUMINATION**                                                          

  lx                  lux                 0.0929          foot-candles      fc

  cd/m^2^             caldela/m^2^        0.2919          foot-Lamberts     fl

  **MISCELLANEOUS**                                                         

  J                   joule               0.7376          foot·poundforce   ft·lbf

  N                   newtons             0.225           poundforce        lbf

  kPa                 kilopascals         0.145           poundforce        lbf/in^2^

                                                          per square inch   
  ------------------- ------------------- --------------- ----------------- -----------

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

Appropriate rounding should be made to comply with Section 4 of ASTM E
380.

**TABLE OF CONTENTS**

**DIVISION 100 GENERAL REQUIREMENTS**

Page

Section 101 TERMS, FORMAT, AND DEFINITIONS

101.01 Meaning of Terms 3

101.02 Specifications Format 3

101.03 Abbreviations 3

101.04 Definitions 7

Section 102 BID, AWARD, AND EXECUTION OF CONTRACT

102.01 Acquisition Regulations 13

102.02 Preparation of Bids 13

102.03 Bid Guarantee 14

102.04 Individual Surety 14

102.05 Public Opening of Bids 15

102.06 Performance and Payment Bonds 15

Section 103 SCOPE OF WORK

103.01 Intent of Contract 16

103.02 Disputes 16

103.03 Value Engineering 16

103.04 Contractor Records 16

103.05 Partnering 16

Section 104 CONTROL OF WORK

104.01 Authority of the Contracting Officer (CO) 18

104.02 Authority of Inspectors 18

104.03 Specifications and Drawings 18

104.04 Coordination of Contract Documents 20

104.05 Load Restrictions 20

Section 105 CONTROL OF MATERIAL

105.01 Source of Supply and Quality Requirements 21

105.02 Material Sources 21

105.03 Material Source Management 22

105.04 Storing and Handling Material 22

105.05 Use of Material Found in the Work 22

Page

Section 106 ACCEPTANCE OF WORK

106.01 Conformity with Contract Requirements 23

106.02 Visual Inspection 24

106.03 Certification 24

106.04 Measured or Tested Conformance 25

106.05 Statistical Evaluation of Work and Determination

> of Pay Factor (Value of Work) 25

106.06 Inspection at the Plant 29

106.07 Partial and Final Acceptance 29

Section 107 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC

107.01 Laws to be Observed 34

107.02 Protection and Restoration of Property and Landscape 34

107.03 Bulletin Board 35

107.04 Railroad Protection 35

107.05 Responsibility for Damage Claims 37

107.06 Contractor\'s Responsibility for Work 37

107.07 Furnishing Right-of-Way 38

107.08 Sanitation, Health, and Safety 38

107.09 Legal Relationship of the Parties 38

107.10 Environmental Protection 38

107.11 Protection of Forests, Parks, and Public Lands 39

Section 108 PROSECUTION AND PROGRESS

108.01 Commencement, Prosecution, and Completion of Work 40

108.02 Subcontracting 40

108.03 Determination and Extension of Contract Time 40

108.04 Failure to Complete Work on Time 41

108.05 Stop Order 42

Section 109 MEASUREMENT AND PAYMENT

109.01 Measurement of Work 43

109.02 Measurement Terms and Definitions 44

109.03 Weighing Procedures and Devices 46

109.04 Receiving Procedures 48

109.05 Scope of Payment 48

109.06 Pricing of Adjustments 49

109.07 Eliminated Work 51

109.08 Progress Payments 51

109.09 Final Payment 54

**DIVISION 150 PROJECT REQUIREMENTS**

Page

Section 151 Mobilization 56

152 Construction Survey and Staking 57

153 Contractor Quality Control 64

154 Contractor Sampling and Testing 67

155 Schedules for Construction Contracts 69

156 Public Traffic 74

> Accommodation Traffic During Work
>
> Maintaining Roadways During Work
>
> Maintaining Roadways During Non-Work Periods
>
> Limitations on Construction Operations
>
> Nighttime Operations
>
> Traffic and Safety Supervisor

157 Soil Erosion Control 78

158 Watering for Dust Control 83

**DIVISION 200 EARTHWORK**

Section 201 Clearing and Grubbing 86

202 Additional Clearing and Grubbing 88

203 Removal of Structures and Obstructions 90

204 Excavation and Embankment 93

205 Rock Blasting 105

206 Reserved 112

207 Earthwork Geotextiles 113

208 Structure Excavation and Backfill for Selected

> Major Structures 115

209 Structure Excavation and Backfill 121

210 Reserved 127

211 Roadway Obliteration 128

212 Linear Grading 130

213 Subgrade Stabilization 132

**DIVISION 250 SLOPE REINFORCEMENT AND RETAINING WALLS**

Section 251 Riprap 138

252 Special Rock Embankment and Rock Buttress 141

253 Gabions and Revet Mattresses 143

254 Crib Walls 146

255 Mechanically Stabilized Earth Walls 148

256 Permanent Ground Anchors 152

257 Alternate Retaining Walls 161

258 Reinforced Concrete Retaining Walls 165

259 Soil Nail Reatining Walls 167

260 Rock Bolts 178

Section Page

261 Rock Dowels 181

**DIVISION 300 AGGREGATE COURSES**

Section 301 Untreated Aggregate Courses 184

302 Treated Aggregate Courses 190

303 Road Reconditioning 196

304 Aggregate Stabilization 199

305 Aggregate-Topsoil Course 206

306 Dust Palliative 209

307 Reserved 211

308 Minor Crushed Aggregate 212

309 Emulsified Asphalt Treated Base Course 215

**DIVISION 400 ASPHALT PAVEMENTS AND SURFACE TREATMENTS**

Section 401 Superpave Hot Asphalt Concrete Pavement 220

402 Hot Asphalt Concrete Pavement By Hveem

> or Marshall Mix Design Method 241

403 Hot Asphalt Concrete Pavement 250

404 Minor Hot Asphalt Concrete 255

405 Open-Graded Asphalt Friction Course 258

406 Reserved 262

407 Reserved 262

408 Cold Recycled Asphalt Base Course 263

409 Asphalt Surface Treatment 267

410 Slurry Seal 276

411 Asphalt Prime Coat 281

412 Asphalt Tack Coat 283

413 Asphalt Pavement Milling 285

414 Asphalt Pavement Crack and Joint Sealing 287

415 Paving Geotextiles 290

416 Continuous Cold Recycled Asphalt Base Course 293

417 Minor Cold Asphalt Mix 299

**DIVISION 500 RIGID PAVEMENTS**

Section 501 Rigid Pavement 302

502 Rigid Pavement Restoration 317

**DIVISION 550 BRIDGE CONSTRUCTION**

Section 551 Driven Piles 329

552 Structural Concrete 344

553 Prestressed Concrete 373

554 Reinforcing Steel 389

555 Steel Structures 393

556 Bridge Railing 415

Section Page

557 Timber Structures 418

558 Dampproofing 423

559 Waterproofing 425

560 Removal of Concrete by Hydrodemolition 428

561 Reserved 430

562 Temporary Works 431

563 Painting 437

564 Bearing Devices 446

565 Drilled Shafts 451

566 Shotcrete 463

**DIVISION 600 INCIDENTAL CONSTRUCTION**

Section 601 Minor Concrete Structures 470

602 Culverts and Drains 474

603 Structural Plate Structures 477

604 Manholes, Inlets, and Catch Basins 479

605 Underdrains, Sheet Drains, and Pavement Edge Drains 482

606 Corrugated Metal Spillways 487

607 Cleaning, Reconditioning, and Repairing

> Existing Drainage Structures 489

608 Paved Waterways 491

609 Curb and Gutter 495

610 Horizontal Drains 499

611 Water Systems 501

612 Sanitary Sewer Systems 503

613 Simulated Stone Masonry Surface 505

614 Lean Concrete Backfill 509

615 Sidewalks, Drive Pads, and Paved Medians 511

616 Slope Paving 515

617 Guardrail 519

618 Concrete Barriers and Precast Guardwalls 523

619 Fences, Gates, and Cattle Guards 527

620 Stone Masonry 535

621 Monuments and Markers 543

622 Rental Equipment 545

623 General Labor 546

624 Topsoil 547

625 Turf Establishment 549

626 Plants, Trees, Shrubs, Vines, and Groundcovers 552

627 Sod 557

628 Reserved 560

629 Rolled Erosion Control Products and

> Cellular Confinement Systems 561

630 Reserved 565

Section Page

631 Reserved 565

632 Reserved 565

633 Permanent Traffic Control 566

634 Permanent Pavement Markings 569

635 Temporary Traffic Control 574

636 Signal, Lighting, and Electrical Systems 581

637 Facilities and Services 585

**DIVISION 700 MATERIAL**

Section 701 Cement

701.01 Hydraulic Cement 590

701.02 Masonry and Mortar Cement 590

Section 702 Asphalt Material

702.01 Asphalt Binder 591

702.02 Cut-Back Asphalt 591

702.03 Emulsified Asphalt 591

702.04 Application Temperatures 591

702.05 Material for Dampproofing and Waterproofing

> Concrete and Masonry Surfaces 592

702.06 Recycling Agent 593

702.07 Asphalt Mastic 593

702.08 Antistrip Additive 593

702.09 Evaluation Procedures for Asphalt 593

702.10 Cold Asphalt Mix 594

Section 703 Aggregate

703.01 Fine Aggregate for Concrete 595

703.02 Coarse Aggregate for Concrete 595

703.03 Granular Backfill 595

703.04 Permeable Backfill 595

703.05 Subbase, Base, and Surface Course Aggregate 596

703.06 Crushed Aggregate 598

703.07 Hot Asphalt Concrete Pavement Aggregate 598

703.08 Open‑Graded Asphalt Friction Course Aggregate 600

703.09 Reserved 600

703.10 Asphalt Surface Treatment Aggregate 600

703.11 Slurry Seal and Micro-Surfacing Aggregate 602

703.12 Choker Aggregate 603

703.13 Blotter 604

703.14 Aggregate for Aggregate-Topsoil Course 604

703.15 Sand 604

703.16 Aggregate for Lean Concrete Backfill 604

703.17 Superpave Asphalt Concrete Pavement Aggregate 604

703.18 Shotocrete Aggregate 607

Section Page

703.19 Recycled Asphalt Pavement 607

Section 704 Soil

704.01 Foundation Fill 608

704.02 Bedding Material 608

704.03 Backfill Material 608

704.04 Structural Backfill 608

704.05 Topping 609

704.06 Unclassified Borrow 609

704.07 Select Borrow 609

704.08 Select Topping 609

704.09 Bed Course 610

704.10 Select Granular Backfill 610

704.11 Reserved 611

704.12 Crib Wall Backfill 611

Section 705 Rock

705.01 Gabion and Revet Mattress Rock 612

705.02 Riprap Rock 612

705.03 Rock for Masonry Structures 614

705.04 Rock for Special Rock Embankment 616

705.05 Rock for Buttresses 616

705.06 Stone Curbing 617

Section 706 Concrete And Plastic Pipe

706.01 Non-Reinforced Concrete Pipe 618

706.02 Reinforced Concrete Pipe 618

706.03 Perforated Concrete Pipe 618

706.04 Reinforced Arch-Shaped Concrete Pipe 618

706.05 Reinforced Elliptically-Shaped Concrete Pipe 618

706.06 Reinforced D‑Load Concrete Pipe 618

706.07 Precast Reinforced Concrete Box Sections 618

706.08 Plastic Pipe 618

Section 707 Metal Pipe

707.01 Ductile Iron Culvert Pipe 620

707.02 Metallic-Coated Corrugated Steel Pipe 620

707.03 Aluminum-Alloy Corrugated Pipe 620

707.04 Asphalt-Coated Pipe 620

707.05 Steel Structural Plate Structures 620

707.06 Aluminum-Alloy Structural Plate Structures 620

707.07 Asphalt-Coated Structural Plate Structures 620

707.08 Polymer-Coated Steel Pipe 621

707.09 Fiber-Bonded Asphalt Coated Steel Pipe 621

707.10 Slotted Drain Pipe 621

707.11 Metallic-Coated Spiral Rib Pipe 621

Section Page

707.12 Aluminum-Alloy Spiral Rib Pipe 621

707.13 Concrete-Lined Corrugated Steel Pipe 621

707.14 Invert-Paved Corrugated Steel Pipe 621

Section 708 Paint

708.01 General 622

708.02 Paint for Timber Structures 623

708.03 Paint for Concrete and Masonry Block Structures 623

708.04 Paint for Steel Structures 623

708.05 Penetrating Stain 623

Section 709 Reinforcing Steel And Wire Rope

709.01 Reinforcing Steel 624

709.02 Wire Rope or Wire Cable 625

709.03 Prestressing Steel 625

Section 710 Fence And Guardrail

710.01 Barbed Wire 627

710.02 Woven Wire 627

710.03 Chain Link Fence 627

710.04 Fence Posts 627

710.05 Fence Gates 627

710.06 Metal Beam Rail 627

710.07 Box Beam Rail 628

710.08 Steel-Backed Timber Rail 628

710.09 Guardrail Posts 628

710.10 Guardrail Hardware 628

710.11 Temporary Plastic Fence 629

Section 711 Concrete Curing Material And Admixtures

711.01 Curing Material 630

711.02 Air-Entraining Admixtures 630

711.03 Chemical Admixtures 630

711.04 Latex Modifier 630

711.05 Concrete Coloring Agent 630

Section 712 Joint Material

712.01 Sealants, Fillers, Seals, and Sleeves 631

712.02 Joint Mortar 633

712.03 Watertight Gaskets 633

712.04 Reserved 633

712.05 Mortar for Masonry Beds and Joints 633

Page

Section 713 Roadside Improvement Material

713.01 Topsoil 635

713.02 Agricultural Limestone 635

713.03 Fertilizer 636

713.04 Seed 636

713.05 Mulch 636

713.06 Plant Material 639

713.07 Cellular Confinement Systems 640

713.08 Miscellaneous Planting Material 640

713.09 Reserved 641

713.10 Sod 641

713.11 Pegs for Sod 641

713.12 Stabilizing Emulsion Tackifiers 641

713.13 Erosion Control Bales, Wattles, Logs, and Rolls 642

713.14 Sandbags 642

713.15 Erosion Control Culvert Pipe 642

713.16 Silt Fence 642

713.17 Temporary Rolled Erosion Control Products 643

713.18 Permanent Rolled Erosion Control Products 645

Section 714 Geotextile And Geocomposite Drain Material

714.01 Geotextile 648

714.02 Geocomposite Drains 654

Section 715 Piling

715.01 Untreated Timber Piles 657

715.02 Treated Timber Piles 657

715.03 Concrete Piles 657

715.04 Steel Shells 658

715.05 Steel Pipes 659

715.06 Steel H-Piles 659

715.07 Sheet Piles 659

715.08 Pile Shoes 659

715.09 Splices 659

Section 716 Material For Timber Structures

716.01 Untreated Structural Timber and Lumber 660

716.02 Hardware 660

716.03 Treated Structural Timber and Lumber 660

716.04 Structural Glued Laminated Timber 661

Page

Section 717 Structural Metal

717.01 Structural Steel 662

717.02 Steel Forgings 662

717.03 Pins and Rollers 662

717.04 Castings 663

717.05 Welded Stud Shear Connectors 663

717.06 Steel Pipe 663

717.07 Galvanized Coatings 663

717.08 Sheet Lead 663

717.09 Steel Grid Floors 663

717.10 Bearing 663

717.11 Polyetrafluoroethylene (PTFE) Surfaces for Bearings 663

717.12 Structural Aluminum Alloy 665

717.13 Aluminum Alloy for Bridge Rail 665

717.14 Aluminum Bolt Heads and Nuts 665

717.15 Aluminum Welding Wire 665

717.16 Elastomeric Compression Joint Seals 665

Section 718 Traffic Signing And Marking Material

718.01 Retroreflective Sheeting 666

718.02 Reserved 666

718.03 Plywood Panels 666

718.04 Steel Panels 666

718.05 Aluminum Panels 666

718.06 Plastic Panels 667

718.07 Extruded Aluminum Panels 668

718.08 Signposts 668

718.09 Object Marker and Delineator Posts 669

718.10 Hardware 669

718.11 Letters, Numerals, Arrows, Symbols, and Borders 670

718.12 Delineator and Object Marker Retroreflectors 670

718.13 Conventional Traffic Paint 671

718.14 Waterborne Traffic Paint 671

718.15 Epoxy Markings 673

718.16 Polyester Markings 674

718.17 Thermoplastic Markings 675

718.18 Preformed Plastic Markings 675

718.19 Glass Beads 675

718.20 Raised Pavement Markers 676

718.21 Temporary Pavement Markings 676

718.22 Temporary Traffic Control Devices 676

718.23 Epoxy Resin Adhesives 676

Section 719 Reserved

Page

Section 720 Structural Wall And Stabilized Embankment Material

720.01 Mechanically Stabilized Earth Wall Material 678

720.02 Gabion and Revet Mattress Material 680

720.03 Metal Bin Type Crib Walls 682

Section 721 Electrical And Illumination Material

721.01 Electrical Material 683

721.02 Lighting Material 685

Section 722 Anchor Material

722.01 Anchorage Devices 688

722.02 Ground Anchors 688

722.03 Rock Bolts 690

722.04 Soil Nails 690

Section 723 Reserved

Section 724 Reserved

Section 725 Miscellaneous Material

725.01 Water 692

725.02 Calcium Chloride, Calcium Chloride Flakes,

> and Magnesium Chloride 692

725.03 Lime 692

725.04 Pozzolans 692

725.05 Mineral Filler 693

725.06 Precast Concrete Curbing 693

725.07 Clay or Shale Brick 693

725.08 Concrete Brick 693

725.09 Concrete Masonry Blocks 693

725.10 Cellular Concrete Blocks 693

725.11 Precast Concrete Units and Accessories 693

725.12 Frames, Grates, Covers, and Ladder Rungs 694

725.13 Corrugated Metal Units 695

725.14 Protective Coatings for Concrete 695

725.15 Polyvinyl Chloride (PVC) Pipe for

> Water Distribution Systems 695

725.16 Polyethylene (PE) Pipe for Water Distribution Systems 695

725.17 Cast Iron Soil Pipe and Fittings 695

725.18 Seamless Copper Water Tube and Fittings 695

725.19 Plastic Lining 695

725.20 Lignosulfonate 695

725.21 Epoxy Resin Adhesives 696

725.22 Grout 696

725.23 Reserved 696

Section Page

725.24 Color Coating 697

725.25 Explosives and Blasting Accessories 697

725.26 Mineral Slurry (Drillers Mud) 697

725.27 Form Liner 697

725.28 Aluminum-Impregnated Caulking Compound 697

725.29 Reinforcing Fibers 697

# DIVISION 100 GENERAL REQUIREMENTS 

## 

## Section 101. -- TERMS, FORMAT, AND DEFINITIONS

**101.01 Meaning of Terms.** These specifications are generally written
in the imperative mood. In sentences using the imperative mood, the
subject, *\"the Contractor,\"* is implied. Also implied in this language
are *\"shall,\"* *\"shall be,\"* or similar words and phrases. In
material specifications, the subject may also be the supplier,
fabricator, or manufacturer supplying material, products, or equipment
for use on the project.

Wherever *\"directed,\"* *\"required,\"* *\"prescribed,\"* or other
similar words are used, the *\"direction,\"* *\"requirement,\"* or
*\"order\"* of the Contracting Officer is intended. Similarly, wherever
*\"approved,\"* *\"acceptable,\"* *\"suitable,\"* *\"satisfactory,\"* or
similar words are used, the words mean *\"approved by,\"* *\"acceptable
to,\"* or *\"satisfactory to\"* the Contracting Officer.

The word *\"will\"* generally pertains to decisions or actions of the
Contracting Officer.

**101.02 Specifications Format.** These specifications are divided into
10 Divisions.

Division 100 consists of general contract requirements for which no
direct payment is made. The requirements contained in Division 100 are
applicable to all contracts.

Division 150 consists of project contract requirements that are
applicable to all contracts. Work under Division 150 is paid for
directly or indirectly according to Subsection 109.05 and the Section
ordering the work. When there is no pay item in the bid schedule, no
direct payment is made.

Divisions 200 through 600 consist of construction contract requirements
for specific items of work. Work under these Divisions is paid for
directly or indirectly according to Subsection 109.05 and the Section
ordering the work. When there is no pay item in the bid schedule, no
direct payment is made.

Division 700 contains the material requirements for Divisions 150
through 600. No direct payment is made in Division 700. Payment for
material is included as part of the work required in Divisions 150
through 600.

The first three digits of the pay item number in the Bid Schedule
identify the Section under which the work is performed.

**101.03 Abbreviations.** Whenever these abbreviations are used in the
specifications, they represent the following:

**(a) Acronyms.**

**AA** --- Aluminum Association

**AAN** --- American Association of Nurserymen

**AAR** --- Association of American Railroads

**AASHTO** --- American Association of State Highway and Transportation
Officials

**ACI** --- American Concrete Institute

**ACPA** --- American Concrete Pavement Association

**ADA** --- Americans with Disabilities Act

**AGC** --- Associated General Contractors of America

**AI** --- Asphalt Institute

**AIA** --- American Institute of Architects

**AISC** --- American Institute of Steel Construction

**AISI** --- American Iron and Steel Institute

**AITC** --- American Institute of Timber Construction

**ANSI** --- American National Standards Institute

**APWA** --- American Public Works Association

**ARA** --- American Railway Association

**AREA** --- American Railway Engineering Association

**ARTBA** --- American Road and Transportation Builders Association

**ASCE** --- American Society of Civil Engineers

**ASCII** --- American Standard Code for Information Interchange

**ASLA** --- American Society of Landscape Architects

**ASTM** --- American Society for Testing and Materials

**ATSSA** --- American Traffic Safety Services Association

**AWPA** --- American Wood Preservers Association

**AWS** --- American Welding Society

**AWWA** --- American Water Works Association

**CFR** --- Code of Federal Regulations

**CO** --- Contracting Officer and all representatives

**CRSI** --- Concrete Reinforcing Steel Institute

**FAR** --- Federal Acquisition Regulations (48 CFR Chapter 1)

**FHWA** --- Federal Highway Administration

**FICA** --- Federal Insurance Contributions Act

**FLH** --- Federal Lands Highways

**FSS** --- Federal Specifications and Standards

**FTMS** --- Federal Test Method Standard

**FUTA** --- Federal Unemployment Tax Act

**GSA** --- General Services Administration

**IEEE** --- Institute of Electrical and Electronic Engineers

**ISO** --- International Organization for Standardization

**ISSA** --- International Slurry Surfacing Association

**ITE** --- Institute of Transportation Engineers

**MIL** --- Military Specifications

**MPI** --- Master Painters Institute

**MUTCD** --- Manual on Uniform Traffic Control Devices (for Streets and
Highways)

**NCHRP** --- National Cooperative Highway Research Program

**NEMA** --- National Electrical Manufacturer\'s Association

**NFPA** --- National Forest Products Association

**NIST** --- National Institute of Standards and Technology

**OSHA** --- Occupational Safety and Health Administration

**PCA** --- Portland Cement Association

**PCI** --- Prestressed Concrete Institute

**PVC** --- Polyvinyl Chloride

**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 Regulations (48 CFR Chapter 12)

**UL** --- Underwriter\'s Laboratory

**U.S.** --- United States of America

**USC** --- United States Code

**USGS** --- United States Geological Survey

**USPS** --- United States Postal Service

**(b) SI symbols.**

**A** --- ampere electric current

**cd** --- candela luminous intensity

**ºC** --- degree Celsius temperature

**d** --- day time

**g** --- gram mass

**h** --- hour time

**H** --- Henry inductance

**ha** --- hectare area

**Hz** --- hertz (s^-1^) frequency

**J** --- joule (N•m) energy

**K** --- kelvin temperature

**L** --- liter volume

**lx** --- lux illuminance

**m** --- meter length

**m^2^** --- square meter area

**m^3^** --- cubic meter volume

**min** --- minute time

**N** --- newton (kgm/s^2^) force

**Pa** --- pascal (N/m^2^) pressure

**s** --- second time

**t** --- metric ton mass

**V** --- volt (W/A) electric potential

**W** --- watt (J/s) power

**** --- ohm V/A electric resistance

**º** --- degree plane angle

**\'** --- minute plane angle

**\"** --- second plane angle

**(c) SI prefix symbols.**

**E** --- exa 10^18^

**P** --- peta 10^15^

**T** --- tera 10^12^

**G** --- giga 10^9^

**M** --- mega 10^6^

**k** --- kilo 10^3^

**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) SI slope notation (vertical : horizontal).** For slopes flatter
than 1:1, express the slope as the ratio of one unit vertical to a
number of units horizontal. For slopes steeper than 1:1, express the
slope as the ratio of a number of units vertical to one unit horizontal.

**101.04 Definitions.** The following definitions apply to this
contract:

**Award** --- The written acceptance of a bid by the Contracting Officer
(CO).

**Backfill** --- Material used to replace or the act of replacing
material removed during construction. Material placed or the act of
placing material adjacent to structures.

**Base** --- The layer or layers of material placed on a subbase or
subgrade to support a surface course.

**Bid** --- A written offer by a bidder to perform work at a quoted
price.

**Bidder** --- Any individual or legal entity submitting a bid.

**Bid Guarantee** --- A form of security assuring that the bidder will
not withdraw a bid within the period specified for acceptance and will
execute a written contract and furnish required bonds.

**Bid Schedule** --- The prepared schedule included with the bid forms,
containing the estimated quantities of pay items for which unit bid
prices are invited.

**Bridge** --- A structure more than 6.1 meters long, including
supports, spanning and providing passage over a depression, waterway,
railroad, highway, or other obstruction.

**Clear Zone** --- The portion of the roadside, including the shoulder,
available for the safe use by an errant vehicle in which the driver may
regain control of the vehicle. Recommended distances for the clear zone
are in the AASHTO Roadside Design Guide.

**Commercial Certification** --- See Subsection 106.03.

**Construction Limits** --- The limits on each side of the project which
establish the area disturbed by construction operations and beyond which
no disturbance is permitted. Typically the construction limits are the
same as the clearing limits, except when additional clearing is
required.

**Contract** --- The written agreement between the Government and the
Contractor setting forth the obligations of the parties for the
performance of and payment for the prescribed work.

**Contracting Officer (CO) ---** An official of the Government with the
authority to enter into, administer, and terminate contracts and make
related determinations and findings. The term includes certain
authorized representatives of the CO acting within the limits of their
authority as delegated by the CO.

**Contract Modification ---** Any written change in the terms of the
contract. Contract modifications are of the following forms:

> **(a) Administrative change.** A unilateral contract change, in
> writing, that does not affect the substantive rights of the parties
> (e.g., a change in the paying office or the appropriation data).
>
> **(b) Change order.** A written order, signed by the CO, directing the
> Contractor to make a change that FAR Clause 52.243-4 Changes
> authorizes the CO to order without the Contractor\'s consent.
>
> **(c) Supplemental agreement.** A contract modification that is
> accomplished by the mutual action of the parties.

**Contractor** --- The individual or legal entity contracting with the
Government for performance of prescribed work.

**Contract Time** --- The specified time allowed for completion of all
contract work.

**Crashworthy** --- A highway feature is crashworthy if it was
successfully crash tested under the NCHRP Report 350, *Recommended
Procedures for the Safety Performance Evaluation of Highway Features* or
earlier comparable criteria or if it was accepted through analysis by
FHWA, based on similarity to other crashworthy features. A list of
crashworthy highway features is available on the FHWA Safety website.

**Cross-Section** --- A vertical section of the ground or structure at
right angles to the centerline or baseline of the roadway or other work.

**Culvert** --- Any structure, not classified as a bridge, that provides
an opening under the roadway.

**Day** --- Each and every day shown on the calendar, beginning and
ending at midnight.

**Density** --- Mass per unit volume of material. Specific gravity
multiplied by the unit mass of water.

**Detour** --- A temporary rerouting of public traffic onto alternate
existing roadways in order to avoid the work or part of the work.

**Diversion** --- A temporary rerouting of public traffic onto a
temporary alignment within the project limits in order to bypass the
work or a portion of the work.

**Drawings** --- Design sheets or fabrication, erection, or construction
details submitted to the Government by the Contractor according to FAR
Clause 52.236-21 Specifications and Drawings for Construction. Also
refers to submissions and submittals.

**Government** --- The Government of the United States of America.

**Highway, Street, or Road ---** A general term denoting a public way
for purposes of vehicular travel, including the entire area within the
right‑of‑way.

**Layer** --- See \"lift.\"

**Lift** --- Defined as follows:

**(a)** When placing and compacting soils and aggregates, a lift is any
single, continuous layer of material that receives the same compactive
effort throughout during a single work operation.

> **(b)** When installing culvert pipe less than or equal to 1200
> millimeters in diameter, the backfill material placed on both sides of
> the pipe is considered to be contained in the same lift when the
> material is placed to the same elevation on both sides of the culvert,
> the compactive effort applied to one side of the culvert is the same
> as that applied to the other, and the compactive effort is applied to
> both sides of the pipe in a continuous operation.

**Material** --- Any substances specified or necessary to satisfactorily
complete the contract work.

**Maximum Particle Size** --- The smallest sieve opening through which
all particles in the material will pass.

**Measurement** --- The process of identifying the dimensions, quantity,
or capacity of an item. See Section 109 for measurement methods, terms,
and definitions.

**Notice to Proceed** --- Written notice to the Contractor to begin the
contract work.

**Pavement Structure** --- The combination of subbase, base, and surface
courses placed on a subgrade to support and distribute the traffic load
to the roadbed.

**Pay Item** --- A specific item of work for which a unit and price is
provided in the contract.

**Payment Bond** --- The security executed by the Contractor and surety
or sureties and furnished to the Government to ensure payments as
required by law to all persons supplying labor or material according to
the contract.

**Performance Bond** --- The security executed by the Contractor and
surety or sureties furnished to the Government to guarantee completion
of the contract work.

**Plans** --- The contract plans furnished by the Government showing the
location, type, dimensions, and details of the work.

**Production Certification** --- See Subsection 106.03.

**Professional Engineer** --- An engineer who holds a valid State
license permitting them to offer engineering services directly to the
public, experienced in the work for which they are responsible, takes
legal responsibility for their engineering designs, and is bound by a
code of ethics to protect the public health.

**Profile Grade** --- The trace of a vertical plane intersecting a
particular surface of the proposed road construction located as shown on
the plans, usually along the longitudinal centerline of the roadbed.
Profile grade means either elevation or gradient of the trace according
to the context.

**Project** --- The specific section of the highway or other property on
which construction is to be performed under the contract.

**Right‑of‑Way** --- Real property necessary for the project, including
roadway, buffer areas, access, and drainage areas.

**Roadbed** --- The graded portion of a highway prepared as a foundation
for the pavement structure and shoulders.

**Roadside** --- All area within the right-of-way excluding the traveled
way and shoulders.

**Roadway** --- In general, the portion of a highway, including
shoulders, for vehicular use. A divided highway has two or more
roadways. In construction specifications, the portion of a highway
within the construction limits.

**Roadway Prism** --- The volume defined by the area between the
original terrain cross-section and the final design cross-section
multiplied by the horizontal distance along the centerline of the
roadway.

**Roller Pass** --- One trip of a roller in one direction over any one
spot.

**Shoulder** --- The portion of the roadway contiguous to the traveled
way for accommodation of stopped vehicles, for emergency use, and for
lateral support of the pavement structure.

**Sieve** --- See AASHTO M 92.

**Solicitation** --- The complete assembly of documents (whether
attached or incorporated by reference) furnished to prospective bidders.

**Special Contract Requirements** --- Additions and revisions to the
standard specifications applicable to an individual project.

**Specifications** --- The written requirements for performing work.

**Standard Forms ---** Numbered forms issued by the General Services
Administration for use as contract documents.

**Standard Plans ---** Detailed plans approved for repetitive use and
included as part of the plans.

**Standard Specifications** --- The Standard Specifications for
Construction of Roads and Bridges on Federal Highway Projects approved
for general application and repetitive use.

**Station** --- (1) A measure of distance used for highways and
railroads. A station is equal to one kilometer. (2) A precise location
along a survey line.

**Structures** --- Bridges, culverts, catch basins, drop inlets,
retaining walls, cribbing, manholes, endwalls, buildings, sewers,
service pipes, underdrains, foundation drains, and other constructed
features that may be encountered in the work.

**Subbase** --- The layer or layers of material placed on a subgrade to
support a base.

**Subcontract** --- The written agreement between the Contractor and an
individual or legal entity prescribing the performance of a specific
portion of the work.

**Subcontractor** --- An individual or legal entity with which the
Contractor sublets part of the work. This includes all subcontractors in
any tier.

**Subgrade** --- The top surface of a roadbed upon which the pavement
structure, shoulders, and curbs are constructed.

**Substantial Completion** --- The point at which the project is
complete such that it can be safely and effectively used by the public
without further delays, disruption, or other impediments. For
conventional bridge and highway work, the point at which all bridge
deck, parapet, pavement structure, shoulder, drainage, sidewalk,
permanent signing and markings, traffic barrier, safety appurtenance,
utility, and lighting work is complete.

**Substructure** --- All of the bridge below the bearings of simple and
continuous spans, skewbacks of arches, and tops of footings of rigid
frames including backwalls, wingwalls, and wing protection railings.

**Suitable Material** --- Rock or earth material that will provide
stable foundations, embankments, or roadbeds, and is reasonably free of
organic matter, roots, muck, sod, or other detrimental material.
Suitable material may require drying or adding water, root picking, and
other methods of manipulation before use. Suitable material includes the
classifications of materials for which the project was designed.

**Superintendent** --- The Contractor\'s authorized representative in
responsible charge of the work.

**Superstructure** --- The entire bridge except the substructure.

**Surety** --- An individual or corporation legally liable for the debt,
default, or failure of a Contractor to satisfy a contract obligation.

**Surface Course** --- The top layer or layers of a pavement structure
designed to accommodate the traffic load and resist skidding, traffic
abrasion, and weathering.

**Target Value (TV)** --- A number established as a center for operating
a given process. Once established, adjustments should be made in the
process as necessary to maintain a central tendency about the target
value. Test results obtained from a well-controlled process should
cluster closely around the established target value and the mean of the
test results should be equal to or nearly equal to the established
target value.

**Traveled Way** --- The portion of the roadway designated for the
movement of vehicles, including curve widening, exclusive of shoulders.

**Unsuitable Material** --- Material not capable of creating stable
foundations, embankments, or roadbeds. Unsuitable material includes
muck, sod, or soils with high organic contents.

**Work** --- The furnishing of all labor, material, equipment, and other
incidentals necessary to successfully complete the project according to
the contract.

## Section 102. --- BID, AWARD, AND

## EXECUTION OF CONTRACT

**102.01 Acquisition Regulations.** Bid, award, and execution of the
contract are governed by the FAR and TAR.

**102.02 Preparation of Bids.** Follow the requirements of FAR Clause
52.214-18 Preparation of Bids --- Construction.

Execute and submit all required standard forms, bid schedules, and
solicitation provisions contained in the solicitation as part of the
bid.

Complete SF 1442, *Solicitation, Offer, and Award*, and sign as follows:

**(a) Individuals.** Sign your individual signature. For individuals
doing business as a firm, follow the individual signature with the
individual\'s typed, stamped, or printed name and the words, *\"an
individual doing business as [·········(name of firm)
·········]{.underline}\"*.

**(b) Partnerships.** Submit a list of all partners having authority to
bind the partnership. One of the listed partners must sign on behalf of
the partnership.

**(c) Corporations.** Sign in the corporate name, followed by the word
*\"by\"* and the signature and title of the person authorized to sign.
Submit evidence from the corporation that the person signing has
authority to bind the corporation.

**(d) Joint ventures.** Submit a copy of the Joint Venture agreement.
Sign the SF 1442 according to the Joint Venture agreement.

> **(e) Limited liability company.** Sign in the company name, followed
> by the word "by" and the signature of the person authorized to sign.
> Submit evidence that the individual executing the document has
> authority to bind the company.

**(f) Agents.** When an agent signs, other than as stated in (a) through
(e) above, furnish satisfactory evidence that the agent has authority to
bind the bidder.

Insert a unit bid price, in figures, for each pay item for which a
quantity appears in the bid schedule. Multiply the unit bid price by the
quantity for each pay item and show the amount bid. Should any
mathematical check made by the Government show a mistake in the amount
bid, the corrected unit price extension shall govern.

When the words *\"lump sum\"* appear as a unit bid price, insert an
amount bid for each lump sum pay item.

When the word *\"contingent sum\"* or a fixed rate appears as a unit bid
price, include the Government inserted amount bid for the item in the
total bid amount.

Total all of the amounts bid for each pay item and show the total bid
amount.

The quantities shown in the bid schedule are approximate, unless
designated as a contract quantity, and are used for the comparison of
bids. Payment will be made for the actual quantities of work performed
and accepted or material furnished according to the contract. The
scheduled quantities may be increased, decreased, or deleted. Bid
schedule quantities are considered the original contract quantities.

**102.03 Bid Guarantee.** Follow the requirements of FAR Clause 52.228‑1
Bid Guarantee.

**(a) General.** Submit a bid guarantee of 20 percent of the amount of
the bid or \$3 million, whichever is less. Submit the bid guarantee on
SF 24, *Bid Bond*. If the bid guarantee is other than a corporate or
individual surety, sign the SF 24 as the principal and make a statement
on the form pledging the security. Make checks or money orders payable
to the agency issuing the solicitation.

**(b) Power of attorney.** A corporate surety shall submit a current
power of attorney for the signing agent or attorney-in-fact with each SF
24.

**(c) Evidence of guarantee assistance.** A surety that has a guarantee
of assistance from the Small Business Administration shall submit a copy
of its *\"Surety Bond Guarantee Agreement\"* with each SF 24. In
addition, submit a power of attorney for the surety representative
identified in the agreement.

**102.04 Individual Surety.** Follow the requirements of FAR Clause
52.228-11 Pledges of Assets.

Complete and date the SF 28, *Affidavit of Individual Surety*, after the
solicitation date. The individual surety shall personally sign the SF
28. Execution by power of attorney is not acceptable. Bidders cannot
serve as their own surety. Assets named shall be committed to the
project with a bank designated to serve as trustee.

After reviewing the SF 28, the surety may be requested to provide
further documentation with respect to any of its assets, debts, or
encumbrances. The information may be required to be furnished under
oath. Failure of the surety to respond with the requested documentation
within 7 days of receipt of the request is cause for rejection of the
surety.

Any material misstatement by the surety, overstatement of assets (either
as to ownership or value) or understatement of liabilities is cause for
rejection of the surety. Substitution of individual sureties to support
a bid bond after the bid opening will not be permitted.

**102.05 Public Opening of Bids.** Bids will be publicly opened at the
time specified in the SF 1442. Their contents will be made public
information. The Government reserves the right to reject bids as set
forth in the FAR, Part 14.

**102.06 Performance and Payment Bonds.** Follow the requirements of FAR
Clause 52.228-15 Performance and Payment Bonds -- Construction. Furnish
a performance bond and a payment bond each in the penal amount of 100
percent of the original contract price.

Use SF 25, *Performance Bond*, and SF 25A, *Payment Bond*, for
submitting the bonds.

The requirements contained in Subsections 102.03 and 102.04 relating to
power of attorney, evidence of guarantee assistance, and individual
sureties also apply to performance and payment bonds.

## Section 103. --- SCOPE OF WORK

**103.01 Intent of Contract.** The intent of the contract is to provide
for the construction and completion of the work described. The precise
details of performing the work are not stipulated except as considered
essential for the successful completion of the work. Furnish all labor,
material, equipment, tools, transportation, and supplies necessary to
complete the work according to the contract.

**103.02 Disputes.** Follow the requirements of FAR Clause 52.233‑1
Disputes.

When requesting a CO\'s decision on an interpretation of contract terms
for the recovery of increased costs, quantify the amount and, if
required by FAR Clause 52.233-1, certify the amount. Include an
explanation of the interpretation of contract terms, the contract clause
under which the claim is made, all supporting documentation, and
adequate cost data to support the amount claimed.

**103.03 Value Engineering.** Follow the requirements of FAR Clause
52.248‑3 Value Engineering --- Construction.

Before undertaking significant expenditures, provide the CO with a
written description of the value engineering change proposal (VECP)
concept. Within 14 days, the CO will inform the Contractor as to whether
the concept appears to be viable or if the concept is unacceptable. If
the CO indicates that the concept appears to be viable, prepare and
submit the formal VECP proposal.

**103.04 Contractor Records.** Upon request, provide records related to
the contract to the Government for up to 3 years after final payment and
for longer periods as provided by law.

Include a provision in all subcontracts at all tiers giving the
Government the same rights as provided above with respect to the
subcontractor\'s records.

**103.05 Partnering.** To facilitate this contract, the Government
offers to participate in a formal partnership with the Contractor. This
partnership draws on the strengths of each organization to identify and
achieve reciprocal goals. Partnering strives to resolve problems in a
timely, professional, and non-adversarial manner. If problems result in
disputes, partnering encourages, but does not require, alternative
dispute resolution instead of the formal claim process. The objective is
effective and efficient contract performance to achieve a quality
project within budget and on schedule.

Acceptance of this partnering offer by the Contractor is optional, and
the partnership is bilateral.

If the partnering offer is accepted, mutually agree with the Government
on the level of organizational involvement and the need for a
professional to facilitate the partnering process. Engage the
facilitator and other resources for key Contractor and Government
representatives to attend a partnership development and team-building
workshop usually between the time of award and the notice to proceed.
Hold additional progress meetings upon mutual agreement.

The direct cost of partnering facilities, professional facilitation,
copying fees, and other miscellaneous costs directly related to
partnering meetings will be shared by the Contractor and Government.
Secure and pay for facilities, professional fees, and miscellaneous
requirements. Provide invoices to the Government. The Government will
reimburse the Contractor for 50 percent of the agreed costs incurred for
the partnering process. The Government's share will not exceed \$5,000.

Each party is responsible for making and paying for its own travel,
lodging, and meal arrangements. The time allowed for completion of the
project is not affected by partnering.

## Section 104. --- CONTROL OF WORK

**104.01 Authority of the Contracting Officer (CO).** The CO may
delegate authority to representatives to decide on acceptability of
work, progress of work, suspension of work, interpretation of the
contract, and acceptable fulfillment of the contract. The term *\"CO\"*
includes all authorized representatives of the CO, including inspectors,
acting within the limits of their authority as delegated by the CO.

**104.02 Authority of Inspectors.** Inspectors are authorized to inspect
all work including the preparation, fabrication, or manufacture of
material for the project. The inspector is not authorized to alter or
waive contract requirements, issue instruction contrary to the contract,
act as foreman for the Contractor, or direct the Contractor\'s
operations. The inspector has authority to identify non-conforming work
until the issue can be referred to and decided by the CO. The inspector
may take necessary action to prevent imminent and substantial risk of
death or injury, including stopping work.

**104.03 Specifications and Drawings.** Follow the requirements of FAR
Clause 52.236-21 Specifications and Drawings for Construction.

**(a) General.** Prepare drawings as necessary to construct the work.
Drawings include, but are not limited to, layouts that show the relative
position (vertical and horizontal as appropriate) of work to be
performed, fabrication details for manufactured items and assemblies,
installation and erection procedures, details of post-tensioning and
other systems, detailed trench and excavation procedures that conform to
OSHA requirements, traffic control implementation drawings, and methods
for performing work near existing structures or other areas to be
protected. Show all the drawing dimensions in metric units according to
the International System of Units (SI), IEEE/ASTM SI 10.

Limit drawings to a maximum size of 610 by 920 millimeters. Include on
each drawing and calculation sheet, the project number, name, and other
identification as shown in the contract.

Furnish 5 sets of drawings and supporting calculations for acceptance
before performing work covered by the drawings. If drawings are returned
for revision, correct and resubmit for acceptance. Allow 40 days per
submission for railroad structures and 30 days per submission for all
other structures. The review time as specified is applied separately to
each drawing submitted. The CO may request additional specific drawings
for unique situations in order to clarify layout, construction details,
or methodology. If drawings must be resubmitted, the time for acceptance
starts over. Obtain written approval before changing or deviating from
the accepted drawings.

**(b) Specific requirements for concrete and miscellaneous structures.**

**(1)** Furnish drawings for the following:

*(a)* Site-specific layouts for all wall types and gabion installations;

*(b)* Gabion and revet mattress details and installation procedures;

*(c)* Forms and falsework for reinforced concrete box culverts less than
or equal to 1800millimeterin height;

*(d)* Fabrication drawings for bridge railings and parapets;

*(e)* Fabrication drawings for prestressed members;

*(f)* Fabrication and installation drawings for expansion joint
assemblies;

*(g)* Fabrication drawings for bearing assemblies;

*(h)* Construction joint location and concrete deck placement sequences
not shown on the plans;

*(i)* Erection diagrams for Soil-Corrugated Metal Structure interaction
systems (multi-plate structures);

*(j)* Structural steel fabrication drawings;

*(k)* Utility hangar details; and

*(l)* Fabrication and installation drawings for precast items.

**(2)** Furnish drawings which bear the seal and signature of a
professional engineer proficient in the pertinent design field for the
following:

*(a)* Erection plans*;*

*(b)* Reinforced soil slopes details;

*(c)* MSE wall and crib wall details*;*

*(d)* Details and installation procedures for proprietary wall systems;

*(e)* Temporary bridge structures for public use;

*(f)* All bridge forms except for railings, parapets, and components
less than 1800 millimeters in height;

*(g)* Shoring systems and cofferdams greater than 1800 millimeters in
height;

*(h)* All shoring systems that support traffic loadings;

*(i)* Forms and falsework for all structures greater than 1800
millimeters in height;

*(j)* Post-tensioning systems;

*(k)* Ground anchors, soil nail, and rock bolt assembly details, layout,
and installation and testing procedures;

*(l)* Tie back wall details; and

*(m)* Alternate retaining wall details*.*

**(3)** Furnish drawings which bear the seal and signature of a
professional engineer who is proficient in forms and falsework design
and licensed in the state where the project will be constructed for the
following:

*(a)* Falsework for any structure with a span exceeding 5000
millimeters;

*(b)* Falsework for any structure with a height exceeding 4300
millimeters; and

*(c)* Falsework for structures where traffic, other than workers
involved in constructing the structure, will travel under the structure.

**104.04 Coordination of Contract Documents.** The FAR, TAR, special
contract requirements, plans, and standard specifications are contract
documents. A requirement in one document is binding as though occurring
in all the contract documents. The contract documents are intended to be
complementary and to describe and provide for a complete contract. In
case of discrepancy, calculated and shown dimensions govern over scaled
dimensions. The contract documents govern in the following order:

**(a)** Federal Acquisition Regulations;

**(b)** Transportation Acquisition Regulations;

**(c)** Special contract requirements;

**(d)** Plans; and

**(e)** Standard specifications

**104.05 Load Restrictions.** Follow the requirements of FAR Clause
52.236‑10 Operations and Storage Areas, paragraph (c).

Comply with all legal load restrictions when hauling material and
equipment on public roads to and from the project. A special permit does
not relieve the Contractor of liability for damage resulting from the
moving of material or equipment.

Unless otherwise permitted, do not operate equipment or vehicles that
exceed the legal load limits over new or existing structures, or
pavements within the project except those pavements intended to be
removed.

## Section 105. --- CONTROL OF MATERIAL

**105.01 Source of Supply and Quality Requirements.** Follow the
requirements of FAR Clause 52.236-5 Material and Workmanship.

Select sources and provide acceptable material. Notify the CO of all
proposed sources before delivery to the project to expedite material
inspection and testing. Do not incorporate material requiring submittal
into the work until approved.

Material may be approved at the source of supply before delivery to the
project. Approval does not constitute acceptance. If an approved source
does not continue to supply acceptable material during the life of the
project, further use of that source may be denied.

**105.02 Material Sources.**

**(a) Government-provided sources.** The Government will acquire the
permits and rights to remove material from provided sources identified
in the contract and to use such property for a plant site and
stockpiles. Test reports and available historical performance data
verifying the presence of acceptable material are available upon
request.

Do not perform work within a Government-provided source until a plan of
operation for the development of the source is accepted. Perform all
work necessary to produce acceptable material including site
development, preparation, erosion control, and restoration.

The quality of material in provided sources is acceptable in general,
but may contain layers or pockets of unacceptable material. It is not
feasible to ascertain from samples the quality of material for an entire
deposit, and variations may be expected. Determine the quantity and type
of equipment and work necessary to select and produce acceptable
material.

Strip and stockpile the overburden. After operations are complete, move
all waste back into the source. Neatly trim and flatten the side slopes
to the extent practicable. Spread the stockpiled overburden uniformly
over the sides and bottom of the mined area. Shape the mined area to
blend into the surrounding natural terrain.

**(b) Contractor-located sources.** The Contractor is responsible for
located sources, including established commercial sources. Use sources
that fulfill the contract quantity and quality requirements. Determine
the quantity and types of equipment and work necessary to select and
produce acceptable material. Secure all permits and clearances for use
of the source and provide copies of the documents.

Provide laboratory test reports and available historical performance
data indicating that acceptable material is available from the source.
Do not use material from a source that is unacceptable to the
Government. Dispose of unacceptable material and locate another source
at no cost to the Government.

**105.03** **Material Source Management.** Notify the CO 14 days before
starting pit operations. Develop and operate within a material source
according to the accepted plan of operation or written agreement for
developing the source.

Before developing a material source, measure the sediment content of
bodies of water adjacent to the work area that will receive drainage
from the work area. Control all erosion so the sediment levels in the
bodies of water within the drainage area of the work area do not
increase. Control erosion so that sediment does not leave the work area.

**105.04 Storing and Handling Material.** Store and handle material to
preserve its quality and fitness for the work. Stored material approved
before storage may again be inspected before use in the work. Locate
stored material to facilitate prompt inspection.

Use only approved portions of the right-of-way for storing material and
placing plants and equipment. Provide all additional space needed. Do
not use private property for storage without written permission of the
owner or lessee. Furnish copies of all agreements. Restore all
Government-provided storage sites to their original condition.

The Contractor is responsible for the security of all stored material.

**105.05 Use of Material Found in the Work.** Material, such as stone,
gravel, or sand, found in the excavation may be used for another pay
item when acceptable. When there is an applicable excavation item in the
bid schedule, such material will be paid both as excavation and as the
other pay item for which it is used. Replace material so used and needed
for embankment or backfill with acceptable material at no cost to the
Government. Excavate or remove material only from within the grading
limits, as indicated by the slope and grade lines.

The right to use and process material found in the work does not include
the use and processing of material for nongovernment contract work
except for the disposal of waste material. If the Contractor produces or
processes material from Government lands in excess of the quantities
required for the contract, the Government may:

**(a)** Take possession of the excess material and direct its use,
paying the Contractor only for the cost of production, or

**(b)** Require removal of the material and restoration of the land to a
satisfactory condition at no cost to the Government.

## Section 106. --- ACCEPTANCE OF WORK

**106.01 Conformity with Contract Requirements.** Follow the
requirements of FAR Clause 52.246-12 Inspection of Construction.

References to standard test methods of AASHTO, ASTM, GSA, and other
recognized standard authorities refer to the methods in effect on the
date of solicitation for bids.

Perform work according to the contract requirements. Perform all work to
the lines, grades, cross-sections, dimensions, and processes or material
requirements shown on the plans or specified in the contract.

Incorporate manufactured materials into the work according to the
manufacture's recommendations or to these specifications, which ever is
more strict.

Plan dimensions and contract specification values are the values to be
strived for and complied with as the design values from which any
deviations are allowed. Perform work and provide material that is
uniform in character and reasonably close to the prescribed value or
within the specified tolerance range. The purpose of a tolerance range
is to accommodate occasional minor variations from the median zone that
are unavoidable for practical reasons.

The Government may inspect, sample, or test all work at any time before
final acceptance of the project. When the Government tests work, copies
of test reports are furnished to the Contractor upon request. Government
tests may or may not be performed at the work site. If Contractor
testing and inspection is verified by the Government, the Contractor's
results may be used by the Government to evaluate work for acceptance.
Do not rely on the availability of Government test results for process
control.

Acceptable work conforming to the contract will be paid for at the
contract unit bid price. Four methods of determining conformity and
accepting work are described in Subsections 106.02 to 106.05 inclusive.
The primary method of acceptance is specified in each Section of work.
However, work may be rejected at any time it is found by any of the
methods not to comply with the contract.

Remove and replace work that does not conform to the contract, or to
prevailing industry standards where no specific contract requirements
are noted at no cost to the Government.

As an alternative to removal and replacement, the Contractor may submit
a written request to:

**(a)** Have the work accepted at a reduced price; or

**(b)** Be given permission to perform corrective measures to bring the
work into conformity.

The request must contain supporting rationale and documentation. Include
references or data justifying the proposal based on an evaluation of
test results, effect on service life, value of material or work,
quality, aesthetics, and other tangible engineering basis. The CO will
determine disposition of the nonconforming work.

When standard manufactured items are specified (such as fence, wire,
plates, rolled shapes, pipe conduits, etc., that are identified by
gauge, unit mass, section dimensions, etc.), the identification will be
considered to be nominal masses or dimensions. Unless specific contract
tolerances are noted, established manufacturing tolerances will be
accepted.

**106.02 Visual Inspection.** Acceptance is based on visual inspection
of the work for compliance with the contract and prevailing industry
standards.

**106.03 Certification.** For material manufactured off-site, use a
manufacturer with an ISO 9000 certification or an effective testing and
inspection system. Require the manufacturer to clearly mark the material
or packaging with a unique product identification or specification
standard to which it is produced.

Other than references in, or to the FAR or Federal Law, when these
Standard Specifications reference certifications; certificates; or
certified document, equipment or individuals; these references are not
certifications under Section 4301 of Public Law 104‑106, the National
Defense Authorization Act for Fiscal Year 1996. These references refer
to documentation of non-regulatory, peripheral contract requirements,
that are required to be validated by an individual or organization
having unique knowledge or qualifications to perform such validation.

Material accepted by certification may be sampled and tested at any
time. If found not in conformance with the contract, the material will
be rejected whether in place or not.

One of the following certifications may be required:

**(a) Production certification.** Material requiring a production
certification is identified in the Acceptance Subsection of each
Section. Require the manufacturer to furnish a production certification
for each shipment of material. Include the following with each
production certification:

**(1)** Date and place of manufacture;

**(2)** Lot number or other means of cross-referencing to the
manufacturer's inspection and testing system; and

**(3)** Substantiating evidence that the material conforms to the
contract quality requirements as required by FAR 46.105(a)(4), including
all of the following:

*(a)* Test results on material from the same lot and documentation of
the inspection and testing system;

*(b)* A statement from the manufacturer that the material complies with
all contract requirements; and

*(c)* Manufacturer's signature or other means of demonstrating
accountability for the certification.

**(b) Commercial certification.** When a certification is required, but
not a production certification, furnish one commercial certification for
all similar material from the same manufacturer.

A commercial certification is a manufacturer\'s or Contractor\'s
representation that the material complies with all contract
requirements. The representation may be labels, catalog data, stamped
specification standards, or supplier\'s certifications indicating the
material is produced to a commercial standard or specification.

**106.04 Measured or Tested Conformance.** Provide all necessary
production and processing of the work and control performance of the
work so that all of the work complies with the contract requirements.

Results from inspection or testing shall have values within the
specified tolerances or specification limits. When no tolerance values
are identified in the contract, the work will be accepted based on
customary manufacturing and construction tolerances.

**106.05 Statistical Evaluation of Work and Determination of Pay Factor
(Value of Work).** Statistical evaluation of work is a method of
analyzing inspection or test results to determine conformity with the
contract requirements. The work will be accepted as follows:

**(a) General.** For work evaluated based on statistical evaluation,
both the Government and Contractor assume some risk.

The Government\'s risk is the probability that work of a rejectable
quality level is accepted. The Contractor\'s risk is either the
probability that work produced at an acceptable quality level (AQL) is
rejected (α) or the probability that the work produced at the AQL is
accepted at less than the contract price (α~100~).

Acceptable quality level is the lowest percentage of work within the
specification limits that is considered acceptable for payment at
contract price. There are 2 categories. Category I is based on an AQL of
95 percent. Category II is based on an AQL of 90 percent. In both cases,
the Contractor\'s risk (α~100~) is 5 percent and the risk of rejection
(α) is significantly lower.

As an incentive to produce uniform quality work and to offset the
Contractor\'s risk, a final payment greater than the contract price may
be obtained under certain conditions.

The quality characteristics to be evaluated, lot size, sampling
frequency, sampling location, test methods, specification limits, and
category are as follows:

**(1) Quality characteristics.** The quality characteristics to be
evaluated are listed in the Acceptance Subsection of each Section.

**(2) Lot size.** A lot is a discrete quantity of work to which the
statistical evaluation procedure is applied. A lot normally represents
the total quantity of work produced. More than one lot may occur if
changes in the target values, material sources, or job-mix formula are
requested in writing and approved.

**(3) Sampling frequency.** The frequency of sampling is listed in the
Acceptance Subsection of each Section. The frequency rate shown normally
results in a minimum of 5 samples. The minimum number required to
perform a statistical evaluation is 3. The maximum obtainable pay factor
with 3, 4, or 5 samples is 1.01. A minimum of 8 samples are required to
obtain a 1.05 pay factor.

If the sampling frequencies and quantity of work would otherwise result
in fewer than 8 samples, a written request is required to increase the
sampling frequency to provide for a minimum of 8 samples. Provide the
request to increase the sampling frequency at least 48 hours before
beginning production. An increase in the sampling frequency may result
in a reduced pay factor.

**(4) Sampling location.** The point of sampling is listed in the
Acceptance Subsection of each Section. The exact location of sampling
will be specified by the CO based on random numbers.

**(5) Test methods.** The test methods used to test the sample are
listed in the Acceptance Subsection of each Section.

**(6) Specification limits.** The specification limits for the quality
characteristics are listed in the contract provisions for the work in
question.

**(7) Category.** The category for the quality characteristics to be
analyzed is listed in the Acceptance Subsection of each Section.

**(b) Acceptance.** The work in the lot will be paid for at a final pay
factor when all inspections or test results are completed and evaluated.

Before determining the final pay factor, the work may be incorporated
into the project provided the current pay factor does not fall below
0.90. If a lot is concluded with fewer than 3 samples, the material will
be evaluated under Subsection 106.04.

If the current pay factor of a lot falls below 0.90, terminate
production. Production may resume after the Contractor takes effective
and acceptable actions to improve the quality of the production.

A lot containing an unsatisfactory percentage of nonspecification
material (less than 1.00 pay factor) is accepted provided the lowest
single pay factor has not fallen into the reject portion of Table 106-2.

A lot containing an unsatisfactory percentage of nonspecification
material with the lowest single pay factor falling into the reject
portion of Table 106-2 is rejected. Remove all rejected material from
the work.

When approved, it is permissible to voluntarily remove nonspecification
material and replace it with new material to avoid or minimize a pay
factor of less than 1.00. New material will be sampled, tested, and
evaluated according to this Subsection.

Any quantity of material may be rejected based on visual inspection or
test results. Do not incorporate rejected material in the work. The
results of tests run on rejected material will be excluded from the lot.

**(c) Statistical evaluation.** The Variability-Unknown/Standard
Deviation Method will be used to determine the estimated percentage of
the lot that is within specification limits.

The number of significant figures used in the calculations will be
according to AASHTO R 11, absolute method.

The estimated percentage of work that is within the specification limits
for each quality characteristic will be determined as follows:

**(1)** Calculate the arithmetic mean ($\overline{x}$) of the test
values:$\overline{x}$=$\frac{\sum_{}^{}x}{n}$

Where: ∑ = summation of

*x* = individual test value

*n* = total number of test values

**(2)** Calculate the standard deviation (*s*):

s =
$\sqrt{\frac{n\sum_{}^{}\left( x^{2} \right)\  - \ \left( \sum_{}^{}x \right)^{2}\ }{n(n - 1)}}$

Where: ∑(x^2^) = summation of the squares of individual test values

∑(x^2^) = summation of the individual test values squared

**(3)** Calculate the upper quality index (*Q~U~*): *Q~U~* =
$\frac{\text{USL}\  - \ \overline{X}}{s}$

Where: *USL* = upper specification limit

**Note:** The *USL* is equal to the contract specification limit or the
target value plus the allowable deviation.

**(4)** Calculate the lower quality index (*Q~L~*): *Q~L~* =
$\frac{\overline{X}\  - \ \text{LSL}}{s}$

Where: *LSL* = lower specification limit

**Note:** The *LSL* is equal to the contract specification limit or the
target value minus the allowable deviation.

**(5)** From Table 106-1, determine *P~U~* (the estimated percentage of
work within the *USL*). *P~U~* corresponds to a given *Q~U~*. If a *USL*
is not specified, *P~U~* is 100.

**(6)** From Table 106-1, determine *P~L~* (the estimated percentage of
work within the lot within the *LSL*). *P~L~* corresponds to a given
*Q~L~*. If an *LSL* is not specified, *P~L~* is 100.

**(7)** Calculate the total estimated percentage of work within the
*USL* and *LSL*:

*P~U~ + P~L~-100*

**(8)** Repeat steps 1 through 7 for each quality characteristic listed
for statistical evaluation.

**(d) Pay factor determination (value of the work).** The pay factor for
a lot will be determined as follows:

**(1)** From Table 106-2, determine the pay factor for each quality
characteristic using the total number of test values and the total
estimated percentage within the specification limits from step (c)(7).

**(2)** When all quality characteristics for a lot are Category I, the
lot pay factor is based on the lowest single pay factor for any Category
I quality characteristic. The maximum obtainable pay factor is 1.05
(with a minimum of 8 test values).

**(3)** When quality characteristics for a lot are both Category I and
II, the lot pay factor is based on the following:

*(a)* When all Category II quality characteristics are 1.00, the lot
payment is based on the lowest single pay factor for all category I
characteristics. The maximum obtainable pay factor is 1.05 (with a
minimum of 8 test values).

*(b)* When any Category II quality characteristic is less than 1.00, the
lot payment is based on the lowest single pay factor for any Category I
or II quality characteristic.

**(4)** When all quality characteristics for a lot are Category II, the
lot pay factor is based on the lowest single pay factor for any Category
II quality characteristic. The maximum obtainable pay factor is 1.00.

**(5)** Adjusted payment for material in a lot will be made at a price
determined by multiplying the contract unit bid price by the lot pay
factor as determined above, or as described in the Payment Subsection of
the Section ordering the work.

**106.06 Inspection at the Plant.** Work may be inspected at the point
of production or fabrication. Manufacturing plants may be inspected for
compliance with specified manufacturing methods. Material samples may be
obtained for laboratory testing for compliance with quality
requirements. Allow full entry at all times to the parts of the plant
producing the work.

**106.07 Partial and Final Acceptance.** Maintain the work during
construction and until the project is accepted. Damage caused by the
Contractor prior to final acceptance of the entire project will be
repaired at the Contractor's expense. See FAR Clause 52.236-11 Use and
Possession Prior to Completion.

**(a) Partial acceptance.** When a separate portion of the project is
completed, a final inspection of that portion may be requested. If the
portion is complete and in compliance with the contract, it may be
accepted. If accepted, the CO will relieve the Contractor of further
responsibility for maintenance of the completed portion. Partial
acceptance does not void or alter any of the terms of the contract.

When public traffic is accommodated through construction and begins
using sections of roadway as they are completed, continue maintenance of
such sections until final acceptance.

**(b) Final acceptance.** When notified that the entire project is
complete, an inspection will be scheduled. If all work is determined to
be complete, the inspection will constitute the final inspection and the
Contractor will be notified in writing of final acceptance as of the
date of the final inspection. Final acceptance relieves the Contractor
of further responsibility for the maintenance of the project.

If the inspection discloses any unsatisfactory work, the CO will provide
to the Contractor a list of the work that is incomplete or requires
correction. Immediately complete or correct the work. Furnish
notification when the work has been completed as provided above.

Table 106-1

Estimated Percent of Work Within Specification Limits

<table>
<colgroup>
<col style="width: 22%" />
<col style="width: 8%" />
<col style="width: 7%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 7%" />
<col style="width: 8%" />
<col style="width: 9%" />
</colgroup>
<thead>
<tr class="header">
<th rowspan="2"><p><strong>Estimated</strong></p>
<p><strong>Percent within Specification Limits</strong></p>
<p><strong>(P<sub>U</sub> or P<sub>L</sub>)</strong></p></th>
<th colspan="9"><strong>Upper Quality Index Q<sub>U</sub> or Lower
Quality Index Q<sub>L</sub></strong></th>
</tr>
<tr class="odd">
<th><strong>n=3</strong></th>
<th><strong>n=4</strong></th>
<th><strong>n=5</strong></th>
<th><strong>n=6</strong></th>
<th><strong>n=7</strong></th>
<th><strong>n=8</strong></th>
<th><strong>n=9</strong></th>
<th><p><strong>n=10</strong></p>
<p><strong>to</strong></p>
<p><strong>n=11</strong></p></th>
<th><p><strong>n=12</strong></p>
<p><strong>to</strong></p>
<p><strong>n=14</strong></p></th>
</tr>
</thead>
<tbody>
<tr class="odd">
<td><p>100</p>
<p>99</p>
<p>98</p>
<p>97</p>
<p>96</p>
<p>95</p></td>
<td><p>1.16</p>
<p>-</p>
<p>-</p>
<p>1.15</p>
<p>-</p>
<p>1.14</p></td>
<td><p>1.49</p>
<p>1.46</p>
<p>1.43</p>
<p>1.40</p>
<p>1.37</p>
<p>1.34</p></td>
<td><p>1.72</p>
<p>1.64</p>
<p>1.58</p>
<p>1.52</p>
<p>1.47</p>
<p>1.42</p></td>
<td><p>1.88</p>
<p>1.75</p>
<p>1.66</p>
<p>1.59</p>
<p>1.52</p>
<p>1.47</p></td>
<td><p>1.99</p>
<p>1.82</p>
<p>1.72</p>
<p>1.63</p>
<p>1.56</p>
<p>1.49</p></td>
<td><p>2.07</p>
<p>1.88</p>
<p>1.75</p>
<p>1.66</p>
<p>1.58</p>
<p>1.51</p></td>
<td><p>2.13</p>
<p>1.91</p>
<p>1.78</p>
<p>1.68</p>
<p>1.60</p>
<p>1.52</p></td>
<td><p>2.20</p>
<p>1.96</p>
<p>1.81</p>
<p>1.71</p>
<p>1.62</p>
<p>1.54</p></td>
<td><p>2.28</p>
<p>2.01</p>
<p>1.84</p>
<p>1.73</p>
<p>1.64</p>
<p>1.55</p></td>
</tr>
<tr class="even">
<td><p>94</p>
<p>93</p>
<p>92</p>
<p>91</p>
<p>90</p></td>
<td><p>-</p>
<p>1.13</p>
<p>1.12</p>
<p>1.11</p>
<p>1.10</p></td>
<td><p>1.31</p>
<p>1.28</p>
<p>1.25</p>
<p>1.22</p>
<p>1.19</p></td>
<td><p>1.38</p>
<p>1.33</p>
<p>1.29</p>
<p>1.25</p>
<p>1.21</p></td>
<td><p>1.41</p>
<p>1.36</p>
<p>1.31</p>
<p>1.27</p>
<p>1.23</p></td>
<td><p>1.43</p>
<p>1.38</p>
<p>1.33</p>
<p>1.28</p>
<p>1.23</p></td>
<td><p>1.45</p>
<p>1.39</p>
<p>1.33</p>
<p>1.28</p>
<p>1.24</p></td>
<td><p>1.46</p>
<p>1.40</p>
<p>1.34</p>
<p>1.29</p>
<p>1.24</p></td>
<td><p>1.47</p>
<p>1.41</p>
<p>1.35</p>
<p>1.29</p>
<p>1.24</p></td>
<td><p>1.48</p>
<p>1.41</p>
<p>1.35</p>
<p>1.30</p>
<p>1.25</p></td>
</tr>
<tr class="odd">
<td><p>89</p>
<p>88</p>
<p>87</p>
<p>86</p>
<p>85</p></td>
<td><p>1.09</p>
<p>1.07</p>
<p>1.06</p>
<p>1.04</p>
<p>1.03</p></td>
<td><p>1.16</p>
<p>1.13</p>
<p>1.10</p>
<p>1.07</p>
<p>1.04</p></td>
<td><p>1.18</p>
<p>1.14</p>
<p>1.10</p>
<p>1.07</p>
<p>1.03</p></td>
<td><p>1.18</p>
<p>1.14</p>
<p>1.10</p>
<p>1.07</p>
<p>1.03</p></td>
<td><p>1.19</p>
<p>1.15</p>
<p>1.10</p>
<p>1.07</p>
<p>1.03</p></td>
<td><p>1.19</p>
<p>1.15</p>
<p>1.10</p>
<p>1.06</p>
<p>1.03</p></td>
<td><p>1.19</p>
<p>1.15</p>
<p>1.10</p>
<p>1.06</p>
<p>1.02</p></td>
<td><p>1.19</p>
<p>1.15</p>
<p>1.10</p>
<p>1.06</p>
<p>1.02</p></td>
<td><p>1.20</p>
<p>1.15</p>
<p>1.11</p>
<p>1.06</p>
<p>1.02</p></td>
</tr>
<tr class="even">
<td><p>84</p>
<p>83</p>
<p>82</p>
<p>81</p>
<p>80</p></td>
<td><p>1.01</p>
<p>0.99</p>
<p>0.97</p>
<p>0.95</p>
<p>0.93</p></td>
<td><p>1.01</p>
<p>0.98</p>
<p>0.95</p>
<p>0.92</p>
<p>0.89</p></td>
<td><p>1.00</p>
<p>0.97</p>
<p>0.93</p>
<p>0.90</p>
<p>0.87</p></td>
<td><p>0.99</p>
<p>0.96</p>
<p>0.92</p>
<p>0.89</p>
<p>0.86</p></td>
<td><p>0.99</p>
<p>0.95</p>
<p>0.92</p>
<p>0.88</p>
<p>0.85</p></td>
<td><p>0.99</p>
<p>0.95</p>
<p>0.92</p>
<p>0.88</p>
<p>0.85</p></td>
<td><p>0.99</p>
<p>0.95</p>
<p>0.91</p>
<p>0.88</p>
<p>0.84</p></td>
<td><p>0.98</p>
<p>0.95</p>
<p>0.91</p>
<p>0.87</p>
<p>0.84</p></td>
<td><p>0.98</p>
<p>0.94</p>
<p>0.91</p>
<p>0.87</p>
<p>0.84</p></td>
</tr>
<tr class="odd">
<td><p>79</p>
<p>78</p>
<p>77</p>
<p>76</p>
<p>75</p></td>
<td><p>0.91</p>
<p>0.88</p>
<p>0.86</p>
<p>0.83</p>
<p>0.81</p></td>
<td><p>0.86</p>
<p>0.83</p>
<p>0.80</p>
<p>0.77</p>
<p>0.74</p></td>
<td><p>0.84</p>
<p>0.81</p>
<p>0.77</p>
<p>0.74</p>
<p>0.71</p></td>
<td><p>0.82</p>
<p>0.79</p>
<p>0.76</p>
<p>0.73</p>
<p>0.70</p></td>
<td><p>0.82</p>
<p>0.79</p>
<p>0.75</p>
<p>0.72</p>
<p>0.69</p></td>
<td><p>0.81</p>
<p>0.78</p>
<p>0.75</p>
<p>0.72</p>
<p>0.69</p></td>
<td><p>0.81</p>
<p>0.78</p>
<p>0.74</p>
<p>0.71</p>
<p>0.68</p></td>
<td><p>0.81</p>
<p>0.77</p>
<p>0.74</p>
<p>0.71</p>
<p>0.68</p></td>
<td><p>0.80</p>
<p>0.77</p>
<p>0.74</p>
<p>0.70</p>
<p>0.67</p></td>
</tr>
<tr class="even">
<td><p>74</p>
<p>73</p>
<p>72</p>
<p>71</p>
<p>70</p></td>
<td><p>0.78</p>
<p>0.75</p>
<p>0.73</p>
<p>0.70</p>
<p>0.67</p></td>
<td><p>0.71</p>
<p>0.68</p>
<p>0.65</p>
<p>0.62</p>
<p>0.59</p></td>
<td><p>0.68</p>
<p>0.65</p>
<p>0.62</p>
<p>0.59</p>
<p>0.56</p></td>
<td><p>0.67</p>
<p>0.64</p>
<p>0.61</p>
<p>0.58</p>
<p>0.55</p></td>
<td><p>0.67</p>
<p>0.63</p>
<p>0.60</p>
<p>0.57</p>
<p>0.54</p></td>
<td><p>0.65</p>
<p>0.62</p>
<p>0.59</p>
<p>0.57</p>
<p>0.54</p></td>
<td><p>0.65</p>
<p>0.62</p>
<p>0.59</p>
<p>0.56</p>
<p>0.53</p></td>
<td><p>0.65</p>
<p>0.62</p>
<p>0.59</p>
<p>0.56</p>
<p>0.53</p></td>
<td><p>0.64</p>
<p>0.61</p>
<p>0.58</p>
<p>0.55</p>
<p>0.52</p></td>
</tr>
<tr class="odd">
<td><p>69</p>
<p>68</p>
<p>67</p>
<p>66</p>
<p>65</p></td>
<td><p>0.64</p>
<p>0.61</p>
<p>0.58</p>
<p>0.55</p>
<p>0.51</p></td>
<td><p>0.56</p>
<p>0.53</p>
<p>0.50</p>
<p>0.47</p>
<p>0.44</p></td>
<td><p>0.53</p>
<p>0.50</p>
<p>0.47</p>
<p>0.45</p>
<p>0.42</p></td>
<td><p>0.52</p>
<p>0.49</p>
<p>0.46</p>
<p>0.43</p>
<p>0.40</p></td>
<td><p>0.51</p>
<p>0.48</p>
<p>0.45</p>
<p>0.43</p>
<p>0.40</p></td>
<td><p>0.51</p>
<p>0.48</p>
<p>0.45</p>
<p>0.42</p>
<p>0.39</p></td>
<td><p>0.50</p>
<p>0.48</p>
<p>0.45</p>
<p>0.42</p>
<p>0.39</p></td>
<td><p>0.50</p>
<p>0.47</p>
<p>0.44</p>
<p>0.42</p>
<p>0.39</p></td>
<td><p>0.50</p>
<p>0.47</p>
<p>0.44</p>
<p>0.41</p>
<p>0.38</p></td>
</tr>
<tr class="even">
<td><p>64</p>
<p>63</p>
<p>62</p>
<p>61</p>
<p>60</p></td>
<td><p>0.48</p>
<p>0.45</p>
<p>0.41</p>
<p>0.38</p>
<p>0.34</p></td>
<td><p>0.41</p>
<p>0.38</p>
<p>0.35</p>
<p>0.30</p>
<p>0.28</p></td>
<td><p>0.39</p>
<p>0.36</p>
<p>0.33</p>
<p>0.30</p>
<p>0.28</p></td>
<td><p>0.38</p>
<p>0.35</p>
<p>0.32</p>
<p>0.30</p>
<p>0.25</p></td>
<td><p>0.37</p>
<p>0.34</p>
<p>0.32</p>
<p>0.29</p>
<p>0.25</p></td>
<td><p>0.37</p>
<p>0.34</p>
<p>0.31</p>
<p>0.28</p>
<p>0.25</p></td>
<td><p>0.36</p>
<p>0.34</p>
<p>0.31</p>
<p>0.28</p>
<p>0.25</p></td>
<td><p>0.36</p>
<p>0.33</p>
<p>0.31</p>
<p>0.28</p>
<p>0.25</p></td>
<td><p>0.36</p>
<p>0.33</p>
<p>0.30</p>
<p>0.28</p>
<p>0.25</p></td>
</tr>
<tr class="odd">
<td><p>59</p>
<p>58</p>
<p>57</p>
<p>56</p>
<p>55</p></td>
<td><p>0.31</p>
<p>0.30</p>
<p>0.25</p>
<p>0.20</p>
<p>0.18</p></td>
<td><p>0.27</p>
<p>0.25</p>
<p>0.20</p>
<p>0.18</p>
<p>0.15</p></td>
<td><p>0.25</p>
<p>0.23</p>
<p>0.18</p>
<p>0.16</p>
<p>0.13</p></td>
<td><p>0.23</p>
<p>0.20</p>
<p>0.18</p>
<p>0.15</p>
<p>0.13</p></td>
<td><p>0.23</p>
<p>0.20</p>
<p>0.18</p>
<p>0.15</p>
<p>0.13</p></td>
<td><p>0.23</p>
<p>0.20</p>
<p>0.18</p>
<p>0.15</p>
<p>0.13</p></td>
<td><p>0.23</p>
<p>0.20</p>
<p>0.18</p>
<p>0.15</p>
<p>0.13</p></td>
<td><p>0.23</p>
<p>0.20</p>
<p>0.18</p>
<p>0.15</p>
<p>0.13</p></td>
<td><p>0.23</p>
<p>0.20</p>
<p>0.18</p>
<p>0.15</p>
<p>0.13</p></td>
</tr>
<tr class="even">
<td><p>54</p>
<p>53</p>
<p>52</p>
<p>51</p>
<p>50</p></td>
<td><p>0.15</p>
<p>0.10</p>
<p>0.08</p>
<p>0.05</p>
<p>0.00</p></td>
<td><p>0.13</p>
<p>0.10</p>
<p>0.05</p>
<p>0.03</p>
<p>0.00</p></td>
<td><p>0.10</p>
<p>0.08</p>
<p>0.05</p>
<p>0.03</p>
<p>0.00</p></td>
<td><p>0.10</p>
<p>0.08</p>
<p>0.05</p>
<p>0.03</p>
<p>0.00</p></td>
<td><p>0.10</p>
<p>0.08</p>
<p>0.05</p>
<p>0.03</p>
<p>0.00</p></td>
<td><p>0.10</p>
<p>0.08</p>
<p>0.05</p>
<p>0.03</p>
<p>0.00</p></td>
<td><p>0.10</p>
<p>0.08</p>
<p>0.05</p>
<p>0.03</p>
<p>0.00</p></td>
<td><p>0.10</p>
<p>0.08</p>
<p>0.05</p>
<p>0.03</p>
<p>0.00</p></td>
<td><p>0.10</p>
<p>0.08</p>
<p>0.05</p>
<p>0.03</p>
<p>0.00</p></td>
</tr>
</tbody>
</table>

**Note:** If the value of Q~U~ or Q~L~ does not correspond to a value in
the table, use the next lower Q value.

If Q~U~ or Q~L~ are negative values, P~U~ or P~L~ is equal to 100 minus
the table value for P~U~ or P~L~.

(continued)

Table 106-1 (continued)

Estimated Percent of Work Within Specification Limits

+--------------------+--------+-------+------+------+------+-------+
| **Estimated**      | *      |       |      |      |      |       |
|                    | *Upper |       |      |      |      |       |
| **Percent within** | Q      |       |      |      |      |       |
|                    | uality |       |      |      |      |       |
| **Specification    | Index  |       |      |      |      |       |
| Limits**           | Q~U~   |       |      |      |      |       |
|                    | or     |       |      |      |      |       |
| **(P~U~ or P~L~)** | Lower  |       |      |      |      |       |
|                    | Q      |       |      |      |      |       |
|                    | uality |       |      |      |      |       |
|                    | Index  |       |      |      |      |       |
|                    | Q~L~** |       |      |      |      |       |
+====================+========+=======+======+======+======+=======+
|                    | **     | **n   | **n= | **n= | **n= | **n   |
|                    | n=15** | =18** | 23** | 30** | 43** | =67** |
|                    |        |       |      |      |      |       |
|                    | **to** | *     | **   | **   | **   | *     |
|                    |        | *to** | to** | to** | to** | *to** |
|                    | **     |       |      |      |      |       |
|                    | n=17** | **n   | **n= | **n= | **n= | **** |
|                    |        | =22** | 29** | 42** | 66** |       |
+--------------------+--------+-------+------+------+------+-------+
| 100                | 2.34   | 2.39  | 2.44 | 2.48 | 2.51 | 2.56  |
|                    |        |       |      |      |      |       |
| 99                 | 2.04   | 2.07  | 2.09 | 2.12 | 2.14 | 2.16  |
|                    |        |       |      |      |      |       |
| 98                 | 1.87   | 1.89  | 1.91 | 1.93 | 1.94 | 1.95  |
|                    |        |       |      |      |      |       |
| 97                 | 1.75   | 1.76  | 1.78 | 1.79 | 1.80 | 1.81  |
|                    |        |       |      |      |      |       |
| 96                 | 1.65   | 1.66  | 1.67 | 1.68 | 1.69 | 1.70  |
|                    |        |       |      |      |      |       |
| 95                 | 1.56   | 1.57  | 1.58 | 1.59 | 1.59 | 1.60  |
+--------------------+--------+-------+------+------+------+-------+
| 94                 | 1.49   | 1.50  | 1.50 | 1.51 | 1.51 | 1.52  |
|                    |        |       |      |      |      |       |
| 93                 | 1.42   | 1.43  | 1.43 | 1.44 | 1.44 | 1.44  |
|                    |        |       |      |      |      |       |
| 92                 | 1.36   | 1.36  | 1.37 | 1.37 | 1.37 | 1.38  |
|                    |        |       |      |      |      |       |
| 91                 | 1.30   | 1.30  | 1.31 | 1.31 | 1.31 | 1.31  |
|                    |        |       |      |      |      |       |
| 90                 | 1.25   | 1.25  | 1.25 | 1.25 | 1.26 | 1.26  |
+--------------------+--------+-------+------+------+------+-------+
| 89                 | 1.20   | 1.20  | 1.20 | 1.20 | 1.20 | 1.20  |
|                    |        |       |      |      |      |       |
| 88                 | 1.15   | 1.15  | 1.15 | 1.15 | 1.15 | 1.15  |
|                    |        |       |      |      |      |       |
| 87                 | 1.11   | 1.11  | 1.11 | 1.11 | 1.11 | 1.11  |
|                    |        |       |      |      |      |       |
| 86                 | 1.06   | 1.06  | 1.06 | 1.06 | 1.06 | 1.06  |
|                    |        |       |      |      |      |       |
| 85                 | 1.02   | 1.02  | 1.02 | 1.02 | 1.02 | 1.02  |
+--------------------+--------+-------+------+------+------+-------+
| 84                 | 0.98   | 0.98  | 0.98 | 0.98 | 0.98 | 0.98  |
|                    |        |       |      |      |      |       |
| 83                 | 0.94   | 0.94  | 0.94 | 0.94 | 0.94 | 0.94  |
|                    |        |       |      |      |      |       |
| 82                 | 0.91   | 0.90  | 0.90 | 0.90 | 0.90 | 0.90  |
|                    |        |       |      |      |      |       |
| 81                 | 0.87   | 0.87  | 0.87 | 0.87 | 0.87 | 0.87  |
|                    |        |       |      |      |      |       |
| 80                 | 0.83   | 0.83  | 0.83 | 0.83 | 0.83 | 0.83  |
+--------------------+--------+-------+------+------+------+-------+
| 79                 | 0.80   | 0.80  | 0.80 | 0.80 | 0.80 | 0.79  |
|                    |        |       |      |      |      |       |
| 78                 | 0.77   | 0.76  | 0.76 | 0.76 | 0.76 | 0.76  |
|                    |        |       |      |      |      |       |
| 77                 | 0.73   | 0.73  | 0.73 | 0.73 | 0.73 | 0.73  |
|                    |        |       |      |      |      |       |
| 76                 | 0.70   | 0.70  | 0.70 | 0.70 | 0.70 | 0.70  |
|                    |        |       |      |      |      |       |
| 75                 | 0.67   | 0.67  | 0.67 | 0.67 | 0.67 | 0.66  |
+--------------------+--------+-------+------+------+------+-------+
| 74                 | 0.64   | 0.64  | 0.64 | 0.64 | 0.64 | 0.63  |
|                    |        |       |      |      |      |       |
| 73                 | 0.61   | 0.61  | 0.61 | 0.61 | 0.61 | 0.60  |
|                    |        |       |      |      |      |       |
| 72                 | 0.58   | 0.58  | 0.58 | 0.58 | 0.58 | 0.57  |
|                    |        |       |      |      |      |       |
| 71                 | 0.55   | 0.55  | 0.55 | 0.55 | 0.55 | 0.54  |
|                    |        |       |      |      |      |       |
| 70                 | 0.52   | 0.52  | 0.52 | 0.52 | 0.52 | 0.52  |
+--------------------+--------+-------+------+------+------+-------+
| 69                 | 0.49   | 0.49  | 0.49 | 0.49 | 0.49 | 0.49  |
|                    |        |       |      |      |      |       |
| 68                 | 0.47   | 0.46  | 0.46 | 0.46 | 0.46 | 0.46  |
|                    |        |       |      |      |      |       |
| 67                 | 0.44   | 0.44  | 0.43 | 0.43 | 0.43 | 0.43  |
|                    |        |       |      |      |      |       |
| 66                 | 0.41   | 0.41  | 0.41 | 0.41 | 0.41 | 0.40  |
|                    |        |       |      |      |      |       |
| 65                 | 0.38   | 0.38  | 0.38 | 0.38 | 0.38 | 0.38  |
+--------------------+--------+-------+------+------+------+-------+
| 64                 | 0.36   | 0.35  | 0.35 | 0.35 | 0.35 | 0.35  |
|                    |        |       |      |      |      |       |
| 63                 | 0.33   | 0.33  | 0.33 | 0.33 | 0.33 | 0.32  |
|                    |        |       |      |      |      |       |
| 62                 | 0.30   | 0.30  | 0.30 | 0.30 | 0.30 | 0.30  |
|                    |        |       |      |      |      |       |
| 61                 | 0.28   | 0.28  | 0.28 | 0.28 | 0.28 | 0.28  |
|                    |        |       |      |      |      |       |
| 60                 | 0.25   | 0.25  | 0.25 | 0.25 | 0.25 | 0.25  |
+--------------------+--------+-------+------+------+------+-------+
| 59                 | 0.23   | 0.23  | 0.23 | 0.23 | 0.23 | 0.23  |
|                    |        |       |      |      |      |       |
| 58                 | 0.20   | 0.20  | 0.20 | 0.20 | 0.20 | 0.20  |
|                    |        |       |      |      |      |       |
| 57                 | 0.18   | 0.18  | 0.18 | 0.18 | 0.18 | 0.18  |
|                    |        |       |      |      |      |       |
| 56                 | 0.15   | 0.15  | 0.15 | 0.15 | 0.15 | 0.15  |
|                    |        |       |      |      |      |       |
| 55                 | 0.13   | 0.13  | 0.13 | 0.13 | 0.13 | 0.13  |
+--------------------+--------+-------+------+------+------+-------+
| 54                 | 0.10   | 0.10  | 0.10 | 0.10 | 0.10 | 0.10  |
|                    |        |       |      |      |      |       |
| 53                 | 0.08   | 0.08  | 0.08 | 0.08 | 0.08 | 0.08  |
|                    |        |       |      |      |      |       |
| 52                 | 0.05   | 0.05  | 0.05 | 0.05 | 0.05 | 0.05  |
|                    |        |       |      |      |      |       |
| 51                 | 0.03   | 0.03  | 0.03 | 0.03 | 0.03 | 0.03  |
|                    |        |       |      |      |      |       |
| 50                 | 0.00   | 0.00  | 0.00 | 0.00 | 0.00 | 0.00  |
+--------------------+--------+-------+------+------+------+-------+

**Note:** If the value of Q~U~ or Q~L~ does not correspond to a value in
the table, use the next lower Q value.

If Q~U~ or Q~L~ are negative values, P~U~ or P~L~ is equal to 100 minus
the table value for P~U~ or P

<table style="width:100%;">
<colgroup>
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
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<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 0%" />
<col style="width: 3%" />
<col style="width: 0%" />
<col style="width: 0%" />
<col style="width: 3%" />
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<col style="width: 3%" />
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<col style="width: 3%" />
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<col style="width: 3%" />
<col style="width: 0%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="17">Table 106-2 Pay Factors</td>
<td rowspan="15"><strong>Minimum Required Percent of Work Within
Specification Limits for a Given Pay Factor (P<sub>U</sub> +
P<sub>L</sub>) - 100</strong></td>
<td colspan="2"><p><strong>n=67</strong></p>
<p><strong>to</strong></p>
<p><strong>∞</strong></p></td>
<td colspan="2">100</td>
<td colspan="2">97</td>
<td colspan="2">96</td>
<td colspan="2">94</td>
<td colspan="3">93</td>
<td colspan="2">92</td>
<td colspan="2">91</td>
<td colspan="2">90</td>
<td colspan="2">88</td>
<td colspan="3">87</td>
<td colspan="3">86</td>
<td colspan="3">85</td>
<td colspan="3">84</td>
<td colspan="3">82</td>
<td colspan="3">81</td>
<td colspan="3">80</td>
<td colspan="3">79</td>
<td colspan="3">78</td>
<td colspan="3">77</td>
<td colspan="3">76</td>
<td colspan="3" rowspan="15"><strong>Note:</strong> If the value of
(P<sub>U</sub> + P<sub>L</sub>) – 100 does not correspond to a
(P<sub>U</sub> + P<sub>L</sub>) – 100 value in this table, use the next
smaller (P<sub>U</sub> + P<sub>L</sub>) – 100 value.</td>
<td colspan="3" rowspan="15">(continued)</td>
</tr>
<tr class="even">
<td colspan="2"><p><strong>n=43</strong></p>
<p><strong>to</strong></p>
<p><strong>n=66</strong></p></td>
<td colspan="2">100</td>
<td colspan="2">97</td>
<td colspan="2">96</td>
<td colspan="2">94</td>
<td colspan="3">92</td>
<td colspan="2">91</td>
<td colspan="2">90</td>
<td colspan="2">88</td>
<td colspan="2">87</td>
<td colspan="3">86</td>
<td colspan="3">84</td>
<td colspan="3">83</td>
<td colspan="3">82</td>
<td colspan="3">81</td>
<td colspan="3">79</td>
<td colspan="3">78</td>
<td colspan="3">77</td>
<td colspan="3">76</td>
<td colspan="3">75</td>
<td colspan="3">74</td>
</tr>
<tr class="odd">
<td colspan="2"><p><strong>n=30</strong></p>
<p><strong>to</strong></p>
<p><strong>n=42</strong></p></td>
<td colspan="2">100</td>
<td colspan="2">97</td>
<td colspan="2">95</td>
<td colspan="2">93</td>
<td colspan="3">92</td>
<td colspan="2">90</td>
<td colspan="2">89</td>
<td colspan="2">87</td>
<td colspan="2">86</td>
<td colspan="3">84</td>
<td colspan="3">83</td>
<td colspan="3">82</td>
<td colspan="3">80</td>
<td colspan="3">79</td>
<td colspan="3">78</td>
<td colspan="3">77</td>
<td colspan="3">75</td>
<td colspan="3">74</td>
<td colspan="3">73</td>
<td colspan="3">72</td>
</tr>
<tr class="even">
<td colspan="2"><p><strong>n=23</strong></p>
<p><strong>to</strong></p>
<p><strong>n=29</strong></p></td>
<td colspan="2">100</td>
<td colspan="2">97</td>
<td colspan="2">95</td>
<td colspan="2">93</td>
<td colspan="3">91</td>
<td colspan="2">89</td>
<td colspan="2">87</td>
<td colspan="2">86</td>
<td colspan="2">84</td>
<td colspan="3">83</td>
<td colspan="3">82</td>
<td colspan="3">80</td>
<td colspan="3">79</td>
<td colspan="3">78</td>
<td colspan="3">76</td>
<td colspan="3">75</td>
<td colspan="3">74</td>
<td colspan="3">73</td>
<td colspan="3">71</td>
<td colspan="3">70</td>
</tr>
<tr class="odd">
<td colspan="2"><p><strong>n=18</strong></p>
<p><strong>to</strong></p>
<p><strong>n=22</strong></p></td>
<td colspan="2">100</td>
<td colspan="2">96</td>
<td colspan="2">94</td>
<td colspan="2">92</td>
<td colspan="3">90</td>
<td colspan="2">88</td>
<td colspan="2">86</td>
<td colspan="2">85</td>
<td colspan="2">83</td>
<td colspan="3">82</td>
<td colspan="3">80</td>
<td colspan="3">79</td>
<td colspan="3">78</td>
<td colspan="3">76</td>
<td colspan="3">75</td>
<td colspan="3">74</td>
<td colspan="3">72</td>
<td colspan="3">71</td>
<td colspan="3">70</td>
<td colspan="3">69</td>
</tr>
<tr class="even">
<td colspan="2"><p><strong>n=15</strong></p>
<p><strong>to</strong></p>
<p><strong>n=17</strong></p></td>
<td colspan="2">100</td>
<td colspan="2">96</td>
<td colspan="2">93</td>
<td colspan="2">91</td>
<td colspan="3">89</td>
<td colspan="2">87</td>
<td colspan="2">85</td>
<td colspan="2">84</td>
<td colspan="2">82</td>
<td colspan="3">81</td>
<td colspan="3">79</td>
<td colspan="3">78</td>
<td colspan="3">76</td>
<td colspan="3">75</td>
<td colspan="3">74</td>
<td colspan="3">72</td>
<td colspan="3">71</td>
<td colspan="3">70</td>
<td colspan="3">68</td>
<td colspan="3">67</td>
</tr>
<tr class="odd">
<td colspan="2"><p><strong>n=12</strong></p>
<p><strong>to</strong></p>
<p><strong>n=14</strong></p></td>
<td colspan="2">100</td>
<td colspan="2">96</td>
<td colspan="2">93</td>
<td colspan="2">90</td>
<td colspan="3">88</td>
<td colspan="2">86</td>
<td colspan="2">84</td>
<td colspan="2">82</td>
<td colspan="2">81</td>
<td colspan="3">79</td>
<td colspan="3">78</td>
<td colspan="3">76</td>
<td colspan="3">75</td>
<td colspan="3">73</td>
<td colspan="3">72</td>
<td colspan="3">71</td>
<td colspan="3">69</td>
<td colspan="3">68</td>
<td colspan="3">67</td>
<td colspan="3">66</td>
</tr>
<tr class="even">
<td colspan="2"><p><strong>n=10</strong></p>
<p><strong>to</strong></p>
<p><strong>n=11</strong></p></td>
<td colspan="2">100</td>
<td colspan="2">95</td>
<td colspan="2">92</td>
<td colspan="2">89</td>
<td colspan="3">87</td>
<td colspan="2">85</td>
<td colspan="2">83</td>
<td colspan="2">81</td>
<td colspan="2">79</td>
<td colspan="3">78</td>
<td colspan="3">76</td>
<td colspan="3">75</td>
<td colspan="3">73</td>
<td colspan="3">72</td>
<td colspan="3">70</td>
<td colspan="3">69</td>
<td colspan="3">68</td>
<td colspan="3">66</td>
<td colspan="3">65</td>
<td colspan="3">64</td>
</tr>
<tr class="odd">
<td colspan="2"><strong>n=9</strong></td>
<td colspan="2">100</td>
<td colspan="2">97</td>
<td colspan="2">84</td>
<td colspan="2">91</td>
<td colspan="3">89</td>
<td colspan="2">84</td>
<td colspan="2">82</td>
<td colspan="2">80</td>
<td colspan="2">78</td>
<td colspan="3">76</td>
<td colspan="3">75</td>
<td colspan="3">73</td>
<td colspan="3">72</td>
<td colspan="3">70</td>
<td colspan="3">69</td>
<td colspan="3">67</td>
<td colspan="3">66</td>
<td colspan="3">65</td>
<td colspan="3">63</td>
<td colspan="3">62</td>
</tr>
<tr class="even">
<td colspan="2"><strong>n=8</strong></td>
<td colspan="2">100</td>
<td colspan="2">99</td>
<td colspan="2">96</td>
<td colspan="2">94</td>
<td colspan="3">92</td>
<td colspan="2">83</td>
<td colspan="2">81</td>
<td colspan="2">79</td>
<td colspan="2">77</td>
<td colspan="3">75</td>
<td colspan="3">74</td>
<td colspan="3">72</td>
<td colspan="3">71</td>
<td colspan="3">69</td>
<td colspan="3">68</td>
<td colspan="3">66</td>
<td colspan="3">65</td>
<td colspan="3">64</td>
<td colspan="3">62</td>
<td colspan="3">61</td>
</tr>
<tr class="odd">
<td colspan="2"><strong>n=7</strong></td>
<td colspan="2"></td>
<td colspan="2">100</td>
<td colspan="2">98</td>
<td colspan="2">97</td>
<td colspan="3">95</td>
<td colspan="2">82</td>
<td colspan="2">80</td>
<td colspan="2">78</td>
<td colspan="2">76</td>
<td colspan="3">74</td>
<td colspan="3">72</td>
<td colspan="3">71</td>
<td colspan="3">69</td>
<td colspan="3">68</td>
<td colspan="3">66</td>
<td colspan="3">65</td>
<td colspan="3">63</td>
<td colspan="3">62</td>
<td colspan="3">61</td>
<td colspan="3">59</td>
</tr>
<tr class="even">
<td colspan="2"><strong>n=6</strong></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td colspan="2">100</td>
<td colspan="2">99</td>
<td colspan="3">98</td>
<td colspan="2">80</td>
<td colspan="2">78</td>
<td colspan="2">76</td>
<td colspan="2">74</td>
<td colspan="3">72</td>
<td colspan="3">71</td>
<td colspan="3">69</td>
<td colspan="3">67</td>
<td colspan="3">66</td>
<td colspan="3">64</td>
<td colspan="3">63</td>
<td colspan="3">62</td>
<td colspan="3">60</td>
<td colspan="3">59</td>
<td colspan="3">58</td>
</tr>
<tr class="odd">
<td colspan="2"><strong>n=5</strong></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td colspan="3">100</td>
<td colspan="2">78</td>
<td colspan="2">76</td>
<td colspan="2">74</td>
<td colspan="2">72</td>
<td colspan="3">70</td>
<td colspan="3">68</td>
<td colspan="3">67</td>
<td colspan="3">65</td>
<td colspan="3">63</td>
<td colspan="3">62</td>
<td colspan="3">61</td>
<td colspan="3">59</td>
<td colspan="3">58</td>
<td colspan="3">57</td>
<td colspan="3">55</td>
</tr>
<tr class="even">
<td colspan="2"><strong>n=4</strong></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td colspan="3">100</td>
<td colspan="2">75</td>
<td colspan="2">72</td>
<td colspan="2">70</td>
<td colspan="2">68</td>
<td colspan="3">67</td>
<td colspan="3">65</td>
<td colspan="3">63</td>
<td colspan="3">62</td>
<td colspan="3">60</td>
<td colspan="3">59</td>
<td colspan="3">57</td>
<td colspan="3">56</td>
<td colspan="3">55</td>
<td colspan="3">53</td>
<td colspan="3">52</td>
</tr>
<tr class="odd">
<td colspan="2"><strong>n=3</strong></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td colspan="3">100</td>
<td colspan="2">69</td>
<td colspan="2">66</td>
<td colspan="2">64</td>
<td colspan="2">63</td>
<td colspan="3">61</td>
<td colspan="3">59</td>
<td colspan="3">58</td>
<td colspan="3">57</td>
<td colspan="3">55</td>
<td colspan="3">54</td>
<td colspan="3">53</td>
<td colspan="3">51</td>
<td colspan="3">50</td>
<td colspan="3">49</td>
<td colspan="3">48</td>
</tr>
<tr class="even">
<td rowspan="2"><strong>PAY FACTOR</strong></td>
<td rowspan="2"><strong>Category</strong></td>
<td colspan="2"><strong>II</strong></td>
<td colspan="9"></td>
<td colspan="11"></td>
<td colspan="3">1.00</td>
<td colspan="3">0.99</td>
<td colspan="3">0.98</td>
<td colspan="3">0.97</td>
<td colspan="3">0.96</td>
<td colspan="3">0.95</td>
<td colspan="3">0.94</td>
<td colspan="3">0.93</td>
<td colspan="3">0.92</td>
<td colspan="3">0.91</td>
<td colspan="3"></td>
<td colspan="3"></td>
<td></td>
</tr>
<tr class="odd">
<td colspan="2"><strong>I</strong></td>
<td colspan="2">1.05</td>
<td colspan="2">1.04</td>
<td colspan="2">1.03</td>
<td colspan="2">1.02</td>
<td colspan="3">1.01</td>
<td colspan="2">1.00</td>
<td colspan="2">0.99</td>
<td colspan="2">0.98</td>
<td colspan="2">0.97</td>
<td colspan="3">0.96</td>
<td colspan="3">0.95</td>
<td colspan="3">0.94</td>
<td colspan="3">0.93</td>
<td colspan="3">0.92</td>
<td colspan="3">0.91</td>
<td colspan="3">0.90</td>
<td colspan="3">0.89</td>
<td colspan="3">0.88</td>
<td colspan="3">0.87</td>
<td colspan="3">0.86</td>
<td colspan="3"></td>
<td colspan="2"></td>
</tr>
</tbody>
</table>

<table style="width:100%;">
<colgroup>
<col style="width: 6%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 5%" />
<col style="width: 5%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="17">Table 106-2 Pay Factors (continued)</td>
<td rowspan="15"><strong>Minimum Required Percent of Work Within
Specification Limits for a Given Pay Factor (P<sub>U</sub> +
P<sub>L</sub>) - 100</strong></td>
<td colspan="2"><p><strong>n=67</strong></p>
<p><strong>to</strong></p>
<p><strong>∞</strong></p></td>
<td>75</td>
<td>73</td>
<td>72</td>
<td>71</td>
<td>70</td>
<td>69</td>
<td>68</td>
<td>67</td>
<td>66</td>
<td>65</td>
<td>64</td>
<td>63</td>
<td>62</td>
<td>61</td>
<td>60</td>
<td>59</td>
<td rowspan="16">Values Less Than Those Shown Above</td>
<td rowspan="17"><strong>Note:</strong> If the value of (P<sub>U</sub> +
P<sub>L</sub>) – 100 does not correspond to a (P<sub>U</sub> +
P<sub>L</sub>) – 100 value in this table, use the next smaller
(P<sub>U</sub> + P<sub>L</sub>) – 100 value.</td>
</tr>
<tr class="even">
<td colspan="2"><p><strong>n=43</strong></p>
<p><strong>to</strong></p>
<p><strong>n=66</strong></p></td>
<td>72</td>
<td>71</td>
<td>70</td>
<td>69</td>
<td>68</td>
<td>67</td>
<td>66</td>
<td>65</td>
<td>64</td>
<td>63</td>
<td>62</td>
<td>60</td>
<td>59</td>
<td>58</td>
<td>57</td>
<td>56</td>
</tr>
<tr class="odd">
<td colspan="2"><p><strong>n=30</strong></p>
<p><strong>to</strong></p>
<p><strong>n=42</strong></p></td>
<td>71</td>
<td>70</td>
<td>69</td>
<td>67</td>
<td>66</td>
<td>65</td>
<td>64</td>
<td>63</td>
<td>62</td>
<td>61</td>
<td>60</td>
<td>59</td>
<td>57</td>
<td>56</td>
<td>55</td>
<td>54</td>
</tr>
<tr class="even">
<td colspan="2"><p><strong>n=23</strong></p>
<p><strong>to</strong></p>
<p><strong>n=29</strong></p></td>
<td>69</td>
<td>68</td>
<td>67</td>
<td>66</td>
<td>64</td>
<td>63</td>
<td>62</td>
<td>61</td>
<td>60</td>
<td>59</td>
<td>58</td>
<td>57</td>
<td>56</td>
<td>55</td>
<td>53</td>
<td>52</td>
</tr>
<tr class="odd">
<td colspan="2"><p><strong>n=18</strong></p>
<p><strong>to</strong></p>
<p><strong>n=22</strong></p></td>
<td>67</td>
<td>66</td>
<td>65</td>
<td>64</td>
<td>63</td>
<td>62</td>
<td>61</td>
<td>59</td>
<td>58</td>
<td>57</td>
<td>56</td>
<td>55</td>
<td>54</td>
<td>53</td>
<td>52</td>
<td>51</td>
</tr>
<tr class="even">
<td colspan="2"><p><strong>n=15</strong></p>
<p><strong>to</strong></p>
<p><strong>n=17</strong></p></td>
<td>66</td>
<td>65</td>
<td>64</td>
<td>62</td>
<td>61</td>
<td>60</td>
<td>59</td>
<td>58</td>
<td>57</td>
<td>56</td>
<td>54</td>
<td>53</td>
<td>52</td>
<td>51</td>
<td>50</td>
<td>49</td>
</tr>
<tr class="odd">
<td colspan="2"><p><strong>n=12</strong></p>
<p><strong>to</strong></p>
<p><strong>n=14</strong></p></td>
<td>64</td>
<td>63</td>
<td>62</td>
<td>61</td>
<td>59</td>
<td>58</td>
<td>57</td>
<td>56</td>
<td>55</td>
<td>54</td>
<td>53</td>
<td>52</td>
<td>50</td>
<td>49</td>
<td>48</td>
<td>47</td>
</tr>
<tr class="even">
<td colspan="2"><p><strong>n=10</strong></p>
<p><strong>to</strong></p>
<p><strong>n=11</strong></p></td>
<td>62</td>
<td>61</td>
<td>60</td>
<td>59</td>
<td>58</td>
<td>56</td>
<td>55</td>
<td>54</td>
<td>53</td>
<td>52</td>
<td>51</td>
<td>49</td>
<td>48</td>
<td>47</td>
<td>46</td>
<td>45</td>
</tr>
<tr class="odd">
<td colspan="2"><strong>n=9</strong></td>
<td>61</td>
<td>60</td>
<td>58</td>
<td>57</td>
<td>56</td>
<td>55</td>
<td>54</td>
<td>52</td>
<td>51</td>
<td>50</td>
<td>49</td>
<td>48</td>
<td>47</td>
<td>46</td>
<td>45</td>
<td>43</td>
</tr>
<tr class="even">
<td colspan="2"><strong>n=8</strong></td>
<td>60</td>
<td>58</td>
<td>57</td>
<td>56</td>
<td>55</td>
<td>54</td>
<td>52</td>
<td>51</td>
<td>50</td>
<td>49</td>
<td>48</td>
<td>47</td>
<td>45</td>
<td>44</td>
<td>43</td>
<td>42</td>
</tr>
<tr class="odd">
<td colspan="2"><strong>n=7</strong></td>
<td>58</td>
<td>57</td>
<td>56</td>
<td>54</td>
<td>53</td>
<td>52</td>
<td>51</td>
<td>50</td>
<td>48</td>
<td>47</td>
<td>46</td>
<td>45</td>
<td>44</td>
<td>43</td>
<td>42</td>
<td>40</td>
</tr>
<tr class="even">
<td colspan="2"><strong>n=6</strong></td>
<td>56</td>
<td>55</td>
<td>54</td>
<td>53</td>
<td>51</td>
<td>50</td>
<td>49</td>
<td>48</td>
<td>46</td>
<td>45</td>
<td>44</td>
<td>43</td>
<td>42</td>
<td>41</td>
<td>39</td>
<td>38</td>
</tr>
<tr class="odd">
<td colspan="2"><strong>n=5</strong></td>
<td>54</td>
<td>53</td>
<td>51</td>
<td>50</td>
<td>49</td>
<td>48</td>
<td>46</td>
<td>45</td>
<td>44</td>
<td>43</td>
<td>42</td>
<td>40</td>
<td>39</td>
<td>38</td>
<td>37</td>
<td>36</td>
</tr>
<tr class="even">
<td colspan="2"><strong>n=4</strong></td>
<td>51</td>
<td>49</td>
<td>48</td>
<td>47</td>
<td>46</td>
<td>44</td>
<td>43</td>
<td>42</td>
<td>41</td>
<td>39</td>
<td>38</td>
<td>37</td>
<td>36</td>
<td>34</td>
<td>33</td>
<td>32</td>
</tr>
<tr class="odd">
<td colspan="2"><strong>n=3</strong></td>
<td>46</td>
<td>45</td>
<td>44</td>
<td>43</td>
<td>41</td>
<td>40</td>
<td>39</td>
<td>38</td>
<td>36</td>
<td>35</td>
<td>33</td>
<td>32</td>
<td>30</td>
<td>28</td>
<td>27</td>
<td>35</td>
</tr>
<tr class="even">
<td rowspan="2"><strong>PAY FACTOR</strong></td>
<td rowspan="2"><strong>Category</strong></td>
<td><strong>II</strong></td>
<td>0.90</td>
<td>0.89</td>
<td>0.88</td>
<td>0.87</td>
<td>0.86</td>
<td>0.85</td>
<td>0.84</td>
<td>0.83</td>
<td>0.82</td>
<td>0.81</td>
<td>0.80</td>
<td>0.79</td>
<td>0.78</td>
<td>0.77</td>
<td>0.76</td>
<td>0.75</td>
</tr>
<tr class="odd">
<td><strong>I</strong></td>
<td>0.85</td>
<td>0.84</td>
<td>0.83</td>
<td>0.82</td>
<td>0.81</td>
<td>0.80</td>
<td>0.79</td>
<td>0.78</td>
<td>0.77</td>
<td>0.76</td>
<td>0.75</td>
<td colspan="6"><strong>REJECT</strong></td>
</tr>
</tbody>
</table>

## Section 107. --- LEGAL RELATIONS

## AND RESPONSIBILITY TO THE PUBLIC

**107.01 Laws to be Observed.** Follow the requirements of FAR Clause
52.236-7 Permits and Responsibilities.

Comply with all applicable laws, ordinances, safety codes, regulations,
orders, and decrees. Protect and indemnify the Government and its
representatives against any claim or liability arising from or based on
the alleged violation of the same.

Furnish all permits and agreements, obtained by the Government for
performing the work which are included in the contract. Comply with the
requirements of these permits and agreements. Obtain all additional
permits or agreements and modifications to Government-obtained permits
or agreements that are required by the Contractor\'s methods of
operation. Furnish copies of all permits and agreements.

**107.02 Protection and Restoration of Property and Landscape.** Follow
the requirements of FAR Clause 52.236-9 Protection of Existing
Vegetation, Structures, Equipment, Utilities, and Improvements.

Preserve public and private property, and protect monuments established
for the purpose of perpetuating horizontal, vertical, cadastral, or
boundary control. When necessary to destroy a monument, reestablish the
monument according to applicable state statute or by the direction of
the agency or individual who established the monument.

Do not disturb the area beyond the construction limits. Replace trees,
shrubs, or vegetated areas damaged by construction operations as
directed and at no cost to the Government. Remove any damaged limbs of
existing trees by an approved arborist.

Do not excavate, remove, damage, alter, or deface any archeological or
paleontological remains or specimens. Control the actions of employees
and subcontractors on the project to ensure that protected sites are not
disturbed or damaged. Should any of these items be encountered, suspend
operations at the discovery site, notify the CO, and continue operations
in other areas. The CO will inform the Contractor when operations may
resume at the discovery site.

When utilities are to be relocated or adjusted, the Government will
notify all utility owners affected by the relocations or adjustments.
The relocations or adjustments will be performed by others or will be
included in the contract work.

Before beginning work in an area, the Contractor shall have all utility
owners locate their utilities. Protect utilities from construction
operations. Cooperate with utility owners to expedite the relocation or
adjustment of their utilities to minimize interruption of service and
duplication of work.

If utility services are interrupted as a result of damage by the
construction, immediately notify the utility owner, the CO, and other
proper authorities. Cooperate with them until service is restored. Do
not work around fire hydrants until provisions for continued service are
made and approved by the local fire authority.

If utility adjustment work, not included in the contract, is required,
compensation for the work will be provided under applicable clauses of
the contract. Satisfactorily repair damage due to the fault or
negligence of the Contractor at no cost to the Government.

Repair of damage to underground utilities that were not shown on the
plans or identified before construction, and not caused by the fault or
negligence of the Contractor, will be paid for by the Government.

**107.03 Bulletin Board.** Furnish a weatherproof bulletin board of
suitable size and construction for continuous display of posters and
other information required by the contract. Erect and maintain the
bulletin board at a conspicuously accessible location on the project and
remove and dispose of it after project final acceptance.

Display each of the following documents on the bulletin board:

**(a)** \"Equal Opportunity\" poster, according to FAR Clause 52.222-26
Equal Opportunity;

**(b)** \"Notice\" that the project is subject to Title 18, U.S.
Criminal Code, Section 1020, FHWA Form 1022;

**(c)** \"Notice to Employees\" poster, WH-1321, regarding proper pay;

**(d)** \"Right to Safe and Healthful Workplace\" poster, according to
Title 29, Code of Federal Regulations, Part 1903;

**(e)** \"General Wage Decision\" contained in the contract; and

**(f)** Company equal employment opportunity policy

**107.04 Railroad Protection.** The Government will obtain the necessary
permits and agreements from the railroad for specified contract work for
relocating railroads or for work at railroad crossings. Make
arrangements for all other work that, due to the method of operation,
may also impact the railroad. Furnish copies of all permits and
agreements.

Conduct the work covered by the railroad permit or agreement in a manner
satisfactory to the railroad. Do not interfere with railroad operations.
If the construction damages railroad property, reimburse the railroad
for all damages, or at the railroad\'s option, repair the damage at no
cost to the Government.

Do not cross railroad tracks, with vehicles or equipment, except at
existing and open public grade crossings or railroad approved temporary
grade crossings. If there is a need for a temporary grade crossing, make
the necessary arrangements with the railroad for its construction,
protection, and removal. Reimburse the railroad for all temporary grade
crossing work, or at the railroad\'s option, perform the work.

The requirements of the railroad are as follows:

**(a)** Indemnify and hold harmless the railroad according to Subsection
107.05. Carry insurance meeting the following minimums:

**(1)** Worker\'s compensation insurance. Minimum required by law.

**(2)** Bodily injury liability insurance. \$2,000,000 each occurrence.

**(3)** Property damage liability insurance. \$2,000,000 aggregate
coverage.

**(4)** Railroad protective public liability and property damage
liability insurance. \$2,000,000 each occurrence. \$6,000,000 aggregate
coverage.

**(b)** Notify the railroad in writing not less than 1 week before
beginning construction within the railroad right-of-way. Secure
permission from the railroad before performing work within the railroad
right-of-way. Confer with the railroad concerning clearance
requirements, operations, and safety regulations.

**(c)** Reimburse the railroad for all flaggers and watchers provided by
the railroad because of the work. The railroad generally requires 2
watchers or flaggers during construction operations that interfere with
the railroad\'s tracks or traffic, that violate the railroad\'s
operating clearances, or that involve a reasonable probability of
accidental hazard to railroad traffic.

Flaggers are also furnished whenever, in the railroad\'s opinion, such
protection is needed. Notify the railroad 36 hours in advance of
required protective services.

**(d)** Railroad employees are paid the prevailing railroad hourly rate
for regularly assigned 8-hour days for the work classification and
overtime according to labor agreements and schedules in effect when the
work is performed.

**(e)** Wage rates are subject to change by law or agreement between the
railroad and employees and may be retroactive. If the wage rates change,
reimburse the railroad based on the new rates.

**(f)** Reimburse the railroad monthly for the cost of all services
performed by the railroad. Furnish satisfactory evidence that the
railroad has received full reimbursement before final acceptance.

**(g)** Do not store any material, supplies, or equipment closer than 5
meters from the centerline of any railroad track.

**(h)** Upon completion of the work, remove all equipment and surplus
material, and leave the railroad right-of-way in a neat condition
satisfactory to the railroad.

**107.05 Responsibility for Damage Claims.** Indemnify and hold harmless
the Government, its employees, and its consultants from suits; actions;
or claims brought for injuries or damage received or sustained by any
person, persons, or property resulting from the construction operations
or arising out of the negligent performance of the contract.

Procure and maintain until final acceptance of the contract, liability
insurance of the types and limits specified below. Obtain insurance from
companies authorized to do business in the appropriate state. The
insurance shall cover all operations under the contract whether
performed by the Contractor or by subcontractors.

Before work begins, furnish *\"certificates of insurance\"* certifying
that the policies will not be changed or canceled until 30 days written
notice has been given to the Government. Insurance coverage in the
minimum amounts set forth below shall not relieve the Contractor of
liability in excess of the coverage.

Carry insurance meeting the following minimums:

**(a)** Worker\'s compensation insurance. Minimum required by law.

**(b)** Comprehensive or commercial general liability insurance.

**(1)** Personal injury and property damage coverage;

**(2)** Contractual liability coverage;

**(3)** Completed operations liability coverage;

**(4)** \$1,000,000 combined single limit for each occurrence; and

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

**(c) Automobile liability insurance.** \$1,000,000 combined single
limit for each occurrence.

**107.06 Contractor\'s Responsibility for Work.** Assume responsibility
for all work until final acceptance except as provided in Subsection
106.07. This includes periods of suspended work. Protect the work
against injury, loss, or damage from all causes whether arising from the
execution or nonexecution of the work.

Maintain public traffic according to Section 156. Rebuild, repair,
restore, and make good all losses, injuries, or damages to any portion
of the work. This includes losses, injuries, or damages caused by
vandalism, theft, accommodation of public traffic, and weather that
occurs during the contract.

The Government will only be responsible for losses, injuries, and
damages to work put in place that was caused by declared enemies and
terrorists of the Government and cataclysmic natural phenomenon such as
tornadoes, earthquakes, major floods, and other officially declared
natural disasters. The Government will only be responsible for costs
attributable to repairing or replacing damaged work. The Government will
not be responsible for delay costs, impact costs, or extended overhead
costs.

**107.07 Furnishing Right-Of-Way.** The Government will obtain all
right-of-way.

**107.08 Sanitation, Health, and Safety.** Follow the requirements of
FAR Clause 52.236-13 Accident Prevention.

Observe rules and regulations of Federal, State, and local health
officials. Do not permit any worker to work in surroundings or under
conditions which are unsanitary, hazardous, or dangerous.

Admit any OSHA inspector or other legally responsible official involved
in safety and health administration to the project work site upon
presentation of proper credentials.

Report accidents on forms furnished by the Government or, with prior
approval, on forms used to report accidents to other agencies or
insurance carriers. Maintain a *\"Log of Work Related Injuries and
Illnesses,\"* OSHA Form 300, and make it available for inspection.

Install a reverse signal alarm audible above the surrounding noise level
on all motorized vehicles having an obstructed view and on all
earth-moving and compaction equipment.

**107.09** **Legal Relationship of the Parties.** In the performance of
the contract, the Contractor is an independent contractor and neither
the Contractor nor anyone used or employed by the Contractor shall be an
agent, employee, servant, or representative of the Government. The
Contractor\'s independent contractor status does not limit the
Government\'s general rights under the contract.

**107.10 Environmental Protection.** Do not operate mechanized equipment
or discharge or otherwise place any material within the wetted perimeter
of any waters of the U.S. within the scope of the Clean Water Act (33
USC § 1251 et seq.). This includes wetlands unless authorized by a
permit issued by the U.S. Army Corps of Engineers according to 33 USC
§ 1344, and, if required, by any State agency having jurisdiction over
the discharge of material into the waters of the U.S. In the event of an
unauthorized discharge:

**(a)** Immediately prevent further contamination;

**(b)** Immediately notify appropriate authorities; and

**(c)** Mitigate damages as required.

Comply with the terms and conditions of any permits that are issued for
the performance of work within the wetted perimeter of the waters of the
U.S.

Separate work areas, including material sources, by the use of a dike or
other suitable barrier that prevents sediment, petroleum products,
chemicals, or other liquid or solid material from entering the waters of
the U.S. Use care in constructing and removing the barriers to avoid any
discharge of material into, or the siltation of, the water. Remove and
properly dispose of the sediment or other material collected by the
barrier.

Repair leaks on equipment immediately. Do not use equipment that is
leaking. Keep a supply of acceptable absorbent materials at the job site
in the event of spills. Acceptable absorbent materials are those that
are manufactured specifically for the containment and clean-up of
hazardous materials.

**107.11 Protection of Forests, Parks, and Public Lands.** Comply with
all regulations of the State fire marshal, conservation commission,
Forest Service, National Park Service, Bureau of Land Management, Fish &
Wildlife Service, Bureau of Indian Affairs, or other authority having
jurisdiction governing the protection of land including or adjacent to
the project.

## Section 108. --- PROSECUTION AND PROGRESS

**108.01 Commencement, Prosecution, and Completion of Work.** Follow the
requirements of FAR Clause 52.211-10 Commencement, Prosecution, and
Completion of Work.

A preconstruction conference will be held after the contract is awarded
and before beginning work. Seven days before the preconstruction
conference, furnish three copies of the preliminary construction
schedule according to Section 155.

**108.02 Subcontracting.** Follow the requirements of FAR Clauses
52.219-14 Limitations on Subcontracting, 52.222-11 -- Subcontracts
(Labor Standards), and 52.236‑1 Performance of Work by the Contractor.

Subcontracting does not relieve the Contractor of liability and
responsibility under the contract and does not create any contractual
relation between subcontractors and the Government. The Contractor is
liable and responsible for any action or lack of action of
subcontractors.

Within 14 days of subcontract award, submit an SF 1413 with Part I
completed. Complete other forms that may be provided by the Government
to clearly show the work subcontracted and the total dollar amount of
the subcontract. For subcontracts involving on-site labor, require the
subcontractor to complete Part II of the SF 1413 and complete other
forms that may be provided by the Government. Submit a separate
statement documenting the cumulative amount of all on-site subcontracts
to date as a percentage of the original contract amount. Furnish this
information on all subcontracts at lower tiers.

In FAR Clauses 52.219-8 Utilization of Small Business Concerns and
52.232-27 Prompt Payment for Construction Contracts, the subcontracts
include both on-site and off-site work and supply contracts. In FAR
Clause 52.219-14 Limitations on Subcontracting or in FAR Clause 52.236-1
Performance of Work by the Contractor, the percentage of work performed
on-site by the Contractor will be computed as 100 percent less the
combined initial dollar amount of all subcontracts involving on-site
labor as a percent of the original dollar amount of the contract.

**108.03 Determination and Extension of Contract Time.** Follow the
requirements of FAR Clause 52.211-10 Commencement, Prosecution, and
Completion of Work.

Only delays or modifications that affect critical activities or cause
noncritical activities to become critical will be considered for time
extensions.

When Critical Path Method schedules are used, no time extension will be
made for delays or modifications that use available float time as shown
in the current construction schedule required by Section 155.

Time will not be extended for a claim that states insufficient time was
provided in the contract.

When requesting a time extension, follow the applicable contract
clauses. Make the request in writing and include the following:

**(a)** Contract clause(s) under which the request is being made.

**(b)** Detailed narrative description of the reasons for the requested
contract 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; and

**(5)** Methods to be employed to mitigate the impact.

**(c)** Suggested new completion date or number of days supported by
current and revised construction schedules according to Section 155.

**108.04 Failure to Complete Work on Time.** Follow the requirements of
FAR Clause 52.211-12 Liquidated Damages --- Construction.

Liquidated damages in the amount specified in Table 108-1 will be
assessed for each day beyond the time allowed to complete the contract
until substantial completion of the work.

If a winter shutdown occurs during this period, liquidated damages in an
amount equal to 10 percent of the amount specified in Table 108-1 will
be assessed for each day until work resumes at which time full
liquidated damages will be assessed.

Liquidated damages in an amount equal to 20 percent of the amount
specified in Table 108-1 will be assessed for each day beyond the time
allowed to complete the contract beginning with the day after
substantial completion and ending with the date of final completion and
acceptance.

Liquidated damages will not be assessed for the following:

**(a)** The day of the final inspection.

**(b)** Days required to perform work added to the contract after
substantial completion including items identified during the final
inspection that were not required before that time.

**(c)** Delays by the Government after all work is complete and before a
formal acceptance is executed.

**(d)** Periods of time when all work is complete but acceptance is
delayed pending the plant establishment period or similar warranty
period.

Table 108-1

Charge for Liquidated Damages for Each Day

Work Is Not Substantially Completed

+---------------------------+-------------------------+----------------+
| **Original Contract       |                         | **Daily        |
| Price**                   |                         | Charge**       |
+---------------------------+-------------------------+----------------+
| **From More**             | **To and**              |                |
|                           |                         |                |
| **Than ---**              | **Including ---**       |                |
+---------------------------+-------------------------+----------------+
| \$ 0                      | \$ 1,000,000            | \$ 500         |
+---------------------------+-------------------------+----------------+
| 1,000,000                 | 2,000,000               | 1,100          |
+---------------------------+-------------------------+----------------+
| 2,000,000                 | 5,000,000               | 2,200          |
+---------------------------+-------------------------+----------------+
| 5,000,000                 | 10,000,000              | 2,700          |
+---------------------------+-------------------------+----------------+
| 10,000,000                | and more                | 3,300          |
+---------------------------+-------------------------+----------------+

**108.05 Stop Order.** The CO may order the performance of the work to
be stopped, either in whole or in part, for such periods deemed
necessary due to the following:

**(a)** Weather or soil conditions considered unsuitable for prosecution
of the work; or

**(b)** Failure of the Contractor to:

**(1)** Correct conditions unsafe for the workers or the general public;

**(2)** Carry out written orders given by the CO; or

**(3)** Perform any provision of the contract.

No adjustment in contract time or amount will be made for stop orders
issued under (a) or (b) above except an adjustment in contract time, as
provided by FAR Clause 52.249-10 Default (Fixed-Price Construction), may
be made when the Contractor is able to demonstrate that the weather was
unusually severe based on the most recent 10 years of historical data.

## Section 109. --- MEASUREMENT AND PAYMENT

**109.01 Measurement of Work.** Take and record measurements and perform
calculations to determine pay quantities for invoicing for work
performed. Take or convert all measurements of work according to the
International System of Units, (SI), IEEE/ASTM SI 10.

Unless otherwise specified, measure when the work is in place, complete,
and accepted. Measure the actual work performed, except do not measure
work outside the design limits or other adjusted or specified limits
(staked limits). Measure structures to the lines shown on the plans or
to approved lines adjusted to fit field conditions.

Take measurements as described in Subsection 109.02 unless otherwise
modified by the Measurement Subsection of the Section controlling the
work being performed.

Remeasure quantities if it has been determined that any portion of the
work is acceptable but has not been completed to the lines, grades, and
dimensions shown on the plans or established by the CO.

Submit measurement notes to the CO within 24 hours of completing the
work. For on-going work, submit measurement notes weekly. When work is
not complete, identify the measurement as being an interim measurement.
Submit the final measurement when the installation is completed.
Measurement notes form the basis of the Government's receiving report
(see Subsection 109.08(d)). For lump sum items, submit documentation to
support invoiced progress payment on a monthly basis.

Use an acceptable format for measurement records. As a minimum, include
the following information in all records of measurement:

**(a)** Project name and number;

**(b)** Contract item number;

**(c)** Date the work was performed;

**(d)** Location of the work;

**(f)** Calculations made to arrive at the quantity;

**(g)** Supporting sketch and details as needed to clearly define the
work performed and the quantity measured;

**(h)** Names of persons measuring the work;

**(i)** Identification as to whether the measurement is interim or
final; and

**(j)** Signed certification statement by the persons taking the
measurements, performing the calculations, and submitting them for
payment that the measurement and calculations are correct to the best of
their knowledge and that the quantity being measured is subject to
direct payment for the identified item under the contract.

**109.02 Measurement Terms and Definitions.** Unless otherwise
specified, the following terms are defined as follows:

**(a) Contract quantity.** The quantity to be paid is the quantity shown
in the bid schedule. The contract quantity will be adjusted for
authorized changes that affect the quantity or for errors made in
computing this quantity. If there is evidence that a quantity specified
as a contract quantity is incorrect, submit calculations, drawings, or
other evidence indicating why the quantity is in error and request, in
writing, that the quantity be adjusted.

**(b) Cubic meter (m^3^).**

**(1) Cubic meter in place.** Measure solid volumes by a method approved
by the CO or by the average end area method as follows:

*(a)* Take cross-sections of the original ground and use with design or
staked templates or take other comparable measurements to determine the
end areas. Do not measure work outside of the established lines or
slopes.

*(b)* If any portion of the work is acceptable but is not completed to
the established lines and slopes, retake cross-sections or comparable
measurements of that portion of the work. Deduct any quantity outside
the designated or staked limits. Use these measurements to calculate new
end areas.

*(c)* Compute the quantity using the average end areas multiplied by the
horizontal distance along a centerline or reference line between the end
areas. Deduct any quantity outside the designed or staked limits.

**(2)** Cubic meter in the hauling vehicle. Measure the cubic meter
volume in the hauling vehicle using three-dimensional measurements at
the point of delivery. Use vehicles bearing a legible identification
mark with the body shaped so the actual contents may be readily and
accurately determined. Before use, mutually agree in writing on the
volume of material to be hauled by each vehicle. Vehicles carrying less
than the agreed volume may be rejected or accepted at the reduced
volume.

Level selected loads. If leveling reveals the vehicle was hauling less
than the approved volume, reduce the quantity of all material received
since the last leveled load by the same ratio as the current leveled
load volume is to the agreed volume. Payment will not be made for
material in excess of the agreed volume.

Material measured in the hauling vehicle may be weighed and converted to
cubic meters for payment purposes if the conversion factors are mutually
agreed to in writing.

**(3)** Cubic meter in the structure. Measure according to the lines of
the structure as shown on the plans except as altered by the CO to fit
field conditions. Make no deduction for the volume occupied by
reinforcing steel, anchors, weep holes, piling, or pipes less than 200
millimeters in diameter.

**(4)** Cubic meter by metering. Use an approved metering system.

**(c) Each.** One entire unit. The quantity is the actual number of
units completed and accepted.

**(d) Hectare (ha).** 10,000 square meters. Make longitudinal and
transverse measurements for area computations horizontally unless
specified on the ground surface. Do not make deductions from the area
computation for individual fixtures having an area of 50 square meters
or less.

**(e) Hour.** Measure the actual number of hours ordered by the CO and
performed by the Contractor.

**(f) Kilogram (kg).** 1000 grams. Measure according to Subsection
109.03. If sacked or packaged material is furnished, the net mass as
packed by the manufacturer may be used.

**(g) Kilometer (km).** 1000 meters. Measure horizontally along
centerline or reference line of each roadway, approach road, or ramp.

**(h) Liter (L).** The quantity may be measured by any of the following
methods:

**(1)** Measured volume container.

**(2)** Metered volume. Use an approved metering system.

**(3)** Commercially-packaged volumes.

When asphalt material is measured by the liter, measure the volume at 15
ºC or correct the volume to 15 ºC using recognized standard correction
factors.

**(i) Lump sum.** Do not measure directly. The bid amount is complete
payment for all work described in the contract and necessary to complete
the work for that item. The quantity is designated as *\"All.\"*
Estimated quantities of lump sum work shown in the contract are
approximate.

**(j) Meter.** As applicable, measure the work along its length from
end-to-end; parallel to the base or foundation; along the top; along the
front face; or along the invert. Do not measure overlaps.

**(k) Metric ton (t).** 1000 kilograms. Measure according to Subsection
109.03.

No adjustment in a contract unit price will be made for variations in
quantity due to differences in the specific gravity or moisture content.

Use net-certified scale masses, or masses based on certified volumes in
the case of rail shipments as a basis of measurement subject to
correction when asphalt material is lost from the car or the
distributor, wasted, or otherwise not incorporated in the work. When
asphalt material is shipped by truck or transport, net certified masses,
subject to correction for loss or foaming, may be used for computing
quantities.

When emulsified asphalt is converted from volume to mass, use a factor
of 1000 liters per metric ton regardless of temperature.

When asphalt binder for asphalt concrete pavement is stored in tanks
devoted exclusively to the project, base quantities on invoices. When
asphalt binder for asphalt concrete pavement is not stored in tanks
devoted exclusively to the project, or when the validity of the quantity
requested for payment is in question, base quantities on the asphalt
content determined by testing.

**(l) Square meter (m^2^).** Measure on a plane parallel to the surface
being measured. Make no deductions from the area computation for
individual fixtures having an area of 1 square meter or less. Do not
measure overlaps.

**109.03 Weighing Procedures and Devices.** Batch masses may be
acceptable for determination of pay quantities when an approved
automatic weighing, cycling, and monitoring system is included as part
of the batching equipment.

When a weighing device is determined to indicate less than true mass, no
additional payment will be made for material previously weighed and
recorded. When a weighing device is determined to indicate more than
true mass, all material received after the last previously-correct
weighing accuracy test will be reduced by the percentage of error in
excess of 0.5 percent.

When material is proportioned or measured and paid for by mass, provide
one of the following:

**(a) Commercial weighing system.** Use permanently-installed and
certified commercial scales.

**(b) Invoices.** If bulk material is shipped by truck or rail and is
not passed through a mixing plant, furnish a supplier\'s invoice with
net mass or volume converted to mass. Periodic check-weighing may be
required.

**(c) Project weighing system.** Furnish, erect, and maintain acceptable
automatic digital scales. Provide scales that record mass at least to
the nearest 50 kilograms. Maintain the scale accuracy to within 0.5
percent of the correct mass throughout the range of use.

Do not use spring balances.

Install and maintain platform scales with the platform level with rigid
bulk heads at each end. Make the platform of sufficient length to permit
simultaneous weighing of all axle loads of the hauling vehicle. Coupled
vehicles may be weighed separately or together according to Section 2.20
paragraph UR 3.3 of *NIST Handbook 44*.

Install and maintain belt‑conveyor scales according to Section 2.21 of
*NIST Handbook 44*.

Before production on the project, after relocation, and at least once
per year, have the weighing portion of the system checked and certified
by the State Bureau of Weights and Measures or a private scale service
certified by the Bureau of Weights and Measures. Seal the system to
prevent tampering or other adjustment after certification.

Attach an automatic printer to the scale that is programmed or otherwise
equipped to prevent manual override of all mass information. For weighed
pay quantities, program the printer to provide the following information
for each weighing:

**(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 50 kilograms;

**(8)** Subtotal net mass for each haul unit since the beginning of the
shift; and

**(9)** Accumulated total net mass for all haul units since the
beginning of the shift.

If a printer malfunctions or breaks down, the Contractor may manually
weigh and record masses for up to 48 hours provided the method of
weighing meets all other contract requirements.

Furnish competent scale operators to operate the system.

When platform scales are used, randomly weigh the empty haul units at
least twice per shift.

Use an approved format for the mass records. Furnish the original
record(s) and a written certification as to the accuracy of the masses
at the end of each shift.

**109.04 Receiving Procedures.** When the method of measurement requires
weighing or volume measurement in the hauling vehicle, furnish a person
to direct the spreading and distribution of material and to record the
location and placement of the material on the project. During the
placement, maintain a record of each delivery and document it in an
acceptable manner. 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; and

**(i)** Spread person\'s signature.

Use an approved format for the delivery record(s). Furnish the original
record(s) and a written certification of the delivery of the material at
the end of each shift.

**109.05 Scope of Payment.** Payment for all contract work is provided,
either directly or indirectly, under the pay items shown in the bid
schedule.

**(a) Direct payment.** Payment is provided directly under a pay item
shown in the bid schedule when one of the following applies:

**(1)** The work is measured in the Measurement Subsection of the
Section ordering the work, and the bid schedule contains a pay item for
the work from the Section ordering the work.

**(2)** The Measurement Subsection, of the Section ordering the work,
references another Section for measuring the work and the bid schedule
contains a pay item for the work from the referenced Section.

**(b) Indirect payment.** Work for which direct payment is not provided
is a subsidiary obligation of the Contractor. Payment for such work is
indirectly included under other pay items shown in the bid schedule.
This includes instances when the Section ordering the work references
another Section for performing the work and the work is not referenced
in the Measurement Subsection of the Section ordering the work.

Compensation provided by the pay items included in the contract bid
schedule is full payment for performing all contract work in a complete
and acceptable manner. All risk, loss, damage, or expense arising out of
the nature or prosecution of the work is included in the compensation
provided by the contract pay items.

Work measured and paid for under one pay item will not be paid for under
any other pay item.

The quantities shown in the bid schedule are approximate unless
designated as a contract quantity. Limit pay quantities to the
quantities staked, ordered, or otherwise authorized before performing
the work. Payment will be made for the actual quantities of work
performed and accepted or material furnished according to the contract.
No payment will be made for work performed in excess of that staked,
ordered, or otherwise authorized.

**109.06 Pricing of Adjustments.** Determine all costs according to the
contract cost principles and procedures of FAR Part 31. Follow the
requirements of all FAR clauses providing for an equitable price
adjustment.

If agreement on price cannot be reached, the CO may determine the price
unilaterally.

If the work will delay contract completion, request a time extension
according to Subsection 108.03.

**(a) Proposal.**

**(1) General.** Submit a written proposal for each line item of the
work or a lump sum for the total work. Identify the major elements of
the work, the quantity of the element, and its contribution to the
proposed price. Provide further breakdowns if requested by the CO.

When price is based on actual costs (e.g., cost-plus-fixed-fee), profit
is based on the estimated cost of the work and may not exceed the
statutory limit of 10 percent of the total cost. Due to the limited risk
in this type of pricing arrangement, a lower profit percentage may be
indicated.

**(2) Data.** Submit information as requested by the CO to the extent
necessary to permit the CO to determine the reasonableness of the
proposed price.

**(3) Cost or pricing data.** When the contract modification exceeds the
amount indicated in FAR Clause 52.214-27 Price Reduction for Defective
Cost or Pricing Data - Modifications - Sealed Bidding, or FAR Clause
52.215-11 Price Reduction for Defective Cost or Pricing Data -
Modifications, submit cost or pricing data.

Provide cost or pricing data, broken down by individual work item, for
the Contractor and each major subcontractor. Include the information
required by (b)(1) and (b)(2) below. When cost or pricing data is
submitted before all or most of the work is performed, submit material
and subcontractor quotes, anticipated labor and equipment usage, and
anticipated production rates. Provide data for all proposed increases or
decreases to the contract price.

Submit with the cost or pricing data a written proposal for pricing the
work according to (1) above. See Table 15-2 following FAR Subpart 15.4
for guidance.

Upon completion of negotiations, certify the cost or pricing data as
being accurate, complete, and current as of the date the agreement was
reached.

**(b) Postwork pricing.** When negotiating the price of additional or
changed work after all or most of the work has been performed, furnish
the following:

**(1)** Direct costs.

*(a) Material.* Furnish invoices showing the cost of material delivered
to the work.

*(b) Labor.* Show basic hourly wage rates, fringe benefits, applicable
payroll costs (i.e., FICA, FUTA, worker\'s compensation, insurance, and
tax levies), paid subsistence, and travel costs for each labor
classification and foreman employed in the adjusted work.

*(c) Equipment.* Provide a complete descriptive listing of equipment
including make, model, and year of manufacture. Support rented or leased
equipment costs with invoices. Determine allowable ownership and
operating costs for Contractor- and subcontractor-owned equipment as
follows:

*(1)* Use actual equipment cost data when such data can be acceptably
determined from the Contractor\'s or subcontractor\'s ownership and
operating cost records.

*(2)* When actual costs cannot be determined, use the rates shown in
*Construction Equipment Ownership and Operating Expense Schedules
(CEOOES)* published by the U.S. Army Corps of Engineers for the area
where costs are incurred. This document is available from the
Superintendent of Documents, U.S. Government Printing Office,
Washington, D.C. 20402-9325. Adjust the rates for used equipment and for
other variable parameters used in the schedules.

*(3)* Compute proposed standby costs from acceptable ownership records
or when actual costs cannot be determined, according to *CEOOES*. Do not
exceed 8 hours in any 24-hour period or 40 hours in any calendar week.
Do not include standby for periods when the equipment would have
otherwise been in an idle status or for equipment that was not in
operational condition.

*(d) Other direct costs.* Furnish documentation or invoices to support
any other direct costs incurred that are not included above (e.g.,
bonds, mobilization, demobilization, permits, royalties, etc).

*(e) Production rates.* Provide actual hours of performance, on a daily
basis, for each labor classification and for each piece of equipment.

*(f) Subcontract costs.* Provide supporting data as required above.

**(2) Overhead.** Identify overhead rate(s) and provide supporting data
which justifies the rate(s). List the types of costs which are included
in overhead. Identify the cost pool(s) to which overhead is applied.
Apply the overhead to the appropriate pool.

Limit Contractor overhead applied to subcontractor payments to 5 percent
of such payments unless a higher percentage is justified.

**(3) Profit.** Except when precluded by the FAR, include a reasonable
profit reflecting the efficiency and economy of the Contractor and
subcontractors in performing the work, the contract risk type, the work
difficulty, and management effectiveness and diversity.

For work priced after all or most of the work is performed, profit is
limited by statute to 10 percent of the total cost. Due to the limited
risk in post-work pricing, a lower profit percentage may be indicated.

**109.07 Eliminated Work.** Follow the requirements of FAR Clause
52.243-4 Changes.

Work may be eliminated from the contract without invalidating the
contract. The Contractor is entitled to compensation for all direct
costs incurred before the date of elimination of work plus profit and
overhead on the direct incurred costs. Anticipated profit and overhead
expense on the eliminated work will not be compensated.

**109.08 Progress Payments.** Follow the requirements of FAR Clauses
52.232-5 Payments under Fixed-Price Construction Contracts and 52.232-27
--- Prompt Payment for Construction Contracts.

**(a) General.** Only invoice payments will be made under this contract.
Invoice payments include progress payments made monthly as work is
accomplished and the final payment made upon final acceptance. Only one
progress payment will be made each month. No progress payment will be
made in a month in which the work accomplished results in a net payment
of less than \$1,000. Full or partial progress payment will be withheld
until a construction schedule or schedule update is submitted to, and
accepted by, the CO.

**(b) Closing date and invoice submittal date.** The closing date for
progress payments will be designated by the CO. Include work performed
after the closing date in the following month's invoice. Submit invoices
to the designated billing office.

**(c) Invoice requirements.** Submit the invoice to the Government's
designated billing office. Include the following items in the invoice:

**(1)** The information required in FAR Clause 52.232-27(a)(2)(i)
through (a)(2)(xi).

**(2)** A tabulation of total quantities and unit prices of work
accomplished or completed on each pay item as of the monthly closing
date. Do not include any quantities unless field note documentation for
those quantities was submitted by the closing date. Do not include
quantities of work involving material for which test reports required
under Sections 153 or 154 or certifications required by Subsection
106.03 are, or will be, past due as of the closing date.

**(3)** The certification required by FAR Clause 52.232-5(c) and, if
applicable, the notice required by FAR Clause 52.232-5(d). Provide an
original signature on the certification. Facsimiles are not acceptable.

**(4)** If applicable, a copy of the notices that are required by FAR
Clause 52.232‑27(e)(5) and (g).

**(5)** The amount included for work performed by each subcontractor
under the contract.

**(6)** The total amount of each subcontract under the contract.

**(7)** The amounts previously paid to each subcontractor under the
contract.

**(8)** Adjustments to the proposed total payment which relate to the
quantity and quality of individual items of work. Adjustments for the
following may be made by the Government after validation of the invoice:

*(a)* Retent resulting from a failure to maintain acceptable progress.

*(b)* Retent resulting from violations of the labor provisions.

*(c)* Retent pending completion of incomplete work, other *\"no pay\"*
work, and verification of final quantities.

*(d)* Obligations to the Government such as excess testing cost or the
cost of corrective work pursuant to FAR Clause 52.246-12(g).

*(e)* Liquidated damages for failure to complete work on time.

**(d) Government's receiving report.** The Government's receiving report
will be developed using the measurement notes received by the CO and
determined acceptable. Within 7 days after the closing date, the CO will
be available by appointment at the Government's designated billing
office to advise the Contractor of quantities and unit prices appearing
on the Government's receiving report.

**(e) Processing progress payment requests.** No payment will be made
for work unless field note documentation for the work was provided by
the closing date.

**(1) Proper invoices.** If the invoice meets the requirements of
Subsection 109.08(c), and the quantities and unit prices shown on the
Contractor's invoice agree with the corresponding quantities and unit
prices shown on the Government's receiving report, the invoice will be
paid.

**(2) Defective invoices.** If the invoice does not meet the
requirements of Subsection 109.08(c), or if any of the quantities or
unit prices shown on the Contractor's invoice exceed the corresponding
quantities and unit prices shown on the Government's receiving report,
the invoice is defective, and the Contractor will be notified according
to FAR Clause 52.232-27(a)(2). Defective invoices will be returned to
the Contractor within 7 days after receipt by the Government's
designated billing office. Correct and resubmit returned invoices. If
the defects are minor, the Contractor may elect, in writing, to accept
the quantities and unit prices shown on the Government's receiving
report for payment.

**(f) Partial payments.** Progress payments may include partial payment
for material to be incorporated in the work, provided the material meets
the requirements of the contract and is delivered on, or in the vicinity
of, the project site or stored in acceptable storage places.

Partial payment for material does not constitute acceptance of such
material for use in completing items of work. Partial payments will not
be made for living or perishable material until incorporated into the
project.

Partial payments for material will not exceed the lesser of:

**(1)** 80 percent of the contract bid price for the item; or

**(2)** 100 percent of amount supported by copies of invoices submitted.

The quantity paid will not exceed the corresponding quantity estimated
in the contract.

**109.09 Final Payment.** Follow the requirements of FAR Clause 52.232-5
Payment under Fixed-Price Construction Contracts and FAR Clause
52.232-27 Prompt Payment for Construction.

Upon final acceptance and verification of final pay records, the
Government will send, by certified mail, a final voucher (SF 1034) and a
release of claims document. Execute both the voucher and the release of
claims, and return the documents to the Government for payment. The date
of approval by the Government of the final voucher for payment
constitutes the date of final settlement of the contract.

If unresolved claims exist or claims are proposed, reserve the right to
the claims by listing a description of each claim and the amount being
claimed on the release of claims document.

Failure to execute and return the voucher and release of claims document
within 90 days after receipt shall constitute and be deemed execution of
the documents and the release of all claims against the Government
arising by virtue of the contract. In this event, the day after 90 days
from receipt constitutes the date of final settlement of the contract.

# DIVISION 150 Project Requirements

## Section 151. --- MOBILIZATION

Description

**151.01** This work consists of moving personnel, equipment, material,
and incidentals to the project and performing all work necessary before
beginning work at the project site. Mobilization includes the obtaining
of permits, insurance, and bonds.

Measurement

**151.02** Measure mobilization according to Subsection 109.02.

Payment

**151.03** The accepted quantity, measured as provided in Subsection
109.02, will be paid at the contract price per unit of measurement for
the Section 151 pay item shown in the bid schedule. Payment will be full
compensation for the work prescribed in this Section. See Subsection
109.05.

Progress payments for mobilization lump sum will be paid as follows:

**(a)** Bond premiums will be reimbursed according to FAR Clause
52.232-5 Payments Under Fixed-Price Construction Contracts, after
receipt of the evidence of payment.

**(b)** When 5 percent of the original contract amount is earned from
other bid items, 50 percent of the mobilization item, or 5 percent of
the original contract amount, whichever is less, will be paid.

**(c)** When 10 percent of the original contract amount is earned from
other bid items, 100 percent of the mobilization item, or 10 percent of
the original contract amount, whichever is less, will be paid.

**(d)** Any portion of the mobilization item in excess of 10 percent of
the original contract amount will be paid after final acceptance.

## Section 152. --- CONSTRUCTION SURVEY AND STAKING

Description

**152.01** This work consists of furnishing qualified personnel and
necessary equipment and material to survey, stake, calculate, and record
data for the control of work. See FAR Clause 52.236-17 Layout of Work.

Personnel, equipment, and material shall conform to the following:

**(a) Personnel.** Furnish technically qualified survey crews
experienced in highway construction survey and staking. Provide
personnel capable of performing in a timely and accurate manner. An
acceptable crew supervisor shall be on the project whenever
surveying/staking is in progress.

**(b) Equipment.** Furnish survey instruments and supporting equipment
capable of achieving the specified tolerances.

**(c) Material.** Furnish acceptable tools, supplies, and stakes of the
type and quality normally used in highway survey work and suitable for
the intended use. Furnish stakes and hubs of sufficient length to
provide a solid set in the ground with sufficient surface area above
ground for necessary legible markings.

Construction Requirements

**152.02 General.** Include staking activities in the construction
schedule submitted according to Section 155. Include the dates and
sequence of each staking activity. The Government will set initial
reference lines, will set horizontal and vertical control points, and
will furnish the data for use in establishing control for completion of
each element of the work. Data relating to horizontal and vertical
alignment, theoretical slope stake catch points, and other design data
will be furnished.

Before beginning construction, notify the CO of any missing initial
reference lines, control points, or stakes. The Government will
reestablish initial reference lines, control points, and stakes missing
before the beginning of construction.

Perform additional calculations for convenient use of
Government-furnished data. Provide immediate notification of apparent
errors in the initial staking or in the furnished data.

Preserve all initial reference and control points. After beginning
construction, replace all destroyed or disturbed initial reference or
control points necessary to the work.

Before surveying or staking, discuss and coordinate the following with
the CO:

**(a)** Surveying and staking methods;

**(b)** Stake marking;

**(c)** Grade control for courses of material;

**(d)** Referencing;

**(e)** Structure control; and

**(f)** Any other procedures and controls necessary for the work.

Survey and establish controls within the tolerances shown in Table
152-1.

Prepare field notes in an approved format. Furnish all survey notes at
least weekly. All field notes and supporting documentation become the
property of the Government upon completion of the work.

Start work only after staking for the affected work is accepted.

The construction survey and staking work may be spot-checked for
accuracy, and unacceptable portions of work may be rejected. Resurvey
rejected work, and correct work that is not within the tolerances
specified in Table 152-1. Acceptance of the construction staking does
not relieve the Contractor of responsibility for correcting errors
discovered during the work and for bearing all additional costs
associated with the error.

Remove and dispose of all flagging, lath, stakes, and other staking
material after the project is complete.

**152.03 Survey and Staking Requirements.** Perform all survey, staking,
recording of data, and calculations as necessary to construct the
project from the initial layout to final completion. Reset stakes as
many times as necessary to construct the work.

**(a) Control points.** Relocate initial horizontal and vertical control
points in conflict with construction to areas that will not be disturbed
by construction operations. Furnish the coordinates and elevations for
the relocated points before the initial points are disturbed.

**(b) Roadway cross-sections.** Take roadway cross-sections normal to
centerline. When the centerline curve radius is less than or equal to
150 meters, take cross-sections at a maximum centerline spacing of 10
meters. When the centerline curve radius is greater than 150 meters,
take cross-sections at a maximum centerline spacing of 20 meters. Take
additional cross-sections at significant breaks in topography and at
changes in the typical section. Along each cross-section, measure and
record points at breaks in topography, but no further apart than 5
meters. Measure and record points to at least the anticipated slope
stake and reference locations. Reduce all cross-section distances to
horizontal distances from centerline.

**(c) Slope stakes and references.** Set slope stakes and references on
both sides of centerline at the cross-section locations. Establish slope
stakes in the field as the actual point of intersection of the design
roadway slope with the natural ground line. Set slope stake references
outside the clearing limits. Include all reference point and slope stake
information on the reference stakes. When initial references are
provided, slope stakes may be set from these points with verification of
the slope stake location with field measurements. Recatch slope stakes
on any section that does not match the staking report within the
tolerances established in Table 152-1. Take roadway cross-section data
between centerline and the new slope stake location. Set additional
references even when initial references are provided.

**(d) Clearing and grubbing limits.** Set clearing and grubbing limits
on both sides of centerline at roadway cross-section locations.

**(e) Centerline reestablishment.** Reestablish centerline from
instrument control points. The maximum spacing between centerline points
is 10 meters when the centerline curve radius is less than or equal to
150 meters. When the centerline curve radius is greater than 150 meters,
the maximum distance between centerline points is 20 meters.

**(f) Grade finishing stakes.** Set grade finishing stakes, for grade
elevations and horizontal alignment, on centerline and on each shoulder
at roadway cross-section locations. Set stakes at the top of subgrade
and the top of each aggregate course.

Where turnouts are constructed, set stakes on centerline, on each normal
shoulder, and on the shoulder of the turnout. In parking areas, set hubs
at the center and along the edges of the parking area. Set stakes in all
ditches to be paved.

The maximum longitudinal spacing between stakes is 10 meters when the
centerline curve radius is less than or equal to 150 meters. When the
centerline curve radius is greater than 150 meters, the maximum
longitudinal spacing between stakes is 20 meters. The maximum transverse
spacing between stakes is 5 meters. Use brushes or guard stakes at each
stake.

**(g) Culverts.** Stake culverts to fit field conditions. The location
of culverts may differ from the plans. Perform the following:

**(1)** Survey and record the ground profile along centerline of
culvert.

**(2)** Determine the slope catch points at the inlet and outlet.

**(3)** Set reference points and record information necessary to
determine culvert length and end treatments.

**(4)** Plot-to-scale, the profile along centerline of the culvert to
show the natural ground, the flow line, the roadway section, and the
culvert; include end treatments and other appurtenances. Show
elevations, grade, culvert length, and degree of elbow.

**(5)** Submit the plotted field-design cross-section for approval of
final culvert length and alignment.

**(6)** When the field design has been approved, set drainage structure
survey stakes, reference stakes, and stake inlet and outlet ditches to
make the structure functional.

**(7)** Stake or grade ditches to make the culvert functional.

**(h) Bridges.** Set adequate horizontal and vertical control and
reference points for all bridge substructure and superstructure
components. Establish and reference the bridge chord or the bridge
tangent. Also establish and reference the centerline of each pier, bent,
and abutment.

**(i) Retaining walls.** Survey and record profile measurements along
the face of the proposed wall and 2 meters in front of the wall face.
Every 5 meters along the length of the wall and at all major breaks in
terrain, take cross-sections within the limits designated by the CO. For
each cross-section, measure and record points every 5 meters and at all
major breaks in terrain. Set adequate references and horizontal and
vertical control points.

**(j) Borrow and waste sites.** Perform the work essential for initial
layout and measurement of the borrow or waste site. Establish a
referenced baseline, site limits, and clearing limits. Survey and record
initial and final cross-sections.

**(k) Permanent monuments and markers.** Perform all survey and staking
necessary to establish permanent monuments and markers. Set permanent
monuments according to Section 621.

**(l) Miscellaneous survey and staking.** Perform all surveying,
staking, and recording of data essential for establishing the layout and
control of the following, as applicable:

**(1)** Approach roads and trails;

**(2)** Curb and gutter;

**(3)** Guardrail;

**(4)** Parking areas;

**(5)** Paved waterways;

**(6)** Special ditches;

**(7)** Turf establishment;

**(8)** Utilities;

**(9)** Signs, delineators, and object markers; and

**(10)** Pavement markings.

Table 152-1

Construction Survey and Staking Tolerances

+--------------------------------------+------------------+-----------+
| **Staking Phase**                    | **Horizontal**   | **V       |
|                                      |                  | ertical** |
+--------------------------------------+------------------+-----------+
| Control points                       | ±5 mm            | ±5 mm     |
+--------------------------------------+------------------+-----------+
| Centerline points^(1)^ --- (PC),     | ±10 mm           | ±10 mm    |
| (PT), (POT), and (POC) including     |                  |           |
| references                           |                  |           |
+--------------------------------------+------------------+-----------+
| Other centerline points              | ±50 mm           | ±50 mm    |
+--------------------------------------+------------------+-----------+
| Cross-section points and slope       | ±50 mm           | ±50 mm    |
| stakes^(2)^                          |                  |           |
+--------------------------------------+------------------+-----------+
| Slope stake references^(2)^          | ±50 mm           | ±50 mm    |
+--------------------------------------+------------------+-----------+
| Culverts, ditches, and minor         | ±50 mm           | ±20 mm    |
| drainage                             |                  |           |
|                                      |                  |           |
| structures                           |                  |           |
+--------------------------------------+------------------+-----------+
| Retaining walls and curb and gutter  | ±20 mm           | ±10 mm    |
+--------------------------------------+------------------+-----------+
| Bridge substructures                 | ±10 mm^(3)^      | ±10 mm    |
+--------------------------------------+------------------+-----------+
| Bridge superstructures               | ±10 mm^(3)^      | ±10 mm    |
+--------------------------------------+------------------+-----------+
| Clearing and grubbing limits         | ±500 mm          | ---       |
+--------------------------------------+------------------+-----------+
| Roadway subgrade finish stakes^(4)^  | ±50 mm           | ±10 mm    |
+--------------------------------------+------------------+-----------+
| Roadway finish grade stakes^(4)^     | ±50 mm           | ±10 mm    |
+--------------------------------------+------------------+-----------+

\(1\) Centerline points: PC - point of curve, PT - point of tangent,
POT - point on tangent, POC - point on curve.

\(2\) Take the cross-sections normal to the centerline ±1 degree.

\(3\) Bridge control is established as a local network and the
tolerances are relative to that network.

\(4\) Includes paved ditches.

**152.04 Acceptance.** Construction survey and staking will be evaluated
under Subsections 106.02 and 106.04.

Measurement

**152.05** Measure the Section 152 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure grade finishing stakes one time for the subgrade and one time
for each aggregate course.

Do not measure resetting stakes.

For miscellaneous survey and staking paid by the hour, the minimum
survey crew size is 2 persons. Do not measure time spent in making
preparations, traveling to and from the project site, performing
calculations, plotting cross-sections and other data, processing
computer data, and other efforts necessary to successfully accomplish
construction survey and staking.

Payment

**152.06** The accepted quantities, as provided above, will be paid at
the contract price per unit of measurement for the Section 152 pay items
listed in the bid schedule. Payment will be full compensation for the
work prescribed in this Section. See Subsection 109.05.

Payment for lump sum items will be prorated based on the total work
completed.

## Section 153. --- CONTRACTOR QUALITY CONTROL

Description

**153.01** This work consists of obtaining samples for Contractor
quality control testing, performing tests for Contractor quality
control, providing inspection, and exercising management control to
ensure that work conforms to the contract requirements. See FAR Clause
52.246-12 Inspection of Construction.

Construction Requirements

**153.02 Contractor Quality Control Plan.** Before the start of the
work, submit a written quality control plan for acceptance. With prior
approval, submission of a quality control plan for items of work not
immediately scheduled to begin may be deferred.

Submit the following with the quality control plan:

**(a) Process control testing.** List the material to be tested by pay
item, tests to be conducted, the location of sampling, and the frequency
of testing.

**(b) Inspection/control procedures.** Address each of the following
subjects in each phase of construction:

**(1)** Preparatory phase.

*(a)* Review all contract requirements.

*(b)* Ensure compliance of component material to the contract
requirements.

*(c)* Coordinate all submittals including certifications.

*(d)* Ensure capability of equipment and personnel to comply with the
contract requirements.

*(e)* Ensure preliminary testing is accomplished.

*(f)* Coordinate surveying and staking of the work.

**(2)** Start-up phase.

*(a)* Review the contract requirements with personnel performing the
work.

*(b)* Inspect start-up of work.

*(c)* Establish standards of workmanship.

*(d)* Provide training as necessary.

*(e)* Establish detailed testing schedule based on the production
schedule.

**(3)** Production phase.

*(a)* Conduct intermittent or continuous inspection during construction
to identify and correct deficiencies.

*(b)* Inspect completed work before requesting Government inspection
acceptance.

*(c)* Provide feedback and system changes to prevent repeated
deficiencies.

**(c) Description of records.** List the records to be maintained.

**(d) Personnel qualifications.**

**(1)** Document the name, authority, relevant experience, and
qualifications of person with overall responsibility for the inspection
system.

**(2)** Document the names, authority, and relevant experience of all
personnel directly responsible for inspection and testing.

**(e) Subcontractors.** Include the work of all subcontractors. If a
subcontractor is to perform work under this Section, detail how that
subcontractor will interface with the Contractor\'s and other
subcontractor\'s organizations.

Modifications or additions may be required to any part of the plan that
is not adequately covered. Acceptance of the quality control plan will
be based on the inclusion of the required information. Acceptance does
not imply any warranty by the Government that the plan will result in
consistent contract compliance. It remains the responsibility of the
Contractor to demonstrate such compliance.

Do not begin the work until the quality control plan covering that work
is accepted.

Supplement the plan as work progresses and whenever quality control or
quality control personnel changes are made.

**153.03 Testing.** Perform testing according to the accepted quality
control plan. Keep laboratory facilities clean and maintain all
equipment in proper working condition. Allow unrestricted access for
inspection and review of the facility.

**153.04 Records.** Maintain complete testing and inspection records by
pay item number and make them accessible to the CO.

For each day of work, prepare an *\"Inspector\'s Daily Record of
Construction Operations\"* (Form FHWA 1413) or an approved alternate
form. Detail inspection results including deficiencies observed and
corrective actions taken. Include the following certification signed by
the person with overall responsibility for the inspection system:

\"It is hereby certified that the information contained in this record
is accurate, and that all work documented herein complies with the
requirements of the contract. Any exceptions to this certification are
documented as a part of this record.\"

Submit the record and certification within one working day of the work
being performed. If the record is incomplete, in error, or otherwise
misleading, a copy of the record will be returned with corrections
noted. When chronic errors or omissions occur, correct the procedures by
which the records are produced.

Maintain linear control charts that identify the project number, pay
item number, test number, each test parameter, the upper and lower
specification limit applicable to each test parameter, and the test
results. Use the control charts as part of the quality control system to
document the variability of the process, to identify production and
equipment problems, and to identify potential pay factor adjustments.

Post control charts in an accessible location and keep them up-to-date.
Cease production and make corrections to the process when problems are
evident.

**153.05 Acceptance.** The Contractor\'s quality control system will be
evaluated under Subsection 106.02 based on the demonstrated ability of
the quality control system to result in work meeting the contract
requirements.

If the Government\'s testing and inspection indicate that the
Contractor\'s quality control system is ineffective, make immediate
improvements to the system to correct these inadequacies. Furnish
notification in writing of improvements and modifications to the system.

Measurement and Payment

**153.06** Do not measure Contractor quality control for payment.

## Section 154. --- CONTRACTOR SAMPLING AND TESTING

Description

**154.01** This work consists of obtaining samples for testing. When
there is a contract pay item for Contractor testing included in the bid
schedule, it also consists of testing and reporting required test
results. It does not include Contractor quality control testing required
under Section 153. However, include the work required under this Section
in the Section 153 quality control plan.

Construction Requirements

**154.02 Sampling.** Sample material to be tested according to the
Sampling and Testing Requirements tables included at the end of each
section. The sampling schedules and times will be provided by the CO
using a random number system. In addition, sample any material that
appears defective or inconsistent with similar material being produced
unless such material is voluntarily removed and replaced or corrected.

Sample and split samples according to AASHTO or other acceptable
procedures. Allow the CO the opportunity to witness all sampling.
Immediately perform splits when required. Deliver the Government's
portion of the sample or split sample in an acceptable container
suitable for shipment. Label all samples with the following information:

**(a)** Project number;

**(b)** Source of material;

**(c)** Pay item number;

**(d)** Sample number;

**(e)** Date sampled;

**(f)** Time sampled;

**(g)** Location sample taken;

**(h)** Name of person sampling;

**(i)** Name of person witnessing sampling; and

**(j)** Type of test required on sample.

**154.03 Testing.** When there is a contract pay item for Contractor
testing included in the bid schedule, perform all tests required by the
Sampling and Testing Requirements tables at the end of each section.
Allow the CO the opportunity to witness all testing. Testing of trial
samples may be required to demonstrate testing competence.

**154.04 Records.** Report test results on forms containing all sample
information required by Subsection 154.02. Label clearly all interim
measurements used to determine the results. Attach work sheets used to
determine test values to the test result forms when submitted. When
tests are on material being incorporated in the work, report test
results within 24 hours except as specified in the Sampling and Testing
Requirements tables. Payment for work may be delayed or the work
suspended until test results are provided.

**154.05 Acceptance.** Contractor sampling and testing will be evaluated
under Subsections 106.02 and 106.04 based on Government verification
testing.

Measurement

**154.06** Measure the Section 154 items listed in the bid schedule
according to Subsection 109.02.

Payment

**154.07** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 154 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

Progress payments for Contractor testing will be paid as follows:

**(a)** 25 percent of the item amount, not to exceed 0.5 percent of the
original contract amount, will be paid after all the testing facilities
are in place, qualified sampling and testing personnel are identified,
and the work being tested has started.

**(b)** Payment for the remaining portion of the item amount will be
prorated based on the total work completed.

Payment for all or part of this item may be retained if Government
verification testing invalidates the Contractor testing.

## Section 155. --- SCHEDULES FOR CONSTRUCTION CONTRACTS

Description

**155.01** This work consists of scheduling and monitoring all
construction activities. See FAR Clause 52.236-15 Schedules for
Construction Contracts.

Construction Requirements

**155.02 General.** Submit 3 copies of a preliminary construction
schedule at least 7 days before the preconstruction conference.

A preliminary construction schedule is a written narrative with a
detailed breakdown of all contract activities for the first 45 days
after the notice to proceed is issued. Within 7 days after the
preconstruction conference, the preliminary construction schedule will
be accepted or rejected. If rejected, submit a revised schedule within 3
days. Do not begin work, except mobilization, traffic control, and
Section 637 work, without an accepted preliminary construction schedule.

Use either the Bar Chart Method (BCM) or the Critical Path Method (CPM)
described below to develop the construction schedule for the total
contract work. Preface each construction schedule as follows:

**(a)** Project name;

**(b)** Contract number;

**(c)** Contractor;

**(d)** Original contract time allowed or completion date;

**(e)** Type of construction schedule (initial or update);

**(f)** Effective date of the schedule;

**(g)** Percent work complete; and

**(h)** Percent time used.

Submit 3 copies of the construction schedule within 30 days after the
notice to proceed is issued. Allow 14 days for acceptance or rejection
of the construction schedule or a revised schedule. If rejected, submit
a revised schedule within 7 days. No progress payment will be made for
any work until a construction schedule is submitted to the CO and
accepted by the CO.

Do not show conflicts with any scheduled activities, limits on
operations, order of work requirements, interim or final completion
dates, or other contract restrictions.

Show completion of the work within the contract time.

**155.03 Bar Chart Method (BCM).** The BCM construction schedule
consists of a progress bar chart and a written narrative.

**(a) Progress bar chart.** The following applies to the initial
submission and all updates:

**(1)** Use a time scale to graphically show the percentage of work
scheduled for completion during the contract time.

**(2)** Define and relate activities to the contract pay items.

**(3)** Show all activities in the order the work is to be performed
including submittals, submittal reviews, fabrication, and delivery.

**(4)** Show all critical (major) activities that are controlling
factors in the completion of the work.

**(5)** Show the time needed to perform each activity and its
relationship in time to other activities.

**(6)** Show the total expected time to complete all work.

**(7)** Provide enough space for each activity to permit 2 additional
plots parallel to the original time span plot. Use one space for
revision of the planned time span, and one for showing actual time span
achieved.

**(b) Written narrative.** Furnish a written narrative of the activities
displayed in the progress bar chart.

**155.04 Critical Path Method (CPM).** The CPM construction schedule
consists of a diagram, a tabulated schedule, and a written narrative.

**(a) Diagram.** Use the *\"activity-on-arrow\"* format for the arrow
diagrams or the *\"activity-on-node\"* format for precedence diagrams.
The following applies to the initial submission and all updates:

**(1)** Use a time scale to graphically show the percent of work
scheduled for completion by any given date during the contract time.

**(2)** Define and relate activities to the contract pay items.

**(3)** Show the sequence and interdependence of all activities
including submittals, submittal reviews, fabrication, and deliveries.

**(4)** Show all activity nodes, activity descriptions, and durations.

**(5)** Show all network dummies (for arrow diagrams only).

**(6)** Identify the critical path.

**(b) Tabulated schedule.** The following requirements apply to the
tabulated schedule:

**(1)** For arrow diagrams, show activity beginning and ending node
numbers. For precedence diagrams, list activities and show lead or lag
times.

**(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 narrative of the activities
displayed in the schedule diagram.

**155.05 Written Narrative.** The following applies to the written
narrative:

**(a)** Estimate starting and completion dates of each activity.

**(b)** Describe work to be done within each activity including the type
and quantity of equipment, labor, and material to be used.

**(c)** Describe the location on the project where each activity occurs.

**(d)** Describe planned production rates by pay item quantities (e.g.,
cubic meters of excavation per day/week).

**(e)** Describe work days per week, holidays, number of shifts per day,
and number of hours per shift.

**(f)** Estimate any periods during which an activity is idle or
partially idle. Show the beginning and end dates for reduced production
or idle time.

**(g)** Describe expected and critical delivery dates for equipment or
material that can affect timely completion of the project.

**(h)** Describe critical completion dates for maintaining the
construction schedule.

**(i)** Identify the vendor, supplier, or subcontractor to perform the
activity. State all assumptions made in the scheduling of the
subcontractor\'s or supplier\'s work.

**155.06 Schedule Updates.** Review the construction schedule to verify
finish dates of completed activities, remaining duration of uncompleted
activities, any proposed logic, and time estimate revisions. Keep the CO
informed of the current construction schedule and all logic changes.

Submit 3 copies of an updated construction schedule for acceptance at
least every 8 weeks or when:

**(a)** A delay occurs in the completion of a critical (major) activity;

**(b)** A delay occurs which causes a change in the critical path for
CPM schedules or a change in a critical activity for BCM schedules;

**(c)** The actual prosecution of the work is different from that
represented on the current construction schedule;

**(d)** There is an addition, deletion, or revision of activities caused
by a contract modification; or

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

Allow 7 days after receipt for acceptance of the updated construction
schedule or a return for revisions.

No progress payment will be made for any work until an updated
construction schedule has been submitted to, and accepted by, the CO.

**155.07 Acceptance.** Construction schedules will be evaluated under
Subsection 106.02.

Measurement

**155.08** Measure the Section 155 items listed in the bid schedule
according to Subsection 109.02.

Payment

**155.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 155 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

Progress payments for construction schedule will be paid as follows:

**(a)** 25 percent of the item amount, not to exceed one percent of the
original contract amount, will be paid after the construction schedule
is accepted.

**(b)** Payment of the remaining portion of the lump sum will be
prorated based on the total work completed.

## Section 156. --- PUBLIC TRAFFIC

Description

**156.01** This work consists of controlling and protecting public
traffic adjacent to and within the project. See FAR Clause 52.236-13
Accident Prevention.

Material

**156.02** Conform to the following Section:

Temporary traffic control 635

Construction Requirements

**156.03 Accommodating Traffic During Work.** Accommodate traffic
according to the contract traffic control plan, MUTCD, Section 635, and
this Section. The Contractor may submit an alternate traffic control
proposal. Submit alternate traffic control proposals according to
Subsection 104.03 for acceptance at least 30 days before intended use.

Perform work in a manner that ensures the safety and convenience of the
public and protects the residents and property adjacent to the project.
Accommodate public traffic on roads adjacent to and within the project
until the project is accepted according to Subsection 106.07(b).

**156.04 Maintaining Roadways During Work.** Perform roadway maintenance
as follows:

**(a)** Construct and remove diversion roads and bridges as required by
the traffic control plan.

**(b)** Maintain intersections with trails, roads, streets, businesses,
parking lots, residences, garages, farms, and other features.

**(c)** Snow removal to facilitate the work is the Contractor's
responsibility. Snow removal to provide public access is the
responsibility of the maintaining agency and will be performed at the
maintaining agency's discretion. Allow the maintaining agency access to
perform snow removal.

**(d)** Maintain a dust-free traveled way such that visibility and air
quality are not affected and a hazardous condition is not created.

**(e)** Remove accumulations of soil and other material from traveled
way.

**(f)** Maintain the roadway, detours, and diversions in a safe and
acceptable condition. If corrective action is requested and the
corrective action is not taken immediately, the condition may be
corrected and the cost of the corrective action deducted from monies due
the Contractor.

**156.05 Maintaining Roadways During Non-Work Periods.** Maintain
roadways and traffic control for public traffic during all periods when
work is not in progress. Snow removal to provide public access is the
responsibility of the maintaining agency.

**156.06 Limitations on Construction Operations.** When the roadway is
open to public traffic, restrict operations as follows:

**(a)** Operate equipment in the direction of traffic, where practical.

**(b)** For shoulder drop-offs in excess of 50 millimeters, provide
*\"Low Shoulder\"* warning signs. For shoulder drop-offs in excess of
100 millimeters, provide a 1:3 fillet with *\"Low Shoulder\"* warning
signs. Complete the construction of shoulders adjacent to traffic lanes
to the same elevation within 14 days.

**(c)** Provide minimum lane widths of 3.0 meters. Use barricades,
drums, or other acceptable devices to delineate traffic lanes through
areas where the edge of pavement or intended path has been obliterated
by construction operations.

**(d)** Locate staging areas at least 10 meters from the traveled way or
behind acceptable traffic barriers. Obtain approval of the location and
access to staging areas. Store unused traffic control devices at staging
areas.

**(e)** Park equipment at least 10 meters from the traveled way or
behind acceptable traffic barriers.

**(f)** Provide parking areas for employees\' personal vehicles in
approved areas.

**(g)** Provide two-way radio communications between flaggers and also
between flaggers and pilot cars unless flaggers are able to see each
other and communicate. Citizen band radios are not acceptable. Make
radio equipment available to the CO as necessary.

**(h)** Where switching traffic to a completed lane, provide adequate
personnel and equipment to set or relocate traffic control devices.

**(i)** Limit construction-caused delays to public traffic to a maximum
of 30 minutes per passage through the project.

**(j)** Maintain existing guardrails, barriers, and bridge railings
until removal is necessary for construction. Use a temporary barrier or
appropriate channelizing devices while the guardrails and bridge rails
are absent. Install permanent barriers, guardrails, and bridge rails as
soon as possible to minimize risk to the public.

**156.07 Nighttime Operations.** Perform construction operations during
the hours of daylight (½ hour after sunrise to ½ hour before sunset).

Where night operations are permitted, submit a night lighting system for
approval. Include the light types, locations, and the manner in which
the lights will be moved. Submit the proposed system at least 14 days
before use. Use an independent source other than vehicle headlights. Do
not use incandescent lights. Furnish and install the approved system to
illuminate the entire work area. Position the lights so they do not
shine directly at motorists traveling from any direction. If the
operation is moving, move the lighting with the operation. Provide
lighting at each flagger location. Equip all vehicles with an exterior
flashing yellow dome light.

**156.08 Traffic and Safety Supervisor.** Provide a traffic and safety
supervisor who is certified by a State highway agency or other
acceptable certification program. Do not designate the superintendent as
the traffic safety supervisor. Furnish the traffic safety supervisor\'s
name, address, and 24-hour telephone number(s) at the preconstruction
conference. At all times during the contract, including periods of
suspensions and work stoppages, perform all of the following:

**(a)** Implement the traffic control plans.

**(b)** Coordinate traffic control operations, including those of
subcontractors and suppliers.

**(c)** Ensure the condition, position, and applicability of traffic
control devices in use.

**(d)** Immediately correct traffic control deficiencies.

**(e)** Coordinate traffic control maintenance operations with the CO.

**(f)** Ensure unused traffic control devices are properly handled and
stored.

**(g)** Conduct weekly traffic safety meetings for construction workers,
and invite the CO to these weekly meetings.

**(h)** Furnish a weekly certification that inspections and reviews were
conducted and that the traffic control devices meet contract
requirements. Include the number and types of devices in use. Report
with the weekly certification, all changes or corrective actions taken
to ensure the safe passage of public traffic through the project.

**156.09 Acceptance.** Public traffic work will be evaluated under
Subsection 106.02.

Traffic control devices and services will be evaluated under Section
635.

Measurement and Payment

**156.10** See Subsection 109.05.

Measure traffic control under Section 635.

Measure dust abatement under Section 158 or 306.

Measure diversion construction, required by the contract, under the
applicable Sections.

## Section 157. --- SOIL EROSION CONTROL

Description

**157.01** This work consists of furnishing, constructing, and
maintaining permanent and temporary erosion and sediment control
measures.

Material

**157.02** Conform to the following Subsections:

Backfill material 704.03

Erosion control bales, wattles, logs, and rolls 713.13

Erosion control culvert pipe 713.15

Fertilizer 713.03

Geotextile 714.01

Mulch 713.05

Plastic lining 725.19

Riprap 251.02

Sandbags 713.14

Seed 713.04

Silt fence 713.16

Water 725.01

Construction Requirements

**157.03 General.** Provide permanent and temporary erosion control
measures to minimize erosion and sedimentation during and after
construction according to the contract erosion control plan, contract
permits, Section 107, and this Section. Contract permits amend the
requirements of this Section. Do not modify the type, size, or location
of any control or practice without approval.

The contract erosion control plan reflects special concerns and measures
to protect resources. An alternate erosion control proposal, with all
necessary permits, may be submitted for acceptance according to
Subsection 104.03. Submit alternate erosion control proposals at least
30 days before their intended use.

When erosion control measures are not functioning as intended,
immediately take corrective action.

**157.04 Controls and Limitations on Work.** Before grubbing and
grading, construct all erosion controls around the perimeter of the
project including filter barriers, diversion, and settling structures.

Limit the combined grubbing and grading operations area to 30 000 square
meters of exposed soil at one time.

Construct erosion control and sediment control measures as follows:

**(a)** Construct temporary erosion controls in incremental stages as
construction proceeds.

**(b)** Construct temporary slope drains, diversion channels, and earth
berms to protect disturbed areas and slopes.

**(c)** Unless a specific seeding season is identified in the contract,
apply permanent turf establishment to the finished slopes and ditches
within 14 days according to Sections 624 and 625.

**(d)** Apply temporary turf establishment, mulch, or other approved
measures on disturbed areas within 14 days after the last disturbance
except where:

**(1)** The area will be disturbed within 21 days after last
disturbance.

**(2)** When initial stabilization is precluded by snow cover or by
seasonal arid conditions in arid or semi-arid areas (average annual
rainfall of 500 millimeters or less).

**(e)** Construct outlet protection as soon as culverts or other
structures are complete.

**(f)** Construct permanent erosion controls including waterway linings
and slope treatments as soon as practical or upon completion of the
roadbed.

**(g)** Construct and maintain erosion controls on and around soil
stockpiles to prevent soil loss.

**(h)** Following each day\'s grading operations, shape earthwork to
minimize and control erosion from storm runoff.

**157.05 Filter Barriers.** Construct silt fence, bales, wattles, logs,
rolls, and brush barriers for filtering sediment from runoff and
reducing the velocity of sheet flow. Conserve brush from clearing
operations to construct brush barriers.

**157.06 Sediment Retention Structures.** Construct sediment retention
structures of the following types:

**(a) Temporary sediment traps.** Construct temporary sediment traps to
detain runoff from disturbed areas and settle out sediment. Provide
outlet protection.

**(b) Sediment basins.** Construct sediment basins to store runoff and
settle out sediment for large drainage areas. Excavate and construct
sediment basins according to Section 204. Construct riser pipes
according to Section 602. Provide outlet protection.

**157.07 Outlet Protection.** Construct riprap aprons or basins to
reduce water velocity and prevent scour at the outlet of permanent and
temporary erosion control measures. Construct riprap according to
Section 251.

**157.08 Water Crossings.** Construct temporary culvert pipe at
temporary crossings where construction vehicles cross a live waterway.

**157.09 Diversions.** Construct temporary channels, temporary culverts,
earth berms, or sandbags to divert water around disturbed areas and
slopes. Use temporary channels, temporary culverts, pumps, sandbags, or
other methods to divert the flow of live streams for permanent culvert
installations and other work. Stabilize channels according to Subsection
157.10. Provide outlet protection.

**157.10 Waterway and Slope Protection and Stabilization.** Use plastic
lining, riprap, check dams, erosion control blankets and mats, and
temporary slope drains as follows:

**(a) Plastic lining.** Use plastic lining to protect underlying soil
from erosion. Place the plastic lining loosely on a smooth soil surface
free of projections or depressions that may cause the liner to puncture
or tear. Lap transverse joints a minimum of 1 meter in the direction of
flow. Do not use longitudinal joints. Anchor the lining in place using
riprap.

**(b) Riprap.** Construct riprap for channel lining according to Section
251.

**(c) Check dams.** Construct riprap, sandbags, or earth berms for
temporary dams to reduce the velocity of runoff in ditches and swales.

**(d) Rolled erosion control products.** Use rolled erosion control
products to stabilize waterways and slopes before or after temporary or
permanent seeding. Install according to Section 629.

**(e) Temporary slope drains.** Use drainpipe, riprap, or plastic lined
waterway for temporary slope drains to channel runoff down slopes.
Channel water into the slope drain with an earth berm constructed at the
top of a cut or fill. Anchor slope drains to the slope. Provide outlet
protection.

**157.11 Temporary Turf Establishment.** Apply seed, fertilizer, and
mulch for soil erosion protection at the rates shown in Table 157-1.
Protect and care for seeded areas, including watering, until permanent
turf establishment is in place.

Table 157-1

Application Rates for Temporary Turf Establishment

+---------------------------------------+------------------------------+
| **Material**                          | **Application Rate**         |
|                                       |                              |
|                                       | **kg/ha**                    |
+---------------------------------------+------------------------------+
| Seed                                  | 40                           |
+---------------------------------------+------------------------------+
| Fertilizer                            | 375                          |
+---------------------------------------+------------------------------+
| Mulch                                 | 1500                         |
+---------------------------------------+------------------------------+

**157.12 Inspection and Reporting.** Inspect all erosion control
facilities at least every 7 days, within 24 hours after more than 10
millimeters of rain in a 24-hour period, and as required by the contract
permits.

Within 24 hours, furnish inspection reports to the CO which include all
of the following:

**(a)** Summary of the inspection;

**(b)** Names of personnel making the inspection;

**(c)** Date and time of inspection;

**(d)** Observations made; and

**(e)** Corrective action necessary, action taken, and date and time of
action.

**157.13 Maintenance and Cleanup.** Maintain temporary erosion control
measures in working condition until the project is complete or the
measures are no longer needed. Clean erosion control measures when half
full of sediment. Use the sediment in the work, if acceptable, or
dispose of it according to Subsection 204.14.

Replace erosion control measures that cannot be maintained and those
that are damaged by construction operations.

Remove and dispose of temporary erosion control measures when the
vegetation is satisfactorily established and drainage ditches and
channels are lined and stabilized. Remove and dispose of erosion control
measures according to Subsection 203.05.

Restore the ground to its natural or intended condition and provide
permanent erosion control measures.

**157.14 Acceptance.** Material for soil erosion control measures will
be evaluated under Subsections 106.02 and 106.03.

Construction, maintenance, and removal of soil erosion control measures
will be evaluated under Subsections 106.02 and 106.04.

Geotextile will be evaluated under Section 207.

Measurement

**157.15** Measure the Section 157 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Do not measure replacement items.

Measure temporary turf establishment by the hectare on the ground
surface. When measurement is by the kilogram, weigh the seed in
kilograms.

Measure excavation for diversion channels and sediment basins under
Section 204.

Measure riprap under Section 251.

Measure permanent paved waterways under Section 608.

Measure permanent slope paving under Section 616.

Measure topsoil under Section 624.

Measure permanent turf establishment under Section 625.

Measure rolled erosion control products under Section 629.

Payment

**157.16** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 157 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

Progress payments for erosion control measures will be made as follows:

**(a)** 50 percent of the unit bid price will be paid upon installation.

**(b)** An additional 25 percent of the unit bid price will be paid
following completion of 50 percent of the contract amount.

**(c)** Payment of the remaining portion of the unit bid price will be
paid when the temporary erosion control measures are removed from the
project.

## Section 158. --- WATERING FOR DUST CONTROL

Description

**158.01** This work consists of furnishing and applying water for the
control of dust caused by the work and public travel.

Material

**158.02** Conform to the following Subsection:

Water 725.01

Construction Requirements

**158.03 General.** Provide an adequate water supply and apply water
needed at all hours (including nights, weekends, and periods of nonwork)
as necessary to control dust. Uniformly apply water using pressure‑type
distributors, pipelines equipped with spray systems, or hoses with
nozzles.

**(a) Project dust control for public benefit.** Control dust within the
construction limits at all hours when the project is open to public
traffic. When the project is not open to public traffic, control dust in
areas of the project which neighbor inhabited residences or places of
business. Control dust on approved, active detours established for the
project. Apply water at the locations, rates, and frequencies ordered by
the CO.

**(b) Other dust control.** Control dust on active haul roads, in pits
and staging areas, and on the project during all periods not covered in
(a) above.

**158.04 Acceptance.** Furnishing and placing water will be evaluated
under Subsection 106.02.

Measurement

**158.05** Measure the Section 158 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure water for dust control by the cubic meter in the hauling vehicle
or by metering.

Do not measure water for dust control applied according to Subsection
158.03(b).

Payment

**158.06** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 158 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

# DIVISION 200 ---Earthwork

## Section 201. --- CLEARING AND GRUBBING

Description

**201.01** This work consists of clearing and grubbing within the
clearing limits designated on the plans.

Material

**201.02** Conform to the following Subsections:

Backfill material 704.03

Tree wound dressing 713.08(g)

Construction Requirements

**201.03 General.** Construct erosion control measures according to
Section 157. Perform work within designated limits. Do not damage
vegetation designated to remain. If vegetation designated to remain is
damaged or destroyed, repair or replace the vegetation in an acceptable
manner. Where possible, preserve all vegetation adjacent to bodies of
water. Treat cuts or scarred surfaces of trees and shrubs with tree
wound dressing.

**201.04 Clearing.** Within the clearing limits, clear trees, brush,
downed timber, and other vegetation as follows:

**(a)** Cut all trees so they fall within the clearing limits.

**(b)** In areas of cut slope rounding, cut stumps flush with or below
the final groundline.

**(c)** In areas outside the excavation, embankment, and slope rounding
limits, cut stumps to within 150 millimeters of the ground.

**(d)** Trim tree branches that extend over the road surface and
shoulders to attain a clear height of 6 meters. If required, remove
other branches to present a balanced appearance. Trim according to
accepted tree surgery practices. Treat wounds with tree wound dressing.

**201.05 Grubbing.** Grub deep enough to remove stumps, roots, buried
logs, moss, turf, or other vegetative debris as follows:

**(a)** Grub all areas to be excavated except for cut slope rounding
areas.

**(b)** Grub all embankment areas except undisturbed stumps protruding
less than 150 millimeters above the original ground and covered with a
minimum of 1 meter of embankment may be left in place.

**(c)** Grub pits, channel changes, and ditches only to the depth
necessary for the excavation.

**(d)** Backfill stump holes and other grubbing holes with backfill
material to the level of the surrounding ground according to Subsection
209.10. Compact backfill according to Subsection 209.11.

**201.06 Disposal.** Merchantable timber is the Contractor\'s property.
Dispose of clearing and grubbing debris according to Subsection 203.05.

**201.07 Acceptance.** Clearing and grubbing will be evaluated under
Subsection 106.02.

Material for tree wound dressing will be evaluated under Subsection
106.03.

Backfilling and compacting of stumps and grubbing holes will be
evaluated under Section 209.

Measurement

**201.08** Measure the Section 201 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Do not make deductions from the area computation unless excluded areas
are identified in the contract.

Do not measure clearing and grubbing of borrow or material sources.

Payment

**201.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 201 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 202. --- ADDITIONAL CLEARING AND GRUBBING

Description

**202.01** This work consists of clearing and grubbing outside the
clearing limits specified in Section 201. It includes scalloping
clearing lines, clearing vistas, thinning vegetation, special clearing
and grubbing, and the removal of individual trees and stumps.

**202.02 Definitions.**

**(a) Selective clearing.** Clearing where some trees and vegetation is
designated to remain.

**(b) Selective clearing and grubbing.** Clearing and grubbing where
some trees and vegetation is designated to remain.

**(c) Special clearing and grubbing.** Clearing and grubbing where all
trees and vegetation are removed.

**(d) Removal of individual trees or stumps.** Removing individual trees
or stumps outside the clearing limits designated in Section 201 or
outside areas designated in (a) through (c) above.

Construction Requirements

**202.03 General.** Clear and grub according to Section 201 except as
modified herein. Do not push, pull, or fall trees into trees designated
to remain. Remove designated debris by methods that prevent damage to
vegetation not designated to be removed. Dispose of clearing and
grubbing debris according to Subsection 203.05.

**202.04 Selective Clearing.** Clear and dispose of all trees, snags,
brush, downed timber, and other vegetation designated to be removed.

**202.05 Selective Clearing and Grubbing.** Clear, grub, and dispose of
all trees, snags, brush, downed timber, stumps, roots, buried logs,
moss, turf, grass, and other vegetation designated to be removed.

**202.06 Special Clearing and Grubbing.** Clear, grub, and dispose of
all trees, snags, brush, downed timber, stumps, roots, buried logs,
moss, turf, grass, and other vegetation.

**202.07 Removal of Individual Trees or Stumps.** Remove and dispose of
all designated trees or stumps.

**202.08 Acceptance.** Additional clearing and grubbing work will be
evaluated under Subsection 106.02 and Section 201.

Measurement

**202.09** Measure the Section 202 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure removal of individual trees based on the average diameter at the
cutoff. Do not measure trees less than 150 millimeters in diameter at
the cutoff.

Payment

**202.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 202 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 203. --- REMOVAL OF STRUCTURES AND OBSTRUCTIONS

Description

**203.01** This work consists of salvaging, removing, and disposing of
buildings, fences, structures, pavements, culverts, utilities, curbs,
sidewalks, and other obstructions.

Material

**203.02** Conform to the following Section and Subsection:

Backfill material 704.03

Concrete 601

Construction Requirements

**203.03 Salvaging Material.** Salvage, with reasonable care, all
material designated to be salvaged. Salvage in readily transportable
sections or pieces. Replace or repair all members, pins, nuts, plates,
and related hardware damaged, lost, or destroyed during the salvage
operation. Wire all loose parts to adjacent members or pack them in
sturdy boxes with the contents clearly marked.

Match mark members of salvaged structures. Furnish one set of drawings
identifying the members and their respective matchmarks.

Stockpile salvaged material at a designated area on the project.

**203.04 Removing Material.** Saw cut sidewalks, curbs, pavements, and
structures when partial removal is required.

Construct structurally adequate debris shields to contain debris within
the construction limits. Do not permit debris to enter waterways, travel
lanes open to public traffic, or areas designated not to be disturbed.

Raze and remove all buildings, foundations, pavements, sidewalks, curbs,
fences, structures, and other obstructions interfering with the work and
not designated to remain.

Where part of an existing culvert is removed, remove the entire culvert
upstream from the removal. The remaining downstream culvert may be left
in place if no portion of the culvert is within 1 meter of the subgrade,
embankment slope, or new culvert or structure; and the culvert ends are
sealed with concrete.

Remove structures and obstructions in the roadbed to 1 meter below
subgrade elevation. Remove structures and obstructions outside the
roadbed to 0.5 meter below finished ground or to the natural stream
bottom.

Abandon existing manholes, inlets, catch basins, and spring boxes
according to Subsection 604.07.

Except in excavation areas, backfill and compact cavities left by
structure removal with backfill material to the level of the finished
ground. Backfill excavated areas according to Subsection 209.10. Compact
backfill according to Subsection 209.11.

**203.05 Disposing of Material.** Dispose of debris and unsuitable and
excess material as follows:

**(a) Remove from project.** Recycle or dispose of material legally off
the project. Furnish a statement documenting the nature and quantity of
material processed or sold for recycling. Otherwise, furnish a signed
copy of the disposal agreement before disposal begins.

**(b) Burn.** Obtain necessary burning permits. Furnish a copy of the
burning permits before burning begins.

Burn using high intensity burning processes that produce few emissions.
Examples include incinerators, high stacking, or pit and ditch burning
with forced air supplements. Provide a competent watchperson during the
burning operations.

When burning is complete, extinguish the fire so no smoldering debris
remains. Dispose of unburned material according to (a) above.

**(c) Bury.** Bury debris in trenches or pits in approved areas within
the right-of-way. Do not bury debris inside the roadway prism limits,
beneath drainage ditches, or in any areas subject to free-flowing water.

Place debris in alternating layers of 1 meter of debris covered with 0.5
meters of earth material. Distribute stumps, logs, and other large
pieces to form a dense mass and minimize air voids. Cover the top layer
of buried debris with at least 0.5 meter of compacted earth. Grade and
shape the area. Seed and mulch disposal areas on Government property
according to Section 625.

**(d) Hazardous material.** Furnish a copy of all disposal permits.
Dispose of material according to Federal, State, and local regulations.

**203.06 Acceptance.** Removal of structures and obstructions will be
evaluated under Subsection 106.02.

Backfilling and compacting cavities left by structures will be evaluated
under Section 209.

Concrete will be evaluated under Section 601.

Measurement

**203.07** Measure the Section 203 items listed in the bid schedule
according to Subsection 109.02.

Payment

**203.08** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 203 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 204. --- EXCAVATION AND EMBANKMENT

Description

**204.01** This work consists of excavating material and constructing
embankments. This includes furnishing, hauling, stockpiling, placing,
disposing, sloping, shaping, compacting, and finishing earthen and rocky
material.

**204.02 Definitions.**

**(a) Excavation.** Excavation consists of the following:

**(1) Roadway excavation.** All material excavated from within the
right-of-way or easement areas, except subexcavation covered in (2)
below and structure excavation covered in Sections 208 and 209. Roadway
excavation includes all material encountered regardless of its nature or
characteristics.

**(2) Subexcavation.** Material excavated from below subgrade elevation
in cut sections or from below the original groundline in embankment
sections. Subexcavation does not include the work required by
Subsections 204.05, 204.06(b), and 204.06(c).

**(3) Borrow excavation.** Material used for embankment construction
that is obtained from outside the roadway prism. Borrow excavation
includes unclassified borrow, select borrow, and select topping.

**(b) Embankment construction.** Embankment construction consists of the
placement and compaction of roadway or borrow excavation. This work
includes:

**(1)** Preparing foundation for embankment;

**(2)** Constructing roadway embankments;

**(3)** Benching for side-hill embankments;

**(4)** Constructing dikes, ramps, mounds, and berms; and

**(5)** Backfilling subexcavated areas, holes, pits, and other
depressions.

**(c) Conserved topsoil.** Excavated material conserved from the roadway
excavation and embankment foundation areas that is suitable for growth
of grass, cover crops, or native vegetation.

**(d) Waste.** Excess and unsuitable roadway excavation and
subexcavation that cannot be used.

Material

**204.03** Conform to the following Subsections:

Backfill material 704.03

Select borrow 704.07

Select topping 704.08

Topping 704.05

Unclassified borrow 704.06

Water 725.01

Construction Requirements

**204.04 Preparation for Roadway Excavation and Embankment
Construction.** Clear the area of vegetation and obstructions according
to Sections 201 and 203.

**204.05 Conserved Topsoil**. Conserve topsoil from roadway excavation
and embankment foundation areas. Stockpile conserved topsoil in low
windrows immediately beyond the rounding limits of cut and embankment
slopes or in other approved locations. Separate topsoil from other
excavated material.

Place conserved topsoil on completed slopes according to Section 624.

**204.06 Roadway Excavation.** Excavate as follows:

**(a) General.** Do not disturb material and vegetation outside the
construction limits.

Incorporate only suitable material into embankments. Replace any
shortage of suitable material caused by premature disposal of roadway
excavation. Dispose of unsuitable or excess excavation material
according to Subsection 204.14.

At the end of each day\'s operations, shape to drain and compact the
work area to a uniform cross-section. Eliminate all ruts and low spots
that could hold water.

**(b) Rock cuts.** Blast rock according to Section 205. Excavate rock
cuts to 150 millimeters below subgrade within the roadbed limits.
Backfill to subgrade with topping or with other suitable material.
Compact the material according to Subsection 204.11.

**(c) Earth cuts.** Scarify earth cuts to 150 millimeters below subgrade
within the roadbed limits. Compact the scarified material according to
Subsection 204.11.

**204.07 Subexcavation.** Excavate material to the limits designated by
the CO. Take cross-sections according to Section 152. Prevent unsuitable
material from becoming mixed with the backfill. Dispose of unsuitable
material according to Subsection 204.14. Backfill the subexcavation with
topping, or other suitable material. Compact the material according to
Subsection 204.11.

**204.08 Borrow Excavation.** Use all suitable roadway excavation in
embankment construction. Do not use borrow excavation when it results in
excess roadway excavation. Deduct excess borrow excavation from the
appropriate borrow excavation quantity.

Obtain borrow source acceptance according to Subsection 105.02. Develop
and restore borrow sources according to Subsection 105.03. Do not
excavate beyond the established limits. When applicable, shape the
borrow source to permit accurate measurements when excavation is
complete.

**204.09 Preparing Foundation for Embankment Construction.** Prepare
foundation for embankment construction as follows:

**(a) Embankment less than 1 meter high over natural ground.** Remove
topsoil and break up the ground surface to a minimum depth of 150
millimeters by plowing or scarifying. Compact the ground surface
according to Subsection 204.11.

**(b) Embankments over an existing asphalt, concrete, or gravel road
surface.** Scarify gravel roads to a minimum depth of 150 millimeters.
Scarify or pulverize asphalt and concrete roads to 150 millimeters below
the pavement. Reduce all particles to a maximum size of 150 millimeters
and produce a uniform material. Compact the surface according to
Subsection 204.11.

**(c) Embankment across ground not capable of supporting equipment.**
Dump successive loads of embankment material in a uniformly distributed
layer to construct the lower portion of the embankment. Limit the layer
thickness to the minimum depth necessary to support the equipment.

**(d) Embankment on an existing slope steeper than 1:3 (1 unit vertical
to 3 units horizontal).** Cut horizontal benches in the existing slope
to a sufficient width to accommodate placement and compaction operations
and equipment. Bench the slope as the embankment is placed and compacted
in layers. Begin each bench at the intersection of the original ground
and the vertical cut of the previous bench.

**204.10 Embankment Construction.** Incorporate only suitable roadway
excavation material into the embankment. When the supply of suitable
roadway excavation is exhausted, furnish unclassified borrow to complete
the embankment. Construct embankments as follows:

**(a) General.** At the end of each day\'s operations, shape to drain
and compact the embankment surface to a uniform cross-section. Eliminate
all ruts and low spots that could hold water.

During all stages of construction, route and distribute hauling and
leveling equipment over the width and length of each layer of material.

Compact embankment side slopes with a tamping foot roller, by walking
with a dozer, or by over-building the fill and then removing excess
material to the final slope line. For slopes 1:1.75 or steeper, compact
the slopes as construction of the embankment progresses.

Where placing embankment on one side of abutments, wing walls, piers, or
culvert headwalls, compact the material using methods that prevent
excessive pressure against the structure.

Where placing embankment material on both sides of a concrete wall or
box structure, conduct operations so compacted embankment material is at
the same elevation on both sides of the structure.

Where structural pilings are placed in embankment locations, limit the
maximum particle size to 100 millimeters.

**(b) Embankment within the roadway prism**. Place embankment material
in horizontal layers not exceeding 300-millimeters in compacted
thickness. Incorporate oversize boulders or rock fragments into the
300-millimeters layers by reducing them in size or placing them
individually as required by (c) below. Compact each layer according to
Subsection 204.11 before placing the next layer.

Material composed predominately of boulders or rock fragments too large
for 300‑millimeters layers may be placed in layers up to 60-millimeters
thick. Incorporate oversize boulders or rock fragments into a
600-millimeter layer by reducing them in size or placing them
individually according to (c) below. Place rocks with sufficient earth
and smaller rocks to fill the voids. Compact each layer according to
Subsection 204.11 before placing the next layer.

**(c) Individual rock fragments and boulders.** Place individual rock
fragments and boulders greater than 600 millimeters in diameter as
follows:

**(1)** Reduce rock to less than 1200 millimeters in the largest
dimension.

**(2)** Distribute rock within the embankment to prevent nesting.

**(3)** Place layers of embankment material around each rock to a depth
not greater than that permitted by (b) above. Ensure all voids between
rocks are filled.

**(4)** Compact each layer according to Subsection 204.11 before placing
the next layer.

**(d) Embankment outside of roadway prism.** Where placing embankment
outside the staked roadway prism, place material in horizontal layers
not exceeding 600 millimeters in compacted thickness. Compact each layer
according to Subsection 204.11.

**204.11 Compaction.** For the purpose of compaction, use AASHTO T 27 to
determine the amount of material retained on a 4.75-millimeter sieve.
Compact as follows:

**(a) More than 80 percent retained on a 4.75-millimeter sieve.** Adjust
the moisture content to a level suitable for compaction. Fill the
interstices around rock with earth or other fine material as practical.
Use compression-type rollers at speeds less than 2 meters per second and
vibratory rollers at speeds less than 1 meter per second. Compact each
layer of material full width with one of the following and until there
is no visible evidence of further consolidation.

**(1)** Four roller passes of a vibratory roller having a minimum
dynamic force of 180 kilonewtons impact per vibration and a
minimum frequency of 16 hertz.

**(2)** Eight roller passes of a 20-metric ton compression-type roller.

**(3)** Eight roller passes of a vibratory roller having a minimum
dynamic force of 130 kilonewtons impact per vibration and a minimum
frequency of 16 hertz.

Increase the compactive effort for layers deeper than 300 millimeters as
follows:

 For each additional 150 millimeters or fraction thereof, increase the
number of roller passes in (1) above by four passes.

 For each additional 150 millimeters or fraction thereof, increase the
number of roller passes in (2) and (3) above, by eight passes.

**(b) 50 to 80 percent retained on a 4.75-millimeter sieve.** Use AASHTO
T 99 to determine the optimum moisture content of the portion of the
material passing a 4.75‑millimeter sieve. Multiply this number by the
percentage of material passing a 4.75‑millimeter sieve, and add 2
percent to determine the optimum moisture content of the material.
Adjust the moisture content of material classified A-1 through A-5 to a
moisture content suitable for compaction. Adjust the moisture content of
material classified A-6 and A-7 to within 2 percent of the optimum
moisture content.

Use compression-type rollers at speeds less than 2 meters per second and
vibratory rollers at speeds less than 1 meter per second. Compact each
layer of material full width according to (a) above.

**(c) Less than 50 percent retained on a 4.75-millimeter sieve.**
Classify the material according to AASHTO M 145. For material classified
A-1 or A-2-4, determine the maximum density according to AASHTO T 180,
method D. For other material classifications, determine the optimum
moisture content and maximum density according to AASHTO T 99, method C.

Adjust the moisture content of material classified A-1 through A-5 to a
moisture content suitable for compaction. Adjust the moisture content of
material classified A‑6 and A-7 to within 2 percent of the optimum
moisture content.

Use compression-type or vibratory rollers. Compact each layer of
material full width to at least 95 percent of the maximum density.
Determine the in-place density and moisture content according to AASHTO
T 310 or other approved test procedures. When required, use AASHTO T 224
to correct for coarse particles.

**204.12 Ditches.** Slope, grade, and shape ditches. Remove all
projecting roots, stumps, rock, or similar matter. Maintain all ditches
in an open condition and free from leaves, sticks, and other debris.

Form furrow ditches by plowing or using other acceptable methods to
produce a continuous furrow. Place all excavated material on the
downhill side so the bottom of the ditch is approximately 0.5 meter
below the crest of the loose material. Clean the ditch using a hand
shovel, ditcher, or other suitable method. Shape to provide drainage
without overflow.

**204.13 Sloping, Shaping, and Finishing.** Complete slopes, ditches,
culverts, riprap, and other underground minor structures before placing
aggregate courses. Slope, shape, and finish as follows:

**(a) Sloping.** Leave all earth slopes with uniform roughened surfaces,
except as described in (b) below, with no noticeable break as viewed
from the road. Except in solid rock, round tops and bottoms of all
slopes including the slopes of drainage ditches. Round material
overlaying solid rock to the extent practical. Scale all rock slopes.

If a slide or slipout occurs on a cut or embankment slope, remove or
replace the material, and repair or restore all damage to the work.
Bench or key the slope to stabilize the slide. Reshape the cut or
embankment slope to an acceptable condition.

**(b) Stepped slopes.** Where required by the contract, construct steps
on slopes of 1.3:1 to 1:2. Construct the steps approximately 0.5 meter
high. Blend the steps into natural ground at the end of the cut. If the
slope contains nonrippable rock outcrops, blend steps into the rock.
Remove loose material found in transitional area. Except for removing
large rocks that may fall, scaling stepped slopes is not required.

**(c) Shaping.** Shape the subgrade to a smooth surface and to the
cross-section required. Shape slopes to gradually transition into slope
adjustments without noticeable breaks. At the ends of cuts and at
intersections of cuts and embankments, adjust slopes in the horizontal
and vertical planes to blend into each other or into the natural ground.

**(d) Finishing.** Remove all material larger than 150 millimeters from
the top 150 millimeters of the roadbed. Remove unsuitable material from
the roadbed, and replace it with suitable material. Finish roadbeds that
are compacted according to Subsection 204.11(b) and (c) to within ±15
millimeters of the staked line and grade. Finish roadbeds that are
compacted according to Subsection 204.11(a) to within ±30 millimeters of
the staked line and grade. Finish ditch cross-sections to within
±3 0millimeters of the staked line and grade. Maintain proper ditch
drainage.

**204.14 Disposal of Unsuitable or Excess Material.** Dispose of
unsuitable or excess material legally off the project.

When there is a pay item for waste, shape and compact the waste material
in its final location. Do not mix clearing or other material not subject
to payment with the waste material.

**204.15 Acceptance.** See Table 204-1 for sampling and testing
requirements.

Material for embankment and conserved topsoil will be evaluated under
Subsections 106.02 and 106.04.

Excavation and embankment construction will be evaluated under
Subsections 106.02 and 106.04.

Clearing and removal of obstructions will be evaluated under Sections
201 and 203.

Placing of conserved topsoil will be evaluated under Section 624.

Measurement

**204.16** Measure the Section 204 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

**(a) Roadway excavation.** Measure roadway excavation in its original
position as follows:

**(1)** Include the following volumes in roadway excavation:

*(a)* Roadway prism excavation;

*(b)* Rock material excavated and removed from below subgrade in cut
sections;

*(c)* Unsuitable material below subgrade and unsuitable material beneath
embankment areas when a pay item for subexcavation is not shown in the
bid schedule;

*(d)* Ditches, except furrow ditches measured under a separate bid item;

*(e)* Conserved topsoil;

*(f)* Borrow material used in the work when a pay item for borrow is not
shown in the bid schedule;

*(g)* Loose scattered rocks removed and placed as required within the
roadway;

*(h)* Conserved material taken from stockpiles and used in Section 204
work except topsoil measured under Section 624; and

*(i)* Slide and slipout material not attributable to the Contractor\'s
method of operation.

**(2)** Do not include the following in roadway excavation:

*(a)* Overburden and other spoil material from borrow sources;

*(b)* Overbreakage from the backslope in rock excavation;

*(c)* Water or other liquid material;

*(d)* Material used for purposes other than required;

*(e)* Roadbed material scarified in place and not removed;

*(f)* Material excavated when stepping cut slopes;

*(g)* Material excavated when rounding cut slopes;

*(h)* Preparing foundations for embankment construction;

*(i)* Material excavated when benching for embankments;

*(j)* Slide or slipout material attributable to the Contractor\'s method
of operation;

*(k)* Conserved material taken from stockpiles constructed at the option
of the Contractor; and

*(l)* Material excavated outside the established slope limits.

**(3)** When both roadway excavation and embankment construction pay
items are shown in the bid schedule, measure roadway excavation only for
the following:

*(a)* Unsuitable material below subgrade in cuts and unsuitable material
beneath embankment areas when a pay item for subexcavation is not shown
in the bid schedule;

*(b)* Slide and slipout material not attributable to the Contractor's
method of operations; and

*(c)* Drainage ditches, channel changes, and diversion ditches.

**(b) Unclassified borrow, select borrow, and select topping.** When
measuring by the cubic meter, measure in its original position. If
borrow excavation is measured by the cubic meter in place, take initial
cross-sections of the ground surface after stripping overburden. Upon
completion of excavation and after the borrow source waste material is
returned to the source, retake cross-sections before replacing the
overburden.

Do not measure borrow excavation used in place of excess roadway
excavation.

**(c) Embankment construction.** Measure embankment construction in its
final position. Do not make deductions from the embankment construction
quantity for the volume of minor structures.

**(1)** Include the following volumes in embankment construction:

*(a)* Roadway embankments;

*(b)* Material used to backfill subexcavated areas, holes, pits, and
other depressions;

*(c)* Material used to restore obliterated roadbeds to original
contours; and

*(d)* Material used for dikes, ramps, mounds, and berms.

**(2)** Do not include the following in embankment construction:

*(a)* Preparing foundations for embankment construction;

*(b)* Adjustments for subsidence or settlement of the embankment or of
the foundation on which the embankment is placed; and

*(c)* Material used to round fill slopes.

**(d) Rounding cut slopes**. Measure rounding cut slopes horizontally
along the centerline of the roadway.

**(e) Waste.** Measure waste by the cubic meter in its final position.
Take initial cross-sections of the ground surface after stripping over
burden. Upon completion of the waste placement, retake cross-sections
before replacing overburden.

**(f) Slope scaling.** Measure slope scaling by the cubic meter in the
hauling vehicle.

Payment

**204.17** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 204 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

<table>
<colgroup>
<col style="width: 9%" />
<col style="width: 6%" />
<col style="width: 9%" />
<col style="width: 9%" />
<col style="width: 10%" />
<col style="width: 12%" />
<col style="width: 8%" />
<col style="width: 5%" />
<col style="width: 9%" />
<col style="width: 12%" />
<col style="width: 5%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 204-1</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td>Before using in work</td>
<td>“</td>
<td>Before placement of next layer</td>
<td>24 Hours</td>
<td>“</td>
<td>“</td>
<td></td>
<td>Before placement of next layer</td>
<td rowspan="9">(1) Minimum of 5 points per proctor.</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>Yes, when requested</td>
<td>“</td>
<td>—</td>
<td>Yes, when requested</td>
<td>“</td>
<td>“</td>
<td></td>
<td>“</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Processed material before incorporated into work</td>
<td>“</td>
<td>In-place</td>
<td>Processed material before incorporated into work</td>
<td>“</td>
<td>“</td>
<td></td>
<td>In-place</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 per soil type</td>
<td>1 per soil type but not less than 1 per each 10,000
m<sup>3</sup></td>
<td>1 per layer per each 3,000 m<sup>2</sup></td>
<td>1 per soil type but not less than 1 for each day of production</td>
<td>“</td>
<td>“</td>
<td>1 per soil type but not less than 1 per each 10,000
m<sup>3</sup></td>
<td>1 per layer per 3,000 m<sup>2</sup></td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO M 145</td>
<td>AASHTO T 180, Method D<sup>(1)</sup> or T 99 Method
C<sup>(1)</sup></td>
<td>AASHTO T 310 or other approved procedures</td>
<td>AASHTO M 145</td>
<td>AASHTO T 27 &amp; AASHTO T 11</td>
<td>AASHTO T 89</td>
<td>AASHTO T 180, Method D or T 99 Method C<sup>(1)</sup></td>
<td>AASHTO T 310 or other approved procedures</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Classification</td>
<td>Moisture-Density</td>
<td>Compaction</td>
<td>Classification</td>
<td>Gradation</td>
<td>Liquid Limit</td>
<td>Moisture-Density</td>
<td>Compaction (204.11)</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="3">Measured and tested for conformance (106.04)</td>
<td colspan="5">Measured and tested for conformance (106.04)</td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="3">Unclassified borrow (704.06)</td>
<td colspan="5">Select borrow (704.07)</td>
</tr>
</tbody>
</table>

+-------+---------+--------+------------+----------+-------------+----+
| Table | **Re    | Before | "          | Before   | Before      | \  |
| 204-1 | porting | using  |            | p        | placement   | (1 |
|       | Time**  | in     |            | lacement | of next     | \) |
| Sam   |         | work   |            | of next  | layer       | M  |
| pling |         |        |            | layer    |             | in |
| and   |         |        |            |          |             | im |
| Te    |         |        |            |          |             | um |
| sting |         |        |            |          |             | of |
| Re    |         |        |            |          |             | 5  |
| quire |         |        |            |          |             | po |
| ments |         |        |            |          |             | in |
|       |         |        |            |          |             | ts |
|       |         |        |            |          |             | p  |
|       |         |        |            |          |             | er |
|       |         |        |            |          |             | pr |
|       |         |        |            |          |             | oc |
|       |         |        |            |          |             | to |
|       |         |        |            |          |             | r. |
+-------+---------+--------+------------+----------+-------------+----+
|       | **Split | Yes,   | "          | ---      | ---         |    |
|       | S       | when   |            |          |             |    |
|       | ample** | req    |            |          |             |    |
|       |         | uested |            |          |             |    |
+-------+---------+--------+------------+----------+-------------+----+
|       | **Point | Source | "          | In-place | In-place    |    |
|       | of      | of     |            |          |             |    |
|       | Sam     | ma     |            |          |             |    |
|       | pling** | terial |            |          |             |    |
+-------+---------+--------+------------+----------+-------------+----+
|       | **S     | 1 per  | 1 per soil | 1 per    | 1 per 2,000 |    |
|       | ampling | soil   | type but   | layer    | m^2^        |    |
|       | Freq    | type   | not less   | per each |             |    |
|       | uency** |        | than 1 per | 3,000    |             |    |
|       |         |        | 10,000     | m^2^     |             |    |
|       |         |        | m^3^       |          |             |    |
+-------+---------+--------+------------+----------+-------------+----+
|       | **Test  | AASHTO | AASHTO T   | AASHTO T | AASHTO T    |    |
|       | Methods | M 145  | 180,       | 310 or   | 310 or      |    |
|       | Sp      |        | Method     | other    | other       |    |
|       | ecifica |        | D^(1)^ or  | approved | approved    |    |
|       | tions** |        | T 99       | pr       | procedures  |    |
|       |         |        | Method     | ocedures |             |    |
|       |         |        | C^(1)^     |          |             |    |
+-------+---------+--------+------------+----------+-------------+----+
|       | **Cat   | ---    | ---        | ---      | ---         |    |
|       | egory** |        |            |          |             |    |
+-------+---------+--------+------------+----------+-------------+----+
|       | **Ch    | Cl     | Moistu     | Co       | Compaction  |    |
|       | aracter | assifi | re-Density | mpaction |             |    |
|       | istic** | cation |            |          |             |    |
+-------+---------+--------+------------+----------+-------------+----+
|       | **Type  | Me     |            |          | Measured    |    |
|       | of      | asured |            |          | and tested  |    |
|       | Acc     | and    |            |          | for         |    |
|       | eptance | tested |            |          | conformance |    |
|       | (Subsec | for    |            |          | (106.04)    |    |
|       | tion)** | confo  |            |          |             |    |
|       |         | rmance |            |          |             |    |
|       |         | (1     |            |          |             |    |
|       |         | 06.04) |            |          |             |    |
+-------+---------+--------+------------+----------+-------------+----+
|       | **M     | Earth  |            |          | Top of      |    |
|       | aterial | emba   |            |          | subgrade    |    |
|       | or      | nkment |            |          | (204.11)    |    |
|       | Pr      | (20    |            |          |             |    |
|       | oduct** | 4.11b) |            |          |             |    |
+-------+---------+--------+------------+----------+-------------+----+

## Section 205. --- ROCK BLASTING

Description

**205.01** This work consists of fracturing rock and constructing stable
final rock cut faces using controlled blasting and production blasting
techniques.

Controlled blasting uses explosives to form a shear plane in the rock
along a specified backslope. Controlled blasting includes presplitting
and cushion blasting.

Production blasting uses explosives to fracture rock.

Material

**205.02** Conform to the following Subsection:

Explosives and blasting accessories 725.25

Construction Requirements

**205.03 Regulations.** Furnish copies or other proof of all applicable
permits and licenses. Comply with Federal, State, and local regulations
on the purchase, transportation, storage, and use of explosive material.
Federal regulations include the following:

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

**(b) Storage, security, and accountability.** Bureau of Alcohol,
Tobacco, and Firearms (BATF), 27 CFR Part 181.

**(c) Shipment.** DOT, 49 CFR Parts 171-179, 390-397.

**(d) National Park Service regulations.** For projects in National
Parks, also comply with NPS Director's Order #65, Explosives Use and
Blasting Safety.

**205.04 Blaster-in-Charge.** Designate in writing a blaster-in-charge.
Submit evidence that the blaster-in-charge has a valid State blaster's
license or other license accepted by the State where the project is
located and issued by an equivalent licensing body for the type of
blasting required.

**205.05 Blasting Plans.** Blasting plans are for quality control and
record keeping purposes and are to be signed by the blaster-in-charge.
The review and acceptance of blasting plans does not relieve the
Contractor of the responsibility for using existing drilling and
blasting technology, and for obtaining the required results.

Do not deliver explosives to the project until the general blasting plan
is accepted.

**(a)** **General blasting plan.** Submit a general blasting plan for
acceptance at least 14 days before drilling operations begin. Include,
as a minimum, the following safety and procedural details:

**(1)** Working procedures and safety precautions for storing,
transporting, handling, and detonating explosives.

**(2)** Proposed product selection for both dry and wet holes. Furnish
Manufacturer's Material Safety Data Sheets for all explosives, primers,
initiators, and other blasting devices.

**(3)** Typical plan and section views for both production and
controlled blasting, including maximum length of the shot, burden, hole
spacing, hole inclination, hole depth, hole diameter, subdrill depth,
and powder factor.

**(4)** Proposed initiation and delay methods and delay times.

**(5)** Proposed format for providing all the required information for
the site specific blasting plans.

**(b)** **Site-specific blasting plans.** After the general blasting
plan is accepted, submit site-specific blasting plans for acceptance
before drilling operations begin. Allow up to three days for review of
these plans. Include the following information in the site-specific
blasting plan.

**(1)** Site drawings showing a scaled map of the blast area and
cross-sectional views which indicate beginning and ending stations, free
face location, hole spacing, hole diameter, hole depth, burden, hole
inclination, and subdrill depth. Include on the drawings any significant
joints or bedding planes within the blast zone and incorporate this
geology into the blast design.

**(2)** Where blasting may affect nearby structures or utilities,
provide method of monitoring and controlling blast vibrations according
to Subsection 205.06.

**(3)** Loading pattern diagram showing the location and amount of each
type of explosive to be used in the holes including primer and
initiators and the location, type, and depth of stemming, column
heights, and overall powder factor for each type of loading.

**(4)** Delay and initiation diagram showing delay pattern, sequence,
and delay times.

**205.06 Preblast condition survey and vibration monitoring and
control.** When blasting near buildings, structures, or utilities that
may be subject to damage from ground or airblast vibrations, provide a
blast vibration specialist. Provide a specialist with at least 5
consecutive years experience in vibration monitoring for at least 3
projects. Fourteen days before blasting, submit the name and
qualifications of the blast vibration specialist including the
following:

**(a)** Project names, locations, and services performed.

**(b)** Name and phone number of owner/agency contact who can verify the
experience of the specialist.

Before blasting, arrange for a preblast condition survey of nearby
buildings, structures, or utilities, which could be at risk from
blasting damage. Use a survey method acceptable to the Contractor's
insurance company. Damage resulting from blasting is the Contractor's
responsibility. Make all preblast condition survey records available to
the CO. Notify the CO and occupants of nearby buildings at least 24
hours before blasting.

Control vibrations with properly designed delay sequences and allowable
charge weights per delay when blasting near buildings, structures, or
utilities that may be subject to damage from blast-induced vibrations.
Base allowable charge weights per delay by carrying out trial blasts and
measuring vibration levels. Conduct test blasts with blast plan
modifications that limit ground and airblast vibrations to a level that
will not cause damage to nearby buildings, structures, or utilities, as
determined by the blast vibration specialist.

When vibration damage to buildings, structures, or utilities is
possible, monitor each blast with approved seismographs and airblast
monitoring equipment located at acceptable locations. Use seismographs
capable of recording particle velocity for three mutually perpendicular
components of vibration. The blast vibration specialist shall interpret
the seismograph records and airblast records to ensure that the data is
effectively used in the control of the blasting operations.

**205.07 Test Blasting.** Drill, blast, and excavate one or more test
sections as proposed in the blasting plan before full-scale drilling and
blasting. Test blasts may be made away from or at the final slope line.

Space blast holes for the cushion (trim) method of controlled blasting
no more than 1.5 meters apart for the initial test blast. Space blast
holes for the presplitting method of controlled blasting no more than
750 millimeters apart for the initial test blast. Adjust the spacing as
approved. Use the approved spacing in the full-scale blasting or
subsequent test blasts if necessary.

A test blast is unacceptable when it results in fragmentation beyond the
final rock face, fly rock, excessive vibration, air blast, overbreak,
damage to the final rock face, or overhang. When a test blast is
unacceptable, revise the blasting plan and make an additional test
blast.

**205.08 Blasting.**

**(a) General.** Drill and blast according to the blasting plan.

Before drilling, remove overburden soil and loose rock along the top of
the excavation for at least 10 meters beyond the hole drilling limits or
to the end of the cut.

Cap all holes to prevent unwanted backfill. Place a stake next to each
hole with hole number and total depth drilled.

Use the types of explosives and blasting accessories necessary to obtain
the required results. A bottom charge may be larger than the line
charges if no overbreak results.

Free blast holes of obstructions for their entire depth. Place charges
without caving the blast hole walls. Stem the upper portion of all blast
holes with dry sand or other granular material passing the
9.5-millimeter sieve. Do not stem the hole with drill cuttings.

Following a blast, stop work in the entire blast area, and check for
misfires before allowing worker to return to excavate the rock.

Remove or stabilize all cut face rock that is loose, hanging, or
potentially dangerous. Scale by hand or machine methods as approved by
the CO. Leave minor irregularities or surface variations in place if
they do not create a hazard. Drill the next lift only after the cleanup
work and stabilization work is complete.

If blasting operations cause fracturing of the final rock face, repair
or stabilize it in an approved manner at no cost to the Government.
Repair or stabilization may include removal, rock bolting, rock dowels,
or other stabilization techniques.

Halt blasting operations when any of the following occur and perform
additional test blast:

**(1)** Slopes are unstable;

**(2)** Slopes exceed tolerances or overhangs are created;

**(3)** Backslope damage occurs;

**(4)** Safety of the public is jeopardized;

**(5)** Property or natural features are endangered;

**(6)** Fly rock is generated; or

**(7)** Excessive ground or airblast vibrations occur in an area where
damage to buildings, structures, or utilities is possible.

**(b) Drill logs.** Submit drill logs. Include the following:

**(1)** Blast plan map showing designated hole numbers; and

**(2)** Individual hole logs completed and signed by the driller that
show total depth drilled, depths and descriptions of significant
conditions encountered during drilling that may affect loading such as
water or voids, and date drilled.

**(c) Controlled blasting.** When test blasts indicate the need for
controlled blasting, use controlled blasting methods to form the final
rock cut faces when the rock height is more than 3 meters above ditch
grade and the staked slope is 2:1 or steeper.

Controlled blasting includes only those holes drilled on the row
furthest from the free face and that are drilled on the design slope.

Use downhole angle or fan drill blast holes for pioneering the tops of
rock cuts or preparing a working platform for controlled blasting. Use
the blast hole diameter and hole spacing established for controlled
blasting during the test blasts.

Drill controlled blast holes not greater than 100 millimeters in
diameter along the final rock face line. Drill controlled blast holes
within 75 millimeters of the proposed surface location. Drill controlled
blast holes at least 10 meters beyond the production holes to be
detonated or to the end of the cut.

Use drilling equipment with mechanical or electrical-mechanical devices
that accurately control the angle the drill enters the rock. Select a
lift height and conduct drilling operations so the blast hole spacing
and downhole alignment does not vary more than 225 millimeters from the
proposed spacing and alignment. When more than 5 percent of the holes
exceed the variance, reduce the lift height and modify the drilling
operations until the blast holes are within the allowable variance.
Maximum lift height is 15 meters.

A 600-millimeter offset is allowed for a working bench at the bottom of
each lift for drilling the next lower controlled blasting hole pattern.
Adjust the drill inclination angle or the initial drill collar location
so the required ditch cross-section is obtained when the bench is used.

Drilling 500 millimeters below the ditch bottom is allowed for removing
the toe.

Do not use bulk ammonium nitrate and fuel oil for controlled blasting.

Where presplitting, delay the nearest production blast row at least 25
milliseconds after blasting the presplit line. Presplit a minimum of 10
meters ahead of production blasting zone.

Where cushion (trim) blasting, delay the cushion blast row from 25 to 75
milliseconds after blasting the nearest production row.

**(d) Production blasting.** Drill the row of production blast holes
closest to the controlled blast line parallel and no closer than 2
meters to the controlled blast line. Do not drill production blast holes
lower than the bottom of the controlled blast holes.

Detonate production holes on a delay sequence toward a free face.

**205.09 After Blast Reports.** Within 3 days after a blast and before
the next blast, submit an after-blast report that includes the
following:

**(a)** Results of the blast and whether or not blasting objectives were
met. If blasting objectives were not met, submit proposed changes to
future site-specific blasting plans that will produce acceptable results
and proposed repair or stabilization plan for unstable or blast damaged
backslopes.

**(b)** Blasting logs that include the following:

**(1)** All actual dimensions of the shot including blast hole depths,
hole diameter, burden, spacing, subdrilling, stemming, powder loads, and
timing; and

**(2)** A drawing or sketch showing the direction of the face, or faces,
and the physical shot layout.

**(c)** If a seismograph was used, provide the following:

**(1)** Identification of instrument used;

**(2)** Name of qualified observer and interpreter;

**(3)** Distance and direction of recording station from blast area;

**(4)** Type of ground recording station and material on which the
instrument is sitting;

**(5)** Maximum particle velocity in each direction;

**(6)** A dated and signed copy of the seismograph readings; and

**(7)** Post blast condition survey.

**(d)** Results of airblast monitoring.

**(e)** Results of post blast condition survey.

**205.10 Acceptance.** Material for rock blasting will be evaluated
under Subsections 106.02 and 106.03.

Rock blasting work and services will be evaluated under Subsections
106.02 and 106.04.

Measurement

**205.11** Measure the Section 205 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure controlled blasting by the square meter of face shot as shown in
the blasting plan. Measure controlled blast hole by the meter based on
the actual length of drilling as recorded in the blasting log. Do not
measure vertical holes or horizontal holes.

Do not measure production blasting.

Payment

**205.12** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 205 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 206. --- Reserved

## Section 207. --- EARTHWORK GEOTEXTILES

Description

**207.01** This work consists of furnishing and placing a geotextile as
a permeable separator, stabilizer, or permanent erosion control measure.

Geotextile types are designated as shown in Subsection 714.01.

Material

**207.02** Conform to the following Subsection:

Geotextile 714.01

Construction Requirements

**207.03 General.** Where placing a geotextile on native ground, cut the
trees and shrubs flush with the ground surface. Do not remove the
topsoil and vegetation mat. Remove all sharp objects and large rocks.
Fill depressions or holes with suitable material to provide a firm
foundation.

Replace or repair all geotextile that is torn, punctured, or muddy.
Remove the damaged area and place a patch of the same type of geotextile
overlapping 1 meter beyond the damaged area.

**207.04 Separation and Stabilization Applications.** Where placing a
geotextile on a subgrade, prepare the subgrade according to Subsections
204.13(c) and (d).

Place the geotextile smooth and free of tension, stress, or wrinkles.
Fold or cut the geotextile to conform to curves. Overlap in the
direction of construction. Overlap the geotextile a minimum of 0.5 meter
at the ends and sides of adjoining sheets, or sew the geotextile joints
according to the manufacturer\'s recommendations. Do not place
longitudinal overlaps below anticipated wheel loads. Hold the geotextile
in place with pins, staples, or piles of cover material.

End dump the cover material onto the geotextile from the edge of the
geo-textile or from previously-placed cover material. Do not operate
equipment directly on the geotextile. Spread the end-dumped pile of
cover material maintaining a minimum lift thickness of 300 millimeters.
Compact the cover material with rubber-tired or nonvibratory smooth drum
rollers. Avoid sudden stops, starts, or turns of the construction
equipment. Fill all ruts from construction equipment with additional
cover material. Do not regrade ruts with placement equipment.

Place subsequent lifts of cover material in the same manner. Vibratory
compactors may be used for compacting subsequent lifts. If foundation
failures occur, repair the damaged areas and revert to the use of
nonvibratory compaction equipment.

**207.05 Permanent Erosion Control Applications.** Place and anchor the
geotextile on an approved smooth-graded surface. For slope or wave
protection, place the long dimension of the geotextile down the slope.
For stream bank protection, place the long dimension of the geotextile
parallel to the centerline of the channel.

Overlap the geotextile a minimum of 300 millimeters at the ends and
sides of adjoining sheets or sew the geotextile joints according to the
manufacturer\'s recommendations. Overlap the uphill or upstream sheet
over the downhill or downstream sheet. Offset end joints of adjacent
sheets a minimum of 1.5 meters. Pins may be used to hold the geotextile
sheets in place. Space pins along the overlaps at approximately 1-meter
centers.

Place aggregate, slope protection, or riprap on the geotextile starting
at the toe of the slope and proceed upward. Place riprap onto the
geotextile from a height of less than 300 millimeters. Place slope
protection rock or aggregate backfill onto the geotextile from a height
less than 1 meter. In underwater applications, place the geotextile and
cover material in the same day.

**207.06 Acceptance.** Material for earthwork geotextile will be
evaluated under Subsections 106.02, 106.03, and 714.01.

Earthwork geotextile installation will be evaluated under Subsections
106.02 and 106.04.

Measurement

**207.07** Measure the Section 207 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Payment

**207.08** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 207 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 208. --- STRUCTURE EXCAVATION AND BACKFILL FOR SELECTED MAJOR STRUCTURES

Description

**208.01** This work consists of excavating material for the
construction of selected structures. The work includes preserving
channels, shoring and bracing, constructing cofferdams, sealing
foundations, dewatering, excavating, preparing foundations, backfilling,
and subsequent removal of safety features and cofferdams.

Material

**208.02** Conform to the following Sections and Subsections:

Concrete 552

Foundation fill 704.01

Grout 725.22(e)

Seal concrete 552

Structural backfill 704.04

Construction Requirements

**208.03 Preparation for Structure Excavation.** Clear the area of
vegetation and obstructions according to Sections 201 and 203.

**208.04** **General.** Excavate trenches or foundation pits to a width
and length that allows room for work. When excavation is complete,
request approval as to the character and suitability of the foundation
material. The foundation shall provide a firm foundation of uniform
density throughout its length and width.

Where necessary to blast rock, blast according to Section 205.

Follow OSHA safety regulations (29 CFR, Part 1926, Subpart P,
Excavation) for sloping the sides of excavations, using shoring and
bracing, and for using other safety features. When sides of excavations
are sloped for safety considerations, provide one copy of the design
that demonstrates conformity with OSHA regulations. Where support
systems, shield systems, or other protective systems are to be used,
design the shoring according to Section 562 and submit working drawings
and construction details according to Subsection 104.03.

Remove safety features when no longer necessary. Remove shoring and
bracing to at least 0.5 meter below the surface of the finished ground.

Saw cut existing pavements or concrete structures adjacent to the area
to be excavated that are designated to remain.

Conserve suitable material for structural backfill from excavated
material. Do not deposit excavated material in or near a waterway. Do
not stockpile excavated material or allow equipment closer than 0.6
meter from the edge of the excavation.

Dispose of unsuitable or excess material according to Subsection 204.14.
If approved, suitable material may be used in embankment construction.

Remove all water as necessary to perform work.

**208.05 Channel Preservation.** Perform work in or next to a running
waterway as follows:

**(a)** Excavate inside cofferdams, sheeting, or other separations such
as dikes or sandbags;

**(b)** Do not disturb the natural bed of the waterway adjacent to the
work; and

**(c)** Backfill the excavation with structural backfill to original
groundline.

**208.06 Cofferdams.** Use cofferdams when excavating under water or
when the excavation is affected by groundwater.

Submit working drawings showing proposed methods and construction
details of cofferdams according to Subsection 104.03 and Section 562.
Cofferdams shall:

**(a)** Extend below the bottom of the footing;

**(b)** Be braced to withstand pressure without buckling and secured in
place to prevent tipping or movement;

**(c)** Be as watertight as practicable;

**(d)** Provide sufficient clearance for the placement of forms and the
inspection of their exteriors;

**(e)** Provide for dewatering;

**(f)** Protect fresh concrete against damage from sudden rises in water
elevation; and

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

When no longer required, remove all cofferdam material down to the
natural bed of the waterway. Remove cofferdam material outside the
waterway to a minimum of 0.5 meter below the surface of the finished
ground.

**208.07 Foundation Seal.** Where a foundation area cannot be pumped
reasonably free of water, provide a foundation seal of seal concrete.
Design seal concrete according to Subsection 552.03.

Furnish and place seal concrete according to Section 552. While placing
a foundation seal, maintain the water level inside the cofferdam at the
same level as the water outside the cofferdam. Where a foundation seal
is placed in tidal water, vent or port the cofferdam at low water level.

Do not dewater a concrete-sealed cofferdam until the concrete strength
is sufficient to withstand the hydrostatic pressure.

**208.08 Dewatering.** While placing concrete, locate and operate the
pumps outside the foundation form. If pumping is permitted from the
interior of any foundation enclosure, pump in a manner to avoid removal
or disturbance of concrete material.

**208.09 Foundation Preparation.** Prepare footing foundations as
follows:

**(a) Footings placed on bedrock.** Cut the bottom of the excavation to
the specified elevation: level, stepped, or serrated. Clean the
foundation surface of loose or disintegrated material. Clean and grout
all seams and crevices.

**(b) Footings placed on an excavated surface other than bedrock.** Do
not disturb the bottom of the foundation excavation. Remove material to
foundation grade, and compact the foundation immediately before concrete
is placed.

**(c) Footings keyed into undisturbed material.** Excavate the
foundation to the limits of the footing, and compact the foundation.
Where material does not stand vertically, fill all space between the
limits of the footing and the remaining undisturbed material with
concrete. If the excavation is below the top of the footing, fill only
to the top of the excavation. Concrete placed against steel sheet piles
in cofferdams is considered as being against undisturbed material.

**(d) Unstable material below footing elevation.** Excavate unstable
material below foundation grade, and replace it with foundation fill.
Place foundation fill material in horizontal layers that, when
compacted, do not exceed 150 millimeters in depth. Compact each layer
according to Subsection 208.11.

**(e) Foundations using piles.** Excavate to the foundation elevation
and drive the piles. Remove all loose and displaced material, and
reshape the bottom of the excavation to the foundation elevation. Smooth
and compact the bed to receive the footing.

**208.10 Backfill.** Backfill with structural backfill material.

Place backfill in horizontal layers that do not exceed 150 millimeters
in compacted thickness. Compact each layer according to Subsection
208.11.

Bring structural backfill up evenly on all sides of the structure as
appropriate. Extend each layer to the limits of the excavation or to
natural ground.

Do not place structural backfill against concrete less than 7-days-old
or until 80 percent of the design strength is achieved.

**208.11 Compacting.** Determine optimum moisture content and maximum
density according to AASHTO T 99, method C. Adjust the moisture content
of the backfill material to a moisture content suitable for compaction.

Compact material placed in all layers to at least 95 percent of the
maximum density. Determine the inplace density and moisture content
according to AASHTO T 310 or other approved test procedures.

**208.12 Acceptance.** See Table 208-1 for sampling and testing
requirements.

Material for structural backfill and foundation fill will be evaluated
under Subsections 106.02 and 106.04.

Structure excavation and backfill work will be evaluated under
Subsections 106.02 and 106.04.

Shoring, bracing, and cofferdams will be evaluated under Subsections
106.02 and 106.04.

Clearing and removal of obstructions will be evaluated under Sections
201 and 203.

Seal concrete will be evaluated under Section 552.

Measurement

**208.13** Measure the Section 208 items listed in the bid schedule
according to Subsection 109.02 and the following.

Measure structural excavation by the cubic meter in its original
position. Do not include the following volumes in structure excavation:

**(a)** Material excavated outside vertical planes located 450
millimeters outside and parallel to the limits of the footings or
foundations;

**(b)** Any material included within the staked limits of the
excavation, such as contiguous channel changes and ditches, for which
measurement is covered under other sections;

**(c)** Water or other liquid material;

**(d)** Material excavated before measurements of the original ground;
or

**(e)** Material rehandled, except when the contract specifically
requires excavation after embankment placement.

Measure foundation fill and structural backfill by the cubic meter in
place for the volume placed inside vertical planes located 450
millimeters outside and parallel to the limits of the footings or
foundations.

Measure seal concrete under Section 552.

Payment

**208.14** The accepted quantities measured as provided in Subsection
109.02 and above, will be paid at the contract price per unit of
measurement for the Section 208 pay items listed in the bid schedule.
Payment will be full compensation for the work prescribed in this
Section. See Subsection 109.05.

Payment for structure excavation, shoring and bracing, and cofferdams
will be full compensation for excavation to a depth of 2 meters below
the lowest elevation shown on the plans for each foundation structure.
When the excavation exceeds 2 meters, either the Contractor or the CO
may request an equitable price adjustment for the depth in excess of 2
meters.

<table>
<colgroup>
<col style="width: 10%" />
<col style="width: 10%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 10%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 12%" />
<col style="width: 8%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 208-1</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td><p>Before using</p>
<p>in work</p></td>
<td>“</td>
<td>“</td>
<td>Before placing next layer</td>
<td><p>Before using</p>
<p>in work</p></td>
<td>“</td>
<td>“</td>
<td>Before placing next layer</td>
<td rowspan="9">(1) Minimum of 5 points per proctor.</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>Yes, when requested</td>
<td>“</td>
<td>“</td>
<td>—</td>
<td>Yes, when requested</td>
<td>“</td>
<td>“</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Source of material</td>
<td>“</td>
<td>“</td>
<td>In-place</td>
<td>Source of material</td>
<td></td>
<td>“</td>
<td>In-place</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 per soil type</td>
<td>“</td>
<td>“</td>
<td>1 per 250 m<sup>3</sup></td>
<td>1 per soil type</td>
<td>“</td>
<td>“</td>
<td><p>Minimum 2</p>
<p>per lift</p></td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO M 145</td>
<td><p>AASHTO T 11</p>
<p>&amp; T 27</p></td>
<td>AASHTO T 99 Method C<sup>(1)</sup></td>
<td>AASHTO T 310 or other approved procedures</td>
<td><p>AASHTO T 11</p>
<p>&amp; T 27</p></td>
<td>AASHTO T 89</td>
<td>AASHTO T 99 Method C<sup>(1)</sup></td>
<td>AASHTO T 310 or other approved procedures</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Classification</td>
<td>Gradation</td>
<td>Moisture-Density</td>
<td>Compaction</td>
<td>Gradation</td>
<td>Liquid Limit</td>
<td>Moisture-Density</td>
<td>Compaction</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="4">Measured and tested for conformance (106.04)</td>
<td colspan="4">Measured and tested for conformance (106.04)</td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="4"><p>Foundation fill</p>
<p>(704.01)</p></td>
<td colspan="4">Structural backfill (704.04)</td>
</tr>
</tbody>
</table>

## Section 209. --- STRUCTURE EXCAVATION AND BACKFILL

Description

**209.01** This work consists of excavating material for the
construction of all structures except those specifically designated
under Section 208. The work includes preserving channels, shoring and
bracing, sealing foundations, dewatering, excavating, preparing
foundations, bedding, and backfilling.

Material

**209.02** Conform to the following Sections and Subsections:

Backfill material 704.03

Bedding material 704.02

Concrete 601

Foundation fill 704.01

Lean concrete backfill 614

Seal concrete 552

Unclassified borrow 704.06

Construction Requirements

**209.03 Preparation for Structure Excavation.** Clear the area of
vegetation and obstructions according to Sections 201 and 203.

**209.04** **General.** Excavate trenches or foundation pits according
to Subsection 208.04. Excavate to foundation grade without unduly
disturbing the trench or foundation surface. Foundation grade is the
elevation at the bottom of any bedding for installing the structure.
Compact the foundation.

**209.05 Channel Preservation.** Preserve channels according to
Subsection 208.05 except excavate inside separations such as dikes or
sandbags.

**209.06 Foundation Seal.** Where necessary for a foundation seal,
construct a foundation seal according to Subsection 208.07.

**209.07 Dewatering.** Where necessary to dewater, dewater according to
Subsection 208.08.

**209.08 Foundation Preparation.** Excavate any unsuitable material
present at foundation grade, and replace it with foundation fill. Place
and compact the foundation fill material according to Subsection
208.09(d).

Where a footing is required to be keyed into undisturbed material,
prepare foundation and construct footing according to Subsection
208.09(c).

**209.09 Bedding.** Place bedding as follows:

**(a) For box culverts and structures other than pipe culverts.**
Construct bedding when required by the contract. Place and shape bedding
material in compacted layers not exceeding 150 millimeters in depth.
Compact each layer according to Subsection 209.11.

**(b) For pipe culverts.** Level the foundation. Place un-compacted
bedding material over the foundation in a layer of uniform thickness.
For pipe with diameters of 300 to 1350 millimeters, the bedding
thickness is 100 millimeters. For pipe diameters larger than 1350
millimeters, the bedding thickness is 150 millimeters. For belled
joints, recess the bedding to receive the joints. Place the culvert on
un-compacted bedding layer. Backfill according to Subsection 209.10(b).

**209.10 Backfill.** Backfill as follows:

**(a) General.** Place backfill in horizontal layers that, when
compacted, do not exceed 150 millimeters in depth. Compact each layer
according to Subsection 209.11.

Bring backfill up evenly on all sides of the structure, and extend each
layer to the limits of the excavation or to natural ground.

Do not place backfill against concrete less than 7-days-old or until 80
percent of the design strength is achieved.

**(b) Pipe culverts.** Place and compact material in evenly balanced
layers on each side of each pipe culvert. Backfill according to one of
the following. When no backfilling is specified, backfill according to
paragraph (1):

**(1) Pipe culverts with compacted backfill.** Place and compact
backfill material to a height of 300 millimeters above the top of the
pipe. Complete the backfilling of the trench with suitable roadway
excavation or unclassified borrow.

Place the material in layers that, when compacted, do not exceed
150 millimeters in thickness. Compact each layer according to Subsection
209.11.

**(2) Pipe culverts with lean concrete backfill.** Place and stake pipe
to prevent floating and movement. Backfill using lean concrete according
to Section 614.

**(c) Arch culverts with headwalls.** Backfill according to one of the
following:

**(1) Before headwalls are in place.** Place and compact the first
backfill material midway between the ends of the arch. Place and compact
backfill material in layers on both sides of the arch to form as narrow
a ramp as possible. Build the ramp evenly on both sides until reaching
the top of the arch. Place the remainder of the backfill material from
the top of the ramp working both ways to the ends. Compact the backfill
material evenly in layers on both sides of the arch.

**(2) After headwalls are in place.** Place and compact the first
backfill material adjacent to one headwall. Place and compact backfill
material evenly in layers on both sides of the arch adjacent to the
headwall until reaching the top of the arch. Place remainder of the
backfill material from the top of the arch working toward the other
headwall. Compact the backfill material evenly in layers on both sides
of the arch.

**(d) Patching existing pavement areas.** Construct the top 375
millimeters with 300 millimeters of crushed aggregate according to
Section 301 and 75 millimeters of asphalt concrete according to Section
404 or 417.

**209.11 Compacting.** Determine optimum moisture content and maximum
density according to AASHTO T 99, method C. Adjust the moisture content
of the backfill material to a moisture content suitable for compaction.

Compact material placed in all layers to at least 95 percent of the
maximum density. Determine the inplace density and moisture content
according to AASHTO T 310 or other approved test procedures.

Do not apply density requirements as measured by AASHTO T 310 to
material that is incapable of being tested or compacted to maximum
values determined by AASHTO T 99. For these materials, fill the voids
around the rock in each layer with earth or other fine material. Compact
each layer, full width, until there is no visible evidence of further
consolidation.

**209.12 Acceptance.** See Table 209-1 for sampling and testing
requirements.

Material for backfill, bedding, and foundation fill will be evaluated
under Subsections 106.02 and 106.04, except concrete for bedding or
backfill will be evaluated according to Section 601.

Structural excavation and backfill work will be evaluated under
Subsections 106.02 and 106.04.

Shoring, bracing, and cofferdams will be evaluated under Subsections
106.02 and 106.04.

Clearing and removal of obstructions will be evaluated under Sections
201 and 203.

Seal concrete will be evaluated under Section 552.

Measurement and Payment

**209.13** See Subsection 109.05.

Do not measure structure excavation and backfill for payment.

Measure foundation fill under Section 208.

Measure seal concrete under Section 552.

+-------+---------+--------+------+---------+-------+----------+----+
| Table | **Re    | Before | "    | Before  | B     | Before   | \  |
| 209-1 | porting | using  |      | pl      | efore | p        | (1 |
|       | Time**  |        |      | acement | using | lacement | \) |
| Sam   |         | in     |      |         |       |          | M  |
| pling |         | work   |      | of next | in    | of next  | in |
| and   |         |        |      | layer   | work  | layer    | im |
| Te    |         |        |      |         |       |          | um |
| sting |         |        |      |         |       |          | of |
| Re    |         |        |      |         |       |          | 5  |
| quire |         |        |      |         |       |          | po |
| ments |         |        |      |         |       |          | in |
|       |         |        |      |         |       |          | ts |
|       |         |        |      |         |       |          | p  |
|       |         |        |      |         |       |          | er |
|       |         |        |      |         |       |          | pr |
|       |         |        |      |         |       |          | oc |
|       |         |        |      |         |       |          | to |
|       |         |        |      |         |       |          | r. |
+-------+---------+--------+------+---------+-------+----------+----+
|       | **Split | Yes    | "    | ---     | Yes   | ---      |    |
|       | S       |        |      |         |       |          |    |
|       | ample** |        |      |         |       |          |    |
+-------+---------+--------+------+---------+-------+----------+----+
|       | **Point | Source | "    | I       | S     | In-place |    |
|       | of      | of     |      | n-place | ource |          |    |
|       | Sam     | ma     |      |         | of    |          |    |
|       | pling** | terial |      |         | mat   |          |    |
|       |         |        |      |         | erial |          |    |
+-------+---------+--------+------+---------+-------+----------+----+
|       | **S     | 1 per  | "    | Minimum | 1 per | Minimum  |    |
|       | ampling | soil   |      |         | soil  |          |    |
|       | Freq    | type   |      | 2 per   | type  | 2 per    |    |
|       | uency** |        |      | lift    |       | lift     |    |
+-------+---------+--------+------+---------+-------+----------+----+
|       | **Test  | AASHTO | AA   | AASHTO  | A     | AASHTO T |    |
|       | Methods | T 11   | SHTO | T 310   | ASHTO | 310 or   |    |
|       | Sp      |        | T 99 | or      | T 99  | other    |    |
|       | ecifica | & T 27 | Me   | other   | M     | approved |    |
|       | tions** |        | thod | a       | ethod | pr       |    |
|       |         |        | C^   | pproved | C     | ocedures |    |
|       |         |        | (1)^ | pro     | ^(1)^ |          |    |
|       |         |        |      | cedures |       |          |    |
+-------+---------+--------+------+---------+-------+----------+----+
|       | **Ch    | Gra    | Mois | Com     | M     | Co       |    |
|       | aracter | dation | ture | paction | oistu | mpaction |    |
|       | istic** |        | -Den |         | re-De |          |    |
|       |         |        | sity |         | nsity |          |    |
+-------+---------+--------+------+---------+-------+----------+----+
|       | **Type  | Me     |      |         | Mea   |          |    |
|       | of      | asured |      |         | sured |          |    |
|       | Acc     | and    |      |         | and   |          |    |
|       | eptance | tested |      |         | t     |          |    |
|       | (Subsec | for    |      |         | ested |          |    |
|       | tion)** | confo  |      |         | for   |          |    |
|       |         | rmance |      |         | c     |          |    |
|       |         |        |      |         | onfor |          |    |
|       |         | (1     |      |         | mance |          |    |
|       |         | 06.04) |      |         |       |          |    |
|       |         |        |      |         | (10   |          |    |
|       |         |        |      |         | 6.04) |          |    |
+-------+---------+--------+------+---------+-------+----------+----+
|       | **M     | Ba     |      |         | Be    |          |    |
|       | aterial | ckfill |      |         | dding |          |    |
|       | or      | mat    |      |         |       |          |    |
|       | Pr      | erials |      |         | (70   |          |    |
|       | oduct** | (7     |      |         | 4.02) |          |    |
|       |         | 04.03) |      |         |       |          |    |
+-------+---------+--------+------+---------+-------+----------+----+

+------+------------+-------+---------+-------+-----+---------+----+
| T    | *          | B     | Before  | B     | "   | Before  | \  |
| able | *Reporting | efore | pl      | efore |     | pl      | (1 |
| 2    | Time**     | using | acement | using |     | acement | \) |
| 09-1 |            |       | of next |       |     | of next | M  |
|      |            | in    | layer   | in    |     | layer   | in |
| Samp |            | work  |         | work  |     |         | im |
| ling |            |       |         |       |     |         | um |
| and  |            |       |         |       |     |         | of |
| Tes  |            |       |         |       |     |         | 5  |
| ting |            |       |         |       |     |         | po |
| Requ |            |       |         |       |     |         | in |
| irem |            |       |         |       |     |         | ts |
| ents |            |       |         |       |     |         | p  |
|      |            |       |         |       |     |         | er |
|      |            |       |         |       |     |         | pr |
|      |            |       |         |       |     |         | oc |
|      |            |       |         |       |     |         | to |
|      |            |       |         |       |     |         | r. |
+------+------------+-------+---------+-------+-----+---------+----+
|      | **Split    | Yes   | ---     | Yes   | "   | ---     |    |
|      | Sample**   |       |         |       |     |         |    |
+------+------------+-------+---------+-------+-----+---------+----+
|      | **Point of | S     | I       | S     | "   | I       |    |
|      | Sampling** | ource | n-place | ource |     | n-place |    |
|      |            | of    |         | of    |     |         |    |
|      |            | mat   |         | mat   |     |         |    |
|      |            | erial |         | erial |     |         |    |
+------+------------+-------+---------+-------+-----+---------+----+
|      | **Sampling | 1 per | Minimum | 1 per | "   | Minimum |    |
|      | F          | soil  |         | soil  |     |         |    |
|      | requency** | type  | 2 per   | type  |     | 2 per   |    |
|      |            |       | lift    |       |     | lift    |    |
+------+------------+-------+---------+-------+-----+---------+----+
|      | **Test     | A     | AASHTO  | A     | AAS | AASHTO  |    |
|      | Methods    | ASHTO | T 310   | ASHTO | HTO | T 310   |    |
|      | Specif     | T 99  | or      | T 99  | 145 | or      |    |
|      | ications** | M     | other   | M     |     | other   |    |
|      |            | ethod | a       | ethod |     | a       |    |
|      |            | C     | pproved | C     |     | pproved |    |
|      |            | ^(1)^ | pro     | ^(1)^ |     | pro     |    |
|      |            |       | cedures |       |     | cedures |    |
+------+------------+-------+---------+-------+-----+---------+----+
|      | **Charac   | M     | Com     | M     | Cl  | Com     |    |
|      | teristic** | oistu | paction | oistu | ass | paction |    |
|      |            | re-De | (       | re-De | ifi |         |    |
|      |            | nsity | 204.11) | nsity | cat |         |    |
|      |            |       |         |       | ion |         |    |
+------+------------+-------+---------+-------+-----+---------+----+
|      | **Type of  | Mea   |         | Mea   |     |         |    |
|      | Acceptance | sured |         | sured |     |         |    |
|      | (Sub       | and   |         | and   |     |         |    |
|      | section)** | t     |         | t     |     |         |    |
|      |            | ested |         | ested |     |         |    |
|      |            | for   |         | for   |     |         |    |
|      |            | c     |         | c     |     |         |    |
|      |            | onfor |         | onfor |     |         |    |
|      |            | mance |         | mance |     |         |    |
|      |            | (10   |         | (10   |     |         |    |
|      |            | 6.04) |         | 6.04) |     |         |    |
+------+------------+-------+---------+-------+-----+---------+----+
|      | **Material | Found |         | Un    |     |         |    |
|      | or         | ation |         | class |     |         |    |
|      | Product**  | fill  |         | ified |     |         |    |
|      |            | (70   |         | b     |     |         |    |
|      |            | 4.01) |         | orrow |     |         |    |
|      |            |       |         |       |     |         |    |
|      |            |       |         | (70   |     |         |    |
|      |            |       |         | 4.06) |     |         |    |
+------+------------+-------+---------+-------+-----+---------+----+

## Section 210. --- Reserved

## Section 211. --- ROADWAY OBLITERATION

Description

**211.01** This work consists of obliterating or closing roadways and
other areas outside the roadway prism.

Roadway obliteration methods are designated as follows:

**(a) Method 1.** Obliterate the roadway by restoring to approximate
original ground contours. Keep excavated material within the original
construction limits. Finish slopes to provide gradual transitions in
slope adjustments without noticeable breaks.

**(b) Method 2.** Close roads by filling ditches and outsloping the
roadbed to drain. Remove and slope embankment material at localized
drainages to restore the natural drainage patterns. Eliminate all ruts
and low spots that could hold water.

Construction Requirements

**211.02** Conform to the following when obliterating or closing
roadways:

**(a) Rigid material.**

**(1) Nonasphalt material.** Break concrete pavements, curbs, gutters,
sidewalks, and other nonasphalt rigid material into pieces with maximum
dimension of 300 millimeters when burying according to Subsection
203.05(c). As an alternative to breaking and burying, remove the rigid
material from the project and dispose of it according to Subsection
203.05(a).

**(2) Asphalt material.** Dispose of asphalt material in a manner
consistent with State and local regulations. Asphalt material may be
considered hazardous waste. Furnish copies of the disposal permits.
Where no regulations exist, dispose of the material as described in (1)
above.

**(b) Nonrigid Material.**

**(1) Nonasphalt material.** Scarify or rip the gravel, crushed stone,
or other nonrigid surface, base, and subbase material. Mix the scarified
or ripped material with the underlying soil. Bury the mixture under at
least 300 millimeters of soil.

**(2) Asphalt contaminated material.** Dispose of asphalt contaminated
material according to Subsection 211.02(a)(2).

**211.03 Waterbars and Barriers.** Construct barriers to prevent vehicle
access and waterbars as shown in the plans.

**211.04 Acceptance.** Roadway obliteration will be evaluated under
Subsection 106.02.

Measurement

**211.05** Measure the Section 211 items listed in the bid schedule
according to Subsection 109.02.

Payment

**211.08** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 211 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 212. --- LINEAR GRADING

Description

**212.01** This work consists of constructing roadbeds within the
specified alignment and grade tolerances.

Construction Requirements

**212.02 Roadway Preparation.** Clear the area of vegetation and
obstructions according to Sections 201 and 203.

**212.03 Roadway Excavation and Embankment.** Construct the roadbeds
according to the applicable requirements of Section 204 except as
modified herein.

Adjust the moisture content of embankment material to a moisture content
suitable for compaction. Place embankment material in 300-millimeter
layers and compact each layer according to Subsection 204.11(a). Where
compacting with rollers is not practical, use approved mechanical or
vibratory compaction equipment.

Construct approach connections to all existing roads, parking areas, and
trails. Construct all new approaches.

**212.04 Grading Tolerance.** Do not encroach on stream channels, impact
wetlands, or extend beyond right-of-way or easement limits. Do not make
alignment or profile grade adjustments that adversely affect drainage.
Construct the roadbed within the following grading tolerances:

**(a) Alignment (centerline).** Alignment may be shifted a maximum of 3
meters left or right of the planned centerline. Curve radii may be
reduced by up to 50 percent. Do not construct curves with radii less
than 30 meters. Compound curves are permitted.

**(b) Profile grade.** Profile grade may be shifted a maximum of 1.5
meters up or down from the plan elevation provided the new grade tangent
does not vary more than 2 percent from the plan grade tangent. Connect
revised forward and back grade tangents with a uniform vertical curve
consistent with the design.

**212.05 Acceptance.** Linear grading will be evaluated under
Subsections 106.02 and 106.04.

Clearing and removal of obstructions will be evaluated under Sections
201 and 203.

Measurement

**212.06** Measure the Section 212 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Do not measure changes in the clearing and grubbing quantity caused by
alignment adjustments under Subsection 212.04.

Payment

**212.07** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 212 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 213. --- SUBGRADE STABILIZATION

Description

**213.01** This work consists of processing and incorporating lime,
lime/fly ash, or hydraulic cement into the upper layer of a subgrade.

Material

**213.02** Conform to the following Subsections:

Blotter 703.13

Chemical admixtures (retarder) 711.03

Emulsified asphalt 702.03

Fly ash 725.04

Hydraulic cement 701.01

Lime 725.03

Water 725.01

Construction Requirements

**213.03 Proportioning.** Submit a subgrade stabilization mix design 30
days before production. Provide minimum compressive strengths in Table
213-1.

Table 213-1

Subgrade Stabilization Strengths

+---------------------+--------------------+--------------------------+
| **Stabilization**   | **Test**           | **Compressive Strength** |
|                     |                    |                          |
| **Mixture**         | **Procedure**      | **(minimum)**            |
+---------------------+--------------------+--------------------------+
| Lime/Soil           | ASTM D 5102        | 0.70 MPa ^(1)^           |
+---------------------+--------------------+--------------------------+
| Lime/Fly ash/Soil   | ASTM C 593         | 2.75 MPa ^(2)^           |
+---------------------+--------------------+--------------------------+
| Cement/Soil         | ASTM D 1633        | 2.75 MPa ^(2)^           |
+---------------------+--------------------+--------------------------+

> \(1\) 28-day cure.
>
> \(2\) 7-day cure followed by vacuum saturation.

Include the following with the mix design, as applicable:

**(a)** Source of each component material;

**(b)** Results of the applicable tests;

**(c)** 90-kilogram sample of the subgrade soil;

**(d)** 25-kilogram sample of the fly ash;

**(e)** 10-kilogram sample of the lime;

**(f)** 10-kilogram sample of the cement; and

**(g)** 2-kilogram sample of the retarder or other admixtures proposed.

Begin production only after the mix design is approved. Furnish a new
mix design if there is a change in a material source.

**213.04 General.** Store chemical additives and admixtures in closed,
weatherproof containers. Prepare the subgrade according to Section 303.
Scarify and pulverize the subgrade to a depth of 150 millimeters. Size
and shape the subgrade material to a windrow or blanket that is suitable
for mixing. Determine the optimum moisture content and maximum density
according to AASHTO T 99, method C.

**213.05 Application.** Apply additives when the subgrade material is at
least 3 percent below optimum moisture content and at least 4 ºC. Do not
apply when excessive additive is lost to washing or blowing or when the
air temperature is expected to fall below 4 ºC within 48 hours.

Apply additives at the required rates by one of the following methods:

**(a) Dry method.** Uniformly apply the additives by an approved
spreader. A motor grader is not an approved spreader. Apply water using
approved methods to obtain the proper moisture content for mixing and
compaction.

**(b) Slurry method.** Mix additives with water and apply as a thin
water suspension or slurry using either trucks with approved
distributors or rotary mixers. Equip the distributor truck or rotary
mixer tank with an agitator to keep the additives suspended in water.
Make successive passes over the material to obtain the moisture and
additive content for mixing and compacting.

**213.06 Mixing.** Keep all traffic, except mixing equipment, off the
spread material. Mix the material to obtain a homogeneous friable
mixture.

**(a) Lime and lime/fly ash mixtures.** Add water and thoroughly mix to
adjust the moisture content of the mixture to the optimum moisture
content plus necessary hydration moisture. Hydration moisture is 1½
percent for each percent of additive in the mixture. Complete the mixing
within 6 hours of additive application. Cure the mixture for 2 to 4 days
by keeping it moist.

After curing, remix the mixture until 95 percent of all the mixture,
except rock, passes a 45 millimeter sieve and at least 50 percent of the
mixture passes a 4.75 millimeter sieve when tested according to AASHTO T
27, in a nondried condition. Retarders may be added.

**(b) Cement mixtures.** Add water and thoroughly mix to adjust the
moisture content of the mixture to 2 percent above the optimum moisture
content. Complete the mixing within 2 hours of cement application.

Adjust the moisture content of the mixture to within 2 percent of the
optimum moisture content.

**213.07 Compacting and Finishing.** Immediately after mixing, spread
and compact the mixture to at least 95 percent of the maximum density.
Determine the inplace density and moisture content according to AASHTO T
310 or other approved test procedures. If the time between compacting
adjacent partial widths exceeds 30 minutes, or when tying into the
previous work, provide a construction joint according to Subsection
302.07. Finish the subgrade so it is smooth and suitable for placing a
subsequent course.

**213.08 Curing.** Do not allow traffic on the stabilized subgrade. Keep
the subgrade continuously moist until the next course is placed. Apply
water under pressure through a spray bar equipped with nozzles which
produce a fine, uniform spray. Place the next course within 7 days after
compacting and finishing the subgrade.

Placement of the next course may be deferred up to 21 days by sealing
the surface with rapid setting emulsified asphalt. Keep the surface
continuously moist for at least 7 days after compacting and finishing.
After the 7 days, apply undiluted CRS-2 or RS-2 emulsified asphalt at a
rate of 1.1 liters per square meter according to Section 409. Provide a
continuous film over the surface. If the surface is opened to public
traffic, furnish and apply blotter according to Section 411.

If the subgrade looses stability, density, or finish before placement of
the next course, reprocess or recompact the subgrade as necessary to
restore the strength of the damaged material to that specified in the
mix design. Reapply the emulsified asphalt seal where the continuous
film is damaged.

**213.09 Acceptance.** See Table 213-2 for sampling and testing
requirements.

Material for blotter, chemical admixtures (retarder), fly ash, lime,
hydraulic cement, and water will be evaluated under Subsections 106.02
and 106.03.

Emulsified asphalt will be evaluated under Subsections 106.03 and
702.09.

Subgrade stabilization work will be evaluated under Subsections 106.02
and 106.04.

Reconditioning of subgrade will be evaluated under Section 303.

Emulsified asphalt seal will be evaluated under Section 409.

Measurement

**213.10** Measure the Section 213 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure the width horizontally to include the top of subgrade width and
allowable curve widening. Measure length horizontally along the
centerline of the roadway.

Measure emulsified asphalt under Section 409.

Measure blotter under Section 411.

Payment

**213.11** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 213 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+--------+--------+---------+---------+------------+-----------+-----+
| Table  | **Rep  | Before  | "       | Before     | Before    | \(  |
| 213-2  | orting | using   |         |            | p         | 1\) |
|        | Time** |         |         | next layer | roduction | One |
| Sa     |        | in work |         |            |           | per |
| mpling |        |         |         |            |           | ma  |
| and    |        |         |         |            |           | ter |
| T      |        |         |         |            |           | ial |
| esting |        |         |         |            |           | ty  |
| Requir |        |         |         |            |           | pe. |
| ements |        |         |         |            |           |     |
+--------+--------+---------+---------+------------+-----------+-----+
|        | *      | Yes     | "       | ---        | "         |     |
|        | *Split |         |         |            |           |     |
|        | Sa     |         |         |            |           |     |
|        | mple** |         |         |            |           |     |
+--------+--------+---------+---------+------------+-----------+-----+
|        | *      | Process | "       | In-place   | After     |     |
|        | *Point | m       |         |            | pro       |     |
|        | of     | aterial |         |            | portioned |     |
|        | Samp   |         |         |            |           |     |
|        | ling** |         |         |            |           |     |
+--------+--------+---------+---------+------------+-----------+-----+
|        | **Sa   | 1 per   | "       | 1 per      | 1 per Mix |     |
|        | mpling | 5,000   |         | 2,000 m^2^ | Design    |     |
|        | Frequ  | m^2^    |         |            |           |     |
|        | ency** |         |         | and not    |           |     |
|        |        |         |         | less than  |           |     |
|        |        |         |         |            |           |     |
|        |        |         |         | 1 per lift |           |     |
+--------+--------+---------+---------+------------+-----------+-----+
|        | **Test | AASHTO  | AASHTO  | AASHTO T   | ASTM D    |     |
|        | M      | T 11    | T 99    | 310 or     | 5102, C   |     |
|        | ethods |         |         | other      | 593,      |     |
|        | Spec   | & T 27  | Method  | approved   | D 1633    |     |
|        | ificat |         | C^(1)^  | procedures |           |     |
|        | ions** |         |         |            |           |     |
+--------+--------+---------+---------+------------+-----------+-----+
|        | **Char | Gr      | Mo      | Compaction | Strength  |     |
|        | acteri | adation | isture- |            |           |     |
|        | stic** |         | Density |            |           |     |
+--------+--------+---------+---------+------------+-----------+-----+
|        | **Type | M       |         |            |           |     |
|        | of     | easured |         |            |           |     |
|        | Acce   | and     |         |            |           |     |
|        | ptance | tested  |         |            |           |     |
|        | (S     | for     |         |            |           |     |
|        | ubsect | conf    |         |            |           |     |
|        | ion)** | ormance |         |            |           |     |
|        |        |         |         |            |           |     |
|        |        | (       |         |            |           |     |
|        |        | 106.04) |         |            |           |     |
+--------+--------+---------+---------+------------+-----------+-----+
|        | **Ma   | Remix-m |         |            |           |     |
|        | terial | aterial |         |            |           |     |
|        | Or     |         |         |            |           |     |
|        | Pro    |         |         |            |           |     |
|        | duct** |         |         |            |           |     |
+--------+--------+---------+---------+------------+-----------+-----+

# DIVISION 250 Slope Reinforcement and Retaining Walls

## Section 251. --- RIPRAP

Description

**251.01** This work consists of furnishing and placing riprap for bank
protection, slope protection, drainage structures, and erosion control.

Riprap classes are designated as shown in Table 705-1.

Material

**251.02** Conform to the following Subsections:

Geotextile type IV 714.01

Cement grout 725.22(e)

Riprap rock 705.02

Construction Requirements

**251.03 General.** Perform the work under Section 209. Dress the slope
to produce a smooth surface. If earthwork geotextile is required, place
according to Section 207.

**251.04 Placed Riprap.** Placed riprap is rock placed on a prepared
surface to form a well‑graded mass.

Place riprap to its full thickness in one operation to avoid displacing
the underlying material. Do not place riprap material by methods that
cause segregation or damage to the prepared surface. Place or rearrange
individual rocks by mechanical or hand methods to obtain a dense uniform
blanket with a reasonably smooth surface.

**251.05 Keyed Riprap.** Keyed riprap is rock placed on a prepared
surface and set into place by impact pressure.

Place rock for keyed riprap according to Subsection 251.04. Set the
riprap into place by exerting impact pressure with a hydraulic-powered
bucket or an approximate 2000‑kilograms flat-faced mass. Repeated
impacts should be made until the rock is firmly seated and forms a
reasonably uniform surface without reducing the effective sizes of the
rocks. Do not use impact pressure on riprap below the water surface.

**251.06 Grouted Riprap.** Grouted riprap is rock placed or keyed on a
prepared surface and the voids filled with grout.

Place rock for grouted riprap according to Subsections 251.04 or 251.05.
Thoroughly moisten the rocks and wash excess fines from the riprap or to
the underside of the riprap. Place grout only when the air temperature
is no less than 1 ºC within the near-surface voids of the riprap. Place
the grout in a manner to prevent segregation. Begin placing grout at the
lowest elevation of the riprap. Fill all voids without unseating the
rocks. Do not exceed 1.5-meter thickness for each layer of grouted
riprap. Allow 3 days curing time before adding the next layer of riprap
and grout. Provide weep holes through the grouted riprap as required.
Keep the grouted riprap moist for 3 days after the work is completed and
protect it from freezing for a minimum of 7 days after grouting.

**251.07 Acceptance.** See Table 251-1 for sampling and testing
requirements.

Rock for riprap will be evaluated under Subsection 106.02 and 106.03.

Rock placement for riprap will be evaluated under Subsections 106.02 and
106.04.

Structure excavation and backfill will be evaluated under Section 209.

Geotextile will be evaluated under Section 207.

Material for grout will be evaluated under Subsections 106.02 and
106.03. Grout will be evaluated under Subsections 106.02 and 106.04.
Grout placement will be evaluated under Subsection 106.02.

Measurement

**251.08** Measure the Section 251 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure riprap by the cubic meter in place.

Payment

**251.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 251 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+--------+---------+----------+-------+------+-----+---------+---+-----+
| Table  | **Re    | Before   | "     | "    | "   | During  | " |     |
| 251-1  | porting | using    |       |      |     | pl      |   |     |
|        | Time**  |          |       |      |     | acement |   |     |
| Sa     |         | in work  |       |      |     |         |   |     |
| mpling |         |          |       |      |     |         |   |     |
| and    |         |          |       |      |     |         |   |     |
| T      |         |          |       |      |     |         |   |     |
| esting |         |          |       |      |     |         |   |     |
| Requir |         |          |       |      |     |         |   |     |
| ements |         |          |       |      |     |         |   |     |
+--------+---------+----------+-------+------+-----+---------+---+-----+
|        | **Split | Yes      | "     | "    | "   | Yes,    | " |     |
|        | S       |          |       |      |     | when    |   |     |
|        | ample** |          |       |      |     | re      |   |     |
|        |         |          |       |      |     | quested |   |     |
+--------+---------+----------+-------+------+-----+---------+---+-----+
|        | **Point | Source   | "     | "    | "   | 1 per   | " |     |
|        | of      | of       |       |      |     |         |   |     |
|        | Sam     | material |       |      |     | Mix     |   |     |
|        | pling** |          |       |      |     | Design  |   |     |
+--------+---------+----------+-------+------+-----+---------+---+-----+
|        | **S     | 1 per    | "     | "    | "   | 1 per   | " |     |
|        | ampling |          |       |      |     |         |   |     |
|        | Freq    | material |       |      |     | Mix     |   |     |
|        | uency** | type     |       |      |     | Design  |   |     |
+--------+---------+----------+-------+------+-----+---------+---+-----+
|        | **Test  | AASHTO T | A     | AA   | AAS | AASHTO  | A |     |
|        | Methods | 85       | ASHTO | SHTO | HTO | T 23    | A |     |
|        | Sp      |          | T 210 | T    | T   |         | S |     |
|        | ecifica |          |       | 104  | 96  |         | H |     |
|        | tions** |          |       |      |     |         | T |     |
|        |         |          |       |      |     |         | O |     |
|        |         |          |       |      |     |         | T |     |
|        |         |          |       |      |     |         | 2 |     |
|        |         |          |       |      |     |         | 2 |     |
+--------+---------+----------+-------+------+-----+---------+---+-----+
|        | **Cat   | ---      | ---   | ---  | --- | ---     |   | --- |
|        | egory** |          |       |      |     |         |   |     |
+--------+---------+----------+-------+------+-----+---------+---+-----+
|        | **Ch    | Apparent | C     | So   | LA  | Making  | S |     |
|        | aracter | specific | oarse | dium | Ab  | test    | t |     |
|        | istic** | gravity  | durab | Sul  | ras | s       | r |     |
|        |         | and      | ility | fate | ion | pecimen | e |     |
|        |         | ab       | index | S    |     | (compr  | n |     |
|        |         | sorption |       | ound |     | essive) | g |     |
|        |         |          |       | ness |     |         | t |     |
|        |         |          |       |      |     |         | h |     |
+--------+---------+----------+-------+------+-----+---------+---+-----+
|        | **Type  | Measured |       |      |     | M       |   |     |
|        | of      | and      |       |      |     | easured |   |     |
|        | Accep   | tested   |       |      |     | and     |   |     |
|        | tance** | for      |       |      |     | tested  |   |     |
|        |         | con      |       |      |     | for     |   |     |
|        |         | formance |       |      |     | conf    |   |     |
|        |         | (106.04) |       |      |     | ormance |   |     |
|        |         |          |       |      |     | (       |   |     |
|        |         |          |       |      |     | 106.04) |   |     |
+--------+---------+----------+-------+------+-----+---------+---+-----+
|        | **M     | Riprap   |       |      |     | Mortar  |   |     |
|        | aterial |          |       |      |     |         |   |     |
|        | or      | (705.02) |       |      |     |         |   |     |
|        | Pr      |          |       |      |     |         |   |     |
|        | oduct** |          |       |      |     |         |   |     |
+--------+---------+----------+-------+------+-----+---------+---+-----+

## Section 252. --- SPECIAL ROCK EMBANKMENT AND ROCK BUTTRESS

Description

**252.01** Special rock embankment work consists of furnishing and
placing hand-placed or mechanically-placed rock in fill sections. Rock
buttress work consists of furnishing and placing hand-placed or
mechanically-placed rock in cut sections.

Special rock embankments and rock buttresses are designated as
hand-placed or mechanically-placed.

Material

**252.02** Conform to the following Subsections:

Rock for buttresses 705.05

Rock for special rock embankment 705.04

Construction Requirements

**252.03 Placing Rock.** Perform the work under Section 204 or 209 as
required.

Place the rock in a stable orientation with minimal voids. Offset the
rock to produce a random pattern. Use spalls smaller than the minimum
rock size to chock the larger rock solidly in position and to fill voids
between the large rock.

Construct the exposed face of the rock mass reasonably uniform with no
projections beyond the line of the slope that are more than 300
millimeters for mechanically-placed rock or 150 millimeters for
hand‑placed rock.

**252.04 Acceptance.** Rock for special rock embankment and rock
buttress will be evaluated under Subsection 106.02.

Rock placement for special rock embankment and rock buttress will be
evaluated under Subsections 106.02 and 106.04.

Structure excavation and backfill will be evaluated under Section 209.

Measurement

**252.05** Measure the Section 252 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure special rock embankment and rock buttress by the cubic meter in
place.

Payment

**252.06** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 252 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 253. --- GABIONS AND REVET MATTRESSES

Description

**253.01** This work consists of constructing gabion structures and
revet mattresses.

Material

**253.02** Conform to the following Subsections:

Backfill material 704.03

Gabion and revet mattress material 720.02

Gabion and revet mattress rock 705.01

Geotextile type IV 714.01

Structural backfill 704.04

Construction Requirements

**253.03 General.** Survey according to Section 152 and verify the
limits of the wall installation. Prepare and submit installation
drawings according to Subsection 104.03. Perform the work under Section
209.

**253.04 Basket Assembly.** Do not damage wire coatings during basket
assembly, structure erection, cell filling, or backfilling. Rotate the
basket panels into position and join the vertical edges with fasteners
according to Subsection 253.05. Temporary fasteners may be used for
basket assembly if they are supplemented during structure erection with
permanent fasteners according to Subsection 253.05.

Rotate the diaphragms into position and join the vertical edges
according to Subsection 253.05.

**253.05 Structure Erection.** Place the empty gabion baskets on the
foundation and interconnect the adjacent baskets along the top and
vertical edges using permanent fasteners.

Where lacing wire is used, wrap the wire with alternating single and
double loops every other mesh opening and not more than 150 millimeters
apart. Where spiral binders are used, crimp the ends to secure the
binders in place. Where alternate fasteners are used, space the
fasteners in every mesh opening and not more than 150 millimeters apart.

In the same manner, interconnect each vertical layer of baskets to the
underlying layer of baskets along the front, back, and sides. Stagger
the vertical joints between baskets of adjacent rows and layers by at
least one cell length.

**253.06 Cell Filling.** Remove all kinks and folds in the wire mesh,
and properly align all the baskets. Place rock carefully in the basket
cells to prevent bulging of the baskets and to minimize voids in the
rock fill. Maintain the basket alignment.

Place internal connecting wires in each unrestrained exterior basket
cell greater than 0.3 meter in height. This includes interior basket
cells left temporarily unrestrained. Place internal connecting wires
concurrently with rock placement.

Fill the cells in any row or layer so that no cell is filled more than
0.3 meter above an adjacent cell. Repeat this process until the basket
is full and the lid bears on the final rock layer.

Secure the lid to the sides, ends, and diaphragms according to
Subsection 253.05. Make all exposed basket surfaces smooth and neat with
no sharp rock edges projecting through the wire mesh.

**253.07 Backfilling.** Place a geotextile over the back face of the
gabion structure. Concurrently with the cell filling operation, backfill
the area behind the gabion structure with structural backfill according
to Subsection 209.10. Compact each layer according to Subsection 209.11
except use an acceptable lightweight mechanical or vibratory compactor
within one meter of the gabion structure.

**253.08 Revet Mattresses.** Place a geotextile according to Section
207. Construct revet mattresses according to Subsections 253.04 through
253.06. Anchor the mattresses in place. Place geotextile against the
vertical edges of the mattress and backfill against the geotextile using
backfill material or other approved material. Overfill revet mattresses
by 30 to 50 millimeters.

**253.09 Acceptance.** See Table 209-1 for sampling and testing
requirements.

Material for gabion structures and revet mattresses will be evaluated
under Subsections 106.02 and 106.03.

Construction of gabion structures and revet mattresses will be evaluated
under Subsections 106.02 and 106.04.

Survey work will be evaluated under Section 152.

Geotextile will be evaluated under Subsection 207.

Structure excavation, structural backfill, and backfill material will be
evaluated under Section 209.

Measurement

**253.10** Measure the Section 253 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure gabions by the square meter of front wall face or by the cubic
meter in the structures.

Measure foundation fill under Section 208.

Payment

**253.11** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 253 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 254. --- CRIB WALLS

Description

**254.01** This work consists of constructing concrete, metal, or timber
crib retaining walls.

Material

**254.02** Conform to the following Section and Subsections:

Bed course 704.09

Concrete 601

Crib wall backfill 704.12

Hardware for timber structures 716.02

Metal bin type crib walls 720.03

Precast concrete units 725.11(c)

Reinforcing steel 709.01

Structural backfill 704.04

Treated structural timber and lumber 716.03

Construction Requirements

**254.03 General.** Survey according to Section 152 and verify the
limits of the wall installation. Prepare and submit installation
drawings according to Subsection 104.03. Perform the work under Section
209. When the wall is set on a rocky foundation, place 200 millimeters
of bed course under the wall base elements.

**254.04 Erection.** Furnish all necessary bolts, nuts, and hardware for
complete assembly of the units into a continuous wall of connected
units. Erect the crib wall according to the fabricator\'s or
manufacturer\'s instructions. On curves, obtain the proper curvature for
the face by using shorter stringers in the front or rear panels.
Construct the wall to within 25 millimeters in 3 meters from the lines
and elevations shown on the plans.

**(a) Concrete crib wall.** Remove and replace all concrete members
which are cracked or damaged.

**(b) Metal crib wall.** Torque bolts for metal crib walls to at least
34 newton meters.

**(c) Timber crib wall.** Construct timber cribs according to Section
557.

**254.05 Backfilling.** Backfill within the cribs with crib wall
backfill according to Subsection 209.10. Backfill behind the cribs with
structural backfill according to Subsection 209.10. Maintain an equal
level of backfill within and behind the cribs during the backfilling
process. Compact each layer according to Subsection 209.11 except use an
acceptable lightweight mechanical or vibratory compactor within one
meter of the crib wall face.

**254.06 Acceptance.** Material for crib walls will be evaluated under
Subsections 106.02 and 106.03. Furnish a production certification with
each shipment for the following:

**(a)** Metal bin type crib walls;

**(b)** Precast concrete units;

**(c)** Reinforcement steel; and

**(d)** Treated structural timber and lumber.

Concrete, metal, or timber crib retaining wall construction will be
evaluated under Subsections 106.02 and 106.04.

Survey work will be evaluated under Section 152.

Structure excavation, crib wall backfill, structural backfill, and bed
course material will be evaluated under Section 209.

Concrete crib walls will be evaluated under Section 601.

Timber crib walls will be evaluated under Section 557.

Measurement

**254.07** Measure the Section 254 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure crib walls by the square meter of front wall face.

Measure crib wall backfill by the cubic meter in place.

Measure foundation fill under Section 208.

Payment

**254.08** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 254 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 255. --- MECHANICALLY STABILIZED EARTH WALLS

Description

**255.01** This work consists of constructing mechanically stabilized
earth walls.

Material

**255.02** Conform to the following Section and Subsections:

Concrete leveling pad 601

Geotextile type IV 714.01

Mechanically stabilized earth wall material 720.01

Select granular backfill 704.10

Structural backfill 704.04

Construction Requirements

**255.03 General.** Survey according to Section 152, and verify the
limits of the wall installation. Prepare and submit installation
drawings according to Subsection 104.03. Perform the work under Section
209. Grade the foundation for a width equal to the length of reinforcing
elements plus 0.5 meter. Where the wall is set on a rocky foundation,
place 150 millimeters of select granular backfill under the reinforcing
mesh or strips.

For concrete-faced walls, provide a precast reinforced or a
nonreinforced cast-in-place concrete leveling pad. Cure cast-in-place
leveling pads a minimum of 12 hours before placing wall panels.

**255.04 Wall Erection.** Erect the wall according to the drawings and
the manufacturer\'s recommendations. When requested, have an experienced
field representative from the wall system manufacturer available during
erection.

**(a) Concrete-faced walls**. Erect panels by means of lifting devices
connected to the upper edge of the panel. Align precast facing panels
within 19 millimeters vertically and horizontally when measured with a
3-meter straightedge.

Make the joint openings 19±6 millimeters wide. Install joint material
according to the drawings. Cover all joints on the backside of the
panels with a 300-millimeter wide strip of geotextile. Overlap
geotextile splices a minimum of 100 millimeters.

Hold the panels in position with temporary wedges or bracing during
backfilling operations. Erect the wall so the overall vertical tolerance
(top to bottom) does not exceed 13 millimeters per 3 meters of wall
height.

**(b)** **Wire-faced walls.** Place backing mats and 6-millimeter
hardware cloth in successive horizontal lifts as backfill placement
proceeds. Connect, tighten, and anchor soil reinforcement elements to
the wall facing units before placing backfill. Do not exceed an
individual lift vertical tolerance and an overall wall (top to bottom)
vertical tolerance of 25 millimeters per 3 meters of wall height. Place
reinforcement elements within 25 millimeters vertically above the
corresponding connection elevation at the wall face. Do not place
reinforcing elements below the corresponding connection elevations. Do
not deviate from the designed batter of the wall by more than 25
millimeters per 3 meters of wall height. Do not deviate more than
50 millimeters at any point in the wall from a 3-meter straightedge
placed horizontally on the theoretical plane of the design face.

**(c) Gabion-faced walls.** Place the first lift of backfill before
filling the gabion baskets. Construct gabion structures according to
Section 253. Lay reinforcement mesh horizontally on compacted fill and
normal to the face of the wall. Connect the gabion facing unit to
reinforcement mesh with spiral binders or tie wire at 100‑millimeter
nominal spacing with alternating single and double locked loops. Pull
and anchor the reinforcement mesh taut before placing additional
backfill.

**255.05 Backfilling.** Backfill the stabilized volume with select
granular backfill according to Subsection 209.10. Ensure that no voids
exist below the reinforcing mesh or strips. Compact each layer according
to Subsection 209.11, except use an acceptable lightweight mechanical or
vibratory compactor within one meter of the wall face. Where the
stabilized volume supports spread footings for bridges or other
structural loads, compact the top 1.5 meters to at least 100 percent of
the maximum density.

Do not damage or disturb the facing or reinforcing elements. Do not
operate equipment directly on top of the reinforcing mesh or strips.
Correct all damaged, misaligned, or distorted wall elements.

Backfill and compact behind the stabilized volume with structural
backfill according to Subsection 209.10. At the end of the day\'s
operation, slope the last lift of backfill away from the wall face to
direct surface runoff away from the wall. Do not allow surface runoff
from adjacent areas to enter the wall construction area.

**255.06 Acceptance.** Material for mechanically stabilized earth walls
listed under Subsection 720.01 will be evaluated under Subsections
106.02 and 106.03. Furnish a production certification with each shipment
of concrete face panels.

Construction of mechanically stabilized earth wall and services will be
evaluated 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 structural backfill
will be evaluated under Section 209.

Gabions will be evaluated under Section 253.

Concrete leveling pad will be evaluated under Section 601.

Measurement

**255.07** Measure the Section 255 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure mechanically stabilized earth walls by the square meter of front
wall face.

Measure select granular backfill within the stabilized volume by the
cubic meter in place.

Measure foundation fill under Section 208.

Payment

**255.08** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 255 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+------+---------+--------+----------+----------+----------+-------+
| T    | **Re    | Before | "        | "        | Before   | \(1\) |
| able | porting | using  |          |          |          | Mi    |
| 2    | Time**  |        |          |          | p        | nimum |
| 55-1 |         | in     |          |          | lacement | of 5  |
|      |         | work   |          |          | of       | p     |
| Samp |         |        |          |          |          | oints |
| ling |         |        |          |          | next     | per   |
| and  |         |        |          |          | layer    | pro   |
| Tes  |         |        |          |          |          | ctor. |
| ting |         |        |          |          |          |       |
| Requ |         |        |          |          |          |       |
| irem |         |        |          |          |          |       |
| ents |         |        |          |          |          |       |
+------+---------+--------+----------+----------+----------+-------+
|      | **Split | Yes    | "        | "        | ---      |       |
|      | S       |        |          |          |          |       |
|      | ample** |        |          |          |          |       |
+------+---------+--------+----------+----------+----------+-------+
|      | **Point | Source | "        | "        | In-place |       |
|      | of      | of     |          |          |          |       |
|      | Sam     | ma     |          |          |          |       |
|      | pling** | terial |          |          |          |       |
+------+---------+--------+----------+----------+----------+-------+
|      | **S     | 1 per  | "        | "        | Minimum  |       |
|      | ampling | soil   |          |          |          |       |
|      | Freq    | type   |          |          | 2 per    |       |
|      | uency** |        |          |          | lift     |       |
+------+---------+--------+----------+----------+----------+-------+
|      | **Test  | AASHTO | AASHTO T | AASHTO T | AASHTO T |       |
|      | Methods | M 145  | 11       | 180      | 310 or   |       |
|      | Sp      |        |          |          | other    |       |
|      | ecifica |        | & T 27   | Method   | approved |       |
|      | tions** |        |          | D^(1)^   | pr       |       |
|      |         |        |          | or       | ocedures |       |
|      |         |        |          |          |          |       |
|      |         |        |          | T 99     |          |       |
|      |         |        |          | Method   |          |       |
|      |         |        |          | C^(1)^   |          |       |
+------+---------+--------+----------+----------+----------+-------+
|      | **Ch    | Cl     | G        | Moisture | Co       |       |
|      | aracter | assifi | radation | -Density | mpaction |       |
|      | istic** | cation |          |          |          |       |
+------+---------+--------+----------+----------+----------+-------+
|      | **Type  | Me     |          |          |          |       |
|      | of      | asured |          |          |          |       |
|      | Acc     | and    |          |          |          |       |
|      | eptance | tested |          |          |          |       |
|      | (Subsec | for    |          |          |          |       |
|      | tion)** | confo  |          |          |          |       |
|      |         | rmance |          |          |          |       |
|      |         | (1     |          |          |          |       |
|      |         | 06.04) |          |          |          |       |
+------+---------+--------+----------+----------+----------+-------+
|      | **M     | Ba     |          |          |          |       |
|      | aterial | ckfill |          |          |          |       |
|      | or      |        |          |          |          |       |
|      | Pr      | \      |          |          |          |       |
|      | oduct** | (704\) |          |          |          |       |
+------+---------+--------+----------+----------+----------+-------+

##  {#section-1 .unnumbered}

## Section 256. --- PERMANENT GROUND ANCHORS

Description

**256.01** This work consists of constructing permanent ground anchors.

Material

**256.02** Conform to the following Subsection:

Ground anchors 722.02

Grout 722.02(e)

Construction Requirements

**256.03 Qualifications.** The Contractor or subcontractor performing
the ground anchor work shall have completed at least 5 permanent ground
anchor projects within the last 3 years. Submit a brief description of
each project including the owning agency\'s name and current telephone
number.

Provide a professional engineer with at least 3 years experience in the
design and construction of permanent ground anchors. Provide on-site
supervisors and drill operators with at least 1 year experience
installing permanent ground anchors. At least 30 days before starting
ground anchor work, identify the professional engineer, on-site
supervisors, and drill operators assigned to the project and submit a
summary of each individual\'s experience.

**256.04 Drawings.** At least 30 days before starting ground anchor
work, submit drawings according to Subsection 104.03. Include the
following:

**(a)** A ground anchor schedule giving the following information:

**(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; and

**(7)** Minimum unbonded length.

**(b)** Include the following details in the ground anchor system
drawings:

**(1)** Spacers and their location;

**(2)** Centralizers and their location;

**(3)** Unbonded length corrosion protection system;

**(4)** Bond length corrosion protection system;

**(5)** Transition between the unbonded length and the bond length
corrosion protection systems;

**(6)** Anchorage and trumpet; and

**(7)** Anchorage corrosion protection system.

**256.05 Tendon Fabrication.**

**(a) General.** Fabricate the tendons in either the shop or field as
indicated on the drawings. Size the tendon so:

**(1)** The design load does not exceed 60 percent of the minimum
required ultimate tensile strength of the tendon; and

**(2)** The maximum test load does not exceed 80 percent of the minimum
specified ultimate tensile strength of the tendon.

**(b)** **Bond length.** Determine the bond length necessary to develop
the design load indicated on the drawings. Use a minimum tendon bond
length of 3 meters in rock and 4.5 meters in soil. Provide corrosion
protection of the tendon bond length with a cement grout cover.

Where encapsulation of the tendon is required, protect the tendon bond
length from corrosion by encapsulating it in a grout-filled corrugated
plastic or deformed steel tube or by coating it with fusion-bonded
epoxy. Place the grout inside the tube either before or after the tendon
is placed in the drill hole. Centralize the tendon within the tube with
a minimum 2.5 millimeter grout cover.

**(c) Centralizers.** Use spacers along the tendon bond length of a
multi-element tendon to separate each of the individual elements of the
tendon. Use centralizers to ensure a minimum of 13 millimeters of grout
cover over the tendon bond length or tendon bond length encapsulation as
appropriate. Use centralizers that do not impede the free flow of grout
up the bore hole. Position centralizers so their center-to-center
spacing does not exceed 3 meters.

Locate the upper centralizer a maximum of 1.5 meters from the top of the
tendon bond length. Locate the lower centralizer a maximum of 300
millimeters from the bottom of the tendon bond length.

Centralizers are not required on pressure-injected tendons if the ground
anchor is installed in coarse-grained soils using grouting pressures
greater than 1 megapascal.

Centralizers are not required on hollow-stem-augered tendons if the
ground anchor is grouted through the auger and the hole is maintained
full of a stiff grout during extraction of the auger. A grout is
considered *\"stiff\"* if its slump is less than 225 millimeters.

**(d) Unbonded length**. Provide minimum unbonded length of 4.5 meters.

**(1)** If the entire drill hole is grouted in one operation, provide
corrosion protection of the unbonded length with a sheath completely
filled with corrosion-inhibiting grease or grout, or a heat-shrinkable
tube internally coated with an elastic adhesive.

If grease is used under the sheath, completely coat the unbounded tendon
length, fill spaces between individual elements of multi-element tendon
with grease, and provide measures to prevent grease from escaping at the
ends of the sheath.

If the sheath is grout filled, provide a separate bondbreaker along the
unbonded length of the tendon.

**(2)** If a grease-filled sheath corrosion protection is provided and
the drill hole above the bond length is grouted after the ground anchor
is locked off, grout the tendon inside a second sheath.

Where restressable ground anchors are used, provide a restressable
anchorage compatible with the post-tensioning system provided.

If multi-element tendons are used, properly seat the wedges as
recommended for the post-tensioning system provided.

**(e) Bearing plates**. Size the bearing plates so:

**(1)** The bending stresses in the plate do not exceed the yield
strength of the steel when a load equal to 95 percent of the minimum
specified ultimate tensile strength of the tendon is applied; and

**(2)** The average bearing stress of the bearing plate does not exceed
that recommended in section 3.1.7 of the PTI, *Guide Specification for
Post-Tensioning Materials.*

Weld trumpet to bearing plate. Make the inside diameter of the trumpet
equal to or larger than the hole in the bearing plate. Make the trumpet
long enough to accommodate movements during stressing and testing. For
multi-element tendons with encapsulation over the unbonded length, make
the trumpet long enough to enable the tendon to make a transition from
the diameter of the tendon in the unbonded length to the diameter of the
tendon at the anchorhead without damaging the encapsulation. Fill the
trumpet of restressable ground anchors with corrosion-inhibiting grease.
Provide a permanent Buna-N synthetic rubber seal or an approved equal
between the trumpet and the unbonded length corrosion protection.

Fill the trumpets of non-restressable ground anchors with grout. Provide
a 300‑millimeter minimum tightly-fitting temporary seal between the
trumpet and the unbonded length corrosion protection.

**256.06 Storing and Handling.** Handle and store tendons in a manner to
avoid damage or corrosion. Replace tendons exhibiting abrasions, cuts,
welds, weld splatter, corrosion or pitting. Repair or replace any
tendons exhibiting damage to encapsulation or sheathing. Degrease the
bond length of tendons, and remove solvent residue before installation.

**256.07 Installation.** Drill ground anchor holes within 300
millimeters of the required location. Drill the longitudinal axis of the
drill hole parallel to the longitudinal axis of the tendon. Install the
ground anchor within 3 degrees of the required inclination from
horizontal. Install the ground anchor with a horizontal angle within 3
degrees of a line drawn perpendicular to the plane of the structure. Do
not extend ground anchors beyond the right-of-way or easement limits.

Insert the tendon in the drill hole to the required depth without
driving or forcing. Where the tendon cannot be completely inserted,
remove the tendon, and clean or redrill the hole to permit insertion.

Use a positive displacement pump to grout tendons into drill holes using
either a neat cement grout or a sand/cement grout. Use a grout pump
equipped with a pressure gauge capable of measuring pressures of at
least 1 megapascal or twice the actual grout pressure, whichever is
greater. Use well-mixed grout that is free of lumps or other indications
of prior cement hydration. Continuously agitate the grout during
placement. Place the grout in one continuous operation.

Inject the grout from the lowest point of the drill hole. The grout may
be placed either before or after insertion of the tendon. Record the
quantity of the grout and the grout pressure for each ground anchor.
Control the grout pressures to avoid excessive heaving or fracturing.

Except as indicated below, the grout above the top of the bond length
may be placed at the same time as the bond length grout, but it shall
not be placed under pressure. Do not place grout at the top of the drill
hole in contact with the back of the structure or the bottom of the
trumpet.

If the ground anchor is installed in a fine-grained soil using drill
holes larger than 150 millimeters in diameter, place the grout above the
top of the bond length after the ground anchor has been tested and
stressed. The entire drill hole may be grouted at one time if it can be
demonstrated that the ground anchor does not derive a significant
portion of its load-carrying capacity from the soil above the bond
length.

Use pressure grouting for grout protected tendons anchored in rock.
After sealing the drill hole, pressure inject grout until a 0.3
megapascal grout pressure at the top of the drill hole is maintained for
5 minutes.

After grouting is complete, fill the grout tube with grout if it will
remain in the hole. Wait a minimum of 3 days before loading the tendon.

Extend the corrosion protection surrounding the unbonded length up
beyond the bottom seal of the trumpet or 300 millimeters into the
trumpet if no trumpet seal is provided.

Trim the corrosion protection surrounding the unbonded length of the
tendon as necessary so that it does not contact the bearing plate of the
anchorhead during testing and stressing.

Place the bearing plate and anchorhead so the axis of the tendon is
within 3 degrees of perpendicular to the bearing plate and the axis of
the tendon passes through the center of the bearing plate without
bending the tendon.

If grout protected tendons or fusion-bonded epoxy encapsulations are
used, electronically isolate the bearing plate, anchorhead, and trumpet
from the surrounding concrete, soldier pile, or any metallic element
embedded in the structure.

Place trumpet grease any time during construction. Place trumpet grout
after the ground anchor has been tested and stressed.

Completely cover all anchorages permanently exposed to the atmosphere
with a corrosion-inhibiting grease or grout.

**256.08 Testing and Stressing.** Test each ground anchor using a
maximum test load not to exceed 80 percent of the minimum ultimate
tensile strength of the tendon. Simultaneously apply the test load to
the entire tendon and all elements of multi-element tendons.

**(a) Testing equipment**. The testing equipment shall consist of:

**(1)** A dial gauge or vernier scale capable of measuring to 0.025
millimeter. Use a movement-measuring device having a minimum travel
equal to the theoretical elastic elongation of the total anchor length
at the maximum test load. Use a device with sufficient travel so the
anchor movement is measured without resetting the device.

**(2)** A hydraulic jack and pump. Use a jack and a calibrated pressure
gauge to measure the applied load. Have the jack and pressure gauge
calibrated as a unit by an independent firm within 45 days of the start
of ground anchor work. Use a pressure gauge graduated in 1 megapascal
increments or less. Use a jack having a minimum ram travel equal to the
theoretical elastic elongation of the total anchor length at the maximum
test load.

**(3)** A calibrated reference gauge. Have the reference gauge
calibrated with the test jack and pressure gauge. Keep it at the project
site.

**(b) Performance tests.** Place stressing equipment over the ground
anchor tendon so that the jack, bearing plates, load cells, and
stressing anchorage are axially aligned with the tendon and the tendon
is centered within the equipment.

Performance test 5 percent of the ground anchors or a minimum of
3 anchors, whichever is greater, at each separate structure. The CO will
select the ground anchors to be performance tested.

Perform the performance test as indicated in Table 256-1.

Raise the load from one increment to another immediately after recording
the ground anchor movement. Measure and record the ground anchor
movement to the nearest 0.025 millimeter with respect to an independent
fixed reference point at the alignment load and at each load increment.
Monitor the load with a pressure gauge. Place the reference pressure
gauge in series with the pressure gauge during each performance test. If
the load measured by the pressure gauge and the load measured by the
reference pressure gauge differ by more than 10 percent, recalibrate the
jack, pressure gauge, and reference pressure gauge. At load increments
other than the maximum test load, hold the load just long enough to
obtain the movement reading.

Table 256-1

Performance Test Load Sequence

+---------+---+------+------+------+------+------+------+------------+
| *       | * |      |      |      |      |      |      |            |
| *Test** | * |      |      |      |      |      |      |            |
|         | T |      |      |      |      |      |      |            |
| **Seq   | e |      |      |      |      |      |      |            |
| uence** | s |      |      |      |      |      |      |            |
|         | t |      |      |      |      |      |      |            |
|         | L |      |      |      |      |      |      |            |
|         | o |      |      |      |      |      |      |            |
|         | a |      |      |      |      |      |      |            |
|         | d |      |      |      |      |      |      |            |
|         | I |      |      |      |      |      |      |            |
|         | n |      |      |      |      |      |      |            |
|         | c |      |      |      |      |      |      |            |
|         | r |      |      |      |      |      |      |            |
|         | e |      |      |      |      |      |      |            |
|         | m |      |      |      |      |      |      |            |
|         | e |      |      |      |      |      |      |            |
|         | n |      |      |      |      |      |      |            |
|         | t |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
+---------+---+------+------+------+------+------+------+------------+
|         | * | *    | *    | *    | *    | *    | *    | **Reduce   |
|         | * | *0.2 | *0.5 | *0.7 | *1.0 | *1.2 | *1.3 | to         |
|         | A | 5D** | 0D** | 5D** | 0D** | 0D** | 3D** | Lock-Off   |
|         | * |      |      |      |      |      |      | Load**     |
|         | * |      |      |      |      |      |      |            |
+---------+---+------+------+------+------+------+------+------------+
| 1       | * | *    |      |      |      |      |      |            |
|         | * | *•** |      |      |      |      |      |            |
|         | • |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
+---------+---+------+------+------+------+------+------+------------+
| 2       | * | *    | *    |      |      |      |      |            |
|         | * | *•** | *•** |      |      |      |      |            |
|         | • |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
+---------+---+------+------+------+------+------+------+------------+
| 3       | * | *    | *    | *    |      |      |      |            |
|         | * | *•** | *•** | *•** |      |      |      |            |
|         | • |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
+---------+---+------+------+------+------+------+------+------------+
| 4       | * | *    | *    | *    | •    |      |      |            |
|         | * | *•** | *•** | *•** |      |      |      |            |
|         | • |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
+---------+---+------+------+------+------+------+------+------------+
| 5       | * | *    | *    | *    | *    | *    |      |            |
|         | * | *•** | *•** | *•** | *•** | *•** |      |            |
|         | • |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
+---------+---+------+------+------+------+------+------+------------+
| 6       | * | *    | *    | *    | *    | *    | *    | **•**      |
|         | * | *•** | *•** | *•** | *•** | *•** | *•** |            |
|         | • |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
|         | * |      |      |      |      |      |      |            |
+---------+---+------+------+------+------+------+------+------------+

**Note:** A = Alignment load, and D = Design load.

Hold the maximum test load for a minimum of 10 minutes. Repump the jack
as necessary in order to maintain a constant load. Begin the load-hold
period as soon as the maximum test load is applied.

Measure and record the ground anchor movement at 1, 2, 3, 4, 5, 6, and
10 minutes. If the ground anchor movement between 1 and 10 minutes
exceeds 1 millimeter, continue holding the maximum test load and record
ground anchor movement at 15, 20, 25, 30, 45, and 60 minutes.

Plot the ground anchor movement versus the maximum load for each test
sequence in Table 256-1, and plot the residual movement of the tendon at
each alignment load versus the highest previously applied load.

**(c) Proof tests**. Proof test all ground anchors which are not
performance tested. Perform the proof test as indicated in Table 256-2.

Raise the load from one increment to another immediately after recording
the ground anchor movement. Measure and record the ground anchor
movement to the nearest 0.025 millimeter with respect to an independent
fixed reference point at the alignment load, and at each load increment.
Monitor the load with a pressure gauge.

Hold the maximum test load for a minimum of 10 minutes. Repump the jack
as necessary in order to maintain a constant load. Begin the load-hold
period as soon as the maximum test load is applied.

Measure and record the ground anchor movement at 1, 2, 3, 4, 5, 6, and
10 minutes. If the anchor movement between 1 and 10 minutes exceeds 1
millimeter, continue holding the maximum test load and record anchor
movements 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**   **1.33D**   **Reduce to
                                                                                        Lock-Off
                                                                                        Load**

  **•**         **•**       **•**       **•**       **•**       **•**       **•**       **•**
  ------------- ----------- ----------- ----------- ----------- ----------- ----------- -------------

**Note:** A = Alignment load, and D = Design load.

Plot the ground anchor movement versus load for each load increment in
Table 256-2.

**(d) Lock off.** Upon completion of performance and proof tests, reduce
the load to the specified lock-off load and transfer the load to the
anchorage device. After transferring the load and before removing the
jack, measure the lift-off load. If the load is not within 10 percent of
the specified lock-off load, reset the anchorage and remeasure the
lift-off load. Repeat as necessary.

**256.09 Acceptance.** See Table 256-3 for sampling and testing
requirements.

Material for ground anchors will be evaluated under Subsections 106.02
and 106.03.

Construction of ground anchors and services will be evaluated under
Subsections 106.02 and 106.04.

Grouting will be evaluated under Subsection 106.02 and 106.04.

Installed ground anchors will be evaluated based on one of the following
performance or proof test results:

**(a)** After a 10-minute hold, the ground anchor carries the maximum
test load with less than 1 millimeter of movement between 1 and 10
minutes and the total movement at the maximum test load exceeds 80
percent of the theoretical elastic elongation of the unbonded length.

**(b)** After a 60-minute hold, the ground anchor carries the maximum
test load with a creep rate that does not exceed 2-millimeter/log cycle
of time and the total movement at the maximum test load exceeds 80
percent of the theoretical elastic elongation of the unbonded length.

Replace all ground anchors with unacceptable performance or proof test
results. Do not retest failed ground anchors.

Measurement

**256.10** Measure the Section 256 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure performance tests that indicate acceptable installations.

Payment

**256.11** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 256 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+-----------+-----------+-----------------+-----------+---------------+
| Table     | > **      | > Before        | > Before  | > "           |
| 256-3     | Reporting | > production    | > p       |               |
|           | > Time**  |                 | roduction |               |
| Sampling  |           |                 |           |               |
| and       |           |                 |           |               |
| Testing   |           |                 |           |               |
| Req       |           |                 |           |               |
| uirements |           |                 |           |               |
+-----------+-----------+-----------------+-----------+---------------+
|           | > **Split | > Yes           | > Yes, if | > "           |
|           | >         |                 | >         |               |
|           |  Sample** |                 | requested |               |
+-----------+-----------+-----------------+-----------+---------------+
|           | > **Point | > Source of     | > Source  | > "           |
|           | > of**    | > material      | > of      |               |
|           | >         |                 | >         |               |
|           | > **S     |                 |  material |               |
|           | ampling** |                 |           |               |
+-----------+-----------+-----------------+-----------+---------------+
|           | > **S     | > 1 per         | > 1 per   | > "           |
|           | ampling** | > material type | > mix     |               |
|           |           |                 | > design  |               |
|           | **Fr      |                 |           |               |
|           | equency** |                 |           |               |
+-----------+-----------+-----------------+-----------+---------------+
|           | > **Test  | > AASHTO M 6    | > FLH T   | > AASHTO      |
|           | >         |                 | > 502     | >             |
|           | Methods** |                 | >         | > T 106       |
|           | >         |                 | > or      |               |
|           | >         |                 | >         |               |
|           | **Specifi |                 | > ASTM C  |               |
|           | cations** |                 | > 939     |               |
+-----------+-----------+-----------------+-----------+---------------+
|           | > **C     | > ---           | > ---     | > ---         |
|           | ategory** |                 |           |               |
+-----------+-----------+-----------------+-----------+---------------+
|           | >         | > Quality       | > Flow    | > 7-Day       |
|           | **Charact |                 |           | >             |
|           | eristic** |                 |           | > compressive |
|           |           |                 |           | >             |
|           |           |                 |           | > strength    |
+-----------+-----------+-----------------+-----------+---------------+
|           | > **Type  | Measured and    | "         |               |
|           | > of**    | tested for      |           |               |
|           | >         | conformance     |           |               |
|           | > **Acc   | (106.04)        |           |               |
|           | eptance** |                 |           |               |
|           | >         |                 |           |               |
|           | > **(Subs |                 |           |               |
|           | ection)** |                 |           |               |
+-----------+-----------+-----------------+-----------+---------------+
|           | > **M     | > Aggregate     | > Grout   |               |
|           | aterial** | >               | >         |               |
|           | >         | > source        | > Mix     |               |
|           | > **Or    | > quantity      | > Design  |               |
|           | >         | >               | >         |               |
|           | Product** | > (Fine)        | > (7      |               |
|           |           | >               | 22.02(e)) |               |
|           |           | > (703.01)      |           |               |
+-----------+-----------+-----------------+-----------+---------------+

## Section 257. --- ALTERNATE RETAINING WALLS

Description

**257.01** This work consists of constructing various types of retaining
walls at the Contractor\'s option. The alternate wall types are gabions,
crib walls, mechanically‑stabilized earth walls, permanent ground anchor
walls, and reinforced concrete retaining walls.

Material

**257.02** Conform to the following Sections:

Crib walls 254

Driven piles 551

Gabions 253

Mechanically stabilized earth walls 255

Permanent ground anchors 256

Reinforced concrete retaining walls 258

Reinforcing steel 554

Structural concrete 552

Construction Requirements

**257.03 General.** The designer/supplier furnishing the proposed wall
is responsible for the stability of the wall. Do not qualify the
responsibility for the design or restrict the use of the drawings or
calculations for the proposed alternate. Indemnify the Government from
all claims for infringement of proprietary rights by others without the
consent of the patent holders or licensees.

**257.04 Submittal.** Submit a proposal using any of the wall types
listed. Submit wall type proposals on a site-by-site basis. Different
types may be used at individual sites on the project.

Survey according to Section 152, and verify the limits of the wall
installation. Provide drawings of the proposed wall according to
Subsection 104.03 within 120 days of the notice to proceed and at least
90 days before starting wall construction.

All drawings shall be signed by a professional engineer.

Include all details, dimensions, quantities, ground profiles, and
cross-sections necessary to construct the wall. Submit design
calculations on sheets about 200 by 300 millimeters in size with the
project number, wall location, designation, date of preparation,
initials of designer and checker, and page number at the top of the
page.

Provide an index page with the design calculations. The drawings must
include, but not be limited to, the following items:

**(a)** Plan and elevation drawings for each wall containing the
following:

**(1)** A plan view of the wall identifying:

*(a)* Offset from the construction centerline to the face of the wall at
its base at all changes in horizontal alignment;

*(b)* Limit of widest module, mesh, strip, or anchor; and

*(c)* Centerline of any drainage structure or drainage pipe behind,
passing through, or passing under the wall.

**(2)** An elevation view of the wall identifying:

*(a)* Elevation at the top of the wall, at all horizontal and vertical
break points, and at least every 10 meters along the wall;

*(b)* Elevations at the wall base, the top of leveling pads and
footings, or the bottom of soldier piles;

*(c)* Wall batter;

*(d)* Distance along the face of the wall to all steps in the wall base,
footings, leveling pads, or lagging;

*(e)* Type of panel or depth of module or lagging;

*(f)* Length and type of mesh, strips, or anchors;

*(g)* Distance along the face of the wall to where changes in length of
the mesh, strips, or anchors occur; and

*(h)* Original and final ground line.

**(3)** General notes for constructing the wall.

**(4)** Horizontal and vertical curve data affecting the wall. Match
lines or other details to relate wall stationing to centerline
stationing.

**(5)** A listing of the summary of quantities on the elevation drawing
of each wall.

**(b)** Dimensions and schedules of all reinforcing steel including
reinforcing bar bending details, dowels, and studs for attaching the
facing.

**(c)** Details and dimensions for foundations and leveling pads
including steps in the footings or leveling pads.

**(d)** Details and dimensions for all:

**(1)** Panels, modules, soldier piles, and lagging necessary to
construct the element.

**(2)** Reinforcing steel in the element.

**(3)** Location of mesh, strip attachment, or anchor devices embedded
in the panels.

**(4)** Anchors and soldier piling including the spacing and size of
piles and the spacing and angle of anchors.

**(e)** Details for constructing walls around drainage facilities.

**(f)** Details for terminating walls and adjacent slope construction.

**(g)** Architectural treatment details.

**(h)** Design notes including an explanation of any symbols and
computer programs used in the design of the walls. Specify the factors
of safety for sliding, pullout, and overturning. Specify the bearing
pressure beneath the wall footing, stabilized earth mass, or soldier
piles.

**(i)** Verification of design criteria for the site specific wall
locations with test procedures, results, and interpretations. Include
results from creep, durability, construction induced damage, and
junction strength tests.

**(j)** Other design calculations.

Process all submissions through the Contractor unless the Contractor
gives written permission for the wall designer/supplier and the CO to
communicate directly.

Submit 3 sets of the wall drawings with the initial submission. One set
will be returned with any indicated corrections. If revisions are
necessary, make the necessary corrections and resubmit 3 revised sets.

When the drawings are accepted, furnish 5 sets and a mylar sepia set of
the drawings.

**257.05 Construction.** Construct the wall according to the accepted
drawings and the following Sections, as applicable:

**(a) Gabions**. Section 253.

**(b) Crib walls**. Section 254.

**(c)** **Mechanically-stabilized earth walls.** Section 255.

**(d)** **Permanent ground anchor walls**. Sections 256, 551, and 552.

**(e)** **Reinforced concrete retaining walls.** Section 258.

Revise the drawings when plan dimensions are revised due to field
conditions or for other reasons.

**257.06 Acceptance.** Material for alternate retaining walls will be
evaluated under Subsection 106.02, 106.03, or 106.04 according to the
applicable sections listed in Subsection 257.05.

Construction of alternate retaining walls and services will be evaluated
under Subsections 106.02 and 106.04 according to the applicable sections
listed in Subsection 257.05.

Structure excavation and backfill will be evaluated under Section 209.

Measurement

**257.07** Measure the Section 257 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure foundation fill under Section 208.

Payment

**257.08** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 257 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

When plan dimensions are changed by the CO during construction to
account for field conditions, the lump sum price of the wall will be
adjusted by applying a calculated per square meter cost adjustment
factor to the added or decreased wall front face area.

The adjustment factor will be determined by dividing the lump sum price
bid for each wall by its estimated area.

The alternate retaining wall lump sum will be paid based on the progress
of the work under this Section.

## Section 258. --- REINFORCED CONCRETE RETAINING WALLS

Description

**258.01** This work consists of constructing reinforced concrete
retaining walls.

Material

**258.02** Conform to the following Sections and Subsections:

Concrete 552

Forms and falsework 562

Joint fillers and sealants 712.01

Reinforcing steel 709.01

Structural backfill 704.04

Tie bars, dowel bars, and hook bolts 709.01

Construction Requirements

**258.03 General.** Survey according to Section 152, and verify the
limits of the wall installation. Prepare and submit forms and falsework
drawings according to Section 562. Perform the work under Section 209.

**258.04 Reinforcing Steel.** Submit all order lists and bending
diagrams according to Subsections 104.03 and 554.03. Fabricate
reinforcing steel according to Subsection 554.05. Ship and protect
material according to Subsections 554.04 and 554.06. Place, fasten, and
splice reinforcing steel according to Subsections 554.08 and 554.09.

**258.05 Structural Concrete.** Design concrete mixture according to
Subsection 552.03. Store, handle, batch, and mix material and deliver
concrete according to Subsections 552.04 through 552.08. Provide quality
control according to Section 153 and Subsection 552.09. Construct wall
according to Subsections 552.10 through 552.16.

**258.06 Backfilling.** Backfill the area behind the wall with
structural backfill according to Subsection 209.10. Compact each layer
according to Subsection 209.11 except use an approved lightweight
mechanical or vibratory compactor within one meter of the wall.

**258.07 Acceptance.** Reinforced concrete retaining wall material,
construction, and services will be evaluated as follows:

Survey work will be evaluated under Section 152.

Forms and falsework drawings will be evaluated under Section 562.

Structure excavation and backfill will be evaluated under Section 209.

Concrete will be evaluated under Section 552.

Reinforcing steel will be evaluated under Section 554.

Material for joint fillers, sealants, tie bars, dowel bars, and hook
bolts will be evaluated under Subsections 106.02 and 106.03.

Measurement

**258.08** Measure the Section 258 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure by the cubic meter of concrete in the structure including
footings.

Measure the square meter area by the length of the front wall face and
the height excluding footings.

Measure foundation fill under Section 208.

Payment

**258.09** The accepted quantities will be paid at the contract price
per unit of measurement adjusted according to Subsection 106.05 for the
Section 258 pay items listed in the bid schedule. Payment will be full
compensation for the work prescribed in this Section. See Subsection
109.05.

The accepted quantities of reinforced concrete retaining wall will be
paid for at the contract unit bid price multiplied by an adjusted pay
factor (*PFa*) determined as follows:

*PFa* = 1 ‑ 0.5 (1‑*PF*)

where:

*PF* = Pay factor for concrete as determined under Section 552.

## Section 259. --- SOIL NAIL RETAINING WALLS

Description

**259.01** This work consists of constructing soil nail retaining walls.

Material

**259.02** Conform to the following Sections and Subsections:

Bolts and nuts 717.01(d)

Centralizers 722.02(f)

Geocomposite sheet drain 714.02(b)

Grout 722.02(e)

Shotcrete 566

Soil nails 722.04

Structural backfill 704.04

Structural steel (bearing plates) 717.01(a)

Welded stud sheer connectors 717.05

Construction Requirements

**259.03 Qualifications.** The Contractor or subcontractor must
demonstrate satisfactory completion of at least 5 permanent soil
nail-retaining wall projects during the past 3 years, totaling at least
1000 square meters of wall face area and at least 500 permanent soil
nails. Submit a brief description of each project including the owning
agency's name, contact person, and current telephone number.

Provide a professional engineer with experience in constructing at least
3 soil nail-retaining walls over the past 5 years. Provide on-site
supervisors and drill operators with experience installing permanent
soil nails on at least 3 projects over the past 5 years. At least 30
days before starting soil nail work, identify the engineer, on-site
supervisors, and drill operators assigned to the project and submit a
summary of each individual's experience.

**259.04 General.** Survey according to Section 152 and verify the
limits of the wall installation.

**259.05 Construction Plan.** At least 30 days before starting soil
nail-retaining wall work, submit the following according to Subsection
104.03:

**(a)** Start date and proposed retaining wall construction sequence.
Include the proposed method of excavating to ensure wall and slope
stability.

**(b)** Drilling methods and equipment. Include drill hole diameter to
achieve the specified pullout resistance values and any variation of
drill hole diameter or specific pullout resistance along the wall
alignment.

**(c)** Nail grout mix design, placement procedures, and equipment.
Include test results conducted according to AASHTO T 106 and supplied by
a qualified testing lab verifying grout 3-day and 28-day compressive
strengths. Previous test results for the same grout mix completed within
one year of grouting are acceptable.

**(d)** Soil nail testing methods and equipment setup.

**(e)** Identification number and calibration test results for each test
jack, pressure gauge, and load cell. Calibrate the test jack and
pressure gauge as one unit. Submit results from calibration tests
conducted by an independent testing laboratory within the previous 90
days.

**(f)** Ultimate strength of proposed soil nail tendons.

**259.06 Excavation.** Complete any clearing and excavation above the
wall area according to Sections 201 and 204 before commencing wall
excavation. Do not perform any of the wall excavation before beginning
the wall construction. A work bench for the drilling equipment may be
provided by placing material excavated from elsewhere on the project in
front of the soil nail wall area.

Perform excavation for the wall in lifts concurrent with soil nail
installation and shotcrete placement. Do not allow the exposed
unsupported final excavation face cut height to exceed the vertical nail
spacing plus the required reinforcing lap or the short-term stand-up
height of the ground, whichever is less. Complete excavation to the
final wall excavation line and application of the shotcrete in the same
work shift. Application of the shotcrete may be delayed up to 24 hours
if it can be demonstrated the delay will not adversely affect the
excavation face stability. A stabilizing berm of soil may be left in
place to contain the lift face during nail installation.

Do not excavate to the next lower lift until nail installation,
reinforced shotcrete placement, attachment of bearing plates and nuts,
and nail testing have been completed and accepted in the current lift.
Cure grout and shotcrete at least 72 hours or attain the specified 3-day
compressive strength before excavating the next underlying lift.

**259.07 Nail Installation.**

**(a) Storing and handling.** Store and handle soil nail tendons in a
manner that avoids damage or corrosion. Replace tendons exhibiting
abrasions, cuts, weld splatter, corrosion, or pitting. Repair or replace
any tendons exhibiting damage to the encapsulation or epoxy coating.

**(b) Fabrication.** Provide tendons threaded a minimum of 150
millimeters to allow proper attachment of bearing plate and nut.
Threading may be continuous spiral deformed ribbing provided by the bar
deformations or may be cut into the reinforcing bar. Use the next larger
bar size if threads are cut into the reinforcing bar. When appropriate,
repair damage to the epoxy coating with a minimum 0.3-mm-thick coating.

Provide centralizers sized to position the tendon within 25 millimeters
of the center of the drill hole. Position centralizers a maximum of 3
meters apart and within 600 millimeters from the top and bottom of the
tendon. Use centralizers that do not impede the free flow of grout into
the drill hole.

**(c) Drilling.** Drill holes for the soil nails at the locations and to
the orientation shown on the plans. Select drilling equipment and
methods suitable for the ground conditions. Do not use water, drilling
mud, or other fluids for drilling or removing cuttings. If unstable
ground is encountered, use cased drilling methods to support the
circumference of the drill holes. Self-drilling tendons are not
acceptable.

**(d) Grouting.** Insert the nail tendon into the hole and grout the
drill hole within 2 hours of completing drilling. Inject the grout at
the lowest point of each drill hole through a grout tube, casing,
hollow-stem auger, or drill rods. Completely fill the drill hole in one
continuous operation. To prevent voids, keep the outlet end of the grout
conduit below the surface of the grout as the conduit is withdrawn. Cold
joints in the grout column are only allowed at the top of the test bond
length of proof-tested production nails.

Maintain the temporary unbonded length of proof test nails open for
subsequent grouting. If the unbonded test length of production proof
test nails cannot be satisfactorily grouted subsequent to testing,
install a new nail in its place.

**259.08 Nail Testing.** Perform both verification and proof testing of
designated test nails. Do not test any nail until the nail grout and
shotcrete facing have cured for at least 72 hours and attained the
specified 3-day compressive strength.

**(a) Testing equipment.** Furnish two dial gauges, dial gauge support,
jack and pressure gauge, electronic load cell, and a reaction frame. The
load cell is required for verification tests only.

Use pressure gauges graduated in no greater than 500-kPa increments.
Measure the nail head movement with a minimum of two dial gauges capable
of measuring to 0.025 millimeters.

**(b) Verification test.** Perform verification tests on sacrificial
test nails at locations shown on the plans. Perform verification tests
before installation of production nails to verify drilling and
installation methods, nail pullout resistance, and design assumptions.

Provide verification test nails with both bonded and unbonded lengths.
The minimum unbonded length is 1 meter and the minimum bonded length is
3 meters. Determine the maximum bonded length based on the verification
nail bar grade and size to avoid exceeding the allowable bar structural
load during testing. Provide larger bar sizes if required to safely
accommodate the 3-meter minimum test bond length and testing to twice
the allowable pullout resistance.

Use the following formula to determine the maximum bonded length:

$$L_{\text{BV}_{\text{max}}}\  = \ \frac{\text{Cf}_{y}A_{s}}{2Q_{d}}$$

where:

L~BVmax~ = Maximum verification test nail bonded length (m)

C = 0.9 for grade 420 and 520 bars and 0.8 for grade 1035 bars

f~y~ = Bar yield or ultimate stress (kN/m^2^)

A~s~ = Bar steel area (m^2^)

Q~d~ = Allowable pullout resistance (kN/m)

Determine the design test load by the following equation:

$$\text{DTL}\  = \ L_{\text{BV}}\  \times \ Q_{d}$$

where:

DTL = Design test load (kN)

L~BV~ = As-built bonded test length (m)

Q~d~ = Allowable pullout resistance (kN/m)

Perform tests by incrementally loading the verification test nails as
indicated in Table 259-1. Measure and record soil nail movement at each
load increment.

Table 259-1

Verification Test Load Schedule

+-----------------------------------------+----------------------------+
| **Test Load Increment**                 | **Hold Time**              |
|                                         |                            |
|                                         | **(minutes)**              |
+-----------------------------------------+----------------------------+
| AL (0.05DTL max.)                       | 1                          |
+-----------------------------------------+----------------------------+
| 0.25DTL                                 | 10                         |
+-----------------------------------------+----------------------------+
| 0.50DTL                                 | 10                         |
+-----------------------------------------+----------------------------+
| 0.75DTL                                 | 10                         |
+-----------------------------------------+----------------------------+
| 1.00DTL                                 | 10                         |
+-----------------------------------------+----------------------------+
| 1.25DTL                                 | 10                         |
+-----------------------------------------+----------------------------+
| 1.50DTL (creep test)                    | 60                         |
+-----------------------------------------+----------------------------+
| 1.75DTL                                 | 10                         |
+-----------------------------------------+----------------------------+
| 2.00DTL (maximum load)                  | 10                         |
+-----------------------------------------+----------------------------+
| AL                                      | 1                          |
+-----------------------------------------+----------------------------+

**Note:** AL = Alignment load; DTL = Design test load.

The alignment load is the minimum load required to align the testing
apparatus and should not exceed 5 percent of the design test load. Set
dial gauges to "zero" after applying the alignment load. Following
application of the maximum load, reduce the load to the alignment load
and record the permanent set.

Hold each load increment for at least 10 minutes. Monitor the
verification test nail for creep at the 1.50 DTL load increment by
measuring and recording nail movement at 1, 2, 3, 5, 6, 10, 20, 30, 50,
and 60 minutes. Maintain the load during the creep test within 2 percent
of the intended load by use of the load cell.

**(c) Proof testing of production nails.** Perform proof tests on
production nails at locations selected by the CO. Perform successful
proof testing on 5 percent of the production nails in each nail row or a
minimum of 1 per row.

Provide production proof test nails with both bonded and temporary
unbonded lengths. The minimum temporary unbonded length is 1 meter.
Determine the maximum bonded length based on the production nail bar
grade and size to avoid exceeding the allowable bar structural load
during testing. Provide a test nail bonded length of 3 meters or
L~BPmax~, whichever is less.

Use the following formula to determine the maximum bonded length:

$L_{\text{BP}_{\text{max}}}\  = \ \frac{\text{Cf}_{y}A_{s}}{1\text{.}5Q_{d}}$

where:

L~BPmax~ = Maximum proof test nail bonded length (m)

C = 0.9 for grade 420 and 520 bars and 0.8 for grade 1035 bars

f~y~ = Bar yield or ultimate stress (kN/m^2^)

A~s~ = Bar steel area (m^2^)

Q~d~ = Allowable pullout resistance (kN/m)

Determine the design test load by the following equation:

$\text{DTL}\  = \ L_{\text{BP}}\  \times \ Q_{d}$

where:

DTL = Design test load (kN)

L~BP~ = As-built bonded test length (m)

Q~d~ = Allowable pullout resistance (kN/m)

Perform proof tests by incrementally loading the proof test nail to 150
percent of the design load as indicated in Table 259-2. Measure and
record soil nail movement at each load increment.

Table 259-2

Proof Test Load Schedule

+-------------------------------------------+---------------------------+
| **Test Load Increment**                   | **Hold Time**             |
|                                           |                           |
|                                           | **(minutes)**             |
+-------------------------------------------+---------------------------+
| AL (0.05DTL max.)                         | Until stable              |
+-------------------------------------------+---------------------------+
| 0.25DTL                                   | Until stable              |
+-------------------------------------------+---------------------------+
| 0.50DTL                                   | Until stable              |
+-------------------------------------------+---------------------------+
| 0.75DTL                                   | Until stable              |
+-------------------------------------------+---------------------------+
| 1.00DTL                                   | Until stable              |
+-------------------------------------------+---------------------------+
| 1.25DTL                                   | Until stable              |
+-------------------------------------------+---------------------------+
| 1.50DTL (maximum load)                    | See below                 |
+-------------------------------------------+---------------------------+

**Note:** AL = Alignment load; DTL = Design test load.

The alignment load should be the minimum load required to align the
testing apparatus and should not exceed 5 percent of the design test
load. Set dial gauges to "zero" after the alignment load has been
applied.

Perform either 10-minute or 60-minute creep tests at the maximum load.
Start the creep period after the maximum test load is applied. Measure
and record nail movement at 1, 2, 3, 5, 6, and 10 minutes. When the nail
movement between 1 minute and 10 minutes exceeds 1 millimeter, maintain
the maximum test load an additional 50 minutes, recording movement at
20, 30, 50, and 60 minutes. Maintain all load increments within 5
percent of the intended load.

**259.09 Wall Drainage Network.** Install drain strips, PVC connector
pipes, wall footing drains, and weepholes as shown on the plans.
Exclusive of the wall footing drains, install all elements of the
drainage network, as appropriate, before shotcreting each lift.

Install geocomposite sheet drain strips centered between nail columns
with the geotextile side against the ground. Add additional drain strips
at locations where seepage is obvious. Secure strips to the excavated
face to prevent shotcrete from contaminating the ground side of the
geotextile. Construct drain strip splices with a 300 millimeter overlap
so that the drain is vertically continuous and the splice does not
impede the flow of water. Install a drain plate and connector pipe at
the base of each strip.

Place PVC pipe sections, as required, to act as weepholes through the
construction shotcrete face.

Install footing drains at the bottom of the wall according to Section
605.

**259.10 Wall Construction.** Place steel welded wire mesh and
reinforcing steel according to Section 554.

Construct shotcrete facing according to Section 566. Completely fill the
top ungrouted zone of any nail drill holes or other voids with
shotcrete.

Attach a bearing plate and nut to each nail head. While the shotcrete is
still plastic, uniformly seat the plate by tightening the nut with a
hand wrench. Where uniform contact between the plate and the shotcrete
cannot be provided, set the plate in a bed of grout and tighten the nut
with a hand wrench after the grout has set for 24 hours.

Construction tolerances for wall elements are shown in Table 259-3.

Table 259-3

Wall Element Construction Tolerances

  --------------------------------------------------------- -------------
  Horizontal location of headed studs, from plan location   10 mm

  Location of headed studs on bearing plate, from plan      6 mm
  location                                                  

  Nail head bearing plate, deviation from parallel to wall  10 degrees
  face                                                      
  --------------------------------------------------------- -------------

**259.11 Permanent Wall Facing.** Construct the permanent wall facing
according to the applicable Subsection below. When applicable, finish
surfaces with simulated stone masonry according to Section 613.

**(a) Shotcrete-faced walls.** Construct shotcrete facing according to
Section 566. Construction tolerances for the permanent shotcrete facing
are shown in Table 259-4.

Table 259-4

Permanent Shotcrete Facing Construction Tolerances

+---------------------------------------------------------+------------+
| Complete thickness of shotcrete, from plan dimension:   | 15 mm      |
|                                                         |            |
| Troweled or screeded finish                             | 30 mm      |
|                                                         |            |
| Shot finish                                             |            |
+---------------------------------------------------------+------------+
| Planeness of finish face, surface gap under a 3-meter   | 15 mm      |
| straightedge:                                           |            |
|                                                         | 30 mm      |
| Troweled or screeded finish                             |            |
|                                                         |            |
| Shot finish                                             |            |
+---------------------------------------------------------+------------+

**(b) Concrete-faced walls.** Construct according to Section 258.

**259.12 Backfilling Behind Wall Facing Upper Cantilever Section.**
Where the wall facing has an upper cantilever section, backfill with
structural backfill according to Subsection 209.10. Compact backfill
according to Subsection 209.11 within 1 meter behind this wall facing
section using light mechanical tampers.

**259.13 Acceptance.** Soil nail-retaining wall material, construction,
and services will be evaluated as follows:

Survey work will be evaluated under Section 152.

Material for the soil nails will be evaluated under Subsections 106.03
and 106.04.

Construction of soil nails and services will be evaluated under
Subsections 106.02 and 106.04.

Installed soil nails will be evaluated based on the criteria in Table
259-5.

Table 259-5

Nail Acceptance Criteria

+--------------+----------------------+-----------------+-------------+
| **Type of    | **Total Creep        | **Total         | **Pullout   |
| Nail Test**  | Movement**           | movement at     | Fail        |
|              |                      | maximum         | ure?^(3)^** |
|              |                      | load^(2)^**     |             |
+--------------+----------------------+-----------------+-------------+
| Verification | \< 2mm between 6 and | \>80%           | No          |
|              | 60 minutes^(1)^      |                 |             |
+--------------+----------------------+-----------------+-------------+
| Proof        | \< 1mm between 1 and | \>80%           | No          |
|              | 10 minutes, or       |                 |             |
|              |                      |                 |             |
|              | \< 2 mm between 6    |                 |             |
|              | and 60 minutes^(1)^  |                 |             |
+--------------+----------------------+-----------------+-------------+

\(1\) And the creep rate is linear or decreasing throughout the creep
test load hold period.

\(2\) Percent of the theoretical elastic elongation of the test nail
unbonded length.

\(3\) Pullout failure is defined as the inability to further increase
the test load while there is continued pullout movement of the test
nail. Record the pullout failure load as part of the test data.

If a verification test fails, propose alternate installation methods
before installing additional verification test nails and install a
replacement verification test nail.

If a proof test fails, replace some or all of the installed production
nails between the failed proof test nail and the next proof test nail in
the row, as directed. Alternatively, install additional proof test nails
within this area to ensure that the acceptance criteria is being met
within this area. Propose alternative methods before installing
additional soil nails.

Measurement

**259.14** Measure the Section 259 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure soil nail retaining walls by the square meter of front wall
face.

Measure verification test nails by the each. Do not measure failed
verification test nails or additional verification test nails installed
to verify alternative nail installation methods proposed by the
Contractor.

Measure production soil nails by the meter. Measure along bar centerline
from the line of the wall excavation face to the tip of the nail.

Do not measure temporary stabilization berms.

Do not measure wall excavation.

Payment

**259.15** The accepted quantities will be paid for at the contract unit
price per unit of measurement for the Section 259 pay items listed in
the bid schedule. Payment will be full compensation for the work
prescribed in this Section. See Subsection 109.05.

+------+--------+----------+--------+--------+---------+-------------+
| T    | >      | > Before | >      | >      | >       | > 30 days   |
| able |  **Rep | > using  | Before | Before |  Before | > before    |
| 2    | orting | > in     | >      | >      | > using | > beginning |
| 59-6 | >      | > work   |  using |  using | > in    | > soil nail |
|      | Time** |          | > in   | > in   | > work  | > work      |
| Samp |        |          | > work | > work |         |             |
| ling |        |          |        |        |         |             |
| and  |        |          |        |        |         |             |
| Tes  |        |          |        |        |         |             |
| ting |        |          |        |        |         |             |
| Requ |        |          |        |        |         |             |
| irem |        |          |        |        |         |             |
| ents |        |          |        |        |         |             |
+------+--------+----------+--------+--------+---------+-------------+
|      | > *    | > ---    | > ---  | > ---  | > ---   | > ---       |
|      | *Split |          |        |        |         |             |
|      | > Sa   |          |        |        |         |             |
|      | mple** |          |        |        |         |             |
+------+--------+----------+--------+--------+---------+-------------+
|      | > *    | > Source | >      | >      | >       | > ---       |
|      | *Point |          | Source | Source |  Source |             |
|      | > of** |          |        |        |         |             |
|      | >      |          |        |        |         |             |
|      | >      |          |        |        |         |             |
|      | **Samp |          |        |        |         |             |
|      | ling** |          |        |        |         |             |
+------+--------+----------+--------+--------+---------+-------------+
|      | >      | > Each   | > Each | > Each | > Each  | > One per   |
|      | **Samp | >        | > sh   | > sh   | > s     | > source of |
|      | ling** | shipment | ipment | ipment | hipment | > material  |
|      |        |          |        |        |         |             |
|      | *      |          |        |        |         |             |
|      | *Frequ |          |        |        |         |             |
|      | ency** |          |        |        |         |             |
+------+--------+----------+--------+--------+---------+-------------+
|      | >      | > Su     | > Subs | > Subs | > Sub   | >           |
|      | **Test | bsection | ection | ection | section |  Subsection |
|      | > Met  | > 259.07 | >      | >      | > 71    | > 259.05    |
|      | hods** |          | 722.04 | 722.04 | 4.02(b) |             |
|      | >      |          |        |        |         |             |
|      | >      |          |        |        |         |             |
|      | **Spec |          |        |        |         |             |
|      | ificat |          |        |        |         |             |
|      | ions** |          |        |        |         |             |
+------+--------+----------+--------+--------+---------+-------------+
|      | >      | > ---    | > ---  | > ---  | > ---   | > ---       |
|      | **Cate |          |        |        |         |             |
|      | gory** |          |        |        |         |             |
+------+--------+----------+--------+--------+---------+-------------+
|      | >      | >        | > Q    | > Q    | >       | > Quality & |
|      | **Char |  Quality | uality | uality | Quality | > Strength  |
|      | acteri | > &      | > &    | > &    | > &     |             |
|      | stic** | > Per    | >      | >      | > Perf  |             |
|      |        | formance |  Perfo |  Perfo | ormance |             |
|      |        |          | rmance | rmance |         |             |
+------+--------+----------+--------+--------+---------+-------------+
|      | >      | Certi    |        |        |         |             |
|      | **Type | fication |        |        |         |             |
|      | > of** | of       |        |        |         |             |
|      | >      | co       |        |        |         |             |
|      | > **   | mpliance |        |        |         |             |
|      | Accept | (106.03) |        |        |         |             |
|      | ance** |          |        |        |         |             |
|      | >      |          |        |        |         |             |
|      | > **(S |          |        |        |         |             |
|      | ubsect |          |        |        |         |             |
|      | ion)** |          |        |        |         |             |
+------+--------+----------+--------+--------+---------+-------------+
|      | >      | > Cent   | > Soil | >      | > Geoco | > Grout mix |
|      | **Mate | ralizers | >      |  Epoxy | mposite | > design    |
|      | rial** |          |  Nails | > c    | > sheet |             |
|      | >      |          |        | oating | > drain |             |
|      | > **Or |          |        |        |         |             |
|      | > Pro  |          |        |        |         |             |
|      | duct** |          |        |        |         |             |
+------+--------+----------+--------+--------+---------+-------------+

<table>
<colgroup>
<col style="width: 11%" />
<col style="width: 13%" />
<col style="width: 16%" />
<col style="width: 3%" />
<col style="width: 10%" />
<col style="width: 3%" />
<col style="width: 11%" />
<col style="width: 3%" />
<col style="width: 11%" />
<col style="width: 15%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 259-6</p>
<p>Sampling and Testing Requirements</p></td>
<td><blockquote>
<p><strong>Reporting Time</strong></p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>30 days before beginning soil nail work</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>—</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>—</p>
</blockquote></td>
<td><blockquote>
<p>—</p>
</blockquote></td>
<td><blockquote>
<p>—</p>
</blockquote></td>
</tr>
<tr class="even">
<td><blockquote>
<p><strong>Split Sample</strong></p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>—</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>—</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>—</p>
</blockquote></td>
<td><blockquote>
<p>—</p>
</blockquote></td>
<td><blockquote>
<p>—</p>
</blockquote></td>
</tr>
<tr class="odd">
<td><blockquote>
<p><strong>Point of</strong></p>
<p><strong>Sampling</strong></p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Mixer</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Installation</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Installation</p>
</blockquote></td>
<td><blockquote>
<p>Installation</p>
</blockquote></td>
<td><blockquote>
<p>Installation</p>
</blockquote></td>
</tr>
<tr class="even">
<td><blockquote>
<p><strong>Sampling</strong></p>
</blockquote>
<p><strong>Frequency</strong></p></td>
<td colspan="2"><blockquote>
<p>One per mix design</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Each verification nail</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Each proof nail</p>
</blockquote></td>
<td><blockquote>
<p>—</p>
</blockquote></td>
<td><blockquote>
<p>—</p>
</blockquote></td>
</tr>
<tr class="odd">
<td><blockquote>
<p><strong>Test Methods</strong></p>
<p><strong>Specifications</strong></p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Subsection 722.02(e)</p>
<p>AASHTO</p>
<p>T 106</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Subsection 259.08(b)</p>
<p>Table 259-5</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Subsection 259.08(c)</p>
<p>Table 259-5</p>
</blockquote></td>
<td><blockquote>
<p>Table 259-3</p>
</blockquote></td>
<td><blockquote>
<p>Table 259-4</p>
</blockquote></td>
</tr>
<tr class="even">
<td><blockquote>
<p><strong>Category</strong></p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>—</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>—</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>—</p>
</blockquote></td>
<td><blockquote>
<p>—</p>
</blockquote></td>
<td><blockquote>
<p>—</p>
</blockquote></td>
</tr>
<tr class="odd">
<td><blockquote>
<p><strong>Characteristic</strong></p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Compressive strength</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Performance</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Performance</p>
</blockquote></td>
<td><blockquote>
<p>Installation</p>
</blockquote></td>
<td><blockquote>
<p>Placement</p>
</blockquote></td>
</tr>
<tr class="even">
<td><blockquote>
<p><strong>Type of</strong></p>
<p><strong>Acceptance</strong></p>
<p><strong>(Subsection)</strong></p>
</blockquote></td>
<td colspan="8">Measured and tested for conformance (106.04)</td>
</tr>
<tr class="odd">
<td><blockquote>
<p><strong>Material</strong></p>
<p><strong>Or Product</strong></p>
</blockquote></td>
<td><blockquote>
<p>Nail grout</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Verification test nail</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Proof test nail</p>
</blockquote></td>
<td colspan="2"><blockquote>
<p>Wall elements</p>
</blockquote></td>
<td><blockquote>
<p>Permanent shotcrete facing</p>
</blockquote></td>
</tr>
</tbody>
</table>

## Section 260. --- ROCK BOLTS

Description

**260.01** This work consists of furnishing and installing tensioned
rock bolts.

Material

**260.02** Conform to the following Section and Subsections:

Grout 722.02(e)

Rock Bolts 722.03

Construction Requirements

**260.03 Submittal.** At least 14 days before the installation of rock
bolts, submit the following information:

**(a)** Evidence that the foreman has a minimum of 1500 hours and the
drill operator has a minimum of 1000 hours of satisfactory work in
similar installation of post-tensioned rock bolts.

**(b)** Construction sequence and schedule.

**(c)** Drilling methods and type of equipment.

**(d)** Proposed rock bolt, couplers, bearing plate, anchor unit, flat
washer, and beveled washer specifications including manufacturer's data
sheets and specifications for any additional hardware items.

**(e)** If using cartridged polyester-resin adhesives, include
manufacturer's data sheets and placement procedures.

**(f)** Proposed grout mix design.

**(g)** Calibration data for each torque wrench to be used. Submit
results of calibration test performed by an independent testing
laboratory within the last 60 days.

Allow 7 days for acceptance or rejection. Do not begin work until
submittals have been approved.

**260.04 Rock Bolt.** Size the bolt so the design load does not exceed
60 percent of the minimum guaranteed ultimate tensile strength of the
bolt. Select and fabricate bolts to carry the specified loads.

Couple only grouted bolts. Couple sections together when standard,
commercially-available lengths are exceeded. Provide a center stop for
connecting sections so that an equal length of thread connects each
section. Provide couplings that equal the manufacturer's guaranteed
ultimate strength for the rock bolt. Do not fabricate couplings in a
manner that interferes with the flow of grout.

**260.05 Handling and Storage.** Protect bolts from dirt, mud, water,
and other harmful substances to avoid damage and corrosion. Do not use
rock bolts that are heavily corroded, pitted, damaged due to welding, or
show signs of abrasions, cuts, or nicks.

**260.06 Installation.** Drill holes at the locations and orientations
shown in the plans or as directed by the CO and to the diameter
specified by the bolt manufacturer. Clean holes of all drill cuttings,
sludge, and debris before the rock bolt is inserted or grout is injected
into the hole. Insert bolt into the hole. Attach the bearing plate,
washer, and nut to the bolt with the threaded outer end of the bolt
projecting beyond the nut at least 50 millimeters.

For grout-anchored bolts, inject sufficient grout into the drill hole to
fill the bond zone around the bolt. Apply tension to bolt after the time
specified in Table 260-1.

Table 260-1

Grout Curing Time

+-------------------------------------+--------------------------------+
| **Cement Type**                     | **Curing Time**                |
|                                     |                                |
|                                     | **(Days)**                     |
+-------------------------------------+--------------------------------+
| I                                   | 5                              |
+-------------------------------------+--------------------------------+
| II                                  | 5                              |
+-------------------------------------+--------------------------------+
| III                                 | 3                              |
+-------------------------------------+--------------------------------+

For bolts anchored with polyester resin, use fast-setting polyester
resin cartridges in the bond zone and slow-setting polyester resin
cartridges in the no load zone with gel times consistent with rapid
installation. Select cartridge diameters in accordance with the
manufacturer's recommendations to ensure complete encapsulation of the
rock bolt and satisfactory in-hole mixing. Break and mix resin
cartridges by spinning the bolt as it is inserted into the drill hole
according to the manufacturer's instructions.

For mechanically-anchored, hollow-stem rock bolts, inject grout through
the hollow core of the bolt or through a grout tube until the space
between the bolt and drill hole wall is filled and grout is forced out
of the de-airing tube at the face of the hole.

**260.07 Tensioning.** Apply tension to the bolt with a calibrated
torque wrench to 125 percent of the design load. After tensioning, lock
bolt off at the specified design load.

Tension polyester resin-anchored bolts immediately after the fast-set
resin in the bond zone has set up and before the slow-set resin in the
unbonded zone has set up.

Tension grouted bolts after the bonded length has been grouted and the
grout has set up but before the unbonded length is grouted.

Tension mechanically-anchored rock bolts immediately after insertion
into the drill hole according to the manufacturer's recommendations.

Allow the bolt to remain in place if:

**(a)** The bolt can be tensioned to 125 percent of the design load and
the load can be held for 10 minutes.

**(b)** The design load is maintained after final grouting has been
accomplished.

Replace any bolt that does not meet (a) or (b) in a manner and in a
location approved by the CO.

**260.08 Acceptance.** Material for rock bolts will be evaluated under
Subsection 106.02 and 106.03.

Installation of rock bolts will be evaluated under Subsections 106.02
and 106.04.

Measurement

**260.09** Measure the Section 260 items listed in the bid schedule
according to Subsection 109.02.

Payment

**260.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 260 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 261. --- ROCK DOWELS

Description

**261.01** This work consists of furnishing and installing rock dowels.

Material

**261.02 Materials.** Conform to the following Sections and Subsections:

Concrete 601

Grout 722.02(e)

Reinforcing steel 709.01(b)

Shotcrete 566

Supply reinforcing steel for dowels in the form of deformed or threaded
bar.

Construction Requirements

**261.03 General.** Install dowels at the locations and to the depths
shown on the plans or directed by the CO.

**261.04 Drilling.** Drill holes for dowels perpendicular to the
supporting rock surface and as close as possible to the rock that is to
be supported. Drill holes for rock dowels a minimum of 25 millimeters
larger than the dowel diameter.

**261.05 Installation.** Partially fill the dowel hole with grout. Place
and center the dowel in the drill hole. Inject sufficient grout to fill
the remainder of the hole. Encase the length of dowel protruding from
the hole with a sufficient amount of shotcrete or hand-packed concrete
to completely encapsulate the dowel and fill the space between the dowel
and the surface of the rock to be supported. Construct forms as
necessary to contain the shotcrete or concrete until it has hardened.

**261.06 Acceptance.** Material for dowels will be evaluated under
Subsections 106.02 and 106.03.

Installation of rock dowels will be evaluated under Subsections 106.02
and 106.04.

Measurement

**261.07** Measure the Section 261 items listed in the bid schedule
according to Subsection 109.02.

Payment

**261.08** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 261 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

# DIVISION 300 Aggregate Course

## Section 301. --- UNTREATED AGGREGATE COURSES

Description

**301.01** This work consists of constructing one or more courses of
aggregate on a prepared surface.

Subbase and base aggregate grading is designated as shown in Table
703-2.

Material

**301.02** Conform to the following Subsections:

Aggregate 703.05

Water 725.01

Construction Requirements

**301.03 General.** Prepare the surface on which the aggregate course is
placed according to Section 204 or 303 as applicable.

After a representative quantity of aggregate is produced, submit
proposed target values for the appropriate sieve sizes along with a
representative 150-kilogram sample at least 14 days before incorporating
the aggregate into the work.

Set target values within the gradation ranges shown in Table 703-2 or
703-3 for the required grading.

**301.04 Mixing and Spreading.** Determine the optimum moisture content
according to AASHTO T 180, method D. Mix the aggregate and adjust the
moisture content to obtain a uniform mixture with a moisture content
within 2 percent of the optimum moisture content. Spread and shape the
mixture on the prepared surface in a uniform layer.

Do not place the mixture in a layer exceeding 150 millimeters in
compacted thickness. When more than one layer is necessary, compact each
layer according to Subsection 301.05 before placing the next layer.
Route hauling equipment uniformly over the full width of the surface to
minimize rutting or uneven compaction.

**301.05 Compacting.** Determine the maximum density of the mixture
according to AASHTO T 180, method D.

Compact each layer full width. Roll from the sides to the center,
parallel to the centerline of the road. Along curbs, headers, walls, and
all places not accessible to the roller, compact the material with
approved tampers or compactors.

Compact each layer to at least 95 percent of maximum density. Determine
the inplace density and moisture content according to AASHTO T 310 or
other approved test procedures.

**301.06 Surface Tolerance.** If grade finishing stakes are required,
finish the surface to within ±10 millimeters from staked line and grade
elevation.

If grade finishing stakes are not required, shape the surface to the
required template and check the surface with a 3-meter straightedge.
Defective areas are surface deviations in excess of 15 millimeters in 3
meters between any two contacts of the straightedge with the surface.

Correct all defective areas by loosening the material, adding or
removing material, reshaping, and compacting.

**301.07 Maintenance.** Maintain the aggregate course to the correct
line, grade, and cross‑section by blading, watering, rolling, or any
combination thereof until placement of the next course. Correct all
defects according to Subsection 301.06.

**301.08 Acceptance.** See Table 301-1 for sampling and testing
requirements and the acceptance quality characteristic category.

Aggregate gradation and surface course plasticity index will be
evaluated under Subsection 106.05. Other aggregate quality properties
will be evaluated under Subsections 106.02 and 106.04.

**(a) Aggregate gradation.** The upper and lower specification limits
are equal to the calculated mean of all test results plus or minus the
allowable deviations shown in Tables 703-2 and 703-3, except as follows:

**(1)** If the calculated mean value for any tested sieve exceeds the
maximum gradation value shown in Table 703-2 or 703-3, the upper
specification is equal to the maximum gradation value plus the allowable
deviation, and the lower specification is equal to the maximum gradation
value minus the allowable deviation.

**(2)** If the calculated mean value for any tested sieve is less than
the minimum gradation value shown in Table 703-2 or 703-3, the upper
specification is equal to the minimum gradation value plus the allowable
deviation and the lower specification is equal to the minimum gradation
value minus the allowable deviation.

**(b) Plasticity index.** The upper and lower specification limits for
surface courses are shown in Table 703-3.

Construction of untreated aggregate courses will be evaluated under
Subsections 106.02 and 106.04.

Preparation of the surface on which the aggregate course is placed will
be evaluated under Section 204 or 303 as applicable.

Measurement

**301.09** Measure the Section 301 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure aggregate by the cubic meter in the hauling vehicle.

Measure square meter width horizontally to include the top of aggregate
width including designed widenings. Measure the square meter length
horizontally along the centerline of the roadway.

Payment

**301.10** The accepted quantities will be paid at the contract price
per unit of measurement adjusted according to Subsection 106.05 for the
Section 301 pay items listed in the bid schedule. Payment will be full
compensation for the work prescribed in this Section. See Subsection
109.05.

<table style="width:100%;">
<colgroup>
<col style="width: 13%" />
<col style="width: 11%" />
<col style="width: 12%" />
<col style="width: 10%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 301-1</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td><p>Before using</p>
<p>in work</p></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td colspan="4">4 Hours</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>Yes, when requested</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td colspan="4">Yes</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Source of materials</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td colspan="4">From the windrow or road bed after processing</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 per type and source of material</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td colspan="4">1 per each 1,000 metric tons</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO T 96</td>
<td>AASHTO T 104</td>
<td>AASHTO T 210</td>
<td>ASTM D 5821</td>
<td colspan="4"><p>AASHTO T 11</p>
<p>&amp; T 27</p></td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td></td>
<td>I</td>
<td>I</td>
<td>II</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Los Angeles Abrasion (Coarse)</td>
<td>Sodium Sulfate Soudness Loss (Coarse and Fine)</td>
<td>Durability index (Coarse &amp; Fine)</td>
<td>Fractured Faces</td>
<td>Gradation</td>
<td>4.75 mm</td>
<td>75 μm</td>
<td>Other specified sieves</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="4"><p>Measured and tested for conformance</p>
<p>(106.04&amp;</p>
<p>Section 105)</p></td>
<td colspan="4"><p>Statistical</p>
<p>(106.05)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="4">Aggregate source quality 703.05(a)</td>
<td colspan="4">Subbase courses grading A &amp; B</td>
</tr>
</tbody>
</table>

<table>
<colgroup>
<col style="width: 7%" />
<col style="width: 10%" />
<col style="width: 11%" />
<col style="width: 6%" />
<col style="width: 7%" />
<col style="width: 6%" />
<col style="width: 7%" />
<col style="width: 14%" />
<col style="width: 10%" />
<col style="width: 11%" />
<col style="width: 3%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 301-1</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td colspan="5">4 Hours</td>
<td colspan="2">4 Hours</td>
<td>Before placement of next layer</td>
<td rowspan="9">(1) Minimum of 5 points per proctor.</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td colspan="5">Yes</td>
<td>Yes</td>
<td>Yes</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td colspan="5">From the windrow or roadbed after processing</td>
<td>From the windrow or roadbed after processing</td>
<td>Material source before use</td>
<td>In-place</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td colspan="5">1 per each 1,000 metric tons</td>
<td>1 per each 1,000 metric tons</td>
<td>1 per type and source of material</td>
<td>1 per each 500 metric tons</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td colspan="5"><p>AASHTO T 11</p>
<p>&amp; T27</p></td>
<td>AASHTO T 89</td>
<td>AASHTO T 180 Method D<sup>1</sup></td>
<td>AASHTO T 310 or other approved procedures</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td></td>
<td>I</td>
<td>I</td>
<td>I</td>
<td>II</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Gradation</td>
<td>9.5 mm</td>
<td>4.75 mm</td>
<td>75 μm</td>
<td>Other specified sieves</td>
<td>Liquid Limit</td>
<td>Moisture-Density (Maximum Density)</td>
<td>Compaction</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="5"><p>Statistical</p>
<p>(106.05)</p></td>
<td colspan="3">Measured and tested for conformance (106.04)</td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="5">Base courses grading C, D, &amp; E</td>
<td colspan="3"><p>Subbase &amp; base courses</p>
<p>grading A, B, C,</p>
<p>D &amp; E</p></td>
</tr>
</tbody>
</table>

<table>
<colgroup>
<col style="width: 10%" />
<col style="width: 8%" />
<col style="width: 9%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 8%" />
<col style="width: 9%" />
<col style="width: 9%" />
<col style="width: 11%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 301-1</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td colspan="5">4 hours</td>
<td>4 Hours</td>
<td>“</td>
<td>Before using in work</td>
<td>Before placement of next layer</td>
<td>Before using in work</td>
<td rowspan="9"><blockquote>
<p>(1) Minimum of 5 points per proctor.</p>
</blockquote></td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td colspan="5">Yes</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>—</td>
<td>“</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td colspan="5">From the windrow or roadbed after processing</td>
<td>“</td>
<td>“</td>
<td>Source of material</td>
<td>In-place</td>
<td>From the windrow on roadbed after processing</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td colspan="5">1 per 1,000 metric tons</td>
<td>“</td>
<td>“</td>
<td>1 per type and source of material</td>
<td><p>1 per 500</p>
<p>metric tons</p></td>
<td>1 per 1,000 metric tons</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td colspan="5"><p>AASHTO T 11</p>
<p>&amp; T 27</p></td>
<td>AASHTO T 89</td>
<td>AASHTO T 90</td>
<td>AASHTO T 180 Method D<sup>1</sup></td>
<td>AASHTO 310 or other approved procedures</td>
<td>ASTM D5821</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td></td>
<td>I</td>
<td>I</td>
<td>I</td>
<td>II</td>
<td>II</td>
<td>I</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Gradation</td>
<td>4.75 mm</td>
<td>425 μm</td>
<td>75 μm</td>
<td>Other specified sieves</td>
<td>Liquid Limit</td>
<td>Plasticity Index</td>
<td>Moisture-Density (Maximum Density)</td>
<td>Density</td>
<td>Fractured Faces</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="10"><p>Statistical</p>
<p>(106.05)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="10">Surface course aggregate</td>
</tr>
</tbody>
</table>

## Section 302. --- TREATED AGGREGATE COURSES

Description

**302.01** This work consists of constructing one or more courses of an
aggregate and cement mixture or an aggregate, fly ash, lime, and cement
(AFLC) mixture on a prepared roadbed.

Treated aggregate courses are designated as cement or AFLC.

Aggregate grading is designated as shown in Table 703-2.

Material

**302.02** Conform to the following Subsections:

Aggregate 703.05

Blotter 703.13

Chemical admixture (set-retarding) 711.03

Emulsified asphalt 702.03

Fly ash 725.04

Hydraulic cement 701.01

Lime 725.03

Water 725.01

Construction Requirements

**302.03 Proportioning.** Submit a treated aggregate course mix design
30 days before production.

Provide a minimum average compressive strength of 3.45 megapascals with
no single test lower than 2.75 megapascals. Mold, cure, and test samples
of the AFLC mixture according to ASTM C 593, parts 10 and 11 except
revise the curing period from 7 to 28 days at 38±2 ºC.

For aggregate and cement mixtures, meet the design parameters in Table
302-1.

**Table 302-1**

Range of Aggregate/Cement

Mix Design Parameters

  -------------------------------------------- --------------------------
  **Material**                                 **Percent^(1)^**

  Aggregate                                    90 - 96

  Hydraulic cement                             4 - 10
  -------------------------------------------- --------------------------

> \(1\) By mass of total dry mix.

For AFLC mixtures, meet the design parameters in Table 302-2.

Table 302-2

Range of AFLC Mix Design Parameters

  ----------------------------------------------- -----------------------
  **Material**                                    **Percent^(1)^**

  Aggregate                                       75 - 92

  Fly ash                                         6 - 20

  Lime and hydraulic cement                       2 - 5
  ----------------------------------------------- -----------------------

> \(1\) By mass of total dry mix.

Include the following with the mix design, as applicable:

**(a)** Source of each component material;

**(b)** Results of the applicable tests;

**(c)** Target values for each aggregate sieve size specified as
applicable;

**(d)** 90-kilogram sample of aggregate;

**(e)** 25-kilogram sample of fly ash;

**(f)** 10-kilogram sample of lime;

**(g)** 10-kilogram sample of hydraulic cement; and

**(h)** 2-kilogram sample of the retarder or other admixtures.

Begin production only after the mix design is approved. Furnish a new
mix design if there is a change in a material source.

**302.04 General.** Store chemical additives and admixtures in closed,
weatherproof containers. Prepare the surface on which the treated
aggregate course is placed according to Section 204 or 303 as
applicable. Determine the optimum moisture content according to AASHTO T
180, method D.

**302.05 Mixing.** Do not begin mixing operations when the atmospheric
temperature is expected to fall below 4 ºC within 48 hours. Do not place
a treated aggregate course when the underlying surface is frozen, muddy,
or when it is raining or snowing.

Mix the components with suitable equipment until a uniform mixture is
obtained. During mixing, add sufficient water to obtain the optimum
moisture content for compaction plus 2 percent.

Equip the mixer with batching or metering devices for proportioning the
components either by mass or volume. Maintain the accuracy of the
amounts of aggregate, chemical additives, and water (based on total dry
mass) within the following tolerances:

Aggregate ±2.0% by mass

Fly ash ±1.5% by mass

Lime or cement ±0.5% by mass

Retarder or other additive ±2.0% by mass

Water ±2.0% by mass

A retarder may be used to slow initial set for a maximum of 2 hours.
Dissolve retarder in water, and uniformly add the solution to the
mixture.

When a central plant is used, transport the mixture in vehicles that
maintain moisture content and prevent segregation and loss of the fine
material.

**302.06 Placing, Compacting, and Finishing.** Place, compact, and
finish the treated aggregate course according to Subsections 301.04,
301.05, and 301.06. Maintain the moisture content (±2 percent of
optimum) during placing and finishing.

Do not leave any treated aggregate that has not been compacted
undisturbed for more than 30 minutes. Complete the compaction and
finishing within 1 hour (longer with a retarder) from the time water is
added to the mixture. Make the compacted surface smooth, dense, and free
of compaction planes, ridges, or loose material.

If the time between placing adjacent partial widths exceeds 30 minutes,
provide a construction joint.

**302.07 Construction Joints.** For lime and fly ash mixtures, tie each
day\'s operation into the completed work of the previous day by remixing
approximately 0.5 meters of the completed course before processing
additional sections. Add 50 percent of the original amount of lime or
fly ash to the remixed material.

For cement mixtures or when a lime or fly ash mixture remains
undisturbed for more than 24 hours, make a transverse construction joint
by cutting back into the completed work to form an approximately
vertical face.

**302.08 Curing.** Do not allow traffic on the treated aggregate course.
Keep the completed layer or course continuously moist until the next
layer or course is placed. Apply water under pressure through a spray
bar equipped with nozzles producing a fine, uniform spray. Place and
compact the next layer or course within 7 days after compacting and
finishing the treated aggregate course.

Placement of the next course may be deferred up to 21 days by sealing
the surface with rapid setting emulsified asphalt. Do not seal
intermediate layers of a course. Keep surface continuously moist for at
least 7 days after compacting and finishing. After the 7 days, apply
undiluted CRS-2 or RS-2 emulsified asphalt at a rate of 1.1 liters per
square meter according to Section 409. Provide a continuous film over
the surface. If the surface is opened to public traffic, furnish and
apply blotter according to Section 411.

If the treated aggregate course looses stability, density, or finish
before placement of the next course or acceptance of the work,
reprocess, recompact, and add additives as necessary to restore the
strength of the damaged material. Reapply the emulsified asphalt seal
where the continuous film is damaged.

**302.09 Acceptance.** See Table 302-3 for sampling and testing
requirements and the acceptance quality characteristic category.

Fly ash, lime, cement, and chemical admixtures will be evaluated under
Subsections 106.02 and 106.03. Emulsified asphalt will be evaluated
under Subsections 106.03 and 702.09.

**(a) Aggregate gradation.** The upper and lower specification limits
are equal to the calculated mean of all test results plus or minus the
allowable deviations shown in Tables 703-2 and 703-3, except as follows:

**(1)** If the calculated mean value for any tested sieve exceeds the
maximum gradation value shown in Table 703-2 or 703-3, the upper
specification is equal to the maximum gradation value plus the allowable
deviation, and the lower specification is equal to the maximum gradation
value minus the allowable deviation.

**(2)** If the calculated mean value for any tested sieve is less than
the minimum gradation value shown in Table 703-2 or 703-3, the upper
specification is equal to the minimum gradation value plus the allowable
deviation and the lower specification is equal to the minimum gradation
value minus the allowable deviation.

Construction of treated aggregate courses will be evaluated under
Subsections 106.02 and 106.04.

Preparation of the surface on which the treated aggregate course is
placed will be evaluated under Section 204 or 303 as applicable.

Emulsified asphalt seal will be evaluated under Section 409.

Blotter will be evaluated under Section 411.

Measurement

**302.10** Measure the Section 302 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure the square meter width horizontally to include the top of
aggregate width including designed widenings. Measure the square meter
length horizontally along the centerline of the roadway.

Measure emulsified asphalt under Section 409.

Measure blotter under Section 411.

Payment

**302.11** The accepted quantities will be paid at the contract price
per unit of measurement adjusted according to Subsection 106.05 for the
Section 302 pay items listed in the bid schedule. Payment will be full
compensation for the work prescribed in this Section. See Subsection
109.05.

<table style="width:100%;">
<colgroup>
<col style="width: 7%" />
<col style="width: 10%" />
<col style="width: 11%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 14%" />
<col style="width: 11%" />
<col style="width: 11%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><blockquote>
<p><strong>Table 302-3</strong></p>
<p><strong>Sampling and Testing Requirements</strong></p>
</blockquote></td>
<td><strong>Reporting Time</strong></td>
<td colspan="6">4 Hours</td>
<td><p>Before using</p>
<p>in work</p></td>
<td>Before placement of next layer</td>
<td rowspan="9">(1) Minimum of 5 points per proctor.</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td colspan="5">Yes, when requested</td>
<td>“</td>
<td>“</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td colspan="5">From the windrow or roadbed after processing</td>
<td>“</td>
<td>Processed material before incorporated into the work</td>
<td>In-place</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td colspan="5">1 per 1,000 metric tons</td>
<td>1 per 3,000 metric tons</td>
<td>1 for each aggregate grading produced</td>
<td><p>1 per 500</p>
<p>metric tons</p></td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td colspan="5"><p>AASHTO T 11</p>
<p>&amp; T 27</p></td>
<td>AASHTO 89</td>
<td>AASHTO T 180 Method D<sup>(1)</sup></td>
<td>AASHTO 310 or other approved procedures</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td></td>
<td>I</td>
<td>I</td>
<td>I</td>
<td>II</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Gradation <sup>(1)</sup>__</td>
<td>9.5 mm</td>
<td>4.75 mm</td>
<td>75 μm</td>
<td>Other specified sieves</td>
<td>Liquid Limit</td>
<td>Moisture-Density</td>
<td>Compaction</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="6">Measured &amp; tested for conformance (106.04)</td>
<td colspan="2"></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="6">Aggregate (703.05)</td>
<td colspan="2"><p>Mixture</p>
<p>(302)</p></td>
</tr>
</tbody>
</table>

## Section 303. --- ROAD RECONDITIONING

Description

**303.01** This work consists of reconditioning ditches, shoulders,
roadbeds, and aggregate surfaces.

Material

**303.02** Conform to the following Subsection:

Water 725.01

Construction Requirements

**303.03 Ditch Reconditioning.** Remove all slide material, sediment,
vegetation, and other debris from the existing ditches and culvert
inlets and outlets. Reshape ditches and culvert inlets and outlets to
achieve positive drainage and a uniform ditch width, depth, and grade.
Dispose of waste according to Subsection 204.14.

**303.04 Shoulder Reconditioning.** Repair soft and unstable areas
according to Subsection 204.07. Remove all slide material, vegetation,
and other debris from existing shoulders including shoulders of parking
areas, turnouts, and other widened areas. Reshape shoulders and dispose
of waste according to Subsection 204.14.

**303.05 Roadbed Reconditioning.** Repair soft and unstable areas
according to Subsection 204.07. Remove all organic, deleterious, or
oversize material larger than 150 millimeters from the top 150
millimeters of subgrade. Dispose of waste according to Subsection
204.14. Scarify to a 150-millimeter depth, remove surface
irregularities, and shape to provide a uniform surface. Finish earth
surfaces to within 15 millimeters and rock surfaces to within 30
millimeters of the required line, cross section, and grade. Compact
according to Subsection 204.11.

**303.06 Aggregate Surface Reconditioning.** Repair soft and unstable
areas to the full depth of the aggregate surface and according to
Subsection 204.07. Scarify to the depth of the aggregate surface or to a
depth of 200 millimeters, whichever is less, and remove surface
irregularities. Reshape, finish, and compact the entire aggregate
surface according to Section 308.

**303.07 Roadway Reconditioning.** Perform all the applicable work
described in Subsections 303.03 through 303.06.

**303.08 Pulverizing.** Scarify the surface to the designated depth and
width. Pulverize all material to a size one and one half times the
maximum sized aggregate or to 40 millimeters, whichever is greater. Mix,
spread, compact, and finish the material according to Section 301.

**303.09 Acceptance.** See Table 303-1 for sampling and testing
requirements. Road reconditioning work will be evaluated under
Subsections 106.02 and 106.04.

Measurement

**303.10** Measure the Section 303 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure ditch reconditioning and shoulder reconditioning by the
kilometer or meter horizontally along the centerline of the roadway for
each side of the roadway.

Measure roadbed reconditioning, aggregate surface reconditioning,
roadway reconditioning, and pulverizing by the kilometer or by the
square meter. Measure the square meter area on a horizontal plane. Do
not measure isolated areas less than 20 square meters.

Measure waste under Section 204.

Payment

**303.11** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 303 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 304. --- AGGREGATE STABILIZATION

Description

**304.01** This work consists of constructing a stabilized aggregate
layer with either imported or in-place aggregate. The aggregate layer is
stabilized by incorporating cement (aggregate cement) or fly ash plus
lime, and cement (AFLC).

Aggregate stabilization is designated as imported aggregate course or
in-place aggregate course.

Imported aggregate stabilization and in-place aggregate stabilization
are designated as aggregate cement or AFLC.

Aggregate grading is designated as shown in Table 703-2.

Material

**304.02** Conform to the following Subsections:

Aggregate 703.05

Blotter 703.13

Chemical admixtures (set-retarding) 711.03

Emulsified asphalt 702.03

Fly ash 725.04

Portland cement 701.01(a)

Lime 725.03

Water 725.01

Construction Requirements

**304.03 Proportioning.** Submit a mix design 30 days before production.

**(a) Aggregate cement mixtures.** Estimate the median cement content
required for maximum density of the mixture and select cement contents
by mass at 2 percentage points above and below the estimated median
cement content.

At these 3 cement contents:

**(1)** Use a minimum of 4 points to determine the maximum density and
optimum moisture content of the 3 mixtures according to AASHTO T 134.

**(2)** Determine the loss in mass of the 3 mixtures according to AASHTO
T 135 and T 136.

**(3)** Determine the 7-day unconfined compressive strength of the 3
mixtures according to ASTM D 633, method A.

Design and use a mixture that meets the requirements of Table 304-1.

Table 304-1

Aggregate Cement Mix Design Parameters

+-----------------------------------------------------+----------------+
| **Material or Property**                            | *              |
|                                                     | *Requirement** |
+-----------------------------------------------------+----------------+
| Aggregate                                           | 90 -- 96       |
|                                                     | %^(1)^         |
+-----------------------------------------------------+----------------+
| Portland cement                                     | 4 -- 10 %^(1)^ |
+-----------------------------------------------------+----------------+
| Loss in mass, AASHTO T 135 & 136 (12 cycles)        | 14% max.       |
|                                                     |                |
| A-1, A-2-4, A-2-5, & A-3                            | 10% max.       |
|                                                     |                |
| A-2-6, A-2-7, A-4, & A-5                            | 7% max.        |
|                                                     |                |
| A-6 & A-7                                           |                |
+-----------------------------------------------------+----------------+
| 7-day unconfined compressive strength,              | 2.8 MPa min.   |
|                                                     |                |
| ASTM D-1633, method A                               |                |
+-----------------------------------------------------+----------------+

\(1\) By mass of total dry mix.

**(b) AFLC mixtures.** Determine the optimum fly ash plus lime and
cement content according to ASTM C 593, Section 10 using several
mixtures with varying fly ash plus lime and cement contents. The peak of
the density fly ash plus lime and cement content curve is the optimum
fly ash plus lime and cement content.

Determine the lime and cement fly ash ratio according to ASTM C 593,
Sections 10 and 11 using a series of mixtures at the optimum fly ash
plus lime and cement content and varying lime and cement fly ash ratio.
Use a curing period from 7 to 28 days at 36 to 40 °C.

Design a mixture that meets the requirements of Table 304-2.

Use a mixture with a fly ash plus lime and cement content that exceeds
the optimum fly ash plus lime and cement content by 0.5 percent.

Table 304-2

AFLC Mix Design Parameters

  ------------------------------------------------ ----------------------
  **Material or Property**                         **Requirement**

  Aggregate                                        75 -- 92 %^(1)^

  Fly ash                                          6 -- 20 %^(1)^

  Lime and portland cement                         2 -- 5 %^(1)^

  Average compressive strength, ASTM C 593         3.5 MPa min.

  Single compressive strength, ASTM C 593          2.8 MPa min.
  ------------------------------------------------ ----------------------

\(1\) By mass of total dry mix.

**(c) Job-mix formula.**

**(1)** Submit the following for each job-mix formula:

*(a)* Source of each component;

*(b)* Results of applicable tests; and

*(c)* Target values for:

*(1)* Each aggregate sieve size specified as applicable; and

*(2)* Stabilizing agent.

**(2)** At the request of the CO, submit the following:

*(a)* 90-kilogram sample of aggregate;

*(b)* 25-kilogram sample of fly ash;

*(c)* 10-kilogram sample of lime;

*(d)* 10-kilogram sample of Portland cement; and

*(e)* 2-kilogram sample of retarder or other admixtures.

Furnish a new mix design if there is a change in a material source.
Begin production only after the mix design is approved.

**304.04 General.** Store stabilizing agents and admixtures in closed,
weatherproof containers. Do not construct the stabilized aggregate layer
when the underlying surface is frozen, muddy, or when it is raining or
snowing. Do not begin application or mixing operations when the
atmospheric temperature is expected to fall below 4 ºC within 48 hours.

**(a) Imported aggregate course.** Prepare the underlying surface
according to Section 204, Subsection 303.05, or Subsection 303.06, as
applicable.

**(b) In-place aggregate course.** Recondition the aggregate according
to Subsection 303.06. Shape the scarified aggregate into a windrow or
blanket that is suitable for applying stabilizing agents.

**304.05 Applying stabilizing agents.**

**(a) Imported aggregate course.** Equip the mixer with batching or
metering devices for proportioning the components either by mass or
volume. Maintain the accuracy of the amounts of aggregate, chemical
additives, and water (based on the total dry mass) within the following
tolerances:

Aggregate ±2.0% by mass

Fly ash ±1.5% by mass

Lime and cement ±0.5% by mass

Retarder or other additive ±2.0% by mass

Water ±2.0% by mass

In aggregate cement mixtures, a retarder may be used to slow initial set
for a maximum of 2 hours. Dissolve the retarder in water and then
uniformly add it to the mixture.

> **(b) In-place aggregate course.** Apply the moisture content of the
> aggregate to at least 3 percent below optimum. Do not apply
> stabilizing agents when conditions allow excessive loss to washing or
> blowing. Apply stabilizing agents at the required rates by one of the
> following methods:

**(1) Dry method.** Uniformly apply the stabilizing agents with an
approved spreader. Apply water using approved methods to obtain the
proper moisture content for mixing and compaction.

**(2) Slurry method.** Mix stabilizing agents with water and apply as a
thin water suspension or slurry using either trucks with approved
distributors or rotary mixers. Equip the distributor truck or rotary
mixer tank with an agitator to keep the stabilizing agents suspended in
water. Make successive passes over the material to obtain the moisture
and stabilizing agents content for mixing and compacting.

**304.06 Mixing.** Mix the components with suitable equipment until all
additives are distributed uniformly within the aggregate to create a
homogeneous mixture. When a central plant is used, transport the mixture
in vehicles that maintain moisture content and prevent segregation and
loss of the fine material.

**(a) Aggregate cement mixtures.** Add water and thoroughly mix to
adjust the moisture content of the mixture as determined from the mix
design and approved by the CO. Complete the mixing within 2 hours of
cement application.

**(b) AFLC mixtures.** Add water and thoroughly mix to adjust the
moisture content of the mixture to optimum moisture content plus any
necessary hydration moisture as determined from the mix design and
approved by the CO. Complete the mixing within 6 hours of additive
application. Cure the mixture for 2 to 4 days by keeping it moist.

**304.07 Placing, Compacting, and Finishing.** While placing and
spreading the mixture, maintain the moisture content within 2 percent of
optimum. Do not leave uncompacted aggregate cement mixtures undisturbed
for more than 30 minutes, and complete their compaction and finishing
within 1 hour from the time water is added. Additional time may be
permitted if a retarder is used. Compact the mixture to at least 95
percent of the maximum density. Determine the in-place density and
moisture content according to AASHTO T 310 or other approved test
procedures.

Finish the aggregate course according to Subsection 301.06 to produce a
surface that is smooth, dense, and free of compaction planes, ridges, or
loose material.

**304.08 Construction Joints.** For AFLC mixtures, tie each day's work
into the completed work of the previous day by remixing approximately
0.5 meter of the completed course before processing additional sections.
Add 50 percent of the original amount of lime or fly ash to the remixed
material.

For aggregate cement mixtures or when an AFLC mixture remains
undisturbed for more than 24 hours, make a transverse construction joint
by cutting back into the completed work to form an approximately
vertical face.

**304.09 Curing.** Do not allow traffic on the stabilized aggregate
surface. Apply water under pressure through a spray bar equipped with
nozzles producing a fine, uniform spray. Keep the surface continuously
moist until the next layer is placed.

Place the next layer within 7 days of finishing the aggregate
stabilization. This may be deferred up to 21 days by sealing the surface
with rapid-setting emulsified asphalt or cutback asphalt. Apply
undiluted CRS-2 emulsified asphalt or RS-2 cutback asphalt at a rate of
1.1 liters per square meter according to Section 409. Provide a
continuous film over the surface. Furnish and apply blotter according to
Section 411.

If the stabilized aggregate looses stability, density, or finish,
reprocess, re-compact, and add additives as necessary to restore the
strength of the damaged material. Reapply the asphalt seal where the
continuous film is damaged.

**304.10 Acceptance.** See Table 304-3 for sampling and testing
requirements.

Material for blotter, chemical admixtures, fly ash, lime, hydraulic
cement, and water will be evaluated under Subsections 106.02 and 106.03.
Emulsified asphalt will be evaluated under Subsections 106.03 and
702.09.

New imported aggregate will be evaluated for gradation according to
Subsection 301.08(a).

Stabilized imported and in-place aggregate courses will be evaluated
under Subsections 106.02 and 106.04.

Reconditioning of the aggregate course for in-place aggregate will be
evaluated under Section 303.

Preparation of the surface on which the treated imported aggregate
course is placed will be evaluated under Sections 204 or 303.

Emulsified asphalt seal will be evaluated under Section 409.

Blotter will be evaluated under Section 411.

Measurement

**304.11** Measure the Section 304 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure square meter width horizonatally to include the top of aggregate
width including designed widening. Measure the square meter length along
the centerline of the roadway.

Measure emulsified asphalt under Section 409.

Measure blotter under Section 411.

Payment

**304.12** The accepted quantities measured as provided in Subsection
109.02, will be paid at the contract price per unit of measurement for
the Section 304 pay items listed in the bid schedule. Payment will be
full compensation for the work prescribed in this Section. See
Subsection 109.05.

<table style="width:100%;">
<colgroup>
<col style="width: 6%" />
<col style="width: 7%" />
<col style="width: 3%" />
<col style="width: 11%" />
<col style="width: 3%" />
<col style="width: 10%" />
<col style="width: 3%" />
<col style="width: 9%" />
<col style="width: 3%" />
<col style="width: 5%" />
<col style="width: 3%" />
<col style="width: 6%" />
<col style="width: 9%" />
<col style="width: 3%" />
<col style="width: 9%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 304-3</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td rowspan="9"><strong>Aggregate Cement Mixtures</strong></td>
<td><p>Before use</p>
<p>in work</p></td>
<td rowspan="9"><strong>Aggregate, Fly Ash, Lime, and Cement
(AFLC)</strong></td>
<td><p>Before use</p>
<p>in work</p></td>
<td rowspan="9"><strong>Imported Aggregate</strong></td>
<td>4 Hours</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>End of shift</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>Yes, when requested</td>
<td>Yes, when requested</td>
<td>Yes, when requested</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>—</td>
<td rowspan="8"><strong>Stabilized Aggregate</strong></td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Processed material before incorporation into the work</td>
<td>Processed material before incorporation</td>
<td>Processed aggregate before stabilization</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>Processed aggregate before stabilization</td>
<td>Compacted material</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 for each mixture or change in material</td>
<td>1 for each mixture or change in material</td>
<td><p>1 sample per</p>
<p>1,000 metric ton</p></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td><p>1 sample per</p>
<p>3,000 metric ton</p></td>
<td><p>1 for each</p>
<p>500 metric ton</p>
<p>or 2,500 m<sup>2</sup></p></td>
</tr>
<tr class="odd">
<td><strong>Test Methods</strong></td>
<td><p>Cement:</p>
<p>AASHTO T 134</p>
<p>(minimum of 4 points)</p></td>
<td>AFLC ASTM C 593 Section 10 and 11 (minimum of 4 points)</td>
<td><p>AASHTO T 11</p>
<p>&amp; T 27</p></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>AASHTO T 89</td>
<td>AASHTO 310 or other approved procedures</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td></td>
<td>I</td>
<td>I</td>
<td>I</td>
<td>II</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Moisture-Density</td>
<td>Moisture-Density</td>
<td>Gradation <sup>(1)</sup></td>
<td>9.5 mm</td>
<td>4.75 mm</td>
<td>75 μm</td>
<td>Other specified sieves</td>
<td>Liquid Limit</td>
<td>In-place Density and Moisture Content</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td>Source</td>
<td>Source</td>
<td colspan="6">Measured &amp; tested for conformance (106.04)</td>
<td></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td>Proportioning (304.03)</td>
<td>Proportioning (304.03)</td>
<td colspan="6">Aggregate (703.05)</td>
<td><p>Mixture</p>
<p>(304)</p></td>
</tr>
</tbody>
</table>

## Section 305. --- AGGREGATE-TOPSOIL COURSE

Description

**305.01** This work consists of furnishing and placing an aggregate,
topsoil, and seed mixture on a prepared shoulder or other surface.

Material

**305.02** Conform to the following Subsections:

Aggregate 703.14

Seed 713.04

Topsoil 713.01

Water 725.01

Construction Requirements

**305.03 Preparing Surface.** Complete the adjoining pavement before
placing an aggregate-topsoil mixture on the shoulder. Scarify the area
where the mixture is to be placed to a depth of 75 millimeters. Reduce
all clods and sod to a maximum size of 100 millimeters.

**305.04 Mixing, Placing, and Compacting.** Furnish a mixture of 50±10
percent aggregate and 50±10 percent topsoil by volume with sufficient
water for compaction.

Mix the components into a uniform mixture. Spread the mixture on the
prepared surface in a uniform layer. Shape the mixture to the line,
grade, and cross-section. Remove all clods and stones greater than 50
millimeters in diameter. Before compaction, dry seed the mixture surface
at a rate of 85 kilograms per hectare according to Section 625.

Uniformly compact the mixture so that it does not exhibit heaving,
pumping, rutting, or shearing. After compaction, dry seed the surface
again at a rate of 85 kilograms per hectare.

**305.05 Acceptance.** See Table 305-1 for sampling and testing
requirements.

Aggregate for aggregate-topsoil will be evaluated under Subsections
106.02 and 106.04. Seed and topsoil will be evaluated under Subsections
106.02 and 106.03.

Construction of aggregate-topsoil course will be evaluated under
Subsection 106.02.

Measurement

**305.06** Measure the Section 305 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure aggregate-topsoil course by the cubic meter in the hauling
vehicle.

Payment

**305.07** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 305 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+--------+-----------+--------------------+-----------------+--------+
| Table  | **        | 36 Hours           | 24 Hours        | \(1\)  |
| 305-1  | Reporting |                    |                 | M      |
|        | Time**    |                    |                 | inimum |
| Sa     |           |                    |                 | of 5   |
| mpling |           |                    |                 | points |
| and    |           |                    |                 | per    |
| T      |           |                    |                 | pr     |
| esting |           |                    |                 | octor. |
| Requir |           |                    |                 |        |
| ements |           |                    |                 |        |
+--------+-----------+--------------------+-----------------+--------+
|        | **Split   | ---                | ---             |        |
|        | Sample**  |                    |                 |        |
+--------+-----------+--------------------+-----------------+--------+
|        | **Point   | Production output  | In-place        |        |
|        | of        | or stockpile       |                 |        |
|        | S         |                    |                 |        |
|        | ampling** |                    |                 |        |
+--------+-----------+--------------------+-----------------+--------+
|        | *         | 1 for each         | 1 for each      |        |
|        | *Sampling |                    |                 |        |
|        | Fr        | soil blend         | 3,500 m^2^      |        |
|        | equency** |                    |                 |        |
+--------+-----------+--------------------+-----------------+--------+
|        | **Test    | AASHTO T 99 Method | AASHTO T 310 or |        |
|        | Methods   | C^(1)^             | other approved  |        |
|        | Specifi   |                    | procedures      |        |
|        | cations** |                    |                 |        |
+--------+-----------+--------------------+-----------------+--------+
|        | **C       | ---                | ---             |        |
|        | ategory** |                    |                 |        |
+--------+-----------+--------------------+-----------------+--------+
|        | **Charact | Moisture-Density   | Compaction      |        |
|        | eristic** |                    |                 |        |
+--------+-----------+--------------------+-----------------+--------+
|        | **Type of | Measured and       |                 |        |
|        | A         | tested for         |                 |        |
|        | cceptance | conformance        |                 |        |
|        | (Subs     | (106.04)           |                 |        |
|        | ection)** |                    |                 |        |
+--------+-----------+--------------------+-----------------+--------+
|        | *         | Aggregate -        |                 |        |
|        | *Material | topsoil            |                 |        |
|        | or        |                    |                 |        |
|        | Product** |                    |                 |        |
+--------+-----------+--------------------+-----------------+--------+

## 

## Section 306. --- DUST PALLIATIVE

Description

**306.01** This work consists of furnishing and applying one or more
applications of a dust palliative on a prepared surface.

Material

**306.02** Conform to the following Subsections:

Blotter 703.13

Calcium chloride 725.02

Calcium chloride flake 725.02

Emulsified asphalt 702.03

Lignosulfonate 725.20

Magnesium chloride 725.02

Water 725.01

Construction Requirements

**306.03 General.** Use distributor equipment conforming to Subsection
409.04 except heating capability is not required. Equip the distributor
with a hose and nozzle for areas inaccessible to the distributor and for
touch-up work. Do not apply a dust palliative when the weather is foggy
or when rain is anticipated within 24 hours of application. Do not apply
chloride brines, emulsified asphalt, or lignosulfonate when the ground
is frozen.

Protect the surfaces of structures and trees from splatter or marring
during application. Use multiple applications at a reduced rate if
necessary to prevent runoff. Do not discharge dust palliative into
streams.

**306.04 Preparation and Application.** Prepare the roadbed by blading
and shaping to leave 25 to 50 millimeters of relatively loose material
on the surface.

**(a) Emulsified asphalt.** When a slow setting emulsified asphalt is
used, dilute it with water until the emulsion contains 20 to 30 percent
residual asphalt. The CO will approve the exact proportion. Thoroughly
blend the emulsified asphalt with the added water. Apply according to
Subsection 409.08 when the ambient air temperature is 4 °C or above.

**(b) Lignosulfonate, calcium chloride, or magnesium chloride.** Water
the loose material so it is visibly moist.

When lignosulfonate is used, dilute it with water until the mixture
contains a minimum 48 percent concentration. When calcium chloride brine
is used, provide a minimum 36 percent concentration. When magnesium
chloride brine is used, provide a minimum 28 percent concentration. When
calcium chloride flake is used, provide flakes with a minimum 77 percent
purity.

Thoroughly mix the components. Apply when the ambient air temperature is
4 °C or above. Apply liquid concentrations at a rate of 1.4 to 2.7
liters per square meter as approved. Apply the chloride flakes at the
rate of 0.5 to 1.1 kilograms per square meter as approved.

Process the dust palliative uniformly throughout the layer, moisten as
necessary, and compact the surface.

**306.05 Maintenance and Opening to Traffic.** Do not permit traffic on
the treated surface until the dust palliative has penetrated and cured
enough to prevent excessive pickup under traffic. If it becomes
necessary to permit traffic before that time, apply blotter as
necessary.

**306.06 Acceptance.** Dust palliative material (emulsified asphalt,
lignosulfonate, calcium chloride, calcium chloride flake, and magnesium
chloride) will be evaluated under Subsection 106.03. Provide a
commercial certification that includes the date, identification number
(truck or trailer), net mass, and brand name with each shipment. For
liquid, non-petroleum dust palliatives also provide the net volume and
specific gravity at 15 ºC, percent solids by mass, and pH. For solid
dust palliatives also provide the concentration of the product.

Application of dust palliative will be evaluated under Subsections
106.02 and 106.04.

Measurement

**306.07** Measure the Section 306 items listed in the bid schedule
according to Subsection 109.02.

Payment

**306.08** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 306 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 307. --- Reserved

## Section 308. --- MINOR CRUSHED AGGREGATE

Description

**308.01** This work consists of furnishing and placing crushed
aggregate for bedding, backfill, and roadway aggregate courses.

The roadway aggregate compaction method is designated as shown in
Subsection 308.05(a).

Material

**308.02** Conform to the following Subsections:

Crushed aggregate 703.06

Water 725.01

Construction Requirements

**308.03 Preparing Surface.**

**(a) Roadway aggregate.** Prepare the surface on which the aggregate
course is placed according to Subsection 303.07.

**(b) Bedding and backfill aggregate.** Shape, compact, and finish the
surface to the required lines, grade, elevation, and cross-section
according to Section 209.

**308.04 Placing Crushed Aggregate.**

**(a) Roadway aggregate.** Mix the aggregate and adjust the moisture
content to obtain a uniform mixture with a moisture content suitable for
compaction. Spread and shape the mixture on the prepared surface in a
uniform layer.

Do not place the mixture in a layer exceeding 150 millimeters in
compacted thickness. When more than one layer is necessary, compact each
layer according to Subsection 308.05(a) before placing the next layer.

**(b) Bedding and backfill aggregate.** Place and shape the mixture in
layers that, when compacted, do not exceed 150 millimeters in depth.

**308.05 Compacting and Finishing Crushed Aggregate.**

**(a) Roadway aggregate.** Compact using the specified method. When no
method is specified, use either method. Finish the surface according to
Subsection 301.06.

**(1) Method 1.** Compact each layer according to Subsection 204.11.
Roll from the sides to the center, parallel to the centerline of the
road. Along curbs, headers, and walls, and all places not accessible to
the roller, compact the material with approved tampers or compactors.

Compactive effort may be decreased if inplace densities show that less
compactive effort is required under Method 2.

**(2) Method 2.** Compact each layer according to 301.05.

**(b) Bedding and backfill aggregate.** Compact each layer according to
Subsection 209.11.

**308.06 Acceptance.** See Table 308-1 for sampling and testing
requirements.

Crushed aggregate will be evaluated under Subsections 106.02 and 106.03.
Furnish a production certification including gradation and quality
properties for each source.

Construction of roadway aggregate courses will be evaluated under
Subsections 106.02 and 106.04. Method 2 compaction will be evaluated
under Section 106.04.

Placement of bedding and backfill aggregate will be evaluated under
Subsection 106.02 and Section 209.

Preparation of the surfaces on which crushed aggregate is placed will be
evaluated under Section 303 and 209 as applicable.

Measurement

**308.07** Measure the Section 308 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure crushed aggregate by the cubic meter in the hauling vehicle.

Measure square meter width horizontally to include the top of aggregate
width including designed widenings. Measure the square meter length
horizontally along the centerline of the roadway.

Payment

**308.08** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 308 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+----------+-------------------+------------------+------------+------+
| Table    | **Reporting       | Before using     | Before     | \    |
| 308-1    | Time**            |                  | placement  | (1\) |
|          |                   | in work          | of next    | Min  |
| Sampling |                   |                  | layer      | imum |
| and      |                   |                  |            | of 5 |
| Testing  |                   |                  |            | po   |
| Requ     |                   |                  |            | ints |
| irements |                   |                  |            | per  |
|          |                   |                  |            | proc |
|          |                   |                  |            | tor. |
+----------+-------------------+------------------+------------+------+
|          | **Split Sample**  | ---              | ---        |      |
+----------+-------------------+------------------+------------+------+
|          | **Point of        | Production       | In-place   |      |
|          | Sampling**        | output or        |            |      |
|          |                   | stockpile        |            |      |
+----------+-------------------+------------------+------------+------+
|          | **Sampling        | 1 for each       | 1 per 500  |      |
|          | Frequency**       | aggregate        |            |      |
|          |                   |                  | metric     |      |
|          |                   | supplied         | tons       |      |
+----------+-------------------+------------------+------------+------+
|          | **Test Methods    | AASHTO T 180     | AASHTO T   |      |
|          | Specifications**  | Method D^(1)^    | 310 or     |      |
|          |                   |                  | other      |      |
|          |                   |                  | approved   |      |
+----------+-------------------+------------------+------------+------+
|          | **Category**      | ---              | ---        |      |
+----------+-------------------+------------------+------------+------+
|          | *                 | Moisture-Density | Compaction |      |
|          | *Characteristic** |                  |            |      |
+----------+-------------------+------------------+------------+------+
|          | **Type of         | Measured and     |            |      |
|          | Acceptance        | tested for       |            |      |
|          | (Subsection)**    | conformance      |            |      |
|          |                   | (106.04)         |            |      |
+----------+-------------------+------------------+------------+------+
|          | **Material or     | Crushed          |            |      |
|          | Product**         | aggregate        |            |      |
+----------+-------------------+------------------+------------+------+

## Section 309. --- EMULSIFIED ASPHALT TREATED BASE COURSE

Description

**309.01** This work consists of constructing an emulsified
asphalt-treated base course on a prepared surface.

Base aggregate grading is designated as shown in Table 703-2.

Material

**309.02** Conform to the following Subsections:

Base course aggregate 703.05

Emulsified asphalt 702.03

Water 725.01

Construction Requirements

**309.03 General.** Prepare the surface on which the treated aggregate
base course is placed according to Section 204 or 303 as applicable.

After a representative quantity of aggregate is produced, submit
proposed target values for the appropriate sieve sizes along with a
representative 150-kilogram sample at least 14 days before incorporating
the aggregate into the work.

Set target values within the gradation ranges shown in Table 703-2 for
the required grading.

**309.04 Mixing and Spreading.** Use a stationary pugmill with weighing,
volumetric, or other gauging equipment capable of accurately controlling
the material entering the mixer. Interlock the controls for the
aggregate feed with the emulsified asphalt and water controls to ensure
uniform introduction of material into the mixer. Determine the optimum
moisture content of the mixture according to AASHTO T 180, method D.

Add the aggregate and water to the mixer before the emulsified asphalt.
Add 1 percent emulsified asphalt by mass of aggregate. Adjust the total
liquid content (emulsified asphalt and water) so that, at the time of
compaction, the total liquid content is within 2 percent of the optimum
moisture content. Mix until all particles are uniformly coated.

Immediately after mixing, spread the mixture on the prepared surface in
a uniform layer. Shape the mixture to the line, grade, and
cross-section. Route hauling equipment uniformly over the full width of
the surface to minimize rutting or uneven compaction.

**309.05 Compacting.** Determine the maximum density of the mixture
according to AASHTO T 180, method D.

Compact the full width. Roll from the sides to the center, parallel to
the centerline of the road. Along curbs, headers, walls, and all places
not accessible to the roller, compact the material with approved tampers
or compactors.

Compact the mixture to at least 95 percent of maximum density. Determine
the inplace density and moisture content according to AASHTO T 310 or
other approved test procedures.

**309.06 Surface Tolerance.** Finish the surface according to Subsection
301.06.

**309.07 Maintenance.** Maintain the treated aggregate course to the
correct line, grade, and cross-section by blading, watering, rolling, or
any combination thereof until placement of the next course. Correct all
defects according to Subsection 301.06.

**309.08 Acceptance.** See Table 309-1 for sampling and testing
requirements.

Emulsified asphalt will be evaluated under Subsections 106.03 and
702.09.

Aggregate gradation will be evaluated under Subsection 106.05. The
aggregate gradation upper and lower specification limits are the
approved target values plus or minus the allowable deviations shown in
Table 703-2. See Table 309-1 for the acceptance quality characteristic
categories. All other aggregate quality properties will be evaluated
under Subsections 106.02 and 106.04.

Construction of emulsified asphalt treated base course will be evaluated
under Subsections 106.02 and 106.04.

Preparation of the surface on which the treated aggregate base course is
placed will be evaluated under Section 204 or 303 as applicable.

Measurement

**309.09** Measure the Section 309 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure emulsified asphalt treated aggregate base by the cubic meter in
the hauling vehicle.

Measure the square meter width horizontally to include the top of base
width including designed widening. Measure the square meter length
horizontally along the centerline of the roadway.

Payment

**309.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 309 pay items listed in the bid
schedule except the emulsified asphalt‑treated aggregate base unit bid
price will be adjusted according to Subsection 106.05. Payment will be
full compensation for the work prescribed in this Section. See
Subsection 109.05.

<table>
<colgroup>
<col style="width: 9%" />
<col style="width: 10%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 6%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 7%" />
<col style="width: 5%" />
<col style="width: 10%" />
<col style="width: 5%" />
<col style="width: 10%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 309-1</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td><p>Before using</p>
<p>in work</p></td>
<td>“</td>
<td>“</td>
<td>4 Hours</td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>—</td>
<td>Before placement of next layer</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>Yes, when requested</td>
<td>“</td>
<td>“</td>
<td>Yes, when requested</td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Source of material</td>
<td>“</td>
<td>“</td>
<td>In-place</td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td>“</td>
<td><p>Belt feed before</p>
<p>the addition of emulsified asphalt</p></td>
<td>—</td>
<td>In-place</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 for each source</td>
<td>“</td>
<td>“</td>
<td>1 per 1,000 metric tons</td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td></td>
<td>1 per 500 metric but not less than 1 per layer</td>
</tr>
<tr class="odd">
<td><strong>Test methods Specifications</strong></td>
<td>AASHTO T 96</td>
<td>AASHTO T 210</td>
<td>AASHTO T 104</td>
<td>AASHTO T 30</td>
<td>“</td>
<td>“</td>
<td>”</td>
<td>“</td>
<td>ASTM D5821</td>
<td>AASHTO T 176, alternate method no. 2, reference method</td>
<td>(Subsection 101.04)</td>
<td>AASHTO T 310 or other approved procedures</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td></td>
<td>I</td>
<td>I</td>
<td>II</td>
<td>—</td>
<td>I</td>
<td>—</td>
<td>I</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Los Angeles abrasion (Coarse)</td>
<td>Durability index (Coarse and Fine)</td>
<td>Sodium sulfate soundness</td>
<td>Gradation</td>
<td>9.5 mm</td>
<td>4.75 mm</td>
<td>425 μm</td>
<td>Percent passing 75 μm</td>
<td>Fractured faces</td>
<td>Sand Equivalent</td>
<td>SE/P75 μm Index</td>
<td>Compaction</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="3"><p>Measured and tested for conformance</p>
<p>(106.04 and 105)</p></td>
<td colspan="8"><p>Statistical</p>
<p>(106.05)</p></td>
<td>Measured and tested for conformance (106.04)</td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="3">Aggregate quality</td>
<td colspan="8">Emulsified asphalt treated aggregate base grading C, D
&amp; E</td>
<td><p>Emulsified asphalt‑treated aggregate</p>
<p>base grading D</p></td>
</tr>
</tbody>
</table>

# DIVISION 400 Asphalt Pavements and Surface Treatments

## Section 401. --- SUPERPAVE HOT ASPHALT CONCRETE PAVEMENT

Description

**401.01** This work consists of constructing one or more courses of
Superpave hot asphalt concrete pavement.

Superpave hot asphalt concrete pavement nominal maximum size aggregate
is designated as shown in Tables 401-1 and 703-12. Equivalent single
axle loads (ESAL) or number of gyrations at design (N~Design~) is
designated as shown in Tables 401-1, 703-10, and 703-11. Pavement
smoothness type is designated as shown in Subsection 401.16. Asphalt
binder is designated as shown in AASHTO M 320.

Antistrip additive type is designated as shown in Subsection 702.08.
Where no type is designated, use type 3 (lime).

Material

**401.02** Conform to the following Subsections:

Aggregate 703.17

Antistrip additive 702.08

Asphalt binder 702.01

Mineral filler 725.05

Recycled asphalt pavement 703.19

Recycling agent 702.06

Construction Requirements

**401.03 Composition of Mix (Job-Mix Formula).** Furnish mixes of
aggregate, asphalt binder, recycled asphalt pavement, and additives that
meet the applicable material requirements and the appropriate design
parameters in Table 401-1 and are capable of being placed and compacted
as specified.

Compact specimens with the gyratory compactive effort specified in Table
401-1 for the specified ESAL or N~Design~.

<table style="width:100%;">
<colgroup>
<col style="width: 14%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="11"><p>Table 401-1</p>
<p>SUPERPAVE Hot Asphalt Concrete Pavement Design Requirements (AASHTO
MP2)</p></td>
<td colspan="3"><p><strong>Minimum Tensile Strength Ratio,
AASHTO</strong></p>
<p><strong>T 283<sup>(2)</sup></strong></p></td>
<td colspan="4">0.80</td>
<td rowspan="11">(1) Include non-liquid antistrip, baghouse fines, and
other mineral matter added to the mixture. Calculate the ratio using
effective asphalt content (calculated by mass of mix).</td>
<td rowspan="11">(2) Prepare specimens in accordance with AASHTO PP
28.</td>
<td rowspan="11">(3) The nominal maximum size is one size greater than
the first sieve to retain more than 10 percent of the combined
aggregate.</td>
<td rowspan="11">(4) When mineral filler or hydrated lime is used,
include in the calculation for compliance with the VMA.</td>
<td rowspan="11">(5) For 9.5-millimeter nominal maximum size aggregate
mixtures with ≥3 million ESALs, provide a VFA of 73 to 76 percent.</td>
<td rowspan="11">(6) For 25.0-millimeter nominal maximum size aggregate
mixtures with &lt; 0.3 million ESALs, provide a VFA ≥ 67 percent.</td>
</tr>
<tr class="even">
<td colspan="3"><strong>Dust-to-Binder Ratio<sup>(1)</sup></strong></td>
<td colspan="4">0.8-1.6</td>
</tr>
<tr class="odd">
<td colspan="3"><strong>Voids Filled with Asphalt (VFA), %<sup>(5)
(6)</sup></strong></td>
<td>70-80</td>
<td>65-78</td>
<td colspan="2">65-75</td>
</tr>
<tr class="even">
<td rowspan="4"><strong>Minimum Voids-in-the-Mineral Aggregate (VMA),
%<sup>(4)</sup></strong></td>
<td rowspan="4"><strong>Nominal Maximum Size
Aggregate,<sup>(3)</sup></strong></td>
<td><strong>9.5mm</strong></td>
<td colspan="4">15.0</td>
</tr>
<tr class="odd">
<td><strong>12.5mm</strong></td>
<td colspan="4">14.0</td>
</tr>
<tr class="even">
<td><strong>19.0mm</strong></td>
<td colspan="4">13.0</td>
</tr>
<tr class="odd">
<td><strong>25.0mm</strong></td>
<td colspan="4">12.0</td>
</tr>
<tr class="even">
<td colspan="2" rowspan="3"><p><strong>Gyratory Compaction
Level</strong></p>
<p><strong>(% Theoretical Maximum Specific Gravity, Gmm) AASHTO PP
28</strong></p></td>
<td><strong>N<sub>Max</sub></strong></td>
<td><p>75</p>
<p>(≤ 98 %)</p></td>
<td><p>115</p>
<p>(≤ 98 %)</p></td>
<td><p>160</p>
<p>(≤ 98 %)</p></td>
<td><p>205</p>
<p>(≤ 98 %)</p></td>
</tr>
<tr class="odd">
<td><strong>N<sub>Design</sub></strong></td>
<td><p>50</p>
<p>(96 %)</p></td>
<td><p>75</p>
<p>(96 %)</p></td>
<td><p>100</p>
<p>(96 %)</p></td>
<td><p>125</p>
<p>(96 %)</p></td>
</tr>
<tr class="even">
<td><strong>N<sub>Initial</sub></strong></td>
<td><p>6</p>
<p>(≤ 91.5 %)</p></td>
<td><p>7</p>
<p>(≤ 90.5 %)</p></td>
<td><p>8</p>
<p>(≤ 89 %)</p></td>
<td><p>9</p>
<p>(≤ 89 %)</p></td>
</tr>
<tr class="odd">
<td colspan="3"><p><strong>Design</strong></p>
<p><strong>ESAL (Million)</strong></p></td>
<td>&lt; 0.3</td>
<td>0.3 to &lt; 3</td>
<td>3 to &lt; 30</td>
<td>≥ 30</td>
</tr>
</tbody>
</table>

The combined aggregate gradation is classified as coarse graded when it
passes below the primary control sieve control point in Table 703-14.
All other gradations are classified as fine graded.

**(a) Recycled asphalt pavement use.** Do not use recycled asphalt
pavement in the top lift.

Up to and including 15 percent recycled asphalt pavement material by
mass may be used in the mix without adjusting the asphalt binder grade.
For mixes with over 15 percent, and up to and including 25 percent,
recycled asphalt pavement material by mass, decrease the asphalt binder
grade one performance level for both the upper and lower grade level of
the asphalt binder specified or use an approved blending procedure with
a recycling agent. Do not use more than 25 percent recycled asphalt
pavement by mass.

For mixture design, use the specific gravity of the new (virgin) asphalt
binder as the specific gravity of the asphalt binder in the recycled
asphalt pavement. For calculation purposes, use the effective specific
gravity of the aggregate in the recycled asphalt pavement as the bulk
specific gravity. When the recycled asphalt pavement contains highly
absorptive materials, estimate the amount of absorbed asphalt from
historical records, and use the estimate to back-calculate the bulk
specific gravity of the aggregate.

**(b) Submission.** Submit written job‑mix formulas with Form FHWA 1641
for approval at least 28 days before production. Include the location of
all commercial mixing plants to be used and a separate job-mix formula
for each plant. Include a signed statement prepared by the testing
laboratory that certifies that the proposed job-mix formula meets the
requirements of the contract and can be compacted in the field during
production to meet contract requirements. For each job-mix formula,
submit the following:

**(1) Aggregate and mineral filler.**

*(a)* Target values:

*(1)* Target value for percent passing each sieve size for the aggregate
blend; and

*(2)* Designate target values within the gradation band specified for
the nominal maximum size aggregate grading shown in Table 703-12.

*(b)* Source and percentage of each aggregate stockpile to be used.

*(c)* Average gradation of each aggregate stockpile.

*(d)* Representative samples from each aggregate stockpile. Use split
samples of material taken at the same time samples are taken for testing
by the Contractor's laboratory.

*(1)* 375 kilograms of aggregates proportioned by stockpile according to
the stockpile's proportion in the mix;

*(2)* 10 kilograms of bag house fines if proposed for the mix; and

*(3)* 10 kilograms of mineral filler if proposed for mix.

*(e)* Results of aggregate quality tests for Contractor selected
sources. Include the sand equivalent, fractured faces, Los Angeles
abrasion, sodium sulfate soundness, coarse durability, and fine
durability results from tests performed within 1 year of aggregate use.

**(2) Asphalt binder.**

*(a)* Target asphalt binder content;

*(b)* Five 4-liter samples of the asphalt binder to be used in the mix.
Do not include antistrip additives in these samples;

*(c)* Recent test results from the manufacturer for the asphalt binder
including a temperature-viscosity curve;

*(d)* Material safety data sheets; and

*(e)* Mixing temperature range and minimum compaction temperature for
the performance grade asphalt to be used in the mix.

**(3) Antistrip additives.** If part of the job-mix formula:

*(a)* 0.5 liter of liquid antistrip additive or 5 kilograms of cement,
fly ash, or lime antistrip additive;

*(b)* Name of product;

*(c)* Manufacturer;

*(d)* Material safety data sheet; and

*(e)* Dosage rate.

**(4) Recycled asphalt pavement material.** If part of the job-mix
formula:

*(a)* Source and percentage of recycled asphalt pavement material.

*(b)* Average gradation of the recycled asphalt pavement material.

*(c)* Percent asphalt binder in the recycled asphalt pavement.

*(d)* Target value for the asphalt binder content (that considers the
percent asphalt binder in the recycled asphalt pavement) and the percent
new (virgin) asphalt binder to be added to the mix.

*(e)* 100-kilogram representative sample of recycled asphalt pavement
material. For existing pavements, mill where designated by the CO to the
pavement removal depth. Sample the removed material and replace it with
an approved asphalt concrete mix. Do not use the replacement material in
the recycled mix.

*(f)* 4 liters of recycling agent, if part of the job-mix formula.

**(c) Verification.** The CO will review and may perform design
verification testing. If verification testing is performed, the
information supplied in the contractor's design must agree with the
verification test results within the tolerances shown below.

**(1) Aggregate gradations.** Representative aggregate samples from each
stockpile, when combined according to the contractor's recommendation
for stockpile percentages, shall be within the gradation defined by the
target values plus or minus the following tolerance for each sieve.

  -------------------------------------- --------------------------------
  **Sieve Size**                         **Tolerance, % (±)**

  25 mm                                  3.0

  19 mm                                  3.0

  12.5 mm                                3.0

  9.5 mm                                 3.0

  4.75 mm                                3.0

  2.36 mm                                3.0

  425 μm                                 2.0

  75 μm                                  1.0
  -------------------------------------- --------------------------------

**(2) Voids in mineral aggregate (VMA).** The Contractor's VMA result is
verified if the CO's result is not below the minimum specification
limit.

**(3) Voids filled with asphalt (VFA).** The Contractor's VFA result is
verified if the CO's result is within the specification limits in Table
401-1.

**(4) Air voids (Va).** The Contractor's Va result is verified if the
CO's result at the same design asphalt binder content is within 1.0
percent of the specification value.

**(5) Tensile strength ratio (TSR).** The Contractor's percent retained
strength result is verified if the CO's result is above the minimum
specification value.

**(d) Changes and resubmissions.** If a job-mix formula is rejected or a
material source or the recycled asphalt pavement is changed, submit a
new job-mix formula for acceptance. Up to 21 days may be required to
evaluate a change. Approved changes in target values will not be applied
retroactively for payment.

The CO will deduct all job-mix formula evaluation costs resulting from
the following:

**(1)** Contractor-requested changes to the approved job-mix formula.

**(2)** Contractor requests for additional job-mix formula evaluations.

**(3)** Additional testing necessary due to the failure of a submitted
job-mix formula.

**(e) Acceptance.** Do not begin mix production until the job-mix
formula is accepted by the CO.

**401.04 Mixing Plant.** Use mixing plants conforming to AASHTO M 156
supplemented as follows:

**(a) All plants.**

**(1) Automated controls.** Control the proportioning, mixing, and
discharging of the mix automatically.

**(2) Dust collector.** AASHTO M 156, Requirements for All Plants,
Emission Controls is amended as follows:

Equip the plant with a dust collector. Dispose of the collected
material. In the case of baghouse dust collectors, dispose of the
collected material or return the collected material uniformly. Use of
baghouse fines in asphalt concrete mixes requires approval unless
included as part of the approved job-mix formula.

**(3) Recycled asphalt pavement.** When recycled asphalt pavement
material is incorporated into the mixture, modify plants according to
the plant manufacturer's recommendations to process reclaimed material.

**(b) Drum dryer-mixer plants.**

**(1) Bins.** Provide a separate bin in the cold aggregate feeder for
each individual aggregate stockpile in the mix. Use bins of sufficient
size to keep the plant in continuous operation and of proper design to
prevent overflow of material from one bin to another.

**(2) Stockpiling procedures.** Separate aggregate into at least 2
stockpiles with different gradations. As a minimum, stockpile mostly
coarse material in one stockpile and mostly fine material in another.

**(c) Batch and continuous mix plants.**

**(1) Hot aggregate bin.** Provide a bin with 3 or more separate
compartments for storage of the screened aggregate fractions to be
combined for the mix. Make the partitions between the compartments tight
and of sufficient height to prevent spillage of aggregate from one
compartment into another.

**(2) Load cells.** Calibrated load cells may be used in batch plants
instead of scales.

**(3) Recycled asphalt pavement.** Modify batch plants so the recycled
asphalt pavement is introduced into the mix after bypassing the dryer.
Design the cold feed bin, conveyor system and special bin adjacent to
the weigh hopper, if used, to avoid segregation and sticking of the
recycled asphalt pavement material. Heat aggregate to a temperature that
will transfer sufficient heat to the recycled asphalt pavement material
to produce a mix of uniform temperature within the range specified in
the approved job-mix formula.

**401.05 Pavers.** Use pavers that are:

**(a)** Self-contained, power-propelled units with adjustable vibratory
screeds with full-width screw augers;

**(b)** Heated for the full width of the screed;

**(c)** Capable of spreading and finishing courses of asphalt mix in
widths at least 300 millimeters more than the width of one lane;

**(d)** Equipped with a receiving hopper having sufficient capacity to
ensure a uniform spreading operation;

**(e)** Equipped with automatic feed controls, which are properly
adjusted to maintain a uniform depth of material ahead of the screed;

**(f)** Operable at forward speeds consistent with satisfactory mix lay
down;

**(g)** Capable of producing a finished surface of the required
smoothness and texture without segregating, tearing, shoving, or gouging
the mix; and

**(h)** Equipped with automatic screed controls with sensors capable of
sensing grade from an outside reference line, sensing the transverse
slope of the screed, and providing the automatic signals that operate
the screed to maintain grade and transverse slope.

**401.06 Surface Preparation.** Prepare the surface according to
Subsection 410.05 as applicable. Apply an asphalt tack coat to contact
surfaces of pavements, curbs, gutters, manholes, and other structures
according to Section 412.

**401.07 Weather Limitations.** Place hot asphalt concrete pavement on a
dry, unfrozen surface when the air temperature in the shade is above 2
ºC and rising and the temperature of the road surface in the shade
conforms to Table 401-2.

Table 401-2

Asphalt Concrete Mix Placement Temperature

+-------------------------------+------------+------------+------------+
| **Compacted Lift Thickness    | **\< 50    | **50 - 75  | **\> 75    |
| →**                           | mm**       | mm**       | mm**       |
+-------------------------------+------------+------------+------------+
| **Road Surface Temperature**  | **Minimum  |            |            |
|                               | Lay-Down   |            |            |
| **°C**                        | Temper     |            |            |
|                               | ature^(1)^ |            |            |
|                               | °C**       |            |            |
+-------------------------------+------------+------------+------------+
| \< 2                          | \(2\)      | \(2\)      | \(2\)      |
+-------------------------------+------------+------------+------------+
| 2 - 3.9                       | \(2\)      | \(2\)      | 138        |
+-------------------------------+------------+------------+------------+
| 4 - 9.9                       | \(2\)      | 141        | 135        |
+-------------------------------+------------+------------+------------+
| 10 - 14.9                     | 146        | 138        | 132        |
+-------------------------------+------------+------------+------------+
| 15 - 19.9                     | 141        | 135        | 129        |
+-------------------------------+------------+------------+------------+
| 20 - 24.9                     | 138        | 132        | 129        |
+-------------------------------+------------+------------+------------+
| 25 - 29.9                     | 132        | 129        | 127        |
+-------------------------------+------------+------------+------------+
| ≥ 30                          | 129        | 127        | 124        |
+-------------------------------+------------+------------+------------+

\(1\) In no case shall the asphalt concrete mix be heated above the
temperature specified in the approved mix design.

\(2\) Paving not allowed.

**401.08 Asphalt Preparation.** Uniformly heat the asphalt binder to
provide a continuous supply of the heated asphalt binder from storage to
the mixer. Do not heat asphalt binder above 175 ºC.

If a liquid heat stable antistrip additive is used, meter it into the
asphalt binder transfer lines at a bulk terminal or mixing plant. Inject
the additive for at least 80 percent of the transfer or mixing time to
obtain uniformity.

**401.09 Aggregate Preparation.** If nonliquid antistrip is used, adjust
the aggregate moisture to at least 4 percent by mass of aggregate. Mix
the antistrip uniformly with the aggregate before introducing the
aggregate into the dryer or dryer drum. Mix with the aggregate particles
to produce a uniform mixture. Use calibrated weighing or metering
devices to measure the amount of antistrip and moisture added to the
aggregate.

Treated aggregate may be held in stockpiles before mixing with asphalt,
but the treated aggregate must be used during the same construction
season in which it was produced.

For batch plants, heat, dry, and deliver aggregate for pugmill mixing at
a temperature sufficient to produce a mix temperature within the
approved range. Adjust flames used for drying and heating to prevent
aggregate damage and contamination.

Control plant operations so the moisture content of the mix behind the
paver is 0.5 percent or less according to AASHTO T 110 or FLH T 515.

**401.10 Mixing.** Measure the aggregate and asphalt into the mixer
according to the approved job-mix formula. Mix until all the particles
are completely and uniformly coated with asphalt according to AASHTO M
156. Maintain the discharge temperature within the approved range.

**401.11 Hauling.** Use vehicles with tight, clean, and smooth metal
beds for hauling asphalt concrete mixes.

Thinly coat the beds with an approved material to prevent the mix from
adhering to the beds. Do not use petroleum derivatives or other coating
material that contaminates or alters the characteristics of the mix.
Drain the bed before loading.

Equip each truck with a canvas cover or other suitable material of
sufficient size to protect the mix from the weather. When necessary to
maintain temperature, use insulated truck beds and securely fastened
covers. Provide access ports or holes for checking temperature of
asphalt mix in the truck.

**401.12 Production Start-Up Procedures.**

**(a) Pre-paving conference.** At least 14 days before the start of
paving operations, arrange for a pre-paving conference. Coordinate
attendance with CO and all applicable subcontractors. Submit and prepare
to discuss the following:

**(1)** Proposed schedule of paving operations.

**(2)** List of all equipment (excavation, compaction, laydown, haul,
pugmill, etc.), and personnel used in the production and construction of
the work.

**(3)** Proposed traffic control plan for paving operations including
provisions for pavement drop-offs and moving operations.

**(4)** Contractor quality-control plan for paving and sampling and
testing according to Sections 153 and 154.

**(5)** Procedures for constructing the control strip including placing,
finishing, compacting, and smoothness procedures.

**(6)** Acceptance procedures according to Subsections 106.05 and
401.17.

**(b) Control strip.** Provide 7 days notice before beginning production
of an asphalt concrete mix.

On the first day of production, produce sufficient mix to construct a
300-meter long control strip, one-lane wide, and at the designated lift
thickness. Construct the control strip on the project at an approved
location.

Construct the control strip using mix production, lay-down, and
compaction procedures intended for the entire mix. Cease production
after construction of the control strip until the asphalt concrete mix
and the control strip are evaluated and accepted.

**(1) Mixture.** Take and test at least three control strip asphalt
concrete mix samples and evaluate according to Subsection 401.17. The
mix is acceptable if all test results are within specification limits
for asphalt content, VMA, VFA; and the calculated pay factor for asphalt
content, gradation, VMA, and VFA is 0.90 or greater.

**(2) Compaction.** Take nuclear density readings behind each roller
pass to determine the roller pattern necessary to achieve required
density.

At a minimum of five locations within the control strip, take nuclear
gauge readings, and cut and test core samples according to Subsection
401.17. Density is acceptable if all tests are above the specification
limit or the calculated pay factor is 0.90 or greater. Furnish the CO
with the nuclear gauge readings and correlations of the readings to the
core specific gravities.

Repeat the control strip process until an acceptable control strip is
produced. See Subsection 106.01 for the disposition of material in
unacceptable control strips. Accepted control strips may remain in place
and will be accepted and measured as a part of the completed pavement.
Tests used for the control strip will not be included in the evaluation
for payment according to Subsection 106.05. When a control strip is
accepted, full production may begin.

Use these start-up procedures when producing material from a different
plant or when resuming production after a termination of production due
to unsatisfactory quality according to Subsection 106.05.

**401.13 Placing and Finishing.** Do not use mixes produced from
different plants unless the mixes are produced according to the same
job-mix formula, use material from the same sources, and are approved.
Construct control strips according to Subsection 401.12 for each plant
from which production is intended.

Place asphalt concrete mix at a temperature conforming to Table 401-2.
Measure temperature of the mix in the hauling vehicle just before
dumping into spreader or measure it in the windrow immediately before
pickup.

Place the mix with a paver conforming to Subsection 401.05. Control
horizontal alignment using a reference line. Automatically control the
grade and slope from reference lines, a ski and slope control device, or
dual skis. Use skis having a minimum length of 6 meters.

In areas where mechanical spreading and finishing is impractical, place
and finish the mix with alternate equipment to produce a uniform surface
closely matching the surface obtained when using a mechanical paver.

Offset the longitudinal joint of one layer at least 150 millimeters from
the joint in the layer immediately below. Make the longitudinal joint in
the top layer along the centerline of two-lane roadways or at the lane
lines of roadways with more than two lanes.

The CO will designate the job-mix formula to be used for wedge and
leveling courses at each location. Place wedge and leveling courses in
maximum 75-millimeter lifts. Complete the wedge and leveling before
starting normal paving operations.

**401.14 Compacting.** Thoroughly and uniformly compact the asphalt
surface by rolling. Do not cause cracking, shoving, or undue
displacement. Continue rolling until all roller marks are eliminated,
all cracks are sealed, and the required density is obtained. Do not roll
the mix after the surface cools below 80 ºC.

Monitor the compaction process with nuclear density gauges calibrated to
the control strip core density test results. Compact to a pavement
specific gravity (density) that is no less than 91.0 percent of the
maximum specific gravity (density) determined according to AASHTO T 209.

Cut 150-millimeter diameter core sample from the compacted pavement
according to AASHTO T 230, method B. Fill and compact the core holes
with asphalt concrete mixture. Label the cores and protect them from
damage due to handling or temperature during storage. Perform specific
gravity and thickness tests on the cores and deliver them to CO.

Along forms, curbs, headers, walls, and other places not accessible to
the rollers, compact the mix with alternate equipment to obtain the
required compaction.

**401.15 Joints, Trimming Edges, and Cleanup.** Complete pavement
construction of adjacent traffic lanes to the same elevation within 24
hours. If drop-offs are left overnight, sign the drop-offs in excess of
50 millimeters with *\"Uneven Lanes\"* warning signs and provide a 1:3
fillet for drop offs in excess of 100 millimeters.

At connections to existing pavements and previously placed lifts, make
the transverse joints vertical to the depth of the new pavement. Form
transverse joints by cutting back the previous run to expose the
full-depth course.

To both transverse and longitudinal joints, apply an asphalt tack coat
to the joint edge according to Section 412.

Place the asphalt concrete mix as continuously as possible. Do not pass
rollers over the unprotected end of a freshly laid mix.

Dispose of material trimmed from the edges and any other discarded
asphalt mix according to Subsection 211.02(a)(2).

**401.16 Pavement Smoothness/Roughness.** Measure the
smoothness/roughness of the final paved surface course after final
rolling, within 14 days of completing roadway paving, before placing a
surface treatment, and according to the designated type below. In
addition, construct all pavement surfaces to meet the requirements of
(c) below.

**(a) Profile ride index (PRI).** For type I or II pavement smoothness,
furnish a California type profilograph and personnel to operate the
profilograph. The CO will direct and observe its operation. Operate the
profilograph in the "mode" such that the continuous plot produced can be
reduced according to FLH T 504. Measure in the middle portion of each
lane and exclude areas according to FLH T 504. Measure excluded areas
according to (c) below. Submit the trace to the CO.

A PRI will be calculated for each 0.1-kilometer lane of traveled way
using a zero blanking-band. The PRI will be determined according to FLH
T 504. Bumps will be located using a 10-millimeter bump template.

**(1) Type I pavement smoothness (PRI measurements for reconstructed and
new roads).** Measure the smoothness of the final paved surface course.
The upper specification limit is 380 millimeters per kilometer for
reconstructed and new roads. Defective areas are bumps in excess of 10
millimeters in 7.62 meters, 0.1-kilometer profile ride index greater
than 450 millimeters per kilometer, or surfaces with a pay factor less
than 0.75 as determined under Subsection 106.05.

**(2) Type II pavement smoothness (PRI measurements for overlay, recycle
with overlay, or milling with overlay projects).** Before construction
traffic, measure the smoothness of the existing surface. The existing
surface is the original surface before overlaying, recycling, or
milling. The existing profile ride index and standard deviation will be
used to determine the upper specification limit.

For one-lift placement of the final surface:

^(1)^USL1 = 0.71 \* PRI0 + 0.39 \* Sd0, but not less than 380 mm/km

For two-lift placement of the final surface:

^(1)^USL~2~ = 0.50 \* PRI~0~ + 0.30 \* Sd~0~, but not less than 380
mm/km

^(1)^ Round to the nearest whole number.

where:

USL1 = Upper specification limit for one lift (mm/km)

USL2 = Upper specification limit for two lifts (mm/km)

PRI0 = Existing surface profile ride index (mm/km)

Sd0 = Existing surface profile standard deviation

> Measure the smoothness of the final paved surface course. Defective
> areas are bumps in excess of 10 millimeters in 7.62 meters,
> 0.1-kilometer profile ride index greater than 1.5 times the calculated
> upper specification limit, or surfaces with a pay factor less than
> 0.75 as determined under Subsection 106.05.

**(b) International roughness index (IRI).** For type III or IV pavement
roughness, furnish an inertial profiler conforming to AASHTO PP 50 and
validated according to AASHTO PP 51. At least 21 day before use, submit
results showing the inertial profiler conforms to AASHTO PP 51. Furnish
personnel to operate the inertial profiler according to AASHTO PP 52.
The CO will direct and observe its operation. Measure in the middle
portion of each lane. Submit raw data files (\*.ERD) that are compatible
with FHWA Profile Viewer software on a compact disk to the CO.

Areas of localized roughness will be identified using a 7.62-meter
moving average filter. The difference between the 7.62-meter moving
average and the reported relative elevation for every profile point will
be determined. Deviations greater than 3.81 millimeters are areas of
localized roughness.

An IRI value will be determined for each for each 0.1-lane kilometer of
traveled way. Cattle guards and bridges not being overlayed will be
excluded from the calculation of IRI and determination of localized
roughness. Measure excluded areas according to (c) below.

**(1)** **Type III pavement roughness (IRI measurements for
reconstructed and new roads).** Measure the roughness of the final paved
surface course. Defective areas are 0.1-kilometer segments with IRI
values greater than 1.499 meters per kilometer or areas of localized
roughness.

The pay adjustment factor for each 0.1-kilometer segment will be
determined from Table 401-3.

+------------------------------+---------------------------------------+
| **Table 401-3**              |                                       |
|                              |                                       |
| **Type III Pavement          |                                       |
| Roughness**                  |                                       |
+------------------------------+---------------------------------------+
| **IRI (m/km)**               | **Pay Adjustment Factor (PAF)**       |
+------------------------------+---------------------------------------+
| Less than 0.473              | PAF = 7.00                            |
+------------------------------+---------------------------------------+
| 0.473 to 0.946               | PAF = 13.99 -- 14.770 (IRI)           |
+------------------------------+---------------------------------------+
| 0.947 to 1.026               | PAF = 0.00                            |
+------------------------------+---------------------------------------+
| 1.027 to 1.499               | PAF = 45.55 -- 44.398 (IRI)           |
+------------------------------+---------------------------------------+
| Greater than 1.499           | Rejected ^(1)^                        |
+------------------------------+---------------------------------------+

\(1\) Pay adjustment factor when corrections are not allowed equals
minus 21.00.

**(2) Type IV pavement roughness (IRI measurements for overlay, recycle
with overlay or milling with overlay projects).** Before construction
traffic, measure the roughness of the existing surface. The existing
surface is the original surface before overlaying, recycling, or
milling. The existing IRI will be used to determine the percent
improvement for each 0.1-kilometer segment.

Measure the roughness of the final paved surface course. Defective areas
are areas of localized roughness or 0.1-kilometer segments having a
percent improvement less than 0.9 or 25.4 as determined from Table
401-4.

The percent improvement in IRI will be determined to one decimal place
for each 0.1-kilometer segment according to the following formula:

\% Improvement = \[(Original IRI -- Final IRI) / Original IRI\] \* 100

The pay adjustment factor for each 0.1-kilometer segment will be
determined from Table 401-4.

+-------------+----------------------+------------+--------------------+
| Table 401-4 |                      |            |                    |
|             |                      |            |                    |
| **Type IV   |                      |            |                    |
| Pavement    |                      |            |                    |
| Roughness** |                      |            |                    |
+-------------+----------------------+------------+--------------------+
| **Percent   | **Pay Adjustment     | **Percent  | **Pay Adjustment   |
| I           | Factor ^(1)^**       | Im         | Factor ^(2)^**     |
| mprove-ment |                      | prove-ment |                    |
| ^(1)^**     |                      | ^(2)^**    | **^(%)^**          |
|             |                      |            |                    |
| **^(%)^**   |                      |            |                    |
+-------------+----------------------+------------+--------------------+
| Greater     | PAF = 7.00           | Greater    | PAF = 7.00         |
| than 48.4   |                      | than 61.1  |                    |
+-------------+----------------------+------------+--------------------+
| 24.8 to     | PAF = 0.2954(%) --   | 43.3 to    | PAF = 0.3910(%) -- |
| 48.4        | 7.30                 | 61.1       | 16.89              |
+-------------+----------------------+------------+--------------------+
| 12.4 to     | PAF = 0.00           | 34.0 to    | PAF = 0.00         |
| 24.7        |                      | 43.2       |                    |
+-------------+----------------------+------------+--------------------+
| 0.9 to 12.3 | PAF = 1.8261(%) --   | 25.4 to    | PAF = 2.4419(%) -- |
|             | 22.63                | 33.9       | 83.02              |
+-------------+----------------------+------------+--------------------+
| Less than   | Reject ^(3)^         | Less than  | Reject ^(4)^       |
| 0.9         |                      | 25.4       |                    |
+-------------+----------------------+------------+--------------------+

\(1\) For single lift overlays with no other corrective work such as
milling, grinding or preleveling in excess of 25 percent of the surface
area the of existing pavement.

\(2\) For multiple lift operations such as milling, grinding or
preleveling followed by one or more lifts of pavement or two or more of
lifts of pavement without milling, grinding or preleveling.

(3)(4) Pay adjustment factor when corrections are not allowed equals
minus 21.00.

**(c) Type V pavement smoothness/roughness (straightedge measurement).**
Use a 3-meter metal straight edge to measure at right angles and
parallel to the centerline. Defective areas are surface deviations in
excess of 6 millimeters in 3 meters between any two contacts of the
straightedge with the surface.

**(d) Defective area correction.** Correct defective areas from (a),
(b), and (c) above. Obtain approval for the proposed method of
correction. If no corrections are allowed, no adjustment will be made to
the pay adjustment factors.

Re-measure corrected areas according to the specified type of pavement
smoothness/roughness. The smoothness/roughness value obtained will
replace the original.

**401.17 Acceptance.** Mineral filler, antistrip additive, and recycling
agent will be evaluated under Subsections 106.02 and 106.03.

Asphalt binder will be evaluated under Subsections 106.04, 702.09, and
Table 401-5.

Construction of the Superpave hot asphalt concrete pavement course will
be evaluated under Subsections 106.02 and 106.04.

Asphalt content, VMA, density, and type I and II pavement smoothness
will be evaluated under Subsection 106.05. Type III and IV pavement
roughness, VFA, and aggregate gradation will be evaluated under
Subsection 106.04. Other aggregate quality properties will be evaluated
under Subsections 106.02 and 106.04. See Table 401-6 for sampling and
testing requirements and the acceptance quality characteristic category.

**(a) Asphalt content.** The upper and lower specification limits are
the approved job-mix formula target value plus or minus 0.4 percent.

**(b) VMA.** The lower specification limit is the value shown in Table
401-1.

**(c) Density.** The lower specification limit is 91 percent of the
maximum specific gravity (density) determined according to AASHTO T 166
and T 209. The percent compaction using the maximum specific gravity
(AASHTO T 209) will be determined from at least one production sample
per day.

**(d) Pavement smoothness/roughness.** The evaluation will be made after
all defective areas are corrected. See Subsection 401.16.

**(e) VFA.** The upper and lower specification limits are the values
shown in Table 401‑1.

**(f) Aggregate gradation.** The upper and lower specification limits
are the approved job-mix formula target values plus or minus the
allowable deviations shown in Table 703-13.

Measurement

**401.18** Measure the Section 401 items listed in the bid schedule
according to Subsection 109.02.

Payment

**401.19** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 401 pay items listed in the bid
schedule except the Superpave hot asphalt concrete pavement contract
unit bid price will be adjusted according to Subsections 106.05 and
401.16. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

Payment for Superpave hot asphalt concrete pavement will be made at a
price determined by multiplying the contract unit bid price by the
material pay factor. The material pay factor is calculated as follows:

A1 = 1 +\[(PF~Superpave~ - 1)+(PF~PG~ - 1)\]

where:

A1 = Material pay factor

PF~Superpave~=Pay factor for Superpave hot asphalt concrete pavement.
PF~Superpave~ is the lowest single pay factor determined for asphalt
binder content, core density, and VMA.

PF~PG~ = Pay factor for asphalt binder. The PF~PG~ formula is as
follows: PF~PG~ = (PF~1~ + PF~2~ + PF~3~ +....PF~n~)/n

where:

PF~\#~ = For each sample, the lowest pay factor determined from any test
in Table 401-5. If the lowest pay factor for a sample is in reject the
sample's pay factor is zero.

n = Number of samples tested

If either the pay factor for asphalt binder (PF~PG~) or the pay factor
for Superpave hot asphalt concrete pavement (PF~Superpave~) is below
0.75 then the lot for Superpave hot asphalt concrete pavement is in
reject.

When the bid schedule contains a pay item for Superpave hot asphalt
concrete pavement, type I or II pavement smoothness, a separate
adjustment will be made for pavement smoothness according to the
following formula:

A2 = 20,300(PF~smooth~ -- 1.00)(L)

where:

A2 = Adjustment to contract payment in dollars for pavement smoothness.

L = Total project length in lane kilometers of traveled way including
excluded areas. Measure project length to 3 decimal places.

PF~smooth~ = Pay factor for smoothness with respect to the upper
specification limit determined according to Subsection 401.16 and 106.05
after completion of corrective work.

When the bid schedule contains a pay item for Superpave hot asphalt
concrete pavement, type III or IV pavement roughness, a separate pay
adjustment will be made. The dollar amount of the adjustment will be
determined by summing the pay adjustment factors determined in
Subsection 401.16 for each 0.1-kilometer and multiplying that sum by the
contract unit bid price.

<table>
<colgroup>
<col style="width: 13%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="8"><p>Table 401-5</p>
<p>Asphalt Binder</p>
<p>Pay Factor Table</p></td>
<td rowspan="6"><strong>Pay Factor =</strong></td>
<td><strong>Reject</strong></td>
<td rowspan="4">&gt; 3.0 Pa-s = Pay Factor 0.95</td>
<td>&lt; 0.50</td>
<td rowspan="8"><strong>Tests after RTFO</strong></td>
<td>&gt; 1.276</td>
<td>&lt; 1.048</td>
<td rowspan="8"><strong>Tests on PAV</strong></td>
<td>&gt; 5,867</td>
<td>&gt; 450</td>
<td>&lt; 0.261</td>
<td>&lt; 0.56</td>
</tr>
<tr class="even">
<td><strong>0.75</strong></td>
<td>0.70 to 0.50</td>
<td>1.185 to 1.276</td>
<td>1.431 to 1.048</td>
<td>5,579 to 5,867</td>
<td>389 to 450</td>
<td>0.273 to 0.261</td>
<td>0.70 to 0.56</td>
</tr>
<tr class="odd">
<td><strong>0.90</strong></td>
<td>0.87 to 0.71</td>
<td>1.093 to 1.184</td>
<td>1.815 to 1.432</td>
<td>5,290 to 5,578</td>
<td>339 to 388</td>
<td>0.286 to 0.274</td>
<td>0.85 to 0.71</td>
</tr>
<tr class="even">
<td><strong>0.95</strong></td>
<td>0.99 to 0.88</td>
<td>1.001 to 1.092</td>
<td>2.199 to 1.816</td>
<td>5,001 to 5,289</td>
<td>301 to 338</td>
<td>0.299 to 0.287</td>
<td>0.99 to 0.86</td>
</tr>
<tr class="odd">
<td><strong>1.00</strong></td>
<td>≤ 3.0 Pa-s</td>
<td>1.00 to 1.11</td>
<td>0.093 to 1.000</td>
<td>2.583 to 2.200</td>
<td>4,712 to 5,000</td>
<td>263 to 300</td>
<td>0.312 to 0.300</td>
<td>1.13 to 1.00</td>
</tr>
<tr class="even">
<td><strong>1.05</strong></td>
<td>N/A</td>
<td>≥ 1.12</td>
<td>≤ 0.092</td>
<td>≥ 2.584</td>
<td>≤ 4,711</td>
<td>≤ 262</td>
<td>≥ 0.313</td>
<td>≥ 1.14</td>
</tr>
<tr class="odd">
<td colspan="2"><p><strong>Specifications</strong></p>
<p><strong>(See 702.01)</strong></p></td>
<td>≤ 3.0 Pa-s</td>
<td>≥ 1.00</td>
<td>≤ 1.00</td>
<td>≥ 2.20</td>
<td>≤ 5,000</td>
<td>≤ 300</td>
<td>≥ 0.300</td>
<td>≥ 1.00</td>
</tr>
<tr class="even">
<td colspan="2"><strong>Tests on Original</strong></td>
<td>Rotational Viscosity</td>
<td>Dynamic Shear Rhoemeter, kPa</td>
<td>Mass Loss, %</td>
<td>Dynamic Shear Rheometer, kPa</td>
<td>Dynamic Shear Rheometer, kPa</td>
<td>Bending Beam Rheometer, s, MPa</td>
<td>Bending Beam Rheometer, m</td>
<td>Direct Tension, %</td>
</tr>
</tbody>
</table>

<table style="width:100%;">
<colgroup>
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 10%" />
<col style="width: 13%" />
<col style="width: 10%" />
<col style="width: 8%" />
<col style="width: 11%" />
<col style="width: 7%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 7%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 401-6</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td>Before production</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>Minimum 28 days before production</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>Yes</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>Yes</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Source of materials</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>Stockpiles</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 per type and source of material</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>1 per submitted mix design</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO T 96</td>
<td>AASHTO T 104</td>
<td><p>AASHTO T 304,</p>
<p>method A</p></td>
<td><p>AASHTO T 176,</p>
<p>alternate method no. 2,</p>
<p>reference method</p></td>
<td>AASHTO T 27 &amp; T 11</td>
<td>AASHTO PP 28</td>
<td>“ </td>
<td>“</td>
<td>AASHTO T 283</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Los Angeles Abrasion (Coarse)</td>
<td><p>Sodium Sulfate Soundness Loss</p>
<p>(Coarse and Fine)</p></td>
<td>Fine Aggregate Angularity</td>
<td>Sand Equivalent</td>
<td>Gradation</td>
<td>VMA</td>
<td>VFA</td>
<td>Voids</td>
<td>TSR</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="4"><p>Measured and tested</p>
<p>for conformance</p>
<p>(Subsection 106.04 &amp; Section 105)</p></td>
<td colspan="5"><p>Measured and tested conformance</p>
<p>(106.04)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="4">Aggregate source quality</td>
<td colspan="5">Asphalt concrete (Mix Design)</td>
</tr>
</tbody>
</table>

<table style="width:100%;">
<colgroup>
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 11%" />
<col style="width: 8%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 11%" />
<col style="width: 11%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 401-6</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td colspan="2">—</td>
<td>Immediately upon completion of test</td>
<td>4 Hours</td>
<td colspan="4"></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>—</td>
<td>24 hours</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td colspan="2">2-1 liter samples provided to the government</td>
<td>—</td>
<td>Yes</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>Deliver cores to CO after determining specific gravity and
compaction</td>
<td>Yes</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>In line between tank and mixing plant</td>
<td></td>
<td>Hauling before dumping vehicle or windrow before pickup</td>
<td>Immediately behind paver before compaction</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>In-place after compaction</td>
<td>Immediately behind paver before compaction</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 per submitted source and mix design</td>
<td>1 per 2100 t of mix, but not less than 5 samples</td>
<td>First load and as determined by the CO thereafter</td>
<td>At least 3 samples per control strip</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>At least 5 samples per control strip</td>
<td>At least 3 samples per control strip</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>Subsection 702.01</td>
<td></td>
<td>—</td>
<td><p>AASHTO T 308</p>
<p>&amp; T 30</p></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>AASHTO T 308</td>
<td>AASHTO PP 28</td>
<td>“</td>
<td>AASHTO T 166</td>
<td>AASHTO T 209</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td></td>
<td>—</td>
<td></td>
<td>I</td>
<td>I</td>
<td>I</td>
<td>II</td>
<td>I</td>
<td>I</td>
<td>I</td>
<td>I</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Quality</td>
<td></td>
<td>Mix Temperature</td>
<td>Gradation</td>
<td>4.75</td>
<td>600 μm</td>
<td>75 μm</td>
<td>Other specified sieves</td>
<td>Asphalt to content</td>
<td>VMA</td>
<td>VFA</td>
<td>Core Density<sup>(1)</sup></td>
<td>Maximum Specific Gravity (density)</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="2"><p>Measured and tested for conformance</p>
<p>(106.04)</p></td>
<td>Measured and tested for conformance (106.04)</td>
<td colspan="9"><p>Statistical</p>
<p>(106.05)</p></td>
<td>Measured and tested for conformance (106.04)</td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="2">Asphalt binder</td>
<td>Asphalt concrete mixture (All)</td>
<td colspan="10">Hot asphalt concrete pavement (Control Strip)</td>
</tr>
</tbody>
</table>

<table>
<colgroup>
<col style="width: 7%" />
<col style="width: 10%" />
<col style="width: 9%" />
<col style="width: 5%" />
<col style="width: 12%" />
<col style="width: 10%" />
<col style="width: 7%" />
<col style="width: 11%" />
<col style="width: 12%" />
<col style="width: 4%" />
<col style="width: 8%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 401-6</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td>4 Hours</td>
<td>“</td>
<td>24 hours</td>
<td>4 hours</td>
<td>“</td>
<td>“</td>
<td>14 days after final paving</td>
<td rowspan="9">(1) Cut core sample from the compacted pavement
according to AASHTO T 230, method B. Fill and compact the sample holes
with asphalt concrete mixture.</td>
<td rowspan="9">Cores shall be 150 mm in diameter. Perform specific
gravity and thickness tests on cores and deliver to CO after testing is
completed. Label cores and protect from damage due to handling or
alteration due to temperature during storage or transfer.</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>Yes</td>
<td>“</td>
<td>Deliver cores to CO after determining specific gravity</td>
<td>Yes</td>
<td>“</td>
<td>“</td>
<td>__</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Immediately behind paver before compaction</td>
<td>“</td>
<td>In-place</td>
<td>Immediately behind paver before compaction “</td>
<td>“</td>
<td>“</td>
<td><p>See Subsection</p>
<p>401.16</p></td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 per 700 metric tons</td>
<td>“</td>
<td></td>
<td>1 per 700 metric tons</td>
<td>“</td>
<td>At least 1 per day</td>
<td>See Subsection 401.16</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO T 308</td>
<td>AASHTO PP 28</td>
<td>AASHTO T 166</td>
<td>AASHTO PP 28</td>
<td><p>AASHTO T 308</p>
<p>&amp; T 30</p></td>
<td>AASHTO T 209</td>
<td>FLH T 504</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>I</td>
<td>—</td>
<td>I</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>I</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Asphalt content</td>
<td>VMA</td>
<td>Core Density<sup>(1)</sup></td>
<td>VFA</td>
<td>Gradation</td>
<td><p>Maximum Specific Gravity</p>
<p>(density)</p></td>
<td><p>Type I &amp; II</p>
<p>Smoothness</p></td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="3">Statistical (106.05)</td>
<td colspan="3">Measured and tested for conformance (106.04)</td>
<td><p>Statistical</p>
<p>(106.05)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="6">Hot asphalt concrete pavement (Production)</td>
<td><p>Hot asphalt</p>
<p>concrete</p>
<p>pavement</p>
<p>(Final surface</p></td>
</tr>
</tbody>
</table>

+----------------+---------------------+-------------------------------+
| Table 401-6    | **Reporting Time**  | 14 days after                 |
|                |                     |                               |
| Sampling and   |                     | final paving                  |
| Testing        |                     |                               |
| Requirements   |                     |                               |
+----------------+---------------------+-------------------------------+
|                | **Split Sample**    | ---                           |
+----------------+---------------------+-------------------------------+
|                | **Point of          | See Subsection                |
|                | Sampling**          |                               |
|                |                     | 401.16                        |
+----------------+---------------------+-------------------------------+
|                | **Sampling          | See Subsection 401.16         |
|                | Frequency**         |                               |
+----------------+---------------------+-------------------------------+
|                | **Test Methods      | AASHTO PP 50, PP 51, & PP 52  |
|                | Specifications**    |                               |
+----------------+---------------------+-------------------------------+
|                | **Category**        | ---                           |
+----------------+---------------------+-------------------------------+
|                | **Characteristic**  | Type III & IV                 |
|                |                     |                               |
|                |                     | roughness                     |
+----------------+---------------------+-------------------------------+
|                | **Type of           | Measured and tested for       |
|                | Acceptance          | conformance (106.04)          |
|                | (Subsection)**      |                               |
+----------------+---------------------+-------------------------------+
|                | **Material or       | Hot asphalt mixture           |
|                | Product**           |                               |
|                |                     | (final surface)               |
+----------------+---------------------+-------------------------------+

## Section 402. --- HOT ASPHALT CONCRETE PAVEMENT BY HVEEM OR MARSHALL MIX DESIGN METHOD

Description

**402.01** This work consists of constructing one or more courses of
Hveem or Marshall hot asphalt concrete pavement.

The mix design method is designated as Hveem or Marshall. Hot asphalt
concrete pavement class is designated as shown in Table 402-1. Aggregate
grading is designated as show in Table 703-4. Pavement smoothness type
is designated as shown in Subsection 401.16. Asphalt binder is
designated according to AASHTO M 20, M 226, or M 320.

Antistrip additive type is designated as shown in Subsection 702.08.
Where no type is designated, use type 3 (lime).

Material

**402.02** Conform to the following Subsections:

Aggregate 703.07

Antistrip additive 702.08

Asphalt binder 702.01

Mineral filler 725.05

Recycled asphalt pavement 703.19

Recycling agent 702.06

Construction Requirements

**402.03 Composition of Mix (Job-Mix Formula).** Furnish mixes of
aggregate, asphalt binder, recycled asphalt pavement, and additives that
meet the applicable material requirements, appropriate design parameters
in Table 402-1, and are capable of being placed and compacted as
specified.

**(a) Recycled asphalt pavement use.** See Subsection 401.03(a).

**(b) Submission.** Submit written job-mix formulas with Form FHWA 1607
(Hveem) or Form FHWA 1608 (Marshall) for approval at least 28 days
before production. Include the location of all commercial mixing plants
to be used and a separate job-mix formula for each plant. Include a
signed statement prepared by the testing laboratory that certifies the
proposed job-mix formula meets the requirements of the contract and can
be compacted in the field during production to meet contract
requirements. For each job-mix formula, submit the following:

Table 402-1

Asphalt Concrete Mix Requirements

+----------------------------------+-----------+-----------+----------+
| **Design Parameters^(1)^**       | **Class   |           |          |
|                                  | of Mix**  |           |          |
+----------------------------------+-----------+-----------+----------+
|                                  | **A**     | **B**     | **C**    |
+----------------------------------+-----------+-----------+----------+
| **(a) Hveem** (AASHTO T 246 and  |           |           |          |
| AASHTO T 247)                    |           |           |          |
+----------------------------------+-----------+-----------+----------+
| \(1\) Stabilometer, minimum      | 37        | 35        | 30       |
+----------------------------------+-----------+-----------+----------+
| \(2\) Percent air voids          | 3.0--5.0  | 3.0-5.0   | 3.0-5.0  |
+----------------------------------+-----------+-----------+----------+
| \(3\) Voids in mineral           | See Table |           |          |
| aggregate, min. %                | 402-2     |           |          |
+----------------------------------+-----------+-----------+----------+
| **(b) Marshall** (AASHTO T 245)  |           |           |          |
+----------------------------------+-----------+-----------+----------+
| \(1\) Stability, kN min.         | 8.00      | 5.34      | 4.45     |
+----------------------------------+-----------+-----------+----------+
| \(2\) Flow, 0.25 mm              | 8-14      | 8-16      | 8-20     |
+----------------------------------+-----------+-----------+----------+
| \(3\) Percent air voids          | 3.0-5.0   | 3.0-5.0   | 3.0-5.0  |
+----------------------------------+-----------+-----------+----------+
| \(4\) Voids in mineral           | See Table |           |          |
| aggregate, min. %                | 402-2     |           |          |
+----------------------------------+-----------+-----------+----------+
| \(5\) Compaction, number of      | 75        | 50        | 50       |
| blows each end of test specimen  |           |           |          |
+----------------------------------+-----------+-----------+----------+
| **(c) Immersion -- Compression** |           |           |          |
|                                  |           |           |          |
| (AASHTO T 165 and AASHTO T 167)  |           |           |          |
+----------------------------------+-----------+-----------+----------+
| > \(1\) Compressive strength,    | 2100      | 1700      | 1400     |
| > kPa min. (dry)                 |           |           |          |
+----------------------------------+-----------+-----------+----------+
| > \(2\) Retained strength,       | 70        | 70        | 70       |
| >                                |           |           |          |
| > min. %                         |           |           |          |
+----------------------------------+-----------+-----------+----------+
| **(d) Dust-asphalt ratio^(2)^**  | 0.8-1.6   | 0.8-1.6   | 0.8-1.6  |
+----------------------------------+-----------+-----------+----------+

\(1\) The percent of air voids are based on AASHTO T 166, AASHTO T 209,
AASHTO T 269. Maximum specific gravity (density) will be based on AASHTO
T 209.

\(2\) Dust-asphalt ratio is defined as the percent of material including
nonliquid antistrip and mineral filler passing the 75-micrometer sieve
divided by the percent of effective asphalt (calculated by mass of mix).

+----------------------+------------------------+----------------------+
| **Table 402-2**      |                        |                      |
|                      |                        |                      |
| Voids in Mineral     |                        |                      |
| Aggregate (VMA)      |                        |                      |
|                      |                        |                      |
| **Marshall or Hveem  |                        |                      |
| Mix Design**         |                        |                      |
+----------------------+------------------------+----------------------+
| **Sieve Size^(1)^**  | **Minimum Voids        |                      |
|                      | ^(2)(3)^**             |                      |
|                      |                        |                      |
|                      | **Percent**            |                      |
+----------------------+------------------------+----------------------+
|                      | **Marshall**           | **Hveem**            |
+----------------------+------------------------+----------------------+
| 4.75mm               | 18.0                   | 16.0                 |
+----------------------+------------------------+----------------------+
| 9.5 mm               | 16.0                   | 14.0                 |
+----------------------+------------------------+----------------------+
| 12.5 mm              | 15.0                   | 13.0                 |
+----------------------+------------------------+----------------------+
| 19 mm                | 14.0                   | 12.0                 |
+----------------------+------------------------+----------------------+
| 25mm                 | 13.0                   | 11.0                 |
+----------------------+------------------------+----------------------+

\(1\) The largest sieve size listed in the applicable specification upon
which any material is permitted to be retained.

\(2\) VMA to be determined according to *AI Manual Series No. 2 (MS-2).*

\(3\) When a mineral filler or nonliquid antistrip is used, include the
percentage specified in the calculation for compliance with the VMA.

**(1) Aggregate and mineral filler.**

*(a)* Target values

*(1)* Target value for percent passing each sieve size for the aggregate
blend; and

*(2)* Designate target values within the gradation band specified for
the grading designation shown in Table 703-4.

*(b)* Aggregate sources. See Subsection 401.03(b)(1)(*b*).

*(c)* Stockpile gradations. See Subsection 401.03(b)(1)(*c*).

*(d)* Representative samples. See Subsection 401.03(b)(1)*(d).*

*(e)* Results of aggregate quality tests for contractor selected
sources. See Subsection 401.03(b)(1)*(e).*

**(2) Asphalt binder.** See Subsection 401.03(b)(2).

**(3) Antistrip additives.** See Subsection 401.03(b)(3).

**(4) Recycled asphalt pavement material.** See Subsection 401.03(b)(4).

**(c) Verification.** The CO will review and may perform design
verification testing. If verification testing is performed, the
information supplied in the Contractor's design must agree with the
verification test results within the tolerances shown below.

**(1) Aggregate gradations.** See Subsection 401.03(c)(1).

**(2) Hveem stabilometer.** The Contractor's design stabilometer value
at the contractor's selected design asphalt content is verified if it
meets or exceeds the specification limit and differs from the CO's
result by no more than six points and the average of the Contractor\'s
results and the CO\'s results meets or exceeds the minimum contract
specification.

**(3) Hveem air void content.** The Contractor's design air void content
is verified if it meets the contract specification of 3.0 to 5.0 percent
and differs from the CO's result by no more than 2.0 percent, and the
CO's result does not exceed the specification limits by more than 0.5
percent.

**(4) Voids in mineral aggregate (VMA).** See Subsection 401.03(c)(2).

**(5) Immersion-compression.** The Contractor's dry strength result is
verified if the CO's result is above the minimum contract specification,
or the average of the Contractor's and the CO's result is above the
minimum contract specification and the two values differ by no more than
350 kilopascals. The Contractor's percent retained strength result is
verified if the CO's result is above the minimum contract specification.

**(6) Marshall air voids, stability, and flow.** The Contractor's
results are verified if they meet the contract specifications in Table
402-1.

**(d) Changes and resubmissions.** See Subsection 401.03(d).

**(e) Acceptance.** See Subsection 401.03(e).

**402.04 Mixing Plant.** See Subsection 401.04.

**402.05 Pavers.** See Subsection 401.05.

**402.06 Surface Preparation.** See Subsection 401.06.

**402.07 Weather Limitations.** See Subsection 401.07.

**402.08 Asphalt Preparation.** See Subsection 401.08.

**402.09 Aggregate Preparation.** See Subsection 401.09.

**402.10 Mixing.** See Subsection 401.10.

**402.11 Hauling.** See Subsection 401.11.

**402.12 Production Start-up Procedures.** See Subsection 401.12.

**(a) Pre-paving conference.** See Subsection 401.12(a).

**(b) Control Strip.** See Subsection 401.12(b).

**(1) Mixture.** Take and test at least three control strip asphalt
concrete mix samples and evaluate according to Subsection 402.17. The
mix is acceptable if the calculated pay factor for asphalt content and
aggregate gradation is 0.90 or greater.

**(2) Compaction.** See Subsection 401.12(b)(2).

**402.13 Placing and Finishing.** See Subsection 401.13.

**402.14 Compacting.** See Subsection 401.14.

**402.15 Joints, Trimming Edges, and Cleanup.** See Subsection 401.15.

**402.16 Pavement Smoothness.** See Subsection 401.16.

**402.17 Acceptance.** See Table 402-3 for sampling and testing
requirements and the acceptance quality characteristic category.

Mineral filler, antistrip additive, and recycling agent will be
evaluated under Subsections 106.02 and 106.03.

Asphalt binder will be evaluated under Subsections 106.03(a), 106.04,
and 702.09.

Construction of the Hveem or Marshall designed hot asphalt concrete
pavement course will be evaluated under Subsections 106.02 and 106.04.

Asphalt content, aggregate gradation, density, and pavement smoothness
will be evaluated under Subsection 106.05. Other aggregate quality
properties will be evaluated under Subsections 106.02 and 106.04.

**(a) Asphalt content.** The upper and lower specification limits are
the approved job-mix formula target value plus or minus 0.4 percent.

**(b) Aggregate gradation.** The upper and lower specification limits
are the approved job-mix formula target values plus or minus the
allowable deviations shown in Table 703-4. See Table 402-3 for the
acceptance quality characteristics category.

**(c) Density.** The lower specification limit is 91 percent of the
maximum specific gravity (density) determined according to AASHTO T 209
as part of the job-mix formula evaluation specified in Subsection
402.03.

**(d) Pavement smoothness.** See Subsection 402.16. The evaluation will
be made after all defective areas are corrected. A sublot is a
0.1-kilometer section of the traveled way, and a lot is the surface
course of the entire project. The upper specification limit is
determined according to Subsection 402.16.

Measurement

**402.18** Measure the Section 402 items listed in the bid schedule
according to Subsection 109.02.

Payment

**402.19** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 402 pay items listed in the bid
schedule except the hot asphalt concrete pavement contract unit bid
price will be adjusted according to Subsection 106.05. Payment will be
full compensation for the work prescribed in this Section. See
Subsection 109.05.

Payment for hot asphalt concrete pavement will be made at a price
determined by multiplying the contract unit bid price by the material
pay factor. The material pay factor is the lowest single pay factor
determined for asphalt content, specific gravity (density), or any
individual sieve of the aggregate gradation.

When the bid schedule contains a pay item for hot asphalt concrete
pavement type I or II pavement smoothness, a separate adjustment will be
made for pavement smoothness according to the following formula:

A = 20,300(PF~smooth~ -- 1.00)(L)

where:

A = Adjustment to contract payment in dollars for pavement smoothness.

L = Total project length in lane kilometers of traveled way, including
excluded areas. Measure project length to 3 decimal places.

PF~smooth~ = Pay factor for smoothness with respect to the upper
specification limit determined according to Subsection 401.16 and 106.05
after completion of corrective work.

<table>
<colgroup>
<col style="width: 7%" />
<col style="width: 6%" />
<col style="width: 9%" />
<col style="width: 9%" />
<col style="width: 10%" />
<col style="width: 9%" />
<col style="width: 6%" />
<col style="width: 11%" />
<col style="width: 14%" />
<col style="width: 14%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 402-3</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td>Before production</td>
<td>“</td>
<td>“</td>
<td>Minimum 28 days before production</td>
<td>“</td>
<td>“</td>
<td>End of shift</td>
<td>21 days before approval of job-mix formula</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>Yes</td>
<td>“</td>
<td>“</td>
<td>Yes</td>
<td>“</td>
<td>“</td>
<td>Yes, when requested</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Source of materials</td>
<td>“</td>
<td>“</td>
<td>Stockpiles</td>
<td>“</td>
<td>“</td>
<td>Flowing aggregate stream (bin or belt discharge) or off of conveyor
belt</td>
<td>Flowing aggregate stream (bin or belt discharge) or off of conveyor
belt</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 per type and source of material</td>
<td></td>
<td>“</td>
<td>1 per submitted mix design</td>
<td>“</td>
<td>“</td>
<td>1 for each 6 hours of production but not less than 2 for each
day</td>
<td>1 for each aggregate stockpile as applicable, when requested</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO T 96</td>
<td>AASHTO T 104</td>
<td>AASHTO T 176, alternate method no. 2, reference method</td>
<td><p>AASHTO T 11</p>
<p>&amp; T 27</p></td>
<td>AASHTO T 209</td>
<td><p>AASHTO T 165</p>
<p>&amp; T 167</p></td>
<td>AASHTO T 11 &amp; T 27 ; AASHTO T 176, alternate method no. 2,
reference method, and ASTM 5821</td>
<td>Subsection 401.03</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Los Angeles Abrasion (Coarse)</td>
<td>Sodium Sulfate Soundness Loss (Coarse and Fine)</td>
<td>Sand Equivalent</td>
<td>Gradation</td>
<td>Voids</td>
<td>Moisture susceptibility (Immersion compression)</td>
<td>Gradation Sand Equivalent and Fractured Faces</td>
<td>Sample for job-mix formula verification</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="3">Measured and tested for conformance (106.04)</td>
<td colspan="3">Measured and tested for conformance (106.04)</td>
<td>Measured and tested for conformance (106.04)</td>
<td></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="3">Aggregate source quality</td>
<td colspan="3">Asphalt concrete (Mix Design)</td>
<td>Aggregates (Production)</td>
<td></td>
</tr>
</tbody>
</table>

<table>
<colgroup>
<col style="width: 6%" />
<col style="width: 10%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 13%" />
<col style="width: 10%" />
<col style="width: 5%" />
<col style="width: 3%" />
<col style="width: 5%" />
<col style="width: 3%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 8%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 402-3</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td>—</td>
<td></td>
<td>Immediately upon completion of test</td>
<td>4 Hours</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td>“</td>
<td>“</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>2-1 liter samples provided to the government</td>
<td></td>
<td>—</td>
<td>Yes</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>In line between tank and mixing plant</td>
<td></td>
<td>Hauling vehicle before dumping or windrow before pickup</td>
<td>Immediately behind paver before compaction</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 per submitted source and mix design</td>
<td><p>1 per 2100 t of mix but not less than</p>
<p>5 samples</p></td>
<td>First load and as determined by the CO thereafter</td>
<td>3 minimum</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>Subsection 702.01</td>
<td></td>
<td>—</td>
<td>AASHTO T 308 &amp; AASHTO T 30 &amp; AASHTOT 110</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>AASHTO T 308</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td></td>
<td>—</td>
<td></td>
<td>I</td>
<td>II</td>
<td>I</td>
<td>I</td>
<td>II</td>
<td>I</td>
<td>II</td>
<td>I</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Quality</td>
<td></td>
<td>Mix Temperature</td>
<td>Gradation</td>
<td>12.5 mm</td>
<td>9.5 mm</td>
<td>4.75 mm</td>
<td>2.36 mm</td>
<td>425 μm</td>
<td>75 μm</td>
<td>Other specified sieves</td>
<td>Asphalt to content</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="2">Measured and tested for conformance (106.04)</td>
<td><p>Measured and tested for conformance (106.04 &amp;</p>
<p>Section 105)</p></td>
<td colspan="9"><p>Statistical</p>
<p>(106.05)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="2">Asphalt binder</td>
<td><p>Asphalt concrete mixture</p>
<p>(All)</p></td>
<td colspan="9"><p>Hot asphalt concrete pavement</p>
<p>(Control Strip)</p></td>
</tr>
</tbody>
</table>

<table>
<colgroup>
<col style="width: 8%" />
<col style="width: 9%" />
<col style="width: 11%" />
<col style="width: 9%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 6%" />
<col style="width: 3%" />
<col style="width: 9%" />
<col style="width: 6%" />
<col style="width: 5%" />
<col style="width: 5%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 402-3</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td>—</td>
<td>4 Hours</td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td>24 Hours</td>
<td>2 weeks after final paving</td>
<td>—</td>
<td rowspan="9">(1) Cut core samples from the compacted pavement
according to AASHTO T 230, method B. Fill and compact holes with asphalt
concrete mixture.</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>Deliver cores to CO after determining specific gravity and
compaction</td>
<td>Yes</td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td>“</td>
<td>Deliver cores to CO after determining specific gravity</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>In-place</td>
<td>Immediately behind paver before compaction</td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td>“</td>
<td>In-place</td>
<td>See Subsection 401.16</td>
<td>As directed by CO</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>At least 5 samples per control strip</td>
<td>1 per 700 metric tons</td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>See Subsection 401.16</td>
<td>“</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO T 166 &amp; AASHTO T 209</td>
<td>AASHTO T 308 &amp; AASHTO T 30 &amp; AASHTO T 110</td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td>AASHTO T 166 &amp; AASHTO T 209</td>
<td>FLH T 504</td>
<td>Straight edge</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>I</td>
<td></td>
<td>I</td>
<td>II</td>
<td>I</td>
<td>I</td>
<td>II</td>
<td>I</td>
<td>II</td>
<td>I</td>
<td>I</td>
<td>I</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Core Density<sup>(1)</sup></td>
<td>Gradation</td>
<td>12.5 mm</td>
<td>9.5 mm</td>
<td>4.75 mm</td>
<td>2.36 mm</td>
<td>425 μm</td>
<td>75 μm</td>
<td>Other specified sieves</td>
<td>Asphalt to content</td>
<td>Core Density<sup>(1)</sup></td>
<td>Smoothness</td>
<td>Straight edge</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td><p>Statistical</p>
<p>(106.05)</p></td>
<td colspan="10"><p>Statistical</p>
<p>(106.05)</p></td>
<td colspan="2"><p>Statistical</p>
<p>(106.05)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td>Hot asphalt concrete pavement (control strip)</td>
<td colspan="10">Hot asphalt concrete pavement (Production)</td>
<td colspan="2"><p>Hot asphalt mixture</p>
<p>(Final surface)</p></td>
</tr>
</tbody>
</table>

## Section 403. --- HOT ASPHALT CONCRETE PAVEMENT

Description

**403.01** This work consists of constructing one or more courses of hot
asphalt concrete pavement.

Asphalt binder is designated according to AASHTO M 20, M 226, or M 320.

Antistrip additive type is designated as shown in Subsection 702.08.
Where no type is designated, use type 3 (lime).

Material

**403.02** Conform to the following Sections and Subsections:

Aggregate 703.07 or 703.17

Antistrip additive 702.08

Asphalt binder 702.01

Mineral filler 725.05

Recycled asphalt pavement 703.19

Recycling agent 702.06

Construction Requirements

**403.03 Composition of Mix (Job-Mix Formula).** Furnish mixes of
aggregate, asphalt binder, recycled asphalt pavement, and additives that
meet the applicable gradation and material requirements in one of the
following:

● Superpave designed asphalt mixture as designated in Subsection 401.03
for the appropriate traffic level of the roadway.

● Hveem or Marshall designed asphalt mixture as designated in Subsection
402.03 for class A, B, or C mix.

● State Department of Transportation asphalt concrete pavement mixture.
Meet the requirements for the location and type of facility being
constructed as designated by the current State Department of
Transportation specification. Submit the aggregate quality, gradation
requirements, and mixture criteria for the asphalt concrete mix.

**(a)** **Recycled asphalt pavement use.** Up to 25 percent recycled
asphalt pavement material by mass may be used in the mix.

**(b) Submission.** Submit written job-mix formulas for approval at
least 28 days before production. Include the location of all commercial
mixing plants to be used and a separate job-mix formula for each plant.
Include a signed statement prepared by the testing laboratory that
certifies the proposed job-mix formula meets the requirements of the
contract and can be compacted in the field during production to meet
contract requirements. For each job-mix formula, submit the following:

**(1) Aggregate and mineral filler.**

*(a)* Target values:

*(1)* Target value for percent passing each sieve size for the aggregate
blend;

*(2)* Target value for percent passing each sieve size for each
stockpile;

*(3)* Stockpile blend ratios;

*(4)* Target asphalt binder content; and

*(5)* Maximum density value according to AASHTO T 209.

*(b)* Aggregate sources. See Subsection 401.03(b)(1)*(b)*.

*(c)* Stockpile gradations. See Subsection 401.03(b)(1)*(c)*.

*(d)* Representative samples. See Subsection 401.03(b)(1)*(d)*.

*(e)* Results of aggregate quality tests for contractor selected
sources. Results must be for tests performed on aggregates within 1 year
of use.

**(2) Asphalt binder.** See Subsection 401.03(b)(2).

**(3) Antistrip additives.** See Subsection 401.03(b)(3).

**(4) Recycled asphalt pavement material.** See Subsection 401.03(b)(4).

**(c) Verification.** The CO will review and may perform
design-verification testing. If verification testing is performed, the
aggregate gradations of the stockpiles and the aggregate blend must
agree with the target values plus or minus the allowable deviation in
Subsection 401.03(c)(1).

**(d) Changes and resubmissions.** See Subsection 401.03(d).

**(e) Acceptance.** See Subsection 401.03(e)

**403.04 Mixing Plant.** See Subsection 401.04.

**403.05 Pavers.** See Subsection 401.05.

**403.06 Surface Preparation.** See Subsection 401.06.

**403.07 Weather Limitations.** See Subsection 401.07.

**403.08 Asphalt Preparation.** See Subsection 401.08.

**403.09 Aggregate Preparation.** See Subsection 401.09.

**403.10 Mixing.** See Subsection 401.10.

**403.11 Hauling.** See Subsection 401.11

**403.12 Production Start-up Procedures.** Arrange for a pre-paving
conference according to Subsection 401.12(a). Provide 7 days notice
before beginning production of an asphalt concrete mix.

**403.13 Placing and Finishing.** Do not use mixes produced from
different plants unless the mixes are produced according to the same
job-mix formula, use material from the same sources, and are approved.

Place asphalt concrete mix at a temperature conforming to Table 401-2.
Measure temperature of the mix in the hauling vehicle just before
dumping into spreader or measure it in the windrow immediately before
pickup.

Place the mix with a paver conforming to Subsection 401.05. Control
horizontal alignment using a reference line. Automatically control the
grade and slope from reference lines, a ski and slope control device, or
dual skis. Use skis having a minimum length of 6 meters.

In areas where mechanical spreading and finishing is impractical, place
and finish the mix with alternate equipment to produce a uniform surface
closely matching the surface obtained when using a mechanical paver.

Offset the longitudinal joint of one layer at least 150 millimeters from
the joint in the layer immediately below. Make the longitudinal joint in
the top layer along the centerline of two-lane roadways or at the lane
lines of roadways with more than two lanes.

**403.14 Compacting.** Thoroughly and uniformly compact the asphalt
surface by rolling. Do not cause cracking, shoving or undue
displacement. Continue rolling until all roller marks are eliminated,
all cracks are sealed, and the required density is obtained. Do not roll
the mix after the surface cools below 80 °C.

Monitor the compaction process with nuclear density gauges. Calibrate
the gauge according to the ASTM D 2950 calibration section within 6
months before use and check the standard and reference on each day of
use according to the ASTM D 2950 standardization and reference check
sections. Compact to a pavement specific gravity (density) that is no
less than 92 percent of the maximum specific gravity (density)
determined according to AASHTO T 209.

Along forms, curbs, headers, walls, and other places not accessible to
the rollers, compact the mix with alternate equipment to obtain the
required compaction.

**403.15 Joints, Trimming Edges, and Cleanup.** See Subsection 401.15.

**403.16 Pavement Smoothness.** Use a 3-meter metal straight edge to
measure at right angles and parallel to the centerline. Defective areas
are surface deviations in excess of 6 millimeters in 3 meters between
any two contacts of the straightedge with surface.

Correct defective areas. Obtain approval for the proposed method of
correction.

**403.17 Acceptance.** See Table 403-1 for sampling and testing
requirements.

Mineral filler, antistrip additive, and recycling agent will be
evaluated under Subsections 106.02 and 106.03.

Asphalt binder will be evaluated under Subsections 106.03(a), 106.04,
and 702.09.

Construction of hot asphalt concrete pavement course will be evaluated
under Subsections 106.02 and 106.04.

Asphalt content, aggregate gradation, density, and pavement smoothness
will be evaluated under Subsection 106.04. Recycled asphalt pavement and
aggregate quality properties will be evaluated under Subsections 106.02
and 106.03.

**(a) Asphalt content.** The upper and lower specification limits are
the approved job-mix formula target value plus or minus 0.4 percent.

**(b) Density.** The lower specification limit is 92 percent of the
maximum specific gravity (density) determined according to AASHTO T 209
as part of the job-mix formula evaluation specified in Subsection
403.03.

**(c) Aggregate gradation.** The upper and lower specification limits
are the approved job-mix formula target values plus or minus the
allowable deviations shown in Table 703-4 or 703-13.

Measurement

**403.18** Measure the Section 403 items listed in the bid schedule
according to Subsection 109.02.

Payment

**403.19** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 403 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+-------+-------+------------+---------+----+-------+---+---+-----------+
| Table | *     | 21 days    | 24      | "  | "     | - |   | Tested by |
| 403-1 | *Repo | before     | Hours   |    |       | - |   | the       |
|       | rting | approval   |         |    |       | - |   | G         |
| Samp  | T     | of         |         |    |       |   |   | overnment |
| ling, | ime** |            |         |    |       |   |   |           |
| Te    |       | job-mix    |         |    |       |   |   |           |
| sting |       | formula    |         |    |       |   |   |           |
| and   |       |            |         |    |       |   |   |           |
| Accep |       |            |         |    |       |   |   |           |
| tance |       |            |         |    |       |   |   |           |
| Re    |       |            |         |    |       |   |   |           |
| quire |       |            |         |    |       |   |   |           |
| ments |       |            |         |    |       |   |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | **    | ---        | Yes,    | "  | "     | - |   | Two       |
|       | Split |            | when    |    |       | - |   | 1-liter   |
|       | Sam   |            | re      |    |       | - |   | samples   |
|       | ple** |            | quested |    |       |   |   | submitted |
|       |       |            |         |    |       |   |   | to the    |
|       |       |            |         |    |       |   |   | G         |
|       |       |            |         |    |       |   |   | overnment |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | **    | Flowing    | Imme    | "  | Comp  | - |   | From line |
|       | Point | aggregate  | diately |    | leted | - |   | between   |
|       | of    | stream     | behind  |    | ro    | - |   | storage   |
|       | Sampl | (bin or    | paver   |    | adway |   |   | tank and  |
|       | ing** | belt       | before  |    | after |   |   | asphalt   |
|       |       | discharge) | com     |    | ro    |   |   | plant     |
|       |       | or off of  | paction |    | lling |   |   |           |
|       |       | conveyor   |         |    |       |   |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | **Sam | 1 for each | 1 per   | "  | "     | - |   | 1 per 130 |
|       | pling | aggregate  | 700     |    |       | - |   | tons      |
|       | F     | stockpile  |         |    |       | - |   |           |
|       | reque | as         | metric  |    |       |   |   | of liquid |
|       | ncy** | a          | tons    |    |       |   |   |           |
|       |       | pplicable, |         |    |       |   |   |           |
|       |       | when       |         |    |       |   |   |           |
|       |       | requested  |         |    |       |   |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | *     | Subsection | AASHTO  | AA | ASTM  | S |   | S         |
|       | *Test | 403.03     | T 30    | SH | D2950 | u |   | ubsection |
|       | Me    |            |         | TO | or    | b |   | 702.01    |
|       | thods |            |         | T  | other | s |   |           |
|       | S     |            |         | 3  | app   | e |   |           |
|       | pecif |            |         | 08 | roved | c |   |           |
|       | icati |            |         |    | proce | t |   |           |
|       | ons** |            |         |    | dures | i |   |           |
|       |       |            |         |    |       | o |   |           |
|       |       |            |         |    |       | n |   |           |
|       |       |            |         |    |       | 4 |   |           |
|       |       |            |         |    |       | 0 |   |           |
|       |       |            |         |    |       | 3 |   |           |
|       |       |            |         |    |       | . |   |           |
|       |       |            |         |    |       | 1 |   |           |
|       |       |            |         |    |       | 6 |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | **    | ---        | ---     | -  | ---   | - |   | ---       |
|       | Categ |            |         | -- |       | - |   |           |
|       | ory** |            |         |    |       | - |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | **C   | Sample for | Gr      | A  | Compa | S |   | Quality   |
|       | harac | job-mix    | adation | sp | ction | m |   |           |
|       | teris | formula    |         | ha |       | o |   |           |
|       | tic** | ve         |         | lt |       | o |   |           |
|       |       | rification |         | c  |       | t |   |           |
|       |       |            |         | on |       | h |   |           |
|       |       |            |         | te |       | n |   |           |
|       |       |            |         | nt |       | e |   |           |
|       |       |            |         |    |       | s |   |           |
|       |       |            |         |    |       | s |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | *     | Measured   |         |    |       |   |   |           |
|       | *Type | and tested |         |    |       |   |   |           |
|       | of    | for        |         |    |       |   |   |           |
|       | Accep | c          |         |    |       |   |   |           |
|       | tance | onformance |         |    |       |   |   |           |
|       | (Sub  | (106.04)   |         |    |       |   |   |           |
|       | secti |            |         |    |       |   |   |           |
|       | on)** |            |         |    |       |   |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | **Mat | Hot        |         |    |       |   | A |           |
|       | erial | asphalt    |         |    |       |   | s |           |
|       | or    | concrete   |         |    |       |   | p |           |
|       | Prod  | pavement   |         |    |       |   | h |           |
|       | uct** |            |         |    |       |   | a |           |
|       |       |            |         |    |       |   | l |           |
|       |       |            |         |    |       |   | t |           |
|       |       |            |         |    |       |   | b |           |
|       |       |            |         |    |       |   | i |           |
|       |       |            |         |    |       |   | n |           |
|       |       |            |         |    |       |   | d |           |
|       |       |            |         |    |       |   | e |           |
|       |       |            |         |    |       |   | r |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+

## Section 404. --- MINOR HOT ASPHALT CONCRETE

Description

**404.01** This work consists of constructing minor hot asphalt concrete
for sidewalks, paved waterways, curbs, and roadways.

Construction Requirements

**404.02 Composition of Mix (Job-Mix Formula).** Provide a hot asphalt
concrete mix composed of crushed stone or gravel and asphalt binder
mixed in an approved plant. Use an aggregate gradation and asphalt
binder of a quality conforming to those normally used locally by either
Federal or State agencies for the type of work being constructed.

Submit the strength, quality, and gradation specifications for the
asphalt concrete mix. Include copies of laboratory test reports that
demonstrate the properties of the aggregates, asphalt binder, additives,
and mix meet Federal or State agency specifications. Also submit the
maximum specific gravity (density) of the mix as determined by
AASHTO T 209.

**404.03 Surface Preparation.** Prepare the surface according to Section
209 or Subsection 410.05 as applicable.

**404.04 Weather Limitations.** Place asphalt concrete on a dry,
unfrozen surface when the air temperature in the shade is at least 2 ºC
and rising.

**404.05 Hauling.** Haul the asphalt mix using vehicles conforming to
Subsection 401.11.

**404.06 Placing.** Place the mix with a mechanical paver. For roadway
paving, do not place lifts thicker than 100 millimeters. In areas where
mechanical spreading and finishing is impractical, spread and finish
each course by hand raking, screeding, or by other approved methods.
Construct a surface that is uniform in texture and cross-section.
Construct joints according to Subsection 401.15.

**404.07 Compacting.**

**(a) Roadway paving.** Compact the mix to a minimum of 90 percent of
maximum specific gravity (density). Complete compaction before the mix
temperature falls below 70ºC. Determine density by nuclear gauge.

**(b) Non-roadway paving.** Compact by rolling with a hand-operated
roller weighing at least 130 kilograms or with a small power roller.

Compact areas that are not accessible to rollers by other approved
methods.

**404.08 Pavement Smoothness.** Use a 3-meter metal straightedge to
measure at right angles and parallel to the centerline. Defective areas
are surface deviations in excess of 7 millimeters in 3 meters between
any two contacts of the straightedge with the surface. Correct defective
areas using approved methods.

**404.09 Acceptance.** See Table 404-1 for sampling and testing
requirements.

Minor hot asphalt concrete mixture will be evaluated under Subsections
106.02 and 106.03.

Minor hot asphalt concrete construction work will be evaluated under
Subsections 106.02 and 106.04.

Measurement

**404.10** Measure the Section 404 items listed in the bid schedule
according to Subsection 109.02.

Payment

**404.11** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 404 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+--------------+-----------------+------------------------------------+
| Table 404-1  | **Reporting     | Upon completion of testing         |
|              | Time**          |                                    |
| Sampling and |                 |                                    |
| Testing      |                 |                                    |
| Requirements |                 |                                    |
+--------------+-----------------+------------------------------------+
|              | **Split         | ---                                |
|              | Sample**        |                                    |
+--------------+-----------------+------------------------------------+
|              | **Point of      | In-place                           |
|              | Sampling**      |                                    |
+--------------+-----------------+------------------------------------+
|              | **Sampling      | 1 per each                         |
|              | Frequency**     |                                    |
|              |                 | 1,000 m^2^                         |
+--------------+-----------------+------------------------------------+
|              | **Test Methods  | AASHTO T 310                       |
|              | S               |                                    |
|              | pecifications** |                                    |
+--------------+-----------------+------------------------------------+
|              | **Category**    | ---                                |
+--------------+-----------------+------------------------------------+
|              | **C             | Compaction (Roadway paving)        |
|              | haracteristic** |                                    |
+--------------+-----------------+------------------------------------+
|              | **Type of       | Measured and tested for            |
|              | Acceptance      | conformance (106.04)               |
|              | (Subsection)**  |                                    |
+--------------+-----------------+------------------------------------+
|              | **Material or   | Asphalt mixture (404.07)           |
|              | Product**       |                                    |
+--------------+-----------------+------------------------------------+

## Section 405. --- OPEN-GRADED ASPHALT FRICTION COURSE

Description

**405.01** This work consists of constructing an open-graded asphalt
friction course.

Asphalt binder is designated according to AASHTO M 20, M 226, or M 320.

Antistrip additive type is designated as shown in Subsection 702.08.
Where no type is designated, use type 3 (lime).

Material

**405.02** Conform to the following Subsections:

Aggregate 703.08

Antistrip additive 702.08

Asphalt binder 702.01

Construction Requirements

**405.03 Composition of Mix (Job-Mix Formula).** Design an open-graded
asphalt friction course mix of aggregate, asphalt, and additives
according to the design procedure in *FHWA Technical Advisory T 5040.31,
Open-Graded Friction Courses,* December 1990, or by other approved
methods. Meet the aggregate gradation of Table 703-4 grading F. Provide
an application temperature range.

Submit a written job-mix formula for approval at least 21 days before
production. Submit the information and samples according to
Subsection 401.03. The job-mix formula will be evaluated and approved
according to Subsection 401.03.

**405.04 Mixing Plant and Pavers.** Use a mixing plant conforming to
Subsection 401.04. Use pavers conforming to Subsection 401.05.

**405.05 Surface Preparation.** Prepare the surface according to
Subsection 401.06.

**405.06 Weather Limitations.** Place open-graded asphalt friction
course on a dry asphalt surface only when the air temperature in the
shade is above 13 ºC and the road surface temperature at least 16 ºC.
Stop placement if either temperature falls below these minimums.

**405.07 Preparing and Mixing Material.** Prepare, mix, and control
material according to Subsections 401.08 through 401.10 except the
temperature of the aggregate introduced into the mixer shall not exceed
the optimum mixing temperature established in the job-mix formula.

**405.08 Hauling, Placing, and Finishing.** Construct the open-graded
asphalt friction course according to Subsections 401.11 through 401.13.
Place mix within the approved temperature range.

To minimize asphalt binder drainage, discharge the mix into the paver
within 1.5 hours of loading the truck. When surge bins are used, begin
the 1.5-hour limit at the time the mix is deposited into the surge bin.

**405.09 Compacting.** Roll asphalt mix parallel to centerline,
commencing at the outside edge and progressing towards the center. Use a
steel-wheeled roller in a manner that does not shove, distort, or strip
the mix beneath the roller. On superelevated curves, begin the rolling
on the low side and progress to the high side. Limit amount of rolling
to that necessary for consolidating the asphalt mix and bonding it to
the underlying surface.

Provide a smooth surface according to Subsection 404.08.

**405.10 Joints and Cleanup.** Use butt joints for longitudinal and
transverse joints. Protect the completed open-graded asphalt friction
course from all traffic until it has sufficiently hardened to resist
abrasion, pickup, and ravelling.

**405.11 Acceptance.** See Table 405-1 for sampling and testing
requirements and the acceptance quality characteristic category.

Antistrip additive will be accepted under Subsections 106.02 and 106.03.

Asphalt will be evaluated under Subsections 106.04 and 702.09.

Construction of the open-graded asphalt friction course will be
evaluated under Subsections 106.02 and 106.04.

Asphalt content and aggregate gradation will be evaluated under
Subsection 106.05. Other aggregate quality properties will be evaluated
under Subsections 106.02 and 106.04.

**(a) Asphalt content.** The upper and lower specification limits are
the approved job-mix formula target value ±0.5 percent.

**(b) Aggregate gradation.** The upper and lower specification limits
are the approved job-mix formula target values plus or minus the
allowable deviations shown in Table 703-4 grading F.

Measurement

**405.12** Measure the Section 405 items listed in the bid schedule
according to Subsection 109.02.

Payment

**405.13** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 405 pay items listed in the bid
schedule except the open-graded asphalt friction course unit bid price
will be adjusted according to Subsection 106.05. Payment will be full
compensation for the work prescribed in this Section. See Subsection
109.05.

Payment for open-graded asphalt friction course will be made at a price
determined by multiplying the unit bid price by the material pay factor.
The material pay factor is the lowest single pay factor determined for
asphalt content or any individual sieve of the aggregate gradation.

+---------+-------+--------------+----+-----+----+-------+----------+
| Table   | *     | ---          |    | --- |    |       | ---      |
| 405-1   | *Repo |              |    |     |    |       |          |
|         | rting |              |    |     |    |       |          |
| S       | T     |              |    |     |    |       |          |
| ampling | ime** |              |    |     |    |       |          |
| and     |       |              |    |     |    |       |          |
| Testing |       |              |    |     |    |       |          |
| Requi   |       |              |    |     |    |       |          |
| rements |       |              |    |     |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | **    | Yes          |    | --- |    |       | Yes      |
|         | Split |              |    |     |    |       |          |
|         | Sam   |              |    |     |    |       |          |
|         | ple** |              |    |     |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | **    | Hopper of    |    | "   |    |       | From     |
|         | Point | lay down     |    |     |    |       | line     |
|         | of    | machine      |    |     |    |       | between  |
|         | Sampl | after        |    |     |    |       | storage  |
|         | ing** | discharge    |    |     |    |       | tank and |
|         |       | from plant   |    |     |    |       | asphalt  |
|         |       |              |    |     |    |       | plant    |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | **Sam | 1 per 300    |    | 1   |    |       | 1 per    |
|         | pling | metric tons  |    | per |    |       | 300      |
|         | F     |              |    | 300 |    |       | metric   |
|         | reque |              |    | met |    |       | tons     |
|         | ncy** |              |    | ric |    |       |          |
|         |       |              |    | t   |    |       |          |
|         |       |              |    | ons |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | *     | FLH T 516,   |    | FLH |    |       | Su       |
|         | *Test |              |    | T   |    |       | bsection |
|         | Me    | FLH T 517,   |    | 514 |    |       | 702.01   |
|         | thods | AASHTO T 308 |    | &   |    |       |          |
|         | S     |              |    | AAS |    |       |          |
|         | pecif | or           |    | HTO |    |       |          |
|         | icati |              |    | T   |    |       |          |
|         | ons** | AASHTO T 164 |    | 30  |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | **    | I            |    | I   | I  | II    | ---      |
|         | Categ |              |    |     |    |       |          |
|         | ory** |              |    |     |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | **C   | Asphalt      | G  | 4   | 75 | Other | Quality  |
|         | harac | content      | ra | .75 | μm | spec  |          |
|         | teris |              | da | mm  |    | ified |          |
|         | tic** |              | ti |     |    | s     |          |
|         |       |              | on |     |    | ieves |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | *     | Measured and |    |     |    |       | "        |
|         | *Type | tested for   |    |     |    |       |          |
|         | of    | conformance  |    |     |    |       |          |
|         | Accep | (Subsection  |    |     |    |       |          |
|         | tance | 106.04)      |    |     |    |       |          |
|         | (Sub  |              |    |     |    |       |          |
|         | secti |              |    |     |    |       |          |
|         | on)** |              |    |     |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | **Mat | Open-graded  |    |     |    |       | Asphalt  |
|         | erial | asphalt      |    |     |    |       | binder   |
|         | or    | friction     |    |     |    |       |          |
|         | Prod  | course       |    |     |    |       |          |
|         | uct** |              |    |     |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+

## Section 406. --- Reserved

## Section 407. --- Reserved

## Section 408. --- COLD RECYCLED ASPHALT BASE COURSE

Description

**408.01** This work consists of constructing one or more courses of
cold recycled asphalt base using recycled asphalt pavement and reclaimed
aggregates combined with new aggregates, water, emulsified asphalt,
recycling agents, and lime.

Emulsified asphalt grade is designated as shown in AASHTO M 140 or
AASHTO M 208.

Material

**408.02** Conform to the following Subsections:

Aggregate (new) 703.06

Emulsified asphalt 702.03

Lime 702.08(c)

Recycled asphalt pavement 703.19

Recycling agent 702.06

Water 725.01(c)

Construction Requirements

**408.03 Submittals.** Submit the following at least 21 days before
recycling:

**(a) Aggregate.**

**(1)** Sources of recycled asphalt pavement, reclaimed aggregates, and
new aggregate.

**(2)** Proportional samples representing the recycled asphalt pavement,
reclaimed aggregate, and new aggregate; about 300 kilograms total.
Obtain samples of existing pavement according to Subsection
401.03(b)(4)*(e).*

**(b) Emulsified asphalt and recycling agents.**

**(1)** Percentage of emulsified asphalt and recycling agent to be added
based on the total mass of the mixture or the application rate if spray
application is used.

**(2)** Source of and 20-liter sample of the emulsified asphalt and
recycling agent to be used in the mixture. Furnish the samples in
plastic containers.

**(c) Water.** Percentage of water to be added based on the total mass
of the mixture.

**(d) Lime.** Percentage of lime added based on total mass of the
mixture.

The CO will perform a mix design and provide an initial application rate
for emulsified asphalt, recycling agent, and/or lime for the mix.

**408.04 Surface Preparation.** For inplace mixing, clear, grub, and
dispose of all vegetation and debris within 300 millimeters of the
pavement to be recycled. Perform the work according to Section 201.
Prepare the surface according to Subsection 303.06.

**408.05 Weather Limitations.** Place the cold recycled asphalt base on
a dry, unfrozen surface when the air temperature in the shade is above
10 ºC and the pavement surface temperature is above 4 ºC.

Do not place cold recycled asphalt base when fog, showers, rain, frost,
or temperatures below 2 ºC are anticipated within 24 hours following the
placement of the mix.

**408.06 Mixing.** Use rotary mixers, cold-milling machines, travel
plants, stationary mixing plants, or other approved equipment for
producing the completed base course mixture. If emulsified asphalt is
used, mix as follows:

**(a)** Maintain the aggregate temperature between 16 and 80 ºC.

**(b)** Maintain emulsified asphalt temperature within the approved
range.

**(c)** Combine and dry mix the aggregate for a period sufficient to
provide a uniform gradation. Add additives and water first. Add the
emulsified asphalt last. Mix the material until particles are uniformly
coated, the mixture has a uniform color, and particles are evenly
distributed coarse to fine.

For in-place mixing, use self-propelled equipment capable of scarifying,
crushing, mixing, weighing, and placing the mixture. Use equipment with
meters capable of registering the rate of addition of the emulsified
asphalt, recycling agent, or water. Adjust the travel speed and number
of passes to obtain a thorough and uniform mixture.

For central plant mixing, use suitable equipment for scarifying and
crushing the existing pavement. Use acceptable continuous flow or
batch-type mixer equipped with batching or metering devices designed to
measure the specified quantities of the respective material.

The final emulsified asphalt, recycling agent, and lime content will be
established by the CO after evaluation of field results.

**408.07 Spreading, Finishing, and Compacting.** Transport material
according to Subsection 401.11. Spread and finish the mixture according
to Subsection 416.08 except:

If a paving machine is not used spread the mixture on the prepared
surface in a uniform layer. Shape the mixture to the line, grade, and
cross-section. Route hauling equipment uniformly over the full width of
the surface to minimize rutting or uneven compaction. Compact the
mixture according to Subsection 416.08, type A.

Allow the pavement to cure according to Subsection 416.08 before sealing
the surface with a fog seal according to Subsection 416.09.

**408.08 Acceptance.** See Table 408-1 for sampling and testing
requirements.

Recycling agent and lime will be evaluated under Subsections 106.02 and
106.03.

Emulsified asphalt will be evaluated under Subsections 106.03, 106.04,
and 702.09.

Aggregate (new) will be evaluated under Subsections 106.02, 106.03, and
106.04.

Construction of the cold recycled asphalt base course will be evaluated
under Subsections 106.02 and 106.04. Cold recycled asphalt base density
will be evaluated under Subsections 106.02 and 106.04.

Measurement

**408.09** Measure the Section 408 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

When measurement is by the metric ton, do not deduct for the emulsified
asphalt, recycling agent, water, and lime contained in the mixture.

Measure the square meter width horizontally to include the top of base
width including designed widening. Measure the square meter length
horizontally along the centerline of the roadway.

Measure fog seal under Section 409.

Payment

**408.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 408 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+---------+----------------+----------------------+-------------------+
| Table   | **Reporting    | ---                  | 24 Hours          |
| 408-1   | Time**         |                      |                   |
|         |                |                      |                   |
| S       |                |                      |                   |
| ampling |                |                      |                   |
| and     |                |                      |                   |
| Testing |                |                      |                   |
| Requi   |                |                      |                   |
| rements |                |                      |                   |
+---------+----------------+----------------------+-------------------+
|         | **Split        | Yes                  | ---               |
|         | Sample**       |                      |                   |
+---------+----------------+----------------------+-------------------+
|         | **Point of     | From line between    | In-place          |
|         | Sampling**     | storage tank and     |                   |
|         |                | mixing plant         |                   |
+---------+----------------+----------------------+-------------------+
|         | **Sampling     | 1 per 130 metric     | 1 per 500 m^2^    |
|         | Frequency**    | tons but not less    |                   |
|         |                | than 5 samples       |                   |
+---------+----------------+----------------------+-------------------+
|         | **Test Methods | Subsection 702.03    | AASHTO T 310      |
|         | Sp             |                      |                   |
|         | ecifications** |                      |                   |
+---------+----------------+----------------------+-------------------+
|         | **Category**   | ---                  | ---               |
+---------+----------------+----------------------+-------------------+
|         | **Ch           | Quality              | Density           |
|         | aracteristic** |                      |                   |
+---------+----------------+----------------------+-------------------+
|         | **Type of      | Measured and tested  | Measured and      |
|         | Acceptance     | for compliance       | tested for        |
|         | (Subsection)** | (106.04)             | compliance        |
|         |                |                      | (106.04)          |
+---------+----------------+----------------------+-------------------+
|         | **Material or  | Emulsified asphalt   |                   |
|         | Product**      | (702.03)             |                   |
+---------+----------------+----------------------+-------------------+

## Section 409. --- ASPHALT SURFACE TREATMENT

Description

**409.01** This work consists of constructing a single or multiple
asphalt surface treatment with aggregate or precoated aggregate. This
work also includes constructing an asphalt fog seal without aggregate.

Surface treatment aggregate designation is designated as shown in Tables
409-1, 409-2, and 409-3.

Asphalt is designated as shown in AASHTO M 20 or AASHTO M 226 for
asphalt binder and AASHTO M 140 or AASHTO M 208 for emulsified asphalt.

Material

**409.02** Conform to the following Subsections:

Aggregate 703.10

Asphalt binder 702.01

Blotter 703.13

Emulsified asphalt 702.03

Construction Requirements

**409.03 Composition.** Submit the following information and samples for
approval at least 21 days before placement:

**(a) Aggregate samples.** 35 kilograms from each stockpile produced and
the gradation range represented by each.

**(b) Aggregate gradation target values.** The proposed percentage of
each stockpile to be used and the proposed target value for each sieve
size.

**(c) Asphalt samples.** Two 1-liter samples of asphalt binder or
emulsified asphalt from the same source and of the type to be used for
the surface treatment.

**(d) Asphalt temperature.** Apply asphalt at temperatures according to
Table 702-1.

**(e) Spread rates.** The proposed spread rate for the aggregate and
asphalt material.

**409.04 Equipment.** Furnish equipment as follows:

**(a) Asphalt distributor.**

**(1)** Capable of heating asphalt evenly;

**(2)** Adjustable full circulation spray bar to 4.6-meter width;

**(3)** Positive controls including tachometer, pressure gauge, volume
measuring device, or calibrated tank to uniformly deposit asphalt over
the full width within 0.08 liter per square meter of the required rate;
and

**(4)** Thermometer for measuring the asphalt temperature in the tank.

**(b) Rotary power broom.**

**(1)** Self-propelled.

**(2)** Capable of controlling the vertical broom pressure.

**(c) Pneumatic-tire rollers.** Furnish a minimum of two pneumatic-tire
rollers both with the following capabilities:

**(1)** Self-propelled;

**(2)** Minimum compacting width -- 1.5 meters; and

**(3)** Gross weight adjustable within the range of 3.5 to 6.5 kilograms
per millimeter of compaction width.

**(d) Aggregate spreader.**

**(1)** Self-propelled;

**(2)** Minimum of 4 pneumatic tires on 2 axles; and

**(3)** Positive controls to uniformly deposit the aggregate over the
full width of asphalt within 10 percent by mass of the required rates.

**(e) Other equipment.** Other equipment of proven performance may be
used in addition to or in lieu of the specified equipment when approved
by the CO. Provide two-way communication between the asphalt distributor
and the aggregate spreader if the roadway alignment does not permit
visual contact.

**409.05 Surface Preparation.** On existing asphalt surfaces, ensure
that the surface is dry. Immediately before placing the layer, remove
loose dirt and other objectionable material from the surface by approved
methods. Fog seal patches using a slow setting emulsion diluted with an
equal part water. Apply the diluted emulsion at a rate of 0.65 liters
per square meter.

On existing aggregate surfaces, prime the surface according to Section
411. Allow the primed surface to cure at least 5 days for cutback
asphalt or 24 hours for asphalt emulsions. Ensure that the primed
surface is dry for surface treatments using asphalt binder or slightly
damp for surface treatments using emulsified asphalt.

**409.06 Weather Limitations.** Apply surface treatments with aggregate
only when ambient air and surface temperatures are above 16 °C and
rising, when the weather is not foggy or rainy, and when rain is not
anticipated for at least 24 hours after application.

Apply fog seals only when the ambient air and surface temperatures are
above 10 °C and rising, when the weather is not foggy or rainy, and when
rain is not anticipated for at least 24 hours after application.

Complete all surface treatment applications 2 hours before sunset.

**409.07 Production Start-up Procedures for Surface Treatments.** At
least 10 days before the start of constructing all surface treatments
containing aggregate, arrange for a pre-surface treatment conference.
Coordinate attendance with the CO and any applicable subcontractors. Be
prepared to discuss or submit the following:

**(a)** Proposed schedule of operations.

**(b)** List of all equipment and personnel to be used in the production
and construction of the work.

**(c)** Proposed traffic control plan.

**(d)** Discuss Section 153, minimum frequency schedule for process
control sampling and testing (to be performed by the Contractor).

**(e)** Discuss Subsections 409.07, 409.08, and 409.09.

**(f)** Discuss spill prevention and safety contingency plan.

Provide 7 days advance notice before constructing all asphalt surface
treatments containing aggregate. Also use these start-up procedures when
resuming production after termination due to nonconforming work.

On the first day of placement of each surface treatment layer, or
whenever there is a change in the surface texture or aggregate
gradation, construct a 150-meter control strip that is one-lane wide.

Construct the control strip using material, lay-down, and compaction
procedures intended for the remainder of the surface treatment. Cease
production after construction of the control strip until the material
and the control strip are evaluated and accepted.

Acceptable control strips may remain in place and will be accepted as a
part of the completed surface treatment.

Repeat the control strip process until an acceptable control strip is
produced.

**409.08 Asphalt Application.** Calibrate the asphalt distributor spray
bar height, nozzle angle, and pump pressure and check longitudinal and
transverse spread rates weekly according to ASTM D 2995. If different
asphalt distributors are used, calibrate each before use on the project.
Ensure that the length of the spread is no more than can be covered with
aggregate immediately after application.

Protect the surfaces of nearby objects to prevent spattering or marring.
Spread building paper on the surface for a sufficient distance from the
beginning and end of each application so the flow through the
distributor nozzles may be started and stopped on the paper.

The CO will approve the exact application rate, temperature, and area to
be treated before application and may make adjustments for variations in
field conditions. Apply the asphalt uniformly with an asphalt
distributor. Move distributor forward at the proper application speed at
the time the spray bar is opened. Use care not to apply excess asphalt
at the junction of spreads.

Correct skipped areas or deficiencies. Remove and dispose of paper or
other material used.

**409.09 Aggregate Application.** When using asphalt binder, the
aggregate surface should be dry. When using emulsified asphalt, the
aggregate surface should be moist.

The CO will approve the exact application rate and area to be treated
before application. Apply the aggregate uniformly with an aggregate
spreader immediately after the asphalt is applied. Operate aggregate
spreader so the asphalt is covered with the aggregate before wheels pass
over it. During part-width construction, leave uncovered a strip of
sprayed asphalt approximately 150 millimeters wide to permit an overlap
of asphalt material.

Immediately correct excesses and deficiencies by brooming or by the
addition or removal of aggregate until a uniform texture is achieved.
Use hand methods in areas not accessible to power equipment.

When precoated aggregates are used, they may be mixed on the job or at a
central mixing plant. Uniformly coat the aggregate with 1.0 to 2.0
percent residual asphalt, by weight of aggregate. Maintain the flow
qualities of the precoated aggregate, so it is satisfactorily spread
with an aggregate spreader.

Operate rollers at a maximum speed of 8 kilometers per hour. Do not
permit the aggregate to be displaced by pickup or sticking of material
to the tire surface. Sufficiently roll the surface to uniformly and
thoroughly bond the aggregate over the full width. Complete rolling
within 1 hour after the asphalt is applied to the surface.

**409.10 Fog Seal.** A fog seal consists of applying slow-setting
emulsified asphalt diluted with water onto an existing asphalt surface.
Apply the diluted emulsified asphalt according to Subsection 409.08 at a
rate of 0.45 to 0.70 liters per square meter depending on the condition
of the existing surface. Allow the fog seal to penetrate undisturbed for
at least 2 hours or until the emulsified asphalt breaks and is
substantially absorbed into the existing surface. Then lightly cover
remaining spots of excess asphalt with blotter according to Section 411
before opening the surface to traffic.

**409.11 Single-Course Surface Treatment.** A single-course surface
treatment consists of applying asphalt material onto an existing surface
immediately followed by a single, uniform application of aggregate.
Apply the asphalt and aggregate according to Subsections 409.08 and
409.09 at the approximate rates shown in Table 409-1. Determine the
exact rates based on approved control strips.

Use a pilot car according to Section 635 to limit traffic speeds. During
the initial 45 minutes after completion of rolling, limit the traffic
speeds to 15 kilometers per hour. Limit traffic speeds to 30 kilometers
per hour for 24 hours.

Lightly broom the aggregate surface on the morning after construction.
Maintain the surface for 4 days by distributing blotter according to
Section 411 to absorb any free asphalt and by repairing areas deficient
in aggregate. Sweep excess material from the surface using a rotary
power broom when the temperature is less than 24 °C. Do not displace
embedded material.

Table 409-1

Approximate Quantities of Material for

Single-Course Surface Treatment

+-----+------------+-------------+------------+----------+----------+
| >   | **Nominal  | **Aggregate | *          | **E      | **E      |
| **D | Maximum    | Gradation   | *Estimated | stimated | stimated |
| esi | Size of    | ^(1)^**     | Quantity   | Quantity | Quantity |
| gna | A          |             | of         | of       | of       |
| tio | ggregate** |             | Aggregate  | Em       | Asphalt  |
| n** |            |             | ^(2)^      | ulsified | binder   |
|     |            |             | Kg/m^2^**  | Asphalt  | ^(3)^    |
|     |            |             |            | ^(3)^    | L/m^2^** |
|     |            |             |            | L/m^2^** |          |
+-----+------------+-------------+------------+----------+----------+
| 1A  | 19.0 mm    | B           | 22 -- 27   | 1.8 --   | 1.2 --   |
|     |            |             |            | 2.5      | 1.7      |
+-----+------------+-------------+------------+----------+----------+
| 1B  | 12.5 mm    | C           | 14 -- 16   | 1.4 --   | 0.9 --   |
|     |            |             |            | 2.0      | 1.4      |
+-----+------------+-------------+------------+----------+----------+
| 1C  | 9.5 mm     | D           | 11 -- 14   | 0.9 --   | 0.6 --   |
|     |            |             |            | 1.6      | 1.1      |
+-----+------------+-------------+------------+----------+----------+
| 1D  | 4.75 mm    | E           | 8 -- 11    | 0.7 --   | 0.5 --   |
|     |            |             |            | 1.0      | 0.8      |
+-----+------------+-------------+------------+----------+----------+
| 1E  | Sand       | F           | 5 -- 8     | 0.5 --   | 0.4 --   |
|     |            |             |            | 0.8      | 0.7      |
+-----+------------+-------------+------------+----------+----------+

\(1\) See Table 703-7 for aggregate gradations.

\(2\) Aggregate masses are for aggregates having a bulk specific gravity
of 2.65, as determined by AASHTO T 84 and T 85. Make proportionate
corrections when the aggregate furnished has a bulk specific gravity
above 2.75 or below 2.55.

\(3\) Adjust the asphalt content for the condition of the road.

Table 409-2

Approximate Quantities of Material for

Double Course Surface Treatments

+-----------+---------+---------+----------+-----------+------------+
| **De      | **      | **Ag    | **E      | **        | *          |
| signation | Nominal | gregate | stimated | Estimated | *Estimated |
| (Thi      | Maximum | Gr      | Quantity | Quantity  | Quantity   |
| ckness)** | Size of | adation | of       | of        | of         |
|           | Aggr    | ^(1)^** | A        | E         | Asphalt**  |
|           | egate** |         | ggregate | mulsified |            |
|           |         |         | ^(2)^    | Asphalt   | **binder   |
|           |         |         | K        | ^(3)^     | ^(3)^**    |
|           |         |         | g/m^2^** | L/m^2^**  |            |
|           |         |         |          |           | **L/m^2^** |
+-----------+---------+---------+----------+-----------+------------+
| 2A (12.5  |         |         |          |           |            |
| mm)       |         |         |          |           |            |
+-----------+---------+---------+----------+-----------+------------+
| 1^st^     | 9.5 mm  | D       | 14 -- 19 | 0.9 --    | 0.5 -- 1.0 |
| Ap        |         |         |          | 1.4       |            |
| plication |         |         |          |           |            |
+-----------+---------+---------+----------+-----------+------------+
| 2^nd^     | 4.75 mm | E       | 5 -- 8   | 1.4 --    | 0.8 -- 1.3 |
| Ap        |         |         |          | 1.8       |            |
| plication |         |         |          |           |            |
+-----------+---------+---------+----------+-----------+------------+
| 2B (16.0  |         |         |          |           |            |
| mm)       |         |         |          |           |            |
+-----------+---------+---------+----------+-----------+------------+
| 1^st^     | 12.5 mm | C       | 16 -- 22 | 1.4 --    | 0.8 -- 1.3 |
| Ap        |         |         |          | 1.8       |            |
| plication |         |         |          |           |            |
+-----------+---------+---------+----------+-----------+------------+
| 2^nd^     | 4.75 mm | E       | 8 -- 11  | 1.8 --    | 1.1 -- 1.5 |
| Ap        |         |         |          | 2.3       |            |
| plication |         |         |          |           |            |
+-----------+---------+---------+----------+-----------+------------+
| 2C (19.0  |         |         |          |           |            |
| mm)       |         |         |          |           |            |
+-----------+---------+---------+----------+-----------+------------+
| 1^st^     | 19.0 mm | B       | 22 -- 27 | 1.6 --    | 1.0 -- 1.5 |
| Ap        |         |         |          | 2.3       |            |
| plication |         |         |          |           |            |
+-----------+---------+---------+----------+-----------+------------+
| 2^nd^     | 9.5 mm  | D       | 11 -- 14 | 2.3 --    | 1.5 -- 1.9 |
| Ap        |         |         |          | 2.7       |            |
| plication |         |         |          |           |            |
+-----------+---------+---------+----------+-----------+------------+

\(1\) See Table 703-7 for aggregate gradations.

\(2\) Aggregate masses are for aggregates having a bulk specific gravity
of 2.65, as determined by AASHTO T 84 and AASHTO T 85. Make
proportionate corrections when the aggregate furnished has a bulk
specific gravity above 2.75 or below 2.55.

\(3\) Adjust the asphalt content of the 1^st^ application for the
condition of the road.

**409.12 Double and Triple-Course Surface Treatments.** Double and
triple-course surface treatments consist of applying multiple layers of
asphalt and aggregate. Apply each asphalt and aggregate layer according
to Subsections 409.08 and 409.09 and at the approximate rates shown in
Table 409-2 or 409-3. Determine the exact rates based on approved
control strips.

Maintain the surface and limit traffic according to Subsection 409.11.

No wait is required between surface treatment applications when using an
asphalt binder. Wait at least 24 hours between applications when using
emulsified asphalt.

Table 409-3

Approximate Quantities of Material for

Triple Course Surface Treatments

+------------+---------+----------+----------+----------+-------------+
| **D        | **      | **A      | **E      | **E      | **Estimated |
| esignation | Nominal | ggregate | stimated | stimated | Quantity of |
| (Th        | Maximum | Gradatio | Quantity | Quantity | Asphalt     |
| ickness)** | Size of | n^(1)^** | of       | of       | Bi          |
|            | Aggr    |          | A        | Em       | nder^(3)^** |
|            | egate** |          | ggregate | ulsified |             |
|            |         |          | ^(2)^    | Asphalt  | **L/m^2^**  |
|            |         |          | K        | ^(3)^**  |             |
|            |         |          | g/m^2^** |          |             |
|            |         |          |          | **       |             |
|            |         |          |          | L/m^2^** |             |
+------------+---------+----------+----------+----------+-------------+
| 3A (12.5   |         |          |          |          |             |
| mm)        |         |          |          |          |             |
+------------+---------+----------+----------+----------+-------------+
| 1^st^      | 9.5 mm  | D        | 14 -- 19 | 0.9 --   | 0.5 -- 1.0  |
| A          |         |          |          | 1.4      |             |
| pplication |         |          |          |          |             |
+------------+---------+----------+----------+----------+-------------+
| 2^nd^      | 4.75 mm | E        | 5 -- 8   | 1.1 --   | 0.7 -- 1.2  |
| A          |         |          |          | 1.6      |             |
| pplication |         |          |          |          |             |
+------------+---------+----------+----------+----------+-------------+
| 3^rd^      | Sand    | F        | 5 -- 8   | 0.9 --   | 0.5 -- 1.0  |
| A          |         |          |          | 1.4      |             |
| pplication |         |          |          |          |             |
+------------+---------+----------+----------+----------+-------------+
| 16.0 mm    |         |          |          |          |             |
+------------+---------+----------+----------+----------+-------------+
| 1^st^      | 12.5 mm | C        | 16 -- 22 | 0.9 --   | 0.5 -- 1.0  |
| A          |         |          |          | 1.4      |             |
| pplication |         |          |          |          |             |
+------------+---------+----------+----------+----------+-------------+
| 2^nd^      | 9.5 mm  | D        | 8 -- 11  | 1.4 --   | 0.8 -- 1.3  |
| A          |         |          |          | 1.8      |             |
| pplication |         |          |          |          |             |
+------------+---------+----------+----------+----------+-------------+
| 3^rd^      | 4.75 mm | E        | 5 -- 8   | 0.9 --   | 0.5 -- 1.0  |
| A          |         |          |          | 1.4      |             |
| pplication |         |          |          |          |             |
+------------+---------+----------+----------+----------+-------------+
| 19.0 mm    |         |          |          |          |             |
+------------+---------+----------+----------+----------+-------------+
| 1^st^      | 19.0 mm | B        | 19 -- 25 | 1.1 --   | 0.7 -- 1.2  |
| A          |         |          |          | 1.6      |             |
| pplication |         |          |          |          |             |
+------------+---------+----------+----------+----------+-------------+
| 2^nd^      | 9.5 mm  | D        | 11 -- 14 | 1.4 --   | 0.8 -- 1.3  |
| A          |         |          |          | 1.8      |             |
| pplication |         |          |          |          |             |
+------------+---------+----------+----------+----------+-------------+
| 3^rd^      | 4.75 mm | E        | 5 -- 8   | 1.1 --   | 0.7 -- 1.2  |
| A          |         |          |          | 1.6      |             |
| pplication |         |          |          |          |             |
+------------+---------+----------+----------+----------+-------------+

\(1\) See Table 703-7 for aggregate gradations.

\(2\) Aggregate masses are for aggregates having a bulk specific gravity
of 2.65 as determined by AASHTO T 84 and T 85. Make proportionate
corrections when the aggregate furnished has a bulk specific gravity
above 2.75 or below 2.55.

\(3\) Adjust the asphalt content of the 1^st^ application for the
condition of the road.

**409.13 Acceptance.** See Table 409-4 for sampling and testing
requirements.

Asphalt binder, and emulsified asphalt, will be evaluated under
Subsections 106.04 and 702.09.

Aggregate gradation for asphalt surface treatment will be evaluated
under Subsection 106.05.

The upper and lower specification limits are equal to the calculated
mean of all test results plus or minus the allowable deviations shown in
Table 703-7, except as follows:

**(a)** If the calculated mean value for any tested sieve exceeds the
maximum gradation value shown in Table 703-7, the upper specification is
equal to the maximum gradation value plus the allowable deviation, and
the lower specification is equal to the maximum gradation value minus
the allowable deviation.

**(b)** If the calculated mean value for any tested sieve is less than
the minimum gradation value shown in Table 703-7, the upper
specification is equal to the minimum gradation value plus the allowable
deviation, and the lower specification is equal to the minimum gradation
value minus the allowable deviation.

Construction of asphalt surface treatment course will be evaluated under
Subsections 106.02 and 106.04.

Prime coat and blotter will be evaluated under Section 411.

Measurement

**409.14** Measure the Section 409 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure surface treatment aggregate by the cubic meter in the hauling
vehicle.

Measure prime coat and blotter under Section 411.

Payment

**409.15** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 409 pay items listed in the bid
schedule except the aggregate surface treatment contract unit bid price
will be adjusted according to Subsection 106.05. Payment will be full
compensation for the work prescribed in this Section. See Subsection
109.05.

<table style="width:100%;">
<colgroup>
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 8%" />
<col style="width: 5%" />
<col style="width: 8%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 8%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 12%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 409-4</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td><p>Before use</p>
<p>in work</p></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>24 Hours</td>
<td>“</td>
<td>“</td>
<td>—</td>
<td rowspan="9">(1) Applies to each aggregate grade furnished.</td>
<td rowspan="9">(2) For blotter material only.</td>
<td rowspan="9">(3) Applied to each asphalt material furnished.</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>Yes, when requested</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>Yes</td>
<td>“</td>
<td>“</td>
<td>2 1-liter samples provided to the government</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Source of materials</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>From the production belt or the spreader discharge</td>
<td>“</td>
<td>“</td>
<td>Point of shipment delivery</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 per type and source of material</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>1 per each 750 metric tons</td>
<td>“</td>
<td>“</td>
<td>1 per each tanker truck, including trailer</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO T 96</td>
<td>AASHTO T 104</td>
<td>ASTM D 5821</td>
<td>ASTM D 4791</td>
<td>AASHTO T 210</td>
<td>AASHTO T 112</td>
<td><p>AASHTO T 11</p>
<p>&amp; T 27</p></td>
<td>ASTM D 5821</td>
<td>AASHTO T 89</td>
<td>Subsection 409.13</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>I</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Los Angeles Abrasion</td>
<td>Sodium Sulfate Soundness Loss (Course and Fine)</td>
<td>Fractured faces</td>
<td>Flat and elongated particles</td>
<td>Durability index (Course and Fine)</td>
<td>Clay lumps and friable particles</td>
<td>Gradation</td>
<td>Fractured faces</td>
<td>Liquid Limit <sup>(2)</sup></td>
<td>Quality</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection) (Subsection)</strong></td>
<td colspan="6"><p>Measured and test</p>
<p>for conformance</p>
<p>(106.04)</p>
<p>&amp;</p>
<p>Section 105</p></td>
<td colspan="3"><p>Measured and tested</p>
<p>for conformance</p>
<p>(106.04 &amp; 106.05)</p></td>
<td><p>Measured and tested</p>
<p>for conformance</p>
<p>(106.04)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="6"><p>Aggregate surface treatment source quality
<sup>(1)</sup></p>
<p>(703.10)</p></td>
<td colspan="3"><p>Aggregate surface treatment</p>
<p>aggregate <sup>(1)</sup></p></td>
<td><p>Asphalt binder <sup>(3)</sup> (702.01) or</p>
<p>Emulsified asphalt <sup>(3)</sup> (702.03)</p></td>
</tr>
</tbody>
</table>

## Section 410. --- SLURRY SEAL

Description

**410.01** This work consists of applying an asphalt slurry seal or a
polymer modified micro-surfacing mix on an existing pavement surface.

Slurry seal type is designated as shown in Table 703-8 with following
residual asphalt contents:

Type I --- Residual asphalt between 10.0 and 16.0 percent

Type II --- Residual asphalt between 7.5 and 13.5 percent

Type III --- Residual asphalt between 6.5 and 12.0 percent

**410.02** Conform to the following Subsections:

Aggregate 703.11

Emulsified asphalt 702.03

Emulsified asphalt, polymer modified 702.03(d)

Mineral filler 725.05

Water 725.01(c)

Construction Requirements

**410.03 Composition of Mix (Job-Mix Formula).** Furnish a slurry seal
or micro-surfacing mixture of aggregate, water, emulsified asphalt, or
polymer modified asphalt and additives according to ASTM D 3910 and ISSA
T 114. Conform to the applicable aggregate gradation in Table 703-8 and
the residual asphalt contents in Subsection 410.01.

Submit a written job-mix formula for approval at least 14 days before
production that meets the mix design requirements in ISSA A105 for
emulsified asphalt slurry seal and ISSA A143 for micro-surfacing. Submit
the following:

**(a) Aggregate gradation values.** The representative value for each
sieve size for the aggregate blend.

**(b) Emulsified asphalt content.** The residual asphalt content, as a
percent by mass of dry aggregate.

**(c) Aggregate samples.** 45-kilogram sample of each aggregate.

**(d) Emulsified asphalt sample.** Source of and 20-liter sample of the
emulsified asphalt to be used in the mix.

**(e) Mineral filler samples.** 25-kilogram sample of each proposed
mineral filler, when applicable.

The job-mix formula will be evaluated for approval.

**410.04 Equipment.** Furnish equipment with the following capabilities:

**(a) Mixing equipment.**

**(1)** Self-propelled;

**(2)** Continuous-flow mixing;

**(3)** Calibrated controls;

**(4)** Easily readable metering devices that accurately measure all raw
material before entering the pugmill;

**(5)** Automated system for sequencing in all raw material to ensure
constant slurry mix;

**(6)** Mixing chamber to thoroughly blend all ingredients together;

**(7)** Fines feeder with an accurate metering device for introducing
additive into the mixer where the aggregate is introduced into the
mixer;

**(8)** A pressurized water system with a fog-type spray bar capable of
fogging the surface immediately ahead of the spreading equipment at a
rate of 0.13 to 0.27 liters per square meter;

**(9)** Proportioning system that is accurate for measuring all material
independent of the engine speed;

**(10)** Minimum speed of 20 meters per minute and maximum speed of 55
meters per minute;

**(11)** Minimum storage capacity of 6 metric tons; and

**(12)** Capable according to ISSA Performance Guidelines A 105 or A
143.

**(b) Mechanical-type single squeegee spreader box.**

**(1)** Attaches to the slurry seal mixer;

**(2)** Flexible squeegee in contact with the surface to prevent loss of
slurry;

**(3)** Adjustable to ensure a uniform spread over varying grades and
crowns;

**(4)** Adjustable in width with a flexible strike-off; and

**(5)** Augers for uniform flow to edges.

**(c) Auxiliary equipment.** Furnish hand squeegees, shovels, and other
equipment necessary to perform the work. Provide cleaning equipment
including, but not limited to, power brooms, air compressors, water
flushing equipment, and hand brooms for surface preparation.

**410.05 Surface Preparation.** Clean the existing surface of all loose
material, dirt, or other deleterious substances by approved methods.

**410.06 Weather Limitations.** Apply the mixture when the air
temperature in the shade and the surface temperature are at least 7 °C
and rising and when the weather is not foggy, rainy, or overcast. Do not
apply when there is a danger that the finished product will freeze
within 24 hours.

**410.07 Application.** Mix the materials using a slurry seal mixer. Fog
the surface with water immediately preceding the spreader.

Blend the additive with the aggregate using the fines feeder. Pre-wet
the aggregate in the pugmill immediately before mixing with the
emulsified asphalt.

Mix the surfacing materials a maximum of 4 minutes. Ensure the mix is of
the desired consistency as it leaves the mixer and conforms to the
approved job-mix formula. Adjustment of the mineral filler and the
emulsified asphalt content during construction may be approved to adjust
for variations in field conditions.

Carry sufficient mix in the spreader to completely cover the surface.
Spread the mix with a mechanical-type single squeegee spreader box. In
areas not accessible to the spreader box, use hand squeegees to work the
mix.

Allow treated areas to completely cure before opening to traffic. Cure
is complete when clear water can be pressed out of the mix with a piece
of paper without discoloring the paper.

**410.08 Acceptance.** See Table 410-1 for sampling and testing
requirements.

Emulsified asphalt or polymer modified asphalt will be evaluated under
Subsections 106.03 and 702.09.

Aggregate for surfacing mixture will be evaluated under Subsections
106.02 and 106.04.

Construction of the surfacing will be evaluated under Subsections 106.02
and 106.04.

Measurement

**410.09** Measure the Section 410 items listed in the bid schedule
according to Subsection 109.02.

Payment

**410.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 410 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+-------+--------+-------------+-------------+-------------+--------+
| Table | **Rep  | Before      | "           | "           | "      |
| 410-1 | orting | using       |             |             |        |
|       | Time** |             |             |             |        |
| Sam   |        | in work     |             |             |        |
| pling |        |             |             |             |        |
| and   |        |             |             |             |        |
| Te    |        |             |             |             |        |
| sting |        |             |             |             |        |
| Re    |        |             |             |             |        |
| quire |        |             |             |             |        |
| ments |        |             |             |             |        |
+-------+--------+-------------+-------------+-------------+--------+
|       | *      | Yes, when   | "           | "           | "      |
|       | *Split | requested   |             |             |        |
|       | Sa     |             |             |             |        |
|       | mple** |             |             |             |        |
+-------+--------+-------------+-------------+-------------+--------+
|       | *      | Production  | Aggregate   | "           | Prod   |
|       | *Point | output or   | source      |             | uction |
|       | of     | stockpile   |             |             | output |
|       | Samp   |             |             |             | or     |
|       | ling** |             |             |             | sto    |
|       |        |             |             |             | ckpile |
+-------+--------+-------------+-------------+-------------+--------+
|       | **Sa   | 1 per 500   | 1 per       | "           | "      |
|       | mpling | tons        | aggregate   |             |        |
|       | Frequ  |             |             |             |        |
|       | ency** |             |             |             |        |
+-------+--------+-------------+-------------+-------------+--------+
|       | **Test | AASHTO T 11 | AASHTO T 96 | AASHTO T    | AASHTO |
|       | M      |             |             | 104         | T 176, |
|       | ethods | & T 27      |             |             |        |
|       | Spec   |             |             |             | alt    |
|       | ificat |             |             |             | ernate |
|       | ions** |             |             |             | method |
|       |        |             |             |             | no. 2, |
|       |        |             |             |             |        |
|       |        |             |             |             | ref    |
|       |        |             |             |             | erence |
|       |        |             |             |             | method |
+-------+--------+-------------+-------------+-------------+--------+
|       | **Cate | ---         | ---         | ---         | ---    |
|       | gory** |             |             |             |        |
+-------+--------+-------------+-------------+-------------+--------+
|       | **Char | Gradation   | LA Abrasion | Soundness   | Sand   |
|       | acteri |             |             |             | Equi   |
|       | stic** |             |             | (micro      | valent |
|       |        |             |             | surfacing   |        |
|       |        |             |             | only)       |        |
+-------+--------+-------------+-------------+-------------+--------+
|       | **Type | Measured    |             |             |        |
|       | of     | and tested  |             |             |        |
|       | Acce   | for         |             |             |        |
|       | ptance | conformance |             |             |        |
|       | (S     | (106.04)    |             |             |        |
|       | ubsect |             |             |             |        |
|       | ion)** |             |             |             |        |
+-------+--------+-------------+-------------+-------------+--------+
|       | **Ma   | Aggregates  |             |             |        |
|       | terial | for         |             |             |        |
|       | or     | surfacing   |             |             |        |
|       | Pro    | mixture     |             |             |        |
|       | duct** |             |             |             |        |
|       |        | (703.11)    |             |             |        |
+-------+--------+-------------+-------------+-------------+--------+

## Section 411. --- ASPHALT PRIME COAT

Description

**411.01** This work consists of applying a cut-back or emulsified
asphalt prime coat.

Prime coat asphalt grade is designated as shown in AASHTO M 140 or M 208
for emulsified asphalt and AASHTO M 81 or M 82 for cut-back asphalt.

Material

**411.02** Conform to the following Subsections:

Blotter 703.13

Cut-back asphalt 702.02

Emulsified asphalt 702.03

Water 725.01(c)

Construction Requirements

**411.03 Equipment.** Use equipment conforming to Subsection 409.04.

**411.04 Surface Preparation.** Prepare the surface to be primed
according to Subsection 301.05 and 301.06.

**411.05 Weather Limitations.** Apply prime coat on a dry or slightly
damp surface when the air temperature in the shade and the pavement
surface temperature are at least 10 ºC and rising and when the weather
is not foggy or rainy.

**411.06 Asphalt Application.** When required, lightly spray the surface
with water before applying the prime coat. Apply asphalt according to
Subsection 409.08 at a rate of 0.45 to 2.25 liters per square meter for
optimum penetration.

Where using an emulsified asphalt that is not formulated as a
penetrating prime coat material, dampen the roadway surface and scarify
25 to 50 millimeters deep. When required, dilute a slow-setting
emulsified asphalt by adding an equal amount of water. Apply the
emulsified asphalt at a rate of 0.45 to 1.35 liters per square meter.
Immediately process, respread, and compact the material.

Cure surfaces primed with emulsified asphalt for not less than 24 hours
and surfaces primed with cut-back asphalt for not less than 3 days
before covering with the next course.

Until the next course is placed, maintain the primed surface and keep it
free of corrugations by broom dragging.

Where traffic is routed over a primed surface before the asphalt
material has been completely absorbed, or to minimize damage by rain,
spread blotter to cover the unabsorbed asphalt. Remove excess blotter as
soon as practicable after excess asphalt is absorbed. Remove all dirt or
other deleterious material and repair all damaged areas before placing
the next course.

**411.07 Acceptance.** Emulsified asphalt and cut-back asphalt will be
evaluated under Subsections 106.04 and 702.09.

Aggregate for blotter will be evaluated under Subsection 106.03.

Construction of the prime coat will be evaluated under Subsections
106.02 and 106.04.

Surface preparation will be evaluated under Section 301.

Measurement

**411.08** Measure the Section 411 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure prime coat asphalt including water added for dilution.

Measure blotter by the cubic meter in the hauling vehicle.

Payment

**411.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 411 pay items listed in the bid
schedule. Payments will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 412. --- ASPHALT TACK COAT

Description

**412.01** This work consists of applying an emulsified asphalt tack
coat.

Tack coat emulsified asphalt grade is designated as shown in AASHTO
M 140 or M 208.

Material

**412.02** Conform to the following Subsection:

Emulsified asphalt 702.03

Construction Requirements

**412.03 Equipment.** Use equipment conforming to Subsection 409.04.

**412.04 Surface Preparation.** Clean the existing surface of all loose
material, dirt, or other deleterious substances by approved methods.
When the surface is concrete, remove excess joint and crack filler.

**412.05 Weather Limitations.** Apply asphalt tack coat on a dry,
unfrozen surface when the air temperature in the shade is above 2ºC and
rising.

**412.06 Asphalt Application.** Where using slow-setting emulsified
asphalt, dilute by adding an equal amount of water to the emulsified
asphalt.

Apply the asphalt according to Subsection 409.08 at a rate of 0.15 to
0.70 liters per square meter. When a tack coat cannot be applied with an
asphalt distributor spray bar, apply the tack coat uniformly and
completely by fogging with a hand spray attachment or by another
approved method.

If excess asphalt material is applied, squeegee the excess from the
surface. Allow the tacked surfaces to completely cure before placing the
covering course. Place the covering course within 4 hours of placing the
tack coat.

**412.07 Acceptance.** Emulsified asphalt will be evaluated under
Subsections 106.04 and 702.09.

Construction of the tack coat will be evaluated under Subsections 106.02
and 106.04.

Surface preparation will be evaluated under Section 303.

Measurement

**412.08** Measure the Section 412 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure tack coat including water added for dilution.

Payment

**412.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 412 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 413. --- ASPHALT PAVEMENT MILLING

Description

**413.01** This work consists of removing asphalt pavement by a cold
milling process.

Construction Requirements

**413.02 Equipment --- Milling Machine.** Furnish equipment with the
following capabilities:

**(a)** Self-propelled;

**(b)** Sufficient power, traction, and stability to accurately maintain
depth of cut;

**(c)** Capable of removing the pavement thickness to provide profile
and cross slope;

**(d)** Automatic system to control grade elevations by referencing from
the existing pavement by means of a ski or matching shoe or from an
independent grade control;

**(e)** Automatic system to maintain cross slope;

**(f)** System to effectively limit dust and other particulate matter
from escaping removal operations;

**(g)** Loading system or adequate support equipment to completely
recover milled material at removal rate; and

**(h)** Cutting width equal to at least one third of the lane width.

**413.03 Milling.** Use a longitudinal reference to accurately guide the
machine. References may include a curb, edge of pavement, or string
attached to the pavement surface. Mill in a longitudinal direction.

Mill the transverse slope to within 6 millimeters in 3 meters of the
required slope. Transition from one transverse slope to another at a
uniform rate. Uniformly mill the entire roadway lane width so the
cross-section of the new surface forms a straight line.

Transition between different depths of cut at a uniform rate of 17
millimeters of depth per 10 meters. At the beginning and end of the
milling work, construct a smooth transition to the original surface at
this rate. Do not leave an exposed vertical edge perpendicular to the
direction of travel. When the pavement remains open to traffic, limit
differences in elevation between adjacent lanes according to Subsection
401.15.

Mill the surface to a smoothness conforming to Subsection 404.08.

Use a rotary broom and vacuum immediately behind the milling operations
to remove and completely recover all loose material. Minimize the escape
of dust into the air. Dispose of recovered milled material according to
Subsection 211.02(a)(2).

Before opening to traffic, patch milled travel lanes according to
Subsection 635.17.

**413.04 Acceptance.** Asphalt pavement milling will be evaluated under
Subsections 106.02 and 106.04.

Smoothness of milled surface will be evaluated under Section 404.

Measurement

**413.05** Measure the Section 413 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure square meter width horizontally. Measure the length horizontally
along the centerline of the roadway.

Payment

**413.06** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 413 pay items listed in the bid
schedule. Payments will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 414. --- ASPHALT PAVEMENT CRACK AND JOINT SEALING

Description

**414.01** This work consists of sealing cracks and joints.

Material

**414.02** Conform to the following Section and Subsections:

Asphalt binder 702.01

Blotter 703.13

Emulsified asphalt 702.03

Fine aggregate 703.07(b)

Joint sealant 712.01(a)

Slurry seal 410

Construction Requirements

**414.03 Equipment.** Furnish equipment with the following capabilities:

**(a) Power saw and blades.** Saw and blades of such size and
configuration that saw cuts can be made with one pass. Spacers are not
allowed.

**(b) Router.** Power rotary impact router or vertical spindle router
capable of cleaning cracks or joints to the required depth and width.

**(c) Hot-compressed air lance.** A lance capable of providing clean,
oil-free compressed air at a volume of 2.8 cubic meters per minute at a
pressure of 830 kilopascals and at a temperature of 1000 ºC.

**(d) Application wand.** A crack sealant applicator wand attached to a
heated hose that is attached to a heated sealant chamber. The
temperature controls shall maintain temperature of the sealant within
manufacturer\'s tolerances.

**(e) Heating kettle.** An indirect-heating-type double boiler with the
space between the inner and outer shells filled with oil or other heat
transfer medium capable of constant agitation. Provide an accurate and
calibrated thermometer having a range from 100 to 300 ºC in 2 ºC
graduations. Locate the thermometer such that the temperature of the
joint sealant may be safely checked.

**(f) Squeegee.** A hand-held squeegee for ensuring that the crack is
filled to the existing surface.

**414.04 Saw Cutting and Joint Sealing.** Saw cut, clean, and seal
joints in a continuous operation. Either dry or wet cutting is allowed.

Clean dry-sawed joints with a stream of air sufficient to remove all
dirt, dust, or deleterious matter adhering to the joint walls or
remaining in the joint cavity. Blow or brush dry material off the
pavement surface.

Clean wet-sawed joints with a water blast, 350 kilopascals minimum,
immediately after sawing to remove any sawing slurry, dirt, or
deleterious matter adhering to the joint walls or remaining in the joint
cavity. Immediately flush all sawing slurry from the pavement surface.
Blow wet-sawed joints with air to dry joint surfaces.

Do not allow traffic to knead together or damage the sawed joints. If
cleaning operations cause interference with traffic, provide protective
screening.

Place the sealant when the pavement surface temperature is 4 ºC or
higher. Discontinue operations when weather conditions detrimentally
affect the quality of forming joints and applying sealants.

Submit a copy of and adhere to the manufacturer\'s recommendations for
heating and applying the joint sealant. Heat the joint sealant in a
heating kettle. Do not heat the sealant above the safe heating
temperature recommended by the manufacturer. Do not hold the material at
the pouring temperature for more than 6 hours and do not reheat the
material.

Place a bond breaker tape designed for use with hot-poured sealant in
the bottom of the saw cut joint.

Seal the joints with an applicator wand when the sealant material is at
the pouring temperature. Heat or insulate the applicator wand to
maintain the pouring temperature of the sealant during placing
operation. Return the applicator wand to the machine and recirculate the
joint sealant material immediately after sealing each joint.

Seal each joint such that, after cooling, the level of the sealant is no
more than 3 millimeters below the pavement surface, but not above the
pavement surface. Use a squeegee to ensure that a 75‑millimeter wide
band is centered on the finished sealed crack.

Wait for the sealant to be tack free before opening the joint to
traffic. Do not spread blotter on the sealed joints to allow early
opening to traffic.

**414.05 Crack Cleaning and Sealing.** Clean the existing surface of all
loose material, dirt, or other deleterious substances by brooming,
flushing with water, or other approved methods. When specified, rout and
clean all cracks with an average opening of 6 millimeters or more to
make a sealant reservoir to the depth of the routed crack or at least 20
millimeters deep. Dry cracks before sealing.

When using the hot-compressed air lance, keep it moving so as not to
burn the surrounding pavement and the joint. Place and finish sealant
within 5 minutes after heating with the hot-compressed air lance.

For cracks with a 13-millimeter width or less, seal with hot-poured
elastic sealant according to Subsection 414.04.

For cracks with a width greater than 13 millimeters and less than 25
millimeters, seal with an approved slurry seal mix, fine
aggregate-asphalt binder mix, or fine aggregate-emulsified asphalt mix.
Use a squeegee or other suitable equipment to force the mix into the
cracks.

Immediately screed the joint sealant or asphalt mix to the elevation of
the existing surface. Use a squeegee to ensure that a 75-millimeter wide
band is centered on the finished sealed crack. Cover the sealed crack
with a light application of blotter.

For cracks with a width greater than or equal to 25 millimeters, fill
flush to the existing surface with asphalt mix according to Section 401,
402, 403, 404, or 417.

**414.06 Resealing Defective Joints or Cracks.** Reseal areas exhibiting
adhesion failure, damage, missed areas, foreign objects in the sealant,
or other problems which can accelerate failure.

**414.07 Acceptance.** Material for asphalt pavement crack and joint
sealing will be evaluated under Subsections 106.02 and 106.03.

Asphalt pavement crack and joint sealing will be evaluated under
Subsection 106.04.

Measurement

**414.08** Measure the Section 414 items listed in the bid schedule
according to Subsection 109.02.

Payment

**414.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 414 pay items listed in the bid
schedule. Payments will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 415. --- PAVING GEOTEXTILES

Description

**415.01** This work consists of furnishing and placing a paving
geotextile and asphalt sealant between pavement layers to form a
waterproofing and stress-relieving membrane within the pavement
structure.

Material

**415.02** Conform to the following Subsections:

Asphalt binder 702.01

Blotter 703.13

Emulsified asphalt 702.03

Geotextile type VI 714.01

Joint sealant 712.01(a)

Construction Requirements

**415.03 Surface Preparation.** Prepare the surface to receive the
geotextile fabric according to Subsection 410.05.

**415.04 Weather Limitations.** Apply asphalt sealant and paving
geotextile on a dry surface when the pavement surface temperature is at
least 13 ºC and rising.

**415.05 Asphalt Sealant Application.** Use asphalt binders within a
temperature range of 140 to 165 ºC. Use emulsified asphalts within a
temperature range of 55 to 70 ºC.

Apply the asphalt sealant to the pavement surface according to
Subsection 409.08 at a rate of 0.90 to 1.35 liters per square meter.

Spray the asphalt sealant 150 millimeters wider than the paving
geotextile. Do not apply the asphalt sealant any farther in advance of
the paving geotextile placement than can be maintained free of traffic.

Where emulsified asphalt is used, allow the emulsion to break before
placing the paving geotextile.

Where asphalt binder is used, place the paving geotextile before the
asphalt has cooled and lost tackiness.

**415.06 Paving Geotextile Placement.** Place the paving geotextile onto
the asphalt sealant with minimal wrinkling. Slit, lay flat, and tack all
wrinkles or folds higher than 25 millimeters. Broom and roll the paving
geotextile to maximize fabric contact with the pavement surface.

At geotextile joints, overlap the geotextile 150 millimeters to ensure
full closure. Overlap transverse joints in the direction of paving to
prevent edge pickup by the paver. Apply additional asphalt sealant to
paving geotextile overlaps to ensure proper bonding of the double fabric
layer.

If asphalt sealant bleeds through the fabric, treat the affected areas
with blotter. Minimize traffic on the geotextile. If circumstances
require traffic on the membrane, apply blotter and place *"Slippery When
Wet\"* signs.

Broom the excess blotter from the geotextile surface before placing the
overlay. Repair all damaged fabric before placing overlay. Apply a light
tack coat according to Section 412 before placing the overlay. To avoid
damaging the geotextile, do not turn equipment on the geotextile.

Place a hot asphalt concrete overlay within 48 hours after placing the
paving geotextile. Limit the lay-down temperature of the mix to a
maximum of 165 ºC except when the paving geotextile is composed of
polypropylene fibers, for paving geotextile with polypropylene fibers,
limit the lay-down temperature of the mix to a maximum of 150 ºC.

**415.07 Acceptance.** Asphalt binder will be evaluated under
Subsections 106.04 and 702.09. Geotextile material will be evaluated
under Subsections 106.02, 106.03, and 714.01.

Placement of the paving geotextile will be evaluated under Subsections
106.02 and 106.04.

Blotter will be evaluated under Section 411.

Surface preparation will be evaluated under Section 410.

Measurement

**415.08** Measure the Section 415 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure blotter under Section 411.

Payment

**415.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 415 pay items listed in the bid
schedule. Payments will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 416. --- CONTINUOUS COLD RECYCLED

## ASPHALT BASE COURSE

Description

**416.01** This work consists of constructing a recycled asphalt base
course using methods and equipment capable of recycling and relaying the
material in a one-pass operation.

Continuous cold recycled asphalt base course compaction is designated
type A or B as shown in Subsection 416.08.

Emulsified asphalt grades for emulsified binder agent and sealing
emulsion are designated as shown in AASHTO M 140 or M 208.

Material

**416.02** Conform to the following Subsections:

Emulsified binder agent 702.03

Quicklime 702.08(c)

Recycling agent 702.06

Sealing emulsion 702.03

Water 725.01(c)

Construction Requirements

**416.03 Submittals.**

**(a) Material.** When type A compaction is designated, submit the
following at least 28 days before recycling:

**(1)** Ten pavement cores at least 150 millimeters in diameter from
randomly selected sites;

**(2)** Source of and 7 liters of emulsified binder agent;

**(3)** One kilogram of quicklime if quicklime is included in the bid
schedule; and

**(4)** Material safety data sheets.

The CO will perform a mix design and provide an initial application rate
for emulsified binder agent, recycling agent, and quicklime, as
applicable.

**(b) Specialty qualifications.** At least 14 days before recycling,
submit the name, qualifications, and references of a competent person
with extensive recycling experience to be responsible for the recycling
operations. This individual\'s responsibilities are identified in
Subsection 416.07(c).

**(c) Sequence of operations.** At least 14 days before recycling,
submit the proposed equipment, manpower, and sequence of operations.

**416.04 Surface Preparation.** Clean the existing surface of all loose
material, dirt, or other deleterious substances by approved methods.
Clear, grub, and remove all vegetation and debris within 0.5 meter of
the pavement to be recycled.

**416.05 Weather Limitations.** Place the emulsified asphalt pavement on
a dry, unfrozen surface only when the air temperature in the shade is
above 10 ºC and the pavement surface temperature is above 4 ºC.

Do not place emulsified asphalt mix when fog, showers, rain, frost, or
temperatures below 2 ºC are anticipated within 24 hours following the
placement of the mix.

**416.06 Pavement Milling.** Use equipment that is:

**(a)** Self-propelled;

**(b)** Equipped with automatic depth controls;

**(c)** Capable of maintaining the required cutting depth;

**(d)** Capable of milling to the required depth in a single pass of
half the existing pavement width or one lane width, whichever is
greater; and

**(e)** Capable of screening and crushing material.

Do not disturb underlying material.

Reduce oversize particles to a maximum particle size of 25 millimeters.

**416.07 Mixing and Proportioning.** Produce a homogeneous and
uniformly-coated mixture of milled paving material, emulsified binder
agent, and water.

**(a) Equipment.** Use self-propelled equipment with:

**(1)** A positive displacement pump with an automatic interlock system
that allows the addition of emulsified binder agent and recycling agent
only when milled material is present in the mixing chamber and
automatically shuts off when the machine is stopped. The pump must be
capable of supplying from 0 to 10 percent emulsified binder agent by
mass of aggregate to within ±0.1 percent of the desired application
rate.

**(2)** A weighing device calibrated and synchronized with the
emulsified binder agent metering pump to regulate the emulsified binder
agent added to the material in the mixing chamber.

**(3)** A meter for monitoring flow rate and total delivery of
emulsified binder agent and recycling agent into the mix.

**(b) Quicklime.** When there is an item in the bid schedule for
quicklime, incorporate quicklime using one of the following methods:

**(1) Dry.** Use a calibrated spreader to place pelletized quicklime on
the existing pavement ahead of the recycling operation. Place quicklime
within the width of the milling head. After milling, add sufficient
water to slake the quicklime.

**(2) Slurry.** Use mixing equipment designed for producing lime
slurries. Equip the slurry plant operations with scales and meters to
proportion quicklime and water within 0.5 percent by mass. Agitate the
transport tanks to keep the lime in suspension. Provide a consistent
pumpable lime slurry with the appropriate amount of quicklime to be
incorporated into the recycled asphalt pavement. Introduce the lime
slurry at the milling head. Meter lime slurry to within ±10 percent of
the required amount.

**(c) Monitoring.** Continuously monitor and evaluate the
milling/mixing/placing operations and make adjustments to proportioning
or operational procedures as appropriate to maximize the quality and
serviceability of the final recycled asphalt base product. Adjustments
may include the application rate for emulsified binder agent,
application of quicklime, application of water, changes to the recycling
operation to address distinct variations in existing pavement and
material conditions, changes due to variation in shoulder material, and
termination of operations due to abnormal or questionable product.

**416.08 Spreading, Finishing, and Compacting.** Use a paver conforming
to Subsection 401.05 that is capable of picking up the entire windrow
and feeding it into the paver hopper. Do not heat the screed.

Place, spread, and strike off the recycled mix to the required line,
grade, and elevation.

**(a) Initial compaction.** Compact using the designated type:

**(1) Type A.** One to 2 hours after placing the recycled mix, compact
the recycled mix according to Subsection 401.14 except use pneumatic
roller(s) weighing at least 27 metric tons. Do not park or idle rollers
on uncompacted recycled material. Initially compact with pneumatic
rollers until no displacement is visible. Use steel-wheel roller(s),
either in static or vibratory mode, to achieve final density.

Compact the recycled mix until it obtains a minimum density, immediately
after placing and rolling, of 88 percent of a laboratory specimen
prepared according to AASHTO T 247 at 60 ºC. Measure the density of the
laboratory specimen according to AASHTO T 166. Measure the density of
the inplace recycled mix according to AASHTO T 310.

**(2) Type B.** Compact the recycled mix using the following equipment,
sequence, and number of roller passes:

*(a)* 6 to 8 roller passes with a double drum, vibratory roller having a
minimum mass of 5.5 metric tons and equipped with frequency and
amplitude controls.

*(b)* 8 to 12 roller passes with a pneumatic-tired roller having a
minimum mass of 900 kilograms per wheel and a contact pressure of 550
kilopascals.

*(c)* 4 to 6 roller passes with a static steel-wheel roller with a
minimum pressure of 1.7 megapascals.

Keep all traffic and equipment off of the recycled asphalt base for at
least 2 hours after completing initial compaction.

**(b) Pavement smoothness.** Immediately after initial compaction is
complete, measure pavement smoothness according to Subsection 401.16(c).
Defective areas are surface deviations in excess of 10 millimeters in 3
meters. Correct defective areas according to Subsection 401.16(d).

**(c) Final compaction.** Compact using the designated type:

**(1) Type A.** Before the next surfacing course is placed, compact the
recycled mix until it obtains a minimum density of 92 percent of the
laboratory specimen.

**(2) Type B.** At least 3 days after initial compaction, continue
compactive effort with the pneumatic and static steel wheel rollers when
the surface temperature is greater than 22 ºC. Use a minimum of four
passes over the entire surface with each roller.

**(d) Curing.** Repair damage to the recycled asphalt base.

**(1) Recycled mix with quicklime.** Overlay the recycled base within 21
days after recycling.

**(2) Recycled mix without quicklime.** Overlay after the recycled base
has cured 7 to 21 days. Do not overlay until the moisture content of the
recycled base is less than or equal to 1.5 percent according to AASHTO T
310 or until 21 days after recycling.

**416.09 Fog Seal.** When there is a pay item for fog seal in the bid
schedule and when directed by the CO, place a fog seal on the surface of
the recycled base after final compaction. Dilute the fog seal 50 percent
by volume with water and apply it at a rate of 0.20 to 0.90 liters per
square meter. Place blotter according to Section 411.

**416.10 Acceptance.** See Table 416-1 for sampling and testing
requirements.

Emulsified binder material will be evaluated under Subsections 106.03,
106.04, and 702.09.

Quicklime will be evaluated under Subsection 106.03.

Construction of continuous cold recycled asphalt base course will be
evaluated under Subsections 106.02 and 106.04. Type A compaction will be
evaluated under Subsection 106.04.

Pavement smoothness will be evaluated under Subsections 106.02 and
106.04.

Blotter material will be evaluated under Section 411.

Measurement

**416.11** Measure the Section 416 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure the square meter width horizontally to include the top of base
width including designed widening. Measure the square meter length
horizontally along the centerline of the roadway.

Measure sealing emulsion including water used for dilution.

Payment

**416.12** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 416 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+------+---------+------------+---------+--------+-----------+---+---+
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+------+---------+------------+---------+--------+-----------+---+---+
|      | **Split | 2 1-liter  | ---     | ---    | Yes       |   |   |
|      | S       | samples    |         |        |           |   |   |
|      | ample** | provided   |         |        |           |   |   |
|      |         | to the     |         |        |           |   |   |
|      |         | Government |         |        |           |   |   |
+------+---------+------------+---------+--------+-----------+---+---+
|      | **S     | From line  | In      | ---    | From line |   |   |
|      | ampling | between    | place   |        | between   |   |   |
|      | Point** | storage    | after   |        | storage   |   |   |
|      |         | tank and   | c       |        | tank and  |   |   |
|      |         | mixing     | ompacti |        | mixing    |   |   |
|      |         | plant      | on^(2)^ |        | plant     |   |   |
+------+---------+------------+---------+--------+-----------+---+---+
|      | **S     | 1 per      | 1 for   | ---    | 1 per 130 |   |   |
|      | ampling | submitted  | each    |        | metric    |   |   |
|      | Freq    | source     |         |        | tons but  |   |   |
|      | uency** |            | 1000 m² |        | not less  |   |   |
|      |         |            |         |        | than 5    |   |   |
|      |         |            |         |        | samples   |   |   |
+------+---------+------------+---------+--------+-----------+---+---+
|      | **Test  | Subsection | AASHTO  | Subs   | S         |   |   |
|      | Methods | 702.03     | T 310   | ection | ubsection |   |   |
|      | Sp      |            |         | 403.16 | 702.03    |   |   |
|      | ecifica |            |         |        |           |   |   |
|      | tions** |            |         |        |           |   |   |
+------+---------+------------+---------+--------+-----------+---+---+
|      | **Cat   | ---        | ---     | ---    | ---       |   |   |
|      | egory** |            |         |        |           |   |   |
+------+---------+------------+---------+--------+-----------+---+---+
|      | **Ch    | Quality    | I       | > Smoo | Quality   |   |   |
|      | aracter |            | n-place | thness |           |   |   |
|      | istic** |            | density |        |           |   |   |
|      |         |            | ^(1)^   |        |           |   |   |
+------+---------+------------+---------+--------+-----------+---+---+
|      | **Type  | Measured   |         |        |           |   |   |
|      | of      | and tested |         |        |           |   |   |
|      | Acc     | for        |         |        |           |   |   |
|      | eptance | c          |         |        |           |   |   |
|      | (Subsec | onformance |         |        |           |   |   |
|      | tion)** | (106.04)   |         |        |           |   |   |
+------+---------+------------+---------+--------+-----------+---+---+
|      | **M     | Emulsified | R       |        |           |   |   |
|      | aterial | asphalt    | ecycled |        |           |   |   |
|      | or      |            | mix     |        |           |   |   |
|      | Pr      |            |         |        |           |   |   |
|      | oduct** |            |         |        |           |   |   |
+------+---------+------------+---------+--------+-----------+---+---+

## Section 417. --- MINOR COLD ASPHALT MIX

Description

**417.01** This work consists of furnishing and placing one or more
courses of cold asphalt mix. This work also consists of furnishing and
placing cold asphalt mix as a patching material for temporary roadway
maintenance.

Material

**417.02** Conform to the following Subsection:

Cold asphalt mix 702.10

Construction Requirements

**417.03 Composition of Mix (Job-Mix Formula).** Submit the strength,
quality, and gradation specifications for the cold asphalt mix. Include
copies of laboratory test reports that demonstrate the properties of the
aggregates, asphalt binder, additives, and mix meet Federal or State
agency specifications.

**417.04 Surface Preparation.** Prepare the surface according to
Subsection 303.05, 303.06, or 410.05 as applicable.

**417.05 Placing.** Place the mix with appropriate equipment to produce
a uniform surface. For roadway paving, do not place lifts thicker than
100 millimeters. In areas where mechanical spreading and finishing is
impractical, spread and finish each course by hand raking, screeding, or
by other approved methods. Construct a surface that is uniform in
texture and cross-section. Construct joints or tapers as required.

**417.06 Compacting.**

**(a) Roadway paving.** Compact by rolling with a steel-wheeled roller
weighing at least 8 metric tons.

**(b) Non-roadway paving and patching.** Compact by rolling with a
hand-operated roller weighing at least 130 kilograms or with a small
power roller.

Compact areas that are not accessible to rollers by other approved
methods.

**417.07 Acceptance.** Minor cold asphalt mix will be evaluated under
Subsections 106.02 and 106.03.

Minor cold asphalt mix construction work will be evaluated under
Subsections 106.02 and 106.04.

Measurement

**417.08** Measure the Section 417 items listed in the bid schedule
according to Subsection 109.02.

Payment

**417.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 417 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

# DIVISION 500 Rigid Pavements

## Section 501. --- RIGID PAVEMENT

Description

**501.01** This work consists of constructing rigid pavement on a
prepared surface. This work also includes pavement rehabilitation
consisting of full-depth, full-width removal and reconstruction of rigid
pavement.

Material

**501.02** Conform to the following Subsections:

Air-entraining admixtures 711.02

Chemical admixtures 711.03

Coarse aggregate 703.02

Curing material 711.01

Epoxy grout 725.22(b)

Epoxy resin adhesives 725.21

Fine aggregate 703.01

Fly ash 725.04(a)

Hydraulic cement 701.01

Joint fillers and sealants 712.01

Non-shrink grout 725.22(c)

Reinforcing steel, tie bars, dowel bars, hook bolts, caps 709.01

Water 725.01

Construction Requirements

**501.03 Composition of Mix (Concrete Mix Design).** Design the concrete
mix according to Subsection 552.03. Conform to Table 501-1.

**501.04 Equipment.** Furnish equipment conforming to the following:

**(a) Forms.** Furnish straight, steel forms. For edge radii less than
60 meters, furnish flexible or curved forms. Conform to all the
following:

**(1)** Depth equal to edge of pavement thickness;

**(2)** 3-meter minimum length;

**(3)** Stabilizing devices to withstand paving operations;

**(4)** Joint locks to join form lengths tightly together; and

**(5)** Clean and oil before each use.

Table 501-1

Rigid Pavement Composition

+-------------+------------+------+--------+------------+------------+
| **W         | **T        | *    | **Air  | *          | **28-Day** |
| ater/Cement | emperature | *Slu | Con    | *Aggregate |            |
| Ratio**     | of**       | mp** | tent** | S          | **C        |
|             |            |      |        | ize^(1)^** | ompressive |
| **          | **         |      | *      |            | Strength** |
| (maximum)** | Concrete** |      | *(%)** | **(AASHTO  |            |
|             |            |      |        | M 43)**    | **(        |
|             |            |      |        |            | minimum)** |
+-------------+------------+------+--------+------------+------------+
| 0.49        | 20±10 ºC   | 4    | 4½     | No. 57 or  | 25 MPa     |
|             |            | 0±20 | min.   | 67         |            |
|             |            | mm   |        |            |            |
+-------------+------------+------+--------+------------+------------+

\(1\) Other AASHTO M 43 aggregate sizes smaller than no. 57 or 67 may be
used in the concrete mix design. However if the nominal-maximum-sized
aggregate is 12.5 millimeters or smaller, provide at least 5 percent air
content.

**(b) Paving.** Furnish the paving and finishing equipment applicable to
the type of construction as follows:

**(1) Slip form construction.** Furnish slip form machines capable of
spreading, consolidating, screeding, and float-finishing the
freshly-placed concrete in one complete pass of the machine to provide a
dense and homogeneous pavement with minimal hand finishing.

Equip the paving machine with the following:

*(a)* Electronic controls to control line and grade from either or both
sides of the machine.

*(b)* Vibrators to vibrate the concrete for the full width and depth of
the strip of pavement being placed.

*(c)* A positive interlock system to stop all vibration and tamping
elements when the forward motion of the machine is interrupted.

Operate the paving machine with a continuous forward movement and
coordinate mixing, delivering, and spreading concrete to provide uniform
progress without stopping and starting the paving machine. Apply no
tractive force to the machine except that which is controlled from the
machine.

**(2) Side form construction.** Furnish mechanical, self-propelled
spreading and finishing machines capable of compacting and finishing the
concrete with minimal hand finishing. Equip the machine with one
450-millimeter minimum width screed with compensating springs to
minimize the effect of the screed\'s momentum on the side forms, or 2
independently-operated screeds.

Coordinate the number of driving wheels, power of the motor, and the
machine\'s mass to prevent slippage. Any machine which displaces the
side forms will not be permitted.

**(3) Vibrators.** Furnish internal immersed tube or multiple spud type
vibrators for all paving more than 200-millimeters-thick. Surface pan
type vibrators are acceptable for full-width concrete consolidation of
slabs 200 millimeters or less in thickness. Attach vibrators to the
spreader or finishing machine or mount on a separate carriage. For
construction of irregular areas, use hand-held vibrators according to
Subsection 552.11(d).

**(c) Joint sealing.** Furnish sealing equipment according to the
sealant manufacturer\'s recommendations.

**(d) Joints and concrete removal.** Furnish an adequate supply of
concrete saws with sufficient power to saw full depth and complete the
work with water-cooled, diamond-edged blades or abrasive wheels. Equip
saws with blade guards and guides or devices to control alignment and
depth. Furnish and maintain standby equipment and an adequate supply of
replacement blades or wheels.

**(e) Concrete removal.** Furnish concrete saws, drop hammers,
hydrohammers, and jack hammers to break concrete. Concrete saws shall
conform to (d) above. Ball‑drop breakers are not permitted.

Furnish equipment that will not damage the subgrade, subbase, base, or
existing concrete slabs designated to remain.

If new or existing slabs not scheduled for replacement are chipped,
spalled, or damaged during the removal operations, replace the damaged
slabs.

**501.05 Preparing Roadbed.** Prepare the roadbed according to
Subsection 303.07 and Section 301. Uniformly dampen the roadbed before
placing the concrete. If traffic is allowed to use the prepared roadbed,
check and correct the surface immediately before the concrete is placed.

Full-depth, full-width reconstruction shall conform to Subsection
501.13.

**501.06 Placing Concrete.** For storing, handling, batching, and mixing
material and delivering concrete, conform to Subsections 552.04 through
552.08 and 552.10.

Do not place concrete on frozen subgrade. Place concrete with side form
or slip form paving machines. Where a paving machine is impractical,
place concrete according to Subsection 501.07.

When concrete is placed adjoining a previously constructed lane of
pavement, do not allow mechanical equipment to be operated on the
existing lane, until the lane has attained a minimum flexural strength
of 3.8 megapascals according to AASHTO T 97 or compressive strength of
24 megapascals according to AASHTO T 22. Protect the previously
constructed lane from damage by the paving equipment.

Construct reinforcing steel according to Section 554. Firmly position
the reinforcement on acceptable supports before placing the concrete, or
after spreading, mechanically place or vibrate the reinforcement to the
required depth in the plastic concrete.

**501.07 Construction of Irregular Areas.** In irregular areas or areas
inaccessible to paving equipment, construct the pavement using side
forms. Strike-off, consolidate, float, and surface finish the concrete
as follows:

**(a)** Thoroughly and uniformly vibrate and compact the concrete during
placement without segregating the material.

**(b)** Using templates or screeds, strike-off the concrete to shape it
to the required cross-section between the forms. Carry a slight excess
of concrete in front of the leading edge of the template or screed.

**(c)** Float the surface to the required grade and cross-section.

**(d)** Finish the surface according to Subsection 501.09.

**501.08 Joints.** Do not vary longitudinal joints more than 13
millimeters and transverse joints more than 6 millimeters from the true
alignment. When curbs or medians are constructed integral with the
pavement, construct transverse joints continuous through the curb or
median. Protect all joints from the intrusion of deleterious matter
until sealed.

Form isolated joints at structures by placing 13-millimeter expansion
joint filler around each structure that extends into or through the
pavement before concrete is placed.

Remove and replace all newly-placed concrete pavement where uncontrolled
cracking occurs.

**(a) Longitudinal joints.** Construct longitudinal joints by forming or
sawing. Construct sawed longitudinal joints (with tie bars) when the
concrete pavement placement width exceeds 4.5 meters. Construct the
longitudinal joint continuous with no gaps in either the transverse or
longitudinal joints at intersections.

Place tie bars perpendicular to the longitudinal joints with mechanical
equipment or rigidly secured chairs without damaging or disrupting the
concrete. Do not paint or coat tie bars with any material or enclose
them in tubes or sleeves.

Where adjacent lanes of pavement are constructed separately, use slip
form paving machines or steel side forms to form a keyway along the
construction joint. Tie bars may be bent at right angles against the
form of the first lane constructed and straightened into final position
before placing concrete in the adjacent lane. Repair or replace broken
or badly-damaged tie bars.

Threaded hook bolts may be used instead of tie bars. Fasten hook bolts
to the form of the longitudinal construction joint. With slip form
paving, tie bars may be hydraulically inserted through metal keyways.

**(1) Formed joints.** Form joints with an approved nonmetallic or
removable device while the concrete is plastic. When adjacent lanes are
constructed separately, form the sealant reservoir in the lane placed
last.

**(2) Sawed joints.** After placing concrete, saw joints as soon as
equipment can be supported and before uncontrolled cracking occurs. Do
not ravel the joints while sawing. Saw longitudinal joints immediately
after sawing transverse joints. Protect the sawed concrete faces from
drying during the curing period. Saw sealant reservoirs no sooner than
72 hours after placing the concrete.

If necessary, continue sawing day and night, regardless of weather
conditions. Clean the saw cut and adjacent concrete surface of slurry
residue after sawing each joint.

Do not saw a joint if a crack occurs at or near the joint location
before sawing. Discontinue sawing when a crack develops ahead of the
saw.

If a crack develops in reinforced concrete pavement, remove and replace
at least a 3‑meter long, full-width slab properly attached to adjacent
slabs.

If a crack develops in plain concrete pavement, remove and replace a
full slab properly attached to adjacent slabs.

**(b) Transverse expansion joints.** Form transverse expansion joints
according to (a)(1) above. Place dowel bars through transverse joints.
Hold dowels parallel to the surface and center line of the slab by a
metal device that remains in the pavement.

Dowel placement implanters may be used while the concrete is plastic
provided they conform to the dowel tolerance specified. Remove all
concrete that leaks into the joint expansion space.

Install the preformed joint filler full-depth, perpendicular to the
subgrade, and continuous across the full-pavement width. Do not use
damaged or repaired joint filler. If joint filler is assembled in
sections, construct without an offset between adjacent sections.

**(c) Transverse contraction joints.** Where required by the contract,
place dowel bars according to (b) above. Dowel bar sleeves and finishing
caps are not required. Saw joints according to (a)(2) above. For
adjacent lanes placed separately, construct joints continuously across
full width of pavement.

Concrete edges adjacent to the joint may be rounded or beveled to a
radius or length as approved. Resaw or grind any joint having an
insufficient opening. Where a joint is larger than required, furnish a
larger size joint seal as approved.

**(d) Transverse construction joints.** Unless an expansion joint occurs
at the same location, construct a transverse construction joint at the
end of each day\'s work or where concrete placement is interrupted for
more than 30 minutes. Do not construct a transverse joint within 3
meters of any parallel joint.

If sufficient concrete has not been mixed to form a slab at least 3
meters long when an interruption occurs, remove and dispose of the
excess concrete back to the last preceding joint.

Use a metal or wooden bulkhead to form the joint, shaped to the pavement
cross-section, and designed to permit the installation of dowel bars.

Install dowel bars in all transverse construction joints whose location
does not coincide with the location of a transverse expansion or
contraction joint.

**501.09 Surface Finishing.** Protect the surface from rain damage.

After floating, check the surface of the fresh concrete with a 3-meter
straightedge. Remove high areas indicated by the straightedge. Lap each
successive check with the straightedge 1.5 meters over the previous
check path.

Correct pavement edge slump in excess of 6 millimeters in 3 meters
before the concrete has hardened. If edge slump exceeds 25 millimeters
on any 0.3 meter or greater length of hardened concrete, remove and
replace the entire panel between the transverse and longitudinal joints.

Before the concrete has initially set, work the pavement edges on each
side of transverse expansion joints, formed joints, transverse
construction joints, and emergency construction joints to produce a
6-millimeter continuous radius and a smooth, dense mortar finish. Do not
use mortar buildup to round edges.

Finish the surface according to Subsection 552.14(c)(1).

**501.10 Curing.** Immediately after finishing and when marring will not
occur, cure the concrete for a minimum of 72 hours. Do not leave the
concrete exposed for more than one half hour during the curing period.
Cure using one of the following methods:

**(a) Water method.** Cure according to Subsection 552.15(b). Entirely
cover the surface of the pavement and the edges of the slab with water
saturated mats. Extend mats at least twice the thickness of the pavement
beyond the edges of the slab. Place the mats in complete contact with
the surface. Use masses or other approved methods to maintain contact.

**(b) Liquid membrane curing compound method.** Cure according to
Subsection 552.15(c). Protect sawed joints from intrusion of foreign
material into the joint before sealing. Repair damaged areas immediately
with additional compound.

**(c) Waterproof cover method.** Thoroughly wet the surface using a fog
mist applicator. Cover the entire surface with a waterproof cover. Lap
the cover at least 0.5 meter. Extend the cover beyond the edges of the
slab at least twice the thickness of the pavement. Place the cover in
complete contact with the surface.

Use masses or other approved methods to maintain contact. Seal, sew, or
cement lap joints to prevent opening or separating while curing.

When the air temperature is expected to drop below 2 ºC, furnish a
sufficient supply of insulating material. Insulate the pavement surface
and sides to a depth that maintains a temperature above 4 ºC for 3 days.
Furnish and place continuously recording thermometers according to
Subsection 552.10.

Remove forms when the concrete has hardened sufficiently to resist
damage but not earlier than 12 hours after placing concrete. Protect the
sides of the exposed slabs immediately with a curing method equal to
that provided for the surface. Prevent erosion of the base course
beneath the exposed pavement edges until shoulders are constructed.

**501.11 Sealing Joints.** Saw cut and seal joints before the pavement
is opened to construction or public traffic. Do not saw sealant
reservoirs within 72 hours after placing concrete.

Clean each joint of all foreign material, including membrane curing
compound and concrete slurry, immediately after sawing the joint. Blow
dry joints with compressed air. Do not apply sealing material unless the
joint faces are clean and surface dry.

Use preformed joint seals, silicone sealant, or hot-poured sealant for
expansion joints. Use silicone or hot-poured sealants for longitudinal
and transverse contraction joints.

**(a) Silicone or hot-poured sealants.** Install backer rod with a steel
wheel to the depth required. Do not stretch or twist the backer rod
during installation. Limit the length of backer rod installed to that
which can be sealed during the same workday.

Place poured joint sealing material when the air temperature is over
4 ºC. Immediately remove any excess or spilled material, and clean the
pavement surface. Do not use sand or similar material to cover the seal.

**(b) Preformed joint seals.** Furnish the seal in one piece in the size
specified for the joint opening. Install seals with a lubricant adhesive
covering both sides of the concrete joint. Compress the seal to between
20 and 50 percent of its nominal width. Install the top of the seal
about 6 millimeters below the pavement surface.

Remove and replace seals that are damaged, twisted, improperly
positioned, or stretched more than 3 percent.

**501.12 Pavement Smoothness/Roughness.** Measure the
smoothness/roughness of the final pavement surface after the concrete
has sufficiently hardened and according to the designated type below. In
addition, construct all pavement surfaces to meet the requirements of
(c) below.

**(a) Type A (profile ride index (PRI)).** For type A pavement
smoothness, furnish a California type profilograph and personnel to
operate the profilograph. The CO will direct and observe its operation.
Operate the profilograph in the "mode" such that the continuous plot
produced can be reduced according to FLH T 504. Measure in the middle
portion of each lane and exclude areas according to FLH T 504. Measure
excluded area according to (c) below. Submit the trace to the CO.

A PRI will be calculated for each 0.1-kilometer lane of traveled way
using a zero blanking-band. The PRI will be determined according to FLH
T 504. Bumps will be located using a 10-millimeter bump template.

The upper specification limit is 380 millimeters per kilometer.
Defective areas are bumps in excess of 10 millimeters in 7.62 meters,
0.1-kilometer profile ride index greater than 450 millimeters per
kilometer, or surfaces with a pay factor less than 0.75 as determined
under Subsection 106.05.

**(b) Type B (international roughness index (IRI)).** For type B
pavement roughness, furnish an inertial profiler conforming to AASHTO PP
50 and validated according to AASHTO PP51. At least 21 days before use,
submit results showing the inertial profiler conforms to AASHTO PP 51.
Furnish personnel to operate the inertial profiler according to AASHTO
PP 52. The CO will direct and observe its operation. Measure in the
middle portion of each lane. Submit raw data files (\*.ERD) that are
compatible with FHWA Profile Viewer software on a compact disk to the
CO.

Areas of localized roughness will be identified using a 7.62-meter
moving average filter. The difference between the 7.62-meter moving
average and the reported relative elevation for every profile point will
be determined. Deviations greater than 3.81 millimeters are areas of
localized roughness.

An IRI value will be determined for each 0.1-lane kilometer of traveled
way. Cattle guards and bridges not being overlayed will be excluded from
the calculation of IRI and determination of localized roughness. Measure
excluded areas according to (c) below.

Defective areas are 0.1-lane kilometer segments with IRI values greater
than 1.499 meters per kilometer or areas of localized roughness.

The pay adjustment factor for each 0.1-kilometer segment will be
determined from Table 401-3.

**(c) Type C pavement smoothness/roughness (straightedge measurement).**
Use a 3-meter metal straightedge to measure at right angles and parallel
to the centerline. Defective areas are surface deviations in excess of 6
millimeters in 3 meters between any two contacts of the straightedge
with the surface.

**(d) Defective area correction.** Correct defective areas from
paragraphs (a), (b), and (c) above. Obtain approval for the proposed
method of correction. If no corrections are allowed, no adjustment will
be made to the pay adjustment factors.

Re-measure corrected areas according to the specified type of pavement
smoothness/roughness. The smoothness/roughness value obtained will
replace the original.

**501.13 Full-Depth, Full-Width Patching.** Construct the pavement patch
to provide a similar appearance to the existing pavement. Prepare test
panels using the same materials proposed for the work.

Begin pavement work after the test panels have been inspected and
approved for appearance and the concrete mix design 28-day compressive
strength is verified.

**(a) Concrete removal.** For mesh reinforced, plain dowel, or plain
jointed concrete pavement, saw cut slabs full depth, leaving vertical
edges at the limits of the patch.

For continuously reinforced concrete pavement, saw cut the exterior
transverse patch limits to a depth of 45±5 millimeters. Do not allow the
saw cut to penetrate the steel reinforcement. Saw cut longitudinal
limits full depth. Break up the concrete with a chipping hammer down to
the steel.

If replacement steel is welded, cut the existing reinforcing steel and
leave 200 millimeters of steel exposed. If replacement steel is tied,
cut the existing steel to leave the lap length plus 50 millimeters. Lap
lengths are shown in Table 501-2.

Table 501-2

Reinforcing Steel Splices

+-----------------------+----------------------------------------------+
| **Bar Size**          | **Length of Overlap**                        |
|                       |                                              |
|                       | **Millimeters**                              |
+-----------------------+----------------------------------------------+
| 10M                   | 375                                          |
+-----------------------+----------------------------------------------+
| 15M                   | 450                                          |
+-----------------------+----------------------------------------------+
| 20M                   | 550                                          |
+-----------------------+----------------------------------------------+

Remove the concrete by either or both of the following methods:

**(1) Break-up and clean-out method.** Break up the concrete from the
center of the patch area toward the end saw cuts. Remove the concrete
pieces with equipment that will not damage the underlying surface.

**(2) Lift-out method.** Lift the slab in one or more pieces without
disturbing the underlying surface. Clean out the area with hand tools.

Dispose of the concrete according to Section 203. When directed,
excavate the underlying material to a maximum depth of 300 millimeters
and replace with aggregate base according to Sections 204 and 301.
Prevent adjacent concrete slabs from being undermined.

Remove and replace adjacent slabs damaged by concrete removal. Repair
spalls using partial depth patching methods according to Section 502.

Repair all saw overcuts at the corner of repair areas and nicks to
adjacent pavement outside the perimeter of the repair area with
non-corrosive, non-shrink grout.

**(b) Replacing reinforcing steel.** For continuously reinforced
concrete pavement, if more than 10 percent of the reinforcing steel is
visibly corroded or damaged, extend the limits of the patch over the
required lap length. The required lap lengths for various sizes of
reinforcing steel bars are shown in Table 501-2.

For concrete pavement patches, provide a 75-millimeter clearance between
the ends of new reinforcing steel and the existing slab face. Match the
number, type, and spacing of the new reinforcement to the existing
pavement. Support reinforcing steel with bar chairs or other approved
methods while placing concrete.

**(c) Joints.** Construct joints according to Subsection 501.08. Field
adjust locations and lengths of joints as directed at intersections,
median openings, and other areas of odd shaped slabs such that no joint
is less than 460 millimeters long and no slab has an angle less than 60
degrees. Construct joints perpendicular to the edge of pavement.

Place dowels or tie bars into the existing slab. Drill the dowel or tie
bar holes into the face at the required diameter with the drill rigidly
supported. Completely fill the holes around the dowels and tie bars with
an epoxy or nonshrink grout for a permanent fastening to the existing
concrete. Furnish a plug or donut to prevent epoxy or grout loss.

Edge all transverse and longitudinal joints against forms or existing
pavement. Transverse joints in a continuous lane pour or longitudinal
joints in a continuous dual lane pour do not require edging.

Clean the exposed faces of joints according to Subsection 502.06(a).
Seal joints according to Subsection 501.11.

**(d) Concrete placement.** Construct side forms to overlap the ends of
the existing slab. Securely fasten side forms so they do not move when
concrete is placed. To accommodate forms for the patch, excavate the
adjacent shoulders a maximum width of 300 millimeters.

Cast each patch in one continuous full-depth operation. After removal of
the forms, backfill, compact, and return the excavated shoulder area to
its previous condition.

**(e) Finishing.** Finish patches according to Subsection 501.09 to
match the plane and texture of the contiguous pavement.

**501.14 Opening to Traffic.** Do not allow traffic on new concrete
pavement earlier than 14 days after concrete placement, unless concrete
tests indicate one of the following conditions is obtained.

**(a)** Flexural strength of 4 megapascals according to AASHTO T 97

**(b)** Compressive strength of 25 megapascals according to AASHTO T 22

Cure specimens according to AASHTO T 23, Curing, Curing for Determining
Form Removal Time or When a Structure May be Put into Service.

Do not allow traffic on the pavement when joint sealant is tacky and
traffic debris would imbed into the sealant.

**501.15 Acceptance.** Material (except reinforcing steel) for rigid
pavement will be evaluated under Subsections 106.02 and 106.03. Furnish
a production certification for the hydraulic cement.

The concrete mixture\'s slump, air content, unit mass, and temperature
will be evaluated under Subsections 106.02 and 106.04. See Table 501-3
for sampling and testing requirements.

Type B pavement roughness will be evaluated under Subsection 106.04. See
Subsection 501.12.

Concrete compressive strength, pavement thickness, and type A pavement
smoothness will be evaluated under Subsection 106.05. See Table 501-3
for sampling and testing requirements.

**(a) Compressive strength.** The lower specification limit is the
minimum required compressive strength at 28 days (f~c~\') specified in
Table 501-1. A single compressive strength test result is the average
result from 2 cylinders cast from the same load and tested at 28 days.
See Table 501-3 for the acceptance quality characteristic category.

**(b) Pavement thickness.** The lower specification limit is the
required thickness minus 6 millimeters. See Table 501-3 for the
acceptance quality characteristic category.

**(c) Pavement smoothness.** The evaluation will be made after all
defective areas are corrected. See Subsection 501.12.

Construction (including batching, placing, finishing, and curing
concrete) of the rigid pavement will be evaluated under Subsections
106.02 and 106.04.

Reinforcing steel will be evaluated under Section 554.

Measurement

**501.16** Measure the Section 501 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure the square meter width horizontally including allowable curve
widening. Measure the square meter length horizontally along the
centerline of the roadway.

Measure sealing joints under Section 502.

Measure removal and disposal of unsuitable material in the subbase or
subgrade under Section 204.

Measure patching and leveling material used to replace unsuitable
material removed from the roadbed under the applicable Sections.

Payment

**501.17** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 501 pay items listed in the bid
schedule except the rigid pavement unit bid price will be adjusted
according to Subsections 106.05 and 501.12. Payment will be full
compensation for the work prescribed in this Section. See Subsection
109.05.

Payment for rigid pavement will be made at a price determined by
multiplying the unit bid price by the material pay factor. The material
pay factor is the lowest single pay factor determined for either
compressive strength or pavement thickness.

When the bid schedule contains a pay item for rigid pavement, type A
pavement smoothness, a separate adjustment will be made for pavement
smoothness according to the following formula:

A2 = 20,300(PF~smooth~ -- 1.00)(L)

where:

A2 = Adjustment to contract payment in dollars for pavement smoothness.

L = Total project length in lane kilometers of traveled way including
excluded areas. Measure project length to 3 decimal places.

PF~smooth~ = Pay factor for smoothness with respect to the upper
specification limit of 380 millimeters per kilometer after completion of
corrective work.

When the bid schedule contains a pay item for rigid pavement, type B
pavement roughness, a separate pay adjustment will be made. The dollar
amount of the adjustment will be determined by summing the pay
adjustment factors determined in Subsection 401.16 for each
0.1-kilometer and multiplying that sum by the contract unit bid price.

+-------+-------+----------+----------+-------------+--------+-------+
| Table | *     | Before   | Before   | Before      | "      | "     |
| 501-3 | *Repo | p        | p        | batching    |        |       |
|       | rting | roducing | roducing |             |        |       |
| Sam   | T     |          |          |             |        |       |
| pling | ime** |          |          |             |        |       |
| and   |       |          |          |             |        |       |
| Te    |       |          |          |             |        |       |
| sting |       |          |          |             |        |       |
| Re    |       |          |          |             |        |       |
| quire |       |          |          |             |        |       |
| ments |       |          |          |             |        |       |
+-------+-------+----------+----------+-------------+--------+-------+
|       | **    | Yes      | Yes      | Yes, when   | "      | "     |
|       | Split |          |          | requested   |        |       |
|       | Sam   |          |          |             |        |       |
|       | ple** |          |          |             |        |       |
+-------+-------+----------+----------+-------------+--------+-------+
|       | **    | Source   | Source   | Flowing     | "      | "     |
|       | Point | of       | of       | aggregate   |        |       |
|       | of    | material | material | stream (bin |        |       |
|       | Sampl |          |          | or belt     |        |       |
|       | ing** |          |          | discharge   |        |       |
|       |       |          |          | conveyor    |        |       |
|       |       |          |          | belt or     |        |       |
|       |       |          |          | stockpile)  |        |       |
+-------+-------+----------+----------+-------------+--------+-------+
|       | **Sam | 1 per    | 1 per    | 1 per day   | ---    | ---   |
|       | pling | material | mix      |             |        |       |
|       | F     | type     | design   |             |        |       |
|       | reque |          |          |             |        |       |
|       | ncy** |          |          |             |        |       |
+-------+-------+----------+----------+-------------+--------+-------+
|       | *     | AASHTO M | 552.03   | AASHTO T 27 | AASHTO | A     |
|       | *Test | 80       |          | &           | T 27   | ASHTO |
|       | Me    |          |          |             |        | T 255 |
|       | thods |          |          | T 11        |        |       |
|       | S     |          |          |             |        |       |
|       | pecif |          |          |             |        |       |
|       | icati |          |          |             |        |       |
|       | ons** |          |          |             |        |       |
+-------+-------+----------+----------+-------------+--------+-------+
|       | **    | ---      | ---      | ---         | ---    | ---   |
|       | Categ |          |          |             |        |       |
|       | ory** |          |          |             |        |       |
+-------+-------+----------+----------+-------------+--------+-------+
|       | **C   | Quality  | All      | Gradation   | Fi     | Moi   |
|       | harac |          |          |             | neness | sture |
|       | teris |          |          |             | moduls | test  |
|       | tic** |          |          |             |        |       |
+-------+-------+----------+----------+-------------+--------+-------+
|       | *     | Measured | Measured | Measured    |        |       |
|       | *Type | and      | and      | and tested  |        |       |
|       | of    | tested   | tested   | for         |        |       |
|       | Accep | for      | for      | conformance |        |       |
|       | tance | con      | con      | (106.04)    |        |       |
|       | (Sub  | formance | formance |             |        |       |
|       | secti | (106.04  | (106.04  |             |        |       |
|       | on)** | & 105)   | & 105)   |             |        |       |
+-------+-------+----------+----------+-------------+--------+-------+
|       | **Mat | A        | Concrete | Produced    |        |       |
|       | erial | ggregate | com      | aggregate   |        |       |
|       | or    | source   | position | (fine and   |        |       |
|       | Prod  | quality  |          | coarse)     |        |       |
|       | uct** |          | (mix     |             |        |       |
|       |       | (703.02) | design)  |             |        |       |
+-------+-------+----------+----------+-------------+--------+-------+

<table>
<colgroup>
<col style="width: 9%" />
<col style="width: 9%" />
<col style="width: 9%" />
<col style="width: 6%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 10%" />
<col style="width: 7%" />
<col style="width: 10%" />
<col style="width: 7%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 501-3</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td>Upon completing tests</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>See Subsection 552.09(b)(4)</td>
<td>After completing paving</td>
<td>“</td>
<td>72 hours</td>
<td rowspan="9">(1) Sample according to AASHTO T 141 except composite
samples are not required.</td>
<td rowspan="9">(2) Cast at least 4 compressive strength test cylinders
and carefully transports the cylinders to the job site curing
facility.</td>
<td rowspan="9">(3) A single compressive strength test result is the
average result from 2 cylinders cast from the same lead and tested at 28
days.</td>
<td rowspan="9">(4) Deliver cylinders to designated laboratory for
test.</td>
<td rowspan="9">(5) Thickness is not a statistically evaluated parameter
unless concrete pavement payment is by the square meter.</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>Note 4</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Point of discharge</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>Discharge stream at point of placement</td>
<td>See Subsection 501.12</td>
<td>“</td>
<td>In place after sufficient hardening</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 per load</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>1 set per 25 cubic meters but not less than 1 per day</td>
<td>See Subsection 501.12</td>
<td>“</td>
<td>1 core per 2000 m<sup>2</sup></td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO T 121</td>
<td>AASHTO T 152 or T 196</td>
<td>AASHTO T 119</td>
<td>Field measured</td>
<td>AASHTO T 23 &amp; T 22</td>
<td>See Subsection 501.12</td>
<td>“</td>
<td>AASHTO T 24</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>II</td>
<td></td>
<td>—</td>
<td>II</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Unit weight</td>
<td>Air content</td>
<td>Slump</td>
<td>Temperature</td>
<td>Compressive strength<sup>(2)(3)</sup></td>
<td><p>Type A</p>
<p>smoothness</p></td>
<td><p>Type B</p>
<p>smoothness</p></td>
<td>Pavement thickness <sup>(5)</sup></td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="4">Measured and tested for conformance (106.04)</td>
<td><p>Statistical</p>
<p>(106.05)</p></td>
<td><p>Statistical</p>
<p>(106.05)</p></td>
<td>Measured and tested for conformance (106.04)</td>
<td><p>Statistical</p>
<p>(106.05)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="4">Concrete<sup>(1)</sup> 552.09 (b)(3)</td>
<td>Structural concrete 552.09 (b)(3)</td>
<td colspan="3">Concrete pavement</td>
</tr>
</tbody>
</table>

## Section 502. --- RIGID PAVEMENT RESTORATION

Description

**502.01** This work consists of the restoration of rigid pavement. This
work includes partial‑depth patching, pavement jacking, subsealing,
surface grinding, crack and joint repair, and breaking and seating
before a pavement overlay.

Material

**502.02** Conform to the following Section and Subsections:

Epoxy grout 725.22(b)

Epoxy resin adhesives 725.21

Joint fillers and sealants 712.01

Non-shrink grout 725.22(c)

Polymer grout 725.22(b)

Rigid pavement 501

Water 725.01

Construction Requirements

**502.03 Composition of Mix (Concrete Mix Design).** Design the concrete
mix according to Subsection 501.03. Provide cement which is similar in
color to that used in existing pavement. Provide aggregates which are
similar in gradation, color, and hardness to those used in existing
pavement.

**502.04 Equipment.** Furnish equipment conforming to Section 501 and
the following:

**(a) Rigid pavement removal.** Furnish removal equipment that will not
fracture the concrete below the necessary patch depth.

**(b) Routing.** Furnish routers that control and maintain the required
cutting depth and width without damaging the adjacent concrete or
remaining joint material.

**(c) Sandblasting.** Furnish sandblasting equipment that will remove
any residual sealant, oil, or other foreign material in joints that may
prevent bond of new sealant.

**(d) Jet waterblasting.** Furnish a high-pressure water jet machine
that is capable of removing all residual sealant, oil, or other foreign
material in joints that may prevent the new sealant from bonding.

**(e) Air compressors.** Furnish air compressors with a minimum nozzle
pressure of 690 kilopascals and capable of dislodging loose debris and
drying joints and cracks.

**(f) Joint and crack sealing.** Furnish sealing equipment according to
the manufacturer\'s recommendations for the sealing material furnished.

**(g) Grouting.** Furnish a grout plant which consists of a positive
displacement cement injection pump and a high-speed colloidal mill.
Operate colloidal mixing machine at speeds necessary to make a
homogeneous mixture.

Furnish an injection pump having a pressure capability of 1900±170
kilopascals when pumping a grout slurry mixed to a 12-second flow cone
time and that continuously pumps at a minimum rate of 6.0 liters per
minute. The system may be modified by adding a recirculating hose and
valve at the discharge end of the pump.

Batch water through a meter or scale capable of measuring the total
day\'s consumption. Furnish hoses, fittings, and control which provide a
positive seal during grout injection.

**(h) Drilling.** Furnish rock drills capable of drilling straight and
true minimum 38‑millimeter holes through the concrete slab, steel
reinforcement, and base material.

Furnish rock drills weighing less than 27 kilograms that are capable of
drilling with a downward pressure of less than 90 kilograms. Furnish an
auger to open clogged holes and existing pavement jacking holes.

**(i) Slab stabilization testing.** Furnish testing equipment including
the following:

**(1)** A 2-axle truck with dual rear wheels. Load the rear axle to 80
kilonewtons evenly distributed between the 2 wheel paths;

**(2)** Static load measuring gauges consisting of 4 gauges on 2 gauge
mounts, 2 gauges per mount, capable of detecting slab movement under
load; and

**(3)** A modified Benkelman beam or similar approved device.

**(j) Surface diamond grinding.** Furnish power driven, self-propelled
grinding equipment, specifically designed to smooth and texture concrete
pavement with diamond blades. Furnish equipment that:

**(1)** Cuts or planes at least 1 meter in width;

**(2)** Does not encroach on traffic movement outside of the work area;
and

**(3)** Grinds the surface without spalling at joints and cracks or
fracturing surface aggregates.

**(k) Fracturing and seating.** Furnish an approved fracturing device
capable of producing the desired fracturing pattern without displacing
or spalling the pavement. \"Headache balls\" and vibratory pneumatic
hammers will not be permitted.

Furnish at least a 32-metric ton pneumatic tired roller to seat the
broken pavement. Towing equipment shall have pneumatic tires and shall
move the roller forward and backward along predetermined lines.

**502.05 Partial-Depth Patching.** This work consists of patching
spalls, potholes, corner breaks, or other surface distresses in concrete
pavement.

Construct the pavement patch similar in appearance to the existing
pavement. Prepare test panels using the same material proposed for the
work. Begin concrete pavement work after approval of the concrete mix
design and the test panel appearance.

**(a) Patch material.** Use an epoxy grout or polymer concrete patch
material for patches less than or equal to 40 millimeters deep. Use
hydraulic cement concrete for patches greater than 40 millimeters deep.

**(b) Patch area preparation.** Extend the limits of repair areas a
minimum of 100 millimeters outside the area of delamination. Saw cut the
perimeter of the patch area, parallel to the existing joint, to a
minimum depth of 40 millimeters and provide a vertical face at the edge
of the patch. Near vertical edges from milling or grinding machines are
acceptable. Repair all saw overcuts at corners of repair areas and nicks
to adjacent pavement outside the perimeter of the repair area with
noncorrosive, nonshrink grout.

Break out concrete within the patch area to a minimum depth of 40
millimeters to expose sound and clean concrete. If the depth of the
repair exceeds 100 millimeters, remove and replace the repair area as a
full-width, full-depth slab according to Subsection 501.13.

Sandblast exposed concrete faces clean of loose particles, oil, dust,
traces of asphalt concrete, and other contaminants before patching.
Remove sandblasting residue immediately before placing the epoxy resin
adhesive.

Remove shoulders adjacent to the patch longitudinally to the depth of
the patch and to a maximum width of 300 millimeters to facilitate
placing form work. Patch and compact shoulders with material similar to
the existing shoulder. Dispose of the concrete according to Section
203.05.

**(c) Placing patch material.** Apply an epoxy resin adhesive according
to the manufacturer\'s recommendations. Delay concrete placement until
the epoxy becomes tacky. Place and consolidate the patch mixture to
eliminate voids at the interface of the patch and existing concrete.
Finish patches according to Subsection 501.09 to match the plane and
texture of the contiguous pavement. Cure according to Subsection 501.10.

**(d) Joints.** If a partial-depth repair area abuts a working joint,
repair the joint similar to the existing joint to maintain a working
joint. Form a new joint to the same width as the existing joint. Seal
the joint according to Subsection 502.06.

**502.06 Joint and Crack Repair.** This work consists of repairing and
resealing joints and cracks in existing concrete pavement.

**(a) Preparation of joints and cracks.** Clean and reseal longitudinal
and transverse joints as required. Remove the existing material in the
joints, and clean the joint no earlier than 1 day before resealing. Do
not damage joints or previously-repaired patches.

Remove sealant with a router to a minimum depth of 2.5 times the joint
width to accommodate the backer rod and to provide the required depth
for the new sealant. After routing, clean the adjacent pavement
surfaces.

Reface cracks with a concrete saw. Remove old sealant from the crack
faces to expose new, clean concrete. When the crack widths vary and the
crack faces are ravelled and irregular, cut a crack reservoir depth of
20 millimeters.

Thoroughly clean the joint or crack of all foreign material. Clean the
joint by sandblasting, high-pressure water jet, or with a mechanical
wire brush. Repeat the process until a new, clean concrete face is
exposed. Dry the joint with compressed air.

Use sawing if other methods do not properly clean the joint. Limit
sawing to exposing clean, new, concrete faces in the joint with a
minimum allowable cut of 2 millimeters on each face of the joint.

**(b) Backer rod.** Install the backer rod to the required depth after
the joints and cracks are clean and dry. Do not stretch or twist the
backer rod during installation. Limit the length of backer rod installed
to that which can be sealed during the same workday.

**(c) Sealant application.** Seal joints and cracks immediately after
placing the backer rod. Apply sealant at the air and surface
temperatures recommended by the sealant manufacturer. If the joint or
crack becomes contaminated or damp, remove the backer rod, clean and dry
the joint or crack, and reinstall a new backer rod before placing the
sealant. Immediately after application, tool the sealant to provide firm
contact with the joint faces and to form the required recess below the
slab surface.

**502.07 Pavement Jacking.** This work consists of raising and
supporting the concrete pavement to the specified grade tolerances by
drilling and injecting non-shrink hydraulic cement grout.

**(a) Drilling holes.** Determine a pattern for grout injection holes
and submit for approval. Drill holes vertically, round, and less than 50
millimeters in diameter. Prevent breaking out the bottom of the
pavement.

**(b) Jacking.** Establish string lines from the pavement high points to
monitor slab movement. Lower an expanding rubber packer or hose,
providing a positive seal and connected to the discharge hose on the
grout plant, into the holes. Do not allow the discharge end of the
packer or hose to extend below the lower surface of the concrete
pavement.

When jacking continuously-reinforced concrete pavement, allow pumping to
raise the pavement to within 3 millimeters of the string line grade.
When jacking jointed pavement and bridge approach slabs, allow pumping
to raise the pavement to within 6 millimeters of the transverse and
longitudinal grades.

Continuous pressures to 1.4 megapascals are permitted. Use pressures to
2 megapascals only for short periods (30 seconds or less). If the
pavement is bonded to the subbase, brief pressure rises (10 seconds or
less) to 4.1 megapascals may be allowed. Stop pumping if grout extrudes
through cracks, joints, shoulders, or from back pressure in the hose.

**(c) Overjacking.** Grind pavement raised above the specified
tolerances to grade. If the overjacking is greater than 25 millimeters,
remove and replace the pavement or a portion thereof, according to
Subsection 501.13.

**(d) Cracks.** New cracks radiating through the grout injection holes
are presumed to have been caused by improper injection techniques. If
any cracks emanate from any grout injection hole, remove and replace the
slab or a portion of the slab according to Subsection 501.13.

**(e) Hole patching.** After the grout has set and the hole plugs are
removed, remove all grout from the holes for the full depth of the slab,
and fill the holes with an epoxy mortar. Repair damaged holes.

**502.08 Undersealing and Slab Stabilization.** This work consists of
pumping a non‑shrink hydraulic cement grout mixture through holes
drilled in the pavement into voids underneath the slabs to stabilize and
underseal concrete pavement.

**(a) Preliminary testing.** Perform all testing at night or when there
is no evidence of slab lock-up due to thermal expansion. Testing may be
allowed to continue if the slabs are not interlocked or under
compression. Furnish testing equipment as provided in Subsection
502.04(i).

Test each designated slab using a static method as follows:

**(1)** Position one set of gauges with one gauge referenced to the
corner of each slab on both sides of the joint near the pavement edge.

**(2)** Set the gauges to zero with no load on the slab on either side
of the joint.

**(3)** Move the test truck into position and stop with the center of
the test axle 300 millimeters behind the joint and the outside test
wheel 300 millimeters from the pavement edge. Read the back gauge.

**(4)** Move the test truck across the joint to a similar position 300
millimeters forward from the joint and stop. Read the forward gauge.

**(5)** Repeat for each joint to be tested. Underseal all slabs with a
deflection of more than 0.8 millimeter.

**(b) Drilling Holes.** Drill holes using the required hole pattern. An
altered hole pattern may be approved based on slab testing and field
conditions. Size drilled holes to provide a positive seal for the
pumping nozzle. For the first undersealing, drill holes to a depth of 75
millimeters beneath the bottom of the concrete.

Submit the number, depth, and location of holes for the second
undersealing for review and approval.

**(c) Cleaning holes.** After the holes are drilled and before pumping
the underseal grout, clean the hole with compressed air to remove debris
and provide a passage for the grout.

**(d) Pumping underseal grout.** Pump grout in all holes. Seal the
nozzle of the discharge hose in the hole to maintain the grout pressure
underneath the slab. Do not allow the nozzle end to extend below the
bottom of the concrete.

Continue pumping into a hole until grout flows out other holes, joints,
or cracks, or until the slab begins to lift. Stop grouting if there is
any lift in the slab or the adjacent shoulder.

During pumping and grouting, closely monitor lift measuring devices to
prevent pumping pressures greater than 700 kilopascals and slab lift
greater than 1.3 millimeters total accumulative movement measured at the
outside joint corner. Do not plug holes while grouting.

Prevent the slab from cracking or breaking. Remove and replace damaged
slabs according to Subsection 501.13.

**(e) Permanently sealing holes.** After the grout has set, remove all
grout from the holes for the full depth of the slab and fill the holes
with a non-shrink grout or epoxy mortar. Repair damaged holes.

**(f) Stability testing.** After the designated slabs have been
undersealed and tested according to (a) above and after 24 hours have
elapsed, underseal any slab that continues to show excess movement. The
CO may accept or direct replacement of any slab that continues to show
movement in excess of that specified after undersealing twice. Remove
and replace designated slabs according to Subsection 501.13.

**502.09 Surface Diamond Grinding.** This work consists of grinding
existing concrete pavement to eliminate joint or crack faults and
providing positive lateral drainage. Uniformly transition auxiliary or
ramp lane grinding from the mainline edge to provide positive drainage
and an acceptable riding surface.

Remove solid residue from pavement surfaces before it is blown by
traffic or wind. Do not allow residue to flow across lanes used by
public traffic or into drainage facilities.

Produce a surface texture consisting of parallel grooves 3±0.5
millimeters wide. Provide an area between the grooves 2.2±0.5
millimeters, and a difference between the peaks of the ridges and the
bottom of the grooves of approximately 2 millimeters.

Test the ground pavement surfaces for pavement smoothness according to
Subsection 501.12(b). Check transverse joints and random cracks with a
3-meter straightedge. Misalignment of surface planes on adjacent sides
of the joints or cracks and between each grinding pass shall be less
than 1.6 millimeters. The transverse slope of the pavement shall have no
depressions or slope misalignment greater than 6 millimeters in 3 meters
tested perpendicular to the centerline. Straightedge requirements do not
apply across longitudinal joints or outside of ground areas.

**502.10 Fracturing Concrete Pavement.** This work consists of
fracturing existing concrete pavement and firmly seating or compacting
the pavement before a pavement overlay. Use one of the following
methods:

**(a) Crack and seat.** Crack the existing concrete pavement into
full-depth hairline cracks with pieces approximately 0.5 to 1.0 meters
in size. Seat the pieces firmly into the foundation.

**(b) Break and seat.** Break the existing concrete pavement into
full-depth hairline cracks with pieces approximately 0.4 to 0.6 meters
in size. Rupture the reinforcement or break the concrete bond and seat
the pieces firmly into the foundation.

**(c) Rubblize and compact.** Completely fracture the existing pavement
into pieces approximately 0.05 to 0.15 meters in size. Remove exposed
reinforcing steel and wire mesh. Compact the pieces into a layer.

The CO will designate a test section. Fracture the test section using
varying energy and striking heights to establish a satisfactory evenly
distributed crack pattern. Obtain 150‑millimeter diameter pavement cores
at 10 designated locations over the cracks to verify that the cracks are
full depth.

When fracturing a test section, furnish and apply water to dampen the
pavement following fracturing to enhance visual determination of the
fracturing pattern. Furnish and apply water to a checked section at
least once a day to verify that a satisfactory fracture pattern is
maintained. If approved, adjust the energy and striking height based on
check sections.

Seating consists of rolling the rigid pavement, 2 passes minimum with a
45-metric ton roller or 4 to 7 passes with a 32-metric ton roller, until
the concrete pieces are firmly seated. Compacting consists of rolling
the rigid pavement, 2 passes minimum with a 9‑metric ton vibratory
roller. The CO will determine the maximum number of roller passes on the
test section to ensure seating or compacting without damaging the
pavement. Remove all loose pieces of broken concrete that are not firmly
seated.

Tack the near vertical sides where full-depth broken concrete is removed
according to Section 412. Fill the hole with asphalt concrete according
to Section 404.

Prevent the formation of continuous longitudinal cracks. Do not fracture
pavement within 3 meters of existing box or pipe culverts.

Fill 25-millimeter or greater depressions, resulting from the
compaction, with graded aggregate and recompact.

If unable to fracture pavement to the specified size due to poor
subgrade, remove the pavement and replace with aggregate according to
Section 301.

Clean and seal existing joints and cracks greater than 13 millimeters
width according to Subsection 414.05.

Place the first course of asphalt concrete within 48 hours following the
fracturing operation. If the pavement is used to maintain traffic after
fracturing, but before the asphalt concrete overlay, sweep and patch to
maintain a safe riding surface.

**502.11 Opening to Traffic.** Do not allow traffic on patched pavement
until the concrete has a compressive strength of 25 megapascals when
tested according to AASHTO T 22 or until the grout used for jacking or
undersealing the pavement has attained 4.2 megapascals when tested with
a 160-square millimeter probe according to AASHTO T 197.

Do not allow traffic on sealed joints when the sealant is tacky and
traffic debris embeds into the sealant.

**502.12 Acceptance.** See Table 502-1 for sampling and testing
requirements.

Material for rigid concrete pavement restoration will be evaluated under
Subsections 106.02 and 106.03. Furnish a production certification for
the hydraulic cement.

The concrete mixture\'s slump, air content, unit mass, and temperature
will be evaluated under Subsections 106.02 and 106.04.

The concrete compressive strength will be evaluated under Subsection
106.04. The lower specification limit is the minimum required
compressive strength at 28 days (f~c~\') specified in Table 501-1. A
single compressive strength test result is the average result from two
cylinders cast from the same load and tested at 28 days.

Construction (including batching, placing, finishing, and curing
concrete) of the concrete will be evaluated under Subsections 106.02 and
106.04.

Grout will be evaluated under Subsections 106.02 and 106.03.

Rigid pavement restoration work (including partial depth patching,
pavement jacking, subsealing, surface grinding, crack and joint repair,
and breaking and seating) will be evaluated under Subsections 106.02 and
106.04.

Measurement

**502.13** Measure the Section 502 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure grout for pavement jacking and undersealing by the cubic meter
by metering.

Measure full-depth, full-width pavement patches under Section 501.

Measure slabs ordered replaced after undersealing twice under Section
501.

Measure aggregate base under Section 301.

Payment

**502.14** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 502 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05

+-------+-------+----------+--------+----------------+------+--------+
| Table | *     | Before   | Before | Before         | "    | "      |
| 502-1 | *Repo | p        | pro    | batching       |      |        |
|       | rting | roducing | ducing |                |      |        |
| Sam   | T     |          |        |                |      |        |
| pling | ime** |          |        |                |      |        |
| and   |       |          |        |                |      |        |
| Te    |       |          |        |                |      |        |
| sting |       |          |        |                |      |        |
| Re    |       |          |        |                |      |        |
| quire |       |          |        |                |      |        |
| ments |       |          |        |                |      |        |
+-------+-------+----------+--------+----------------+------+--------+
|       | **    | Yes      | Yes    | Yes, when      | "    | "      |
|       | Split |          |        | requested      |      |        |
|       | Sam   |          |        |                |      |        |
|       | ple** |          |        |                |      |        |
+-------+-------+----------+--------+----------------+------+--------+
|       | **    | "        | Source | Flowing        | "    | "      |
|       | Point |          | of     | aggregate      |      |        |
|       | of    |          | ma     | stream         |      |        |
|       | Sampl |          | terial |                |      |        |
|       | ing** |          |        | (bin or belt   |      |        |
|       |       |          |        | discharge      |      |        |
|       |       |          |        | conveyor belt  |      |        |
|       |       |          |        | or stockpile)  |      |        |
+-------+-------+----------+--------+----------------+------+--------+
|       | **Sam | "        | 1 per  | 1 per day      | ---  | ---    |
|       | pling |          | mix    |                |      |        |
|       | F     |          | design |                |      |        |
|       | reque |          |        |                |      |        |
|       | ncy** |          |        |                |      |        |
+-------+-------+----------+--------+----------------+------+--------+
|       | *     | AASHTO M | Subs   | AASHTO T 11    | AA   | AASHTO |
|       | *Test | 80       | ection |                | SHTO | T 255  |
|       | Me    |          | 552.03 | & T 27         | T 27 |        |
|       | thods |          |        |                |      |        |
|       | S     |          |        |                |      |        |
|       | pecif |          |        |                |      |        |
|       | icati |          |        |                |      |        |
|       | ons** |          |        |                |      |        |
+-------+-------+----------+--------+----------------+------+--------+
|       | **    | ---      | ---    | ---            | ---  | ---    |
|       | Categ |          |        |                |      |        |
|       | ory** |          |        |                |      |        |
+-------+-------+----------+--------+----------------+------+--------+
|       | **C   | Quality  | All    | Gradation      | Fine | Mo     |
|       | harac |          |        |                | ness | isture |
|       | teris |          |        |                | mod  | test   |
|       | tic** |          |        |                | ulus |        |
+-------+-------+----------+--------+----------------+------+--------+
|       | *     | Measured | "      | Measured and   |      |        |
|       | *Type | and      |        | tested for     |      |        |
|       | of    | tested   |        | conformance    |      |        |
|       | Accep | for      |        | (106.04)       |      |        |
|       | tance | con      |        |                |      |        |
|       | (Sub  | formance |        |                |      |        |
|       | secti | (106.04  |        |                |      |        |
|       | on)** | & 105)   |        |                |      |        |
+-------+-------+----------+--------+----------------+------+--------+
|       | **Mat | A        | Co     | Produced       |      |        |
|       | erial | ggregate | ncrete | aggregate      |      |        |
|       | or    | source   | compo  |                |      |        |
|       | Prod  | quality  | sition | (Fine and      |      |        |
|       | uct** |          |        | Coarse)        |      |        |
|       |       | (703.02) |        |                |      |        |
+-------+-------+----------+--------+----------------+------+--------+

<table>
<colgroup>
<col style="width: 10%" />
<col style="width: 13%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 10%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 5%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 502-1</p>
<p>Sampling Testing Requirements s</p></td>
<td><strong>Reporting Time</strong></td>
<td><p>Upon completion</p>
<p>of tests</p></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>See Subsection 552.09(B)(4)</td>
<td></td>
<td>After paving is completed</td>
<td rowspan="9">(1) Sample according to AASHTO T 141 except composite
samples are not required.</td>
<td rowspan="9">(2) Cast at least 4 compressive strength test cylinders
and carefully transport the cylinders to the job site curing
facility.</td>
<td rowspan="9">(3) A single compressive strength test result is the
average result from 2 cylinders cast from the same lead and tested at 28
days.</td>
<td rowspan="9">(4) Deliver cylinders to designated laboratory for
test.</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>(4)</td>
<td></td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Point of discharge <sup>(1)</sup></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td><p>Discharge stream at</p>
<p>point of placement</p></td>
<td></td>
<td>See Subsection 401.16</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 per load <sup>(2)</sup></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>1 set per 25 cubic meters but not less than 1 per day</td>
<td></td>
<td>See Subsection 401.16</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO T 121</td>
<td><p>AASHTO T 152</p>
<p>or T 196</p></td>
<td>AASHTO T 119</td>
<td>Field measured</td>
<td><p>AASHTO T 22</p>
<p>&amp; T 23</p></td>
<td></td>
<td>FLH T 504</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>II</td>
<td></td>
<td>I</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Unit mass</td>
<td>Air content</td>
<td>Slump</td>
<td>Temperature</td>
<td><p>Compressive</p>
<p>strength</p></td>
<td>(3)</td>
<td>Smoothness</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="4">Measured and tested for conformance (106.04)</td>
<td colspan="2"><p>Statistical</p>
<p>(106.05)</p></td>
<td><p>Statistical</p>
<p>(106.05)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="4">Concrete 552.09(b)(3)</td>
<td colspan="2">Structural concrete 552.09(b)(3)</td>
<td>Concrete Pavement</td>
</tr>
</tbody>
</table>

# DIVISION 550 Bridge Construction

## Section 551. --- DRIVEN PILES

Description

**551.01** This work consists of furnishing and driving piles. This work
also includes furnishing and placing reinforcing steel and concrete in
concrete-filled steel shell and concrete-filled pipe piles.

Piles are designated as steel H-piles, concrete-filled steel shell
piles, concrete-filled pipe piles, precast concrete piles, prestressed
concrete piles, sheet piles, or timber piles. Pile load tests are
designated as static or dynamic.

Material

**551.02** Conform to the following Sections and Subsections:

Concrete piles 715.03

Grout 725.22(b)

Paint 708

Pile shoes 715.08

Reinforcing steel 709.01

Sheet piles 715.07

Splices 715.09

Steel H-piles 715.06

Steel pipes 715.05

Steel shells 715.04

Structural concrete 552

Treated timber piles 715.02

Untreated timber piles 715.01

Construction Requirements

**551.03 Pile Driving Equipment.** Furnish equipment meeting the
following requirements.

**(a) Pile hammers.**

**(1) Gravity hammers.** Gravity hammers may only be used to drive
timber piles. Furnish a hammer with a ram weighing between 900 and 1600
kilograms and limit the drop height to 4.5 meters. The ram mass shall be
greater than the combined mass of the drive head and pile. Provide
hammer guides to ensure concentric impact on the drive head.

**(2) Open-end diesel hammers.** Equip open-end (single acting) diesel
hammers with a device, such as rings on the ram or a scale (jump stick)
extending above the ram cylinder, to permit visual determination of
hammer stroke. Submit a chart from the hammer manufacturer equating
stroke and blows per minute for the hammer to be used. A speed versus
stroke calibration may be used if approved.

**(3) Closed-end diesel hammers**. Submit a chart, calibrated to actual
hammer performance within 90 days of use, equating bounce chamber
pressure to either equivalent energy or stroke for the hammer to be
used. Equip hammers with a dial gauge for measuring pressure in the
bounce chamber. Make the gauge readable from ground level. Calibrate the
dial gauge to allow for losses in the gauge hose. Verify the accuracy of
the calibrated dial gauge during driving operations by ensuring that
cylinder lift occurs when bounce chamber pressure is consistent with the
maximum energy given in the hammer specifications. Do not use closed-end
diesel hammers that do not attain cylinder lift at the maximum
energy-bounce chamber pressure relationship given in the hammer
specification.

**(4) Air or steam hammers**. Furnish plant and equipment for steam and
air hammers with sufficient capacity to maintain the volume and pressure
specified by the hammer manufacturer. Equip the hammer with accurate
pressure gauges that are easily accessible. Use a hammer with the mass
of the striking parts equal to or greater than one third the combined
mass of the driving head and pile. The combined mass shall be at least
1250 kilograms.

Measure inlet pressures for double-acting and differential-acting air or
stream hammers with a needle gauge at the head of the hammer when
driving test piles. If required, also measure inlet pressures when
driving production piles. A pressure versus speed calibration may be
developed for specific driving conditions at the project as an
alternative to periodic measurements with a needle gauge.

**(5) Nonimpact hammers.** Use nonimpact hammers, such as vibratory
hammers, only when permitted in writing or when specified in the
contract. If permitted, use such equipment for installing production
piles only after the pile tip elevation or embedment length for safe
support of the pile load is established by static or dynamic load
testing. Control the installation of production piles when using
vibratory hammers by power consumption, rate of penetration, specified
tip elevation, or other acceptable methods that ensure the required pile
load capacity is obtained. On one out of every 10 piles driven, strike
with an impact hammer of suitable energy to verify the required pile
capacity is obtained.

**(6) Hydraulic hammers.** Provide a power plant for hydraulic hammers
with sufficient capacity to maintain the volume and pressure, specified
by the manufacturer, at the hammer under working conditions. Equip the
power plant and equipment with accurate pressure gauges that are easily
accessible to the CO.

**(b) Approval of pile-driving equipment.** Furnish pile-driving
equipment of such size that the permanent piles can be driven with
reasonable effort to the required lengths without damage.

Approval of pile-driving equipment will be based on a wave equation
analysis unless the contract specifies the dynamic formula to determine
the ultimate driven pile capacity. If the contract specifies the dynamic
formula, approval of pile-driving equipment will be based on minimum
hammer energy in Table 551-1. The CO will evaluate the proposed
equipment and accept or reject the driving system within 14 days of
receipt of the pile and driving equipment information.

Use only the approved equipment during pile-driving operations. Approval
of the pile‑driving system is specific to the equipment submitted. If
the proposed equipment is modified or replaced, re-evaluate and resubmit
the analysis and revised data for approval before using. The CO will
accept or reject the revised driving system within 14 days of receipt of
the revised submittal. Approval of a pile hammer does not relieve the
Contractor of responsibility for piles damaged due to driving stress.

**(1) Equipment submittal.** Submit the following pile-driving equipment
information to the CO at least 30 days before driving piles. Include a
wave equation analysis for the proposed pile driving system, unless the
contract specifies the use of the dynamic formula to determine the
ultimate driven pile capacity. Use a professional engineer with at least
3 years experience in wave equation analyses to perform the wave
equation analysis. Submit a resume of the engineer for approval.

*(a) General.* Project and structure identification, pile-driving
contractor or subcontractor, and auxiliary methods of installation such
as jetting or preboring and the type and use of the equipment.

*(b) Hammer.* Manufacturer, model, type, serial number, rated energy
( \_\_\_\_\_ at \_\_\_\_\_ length of stroke), and modifications.

*(c) Capblock (hammer cushion).* Material, thickness, area, modulus of
elasticity (E), and coefficient of restitution (e).

*(d) Pile cap.* Helmet mass, bonnet mass, anvil block mass, and
drivehead mass.

*(e) Pile cushion.* Material, thickness, area, modulus of elasticity
(E), and coefficient of restitution (e).

*(f) Pile.* Pile type, length (in leads), mass per meter, wall
thickness, taper, cross-sectional area, design pile capacity,
description of splice, and tip treatment description.

**(2) Wave equation.** The required number of hammer blows indicated by
the wave equation at the ultimate pile capacity shall be between 3 and
10 per 25 millimeters.

Use the following hammer efficiencies in the wave equation analysis
unless more specific hammer efficiency information is available:

  ------------------------------------- ---------------------------------
  **Hammer Type**                       **Efficiency in Percent**

  Single acting air/stream              67

  Double acting air/stream              50

  Diesel                                72
  ------------------------------------- ---------------------------------

In addition, the pile stresses resulting from the wave equation analysis
shall not exceed the values at which pile damage is impending. The point
of impending damage is defined for steel, concrete, and timber piles as
follows.

*(a) Steel piles.* Limit the compressive driving stress to 90 percent of
the yield stress of the pile material.

*(b) Concrete piles.* Limit the tensile (*TS*) and compressive (*CS*)
driving stresses to:

*TS* ≤ 0.25*f*~c~\'^1/2^ + *EPV*

*CS* ≤ 0.85*f*~c~\' - *EPV*

> Where:
>
> *f*~c~' = The 28-day design compressive strength of the concrete in
> megapascals
>
> *EPV* = The effective prestress value

*(c) Timber piles.* Limit the compressive driving stress to 3 times the
allowable static design stress.

**(3) Minimum hammer energy.** The energy of the driving equipment
submitted for approval, as rated by the manufacturer, shall be at least
the energy specified in Table 551-1 that corresponds to the required
ultimate pile capacity.

Table 551-1

Minimum Pile Hammer Energy

+----------------------------------+-----------------------------------+
| **Ultimate Pile**                | **Minimum Rated**                 |
|                                  |                                   |
| **Capacity**                     | **Hammer Energy (kilojoules)**    |
|                                  |                                   |
| **(kilonewtons)**                |                                   |
+----------------------------------+-----------------------------------+
| ≤ 800                            | 14.0                              |
+----------------------------------+-----------------------------------+
| 1330                             | 21.2                              |
+----------------------------------+-----------------------------------+
| 1600                             | 28.1                              |
+----------------------------------+-----------------------------------+
| 1870                             | 36.0                              |
+----------------------------------+-----------------------------------+
| 2140                             | 44.9                              |
+----------------------------------+-----------------------------------+
| 2400                             | 54.4                              |
+----------------------------------+-----------------------------------+
| \> 2400                          | Wave equation                     |
|                                  |                                   |
|                                  | required                          |
+----------------------------------+-----------------------------------+

**(c) Driving appurtenances.**

**(1) Hammer cushion.** Equip all impact pile-driving equipment, except
gravity hammers, with a suitable thickness of hammer cushion material to
prevent damage to the hammer or pile and to ensure uniform driving
behavior. Fabricate hammer cushions from durable, manufactured material
according to the hammer manufacturer\'s recommendations. Do not use
wood, wire rope, or asbestos hammer cushions. Place a striker plate, as
recommended by the hammer manufacturer, on the hammer cushion to ensure
uniform compression of the cushion material. Inspect the hammer cushion
in the presence of the CO when beginning pile driving at each structure
or after each 100 hours of pile driving, whichever is less. Replace the
cushion when its thickness is reduced by more than 25 percent of its
original thickness.

**(2) Pile drive head.** Provide adequate drive heads for impact hammers
and provide appropriate drive heads, mandrels, or other devices for
special piles according to the manufacturer\'s recommendations. Align
the drive head axially with the hammer and pile. Fit the drive head
around the pile head so that transfer of torsional forces is prevented
during driving and proper alignment of hammer and pile is maintained.

**(3) Leads.** Support piles in line and position with leads while
driving. Construct pile driver leads to allow freedom of movement of the
hammer while maintaining axial alignment of the hammer and the pile. Do
not use swinging leads unless permitted in writing or specified in the
contract. When swinging leads are permitted, fit swinging leads with a
pile gate at the bottom of the leads and, in the case of battered piles,
fit with a horizontal brace between the crane and the leads. Adequately
embed leads in the ground or constrain the pile in a structural frame
(template) to maintain proper alignment. Provide leads of sufficient
length that do not require a follower but will permit proper alignment
of battered piles.

**(4) Followers.** Followers are not permitted unless approved in
writing. When followers are permitted, drive the first pile in each bent
or substructure unit and every tenth pile thereafter, full length
without a follower, to verify that adequate pile embedment is being
attained to develop the required ultimate capacity. Provide a follower
of such material and dimensions that will permit the piles to be driven
to the required penetration. Hold and maintain follower and pile in
proper alignment during driving.

**(5) Jetting.** Do not use jetting unless approved in writing. Provide
jetting equipment with sufficient capacity to deliver a consistent
pressure equivalent to at least 700 kilopascals at two 20-millimeter jet
nozzles. Jet so as not to affect the lateral stability of the final
inplace pile. Remove jet pipes when the pile tip is at least 1.5 meters
above the prescribed tip elevation, and drive the pile to the required
ultimate capacity with an impact hammer. Control, treat if necessary,
and dispose of all jet water in an approved manner.

**(6) Pile cushion.** For concrete piles, use a new pile cushion to
protect the head of each pile. Cut the pile cushion at least
100-millimeters-thick and to match the cross-section of the pile top.
Replace the pile cushion if it is compressed more than one-half its
original thickness or it begins to burn. For steel and timber piles,
protect each pile with an approved driving cap. Enclose timber piles
with approved collars or bands to prevent splitting or brooming. Replace
caps when damaged. Do not reuse cushions or caps.

**(7) Pile shoes.** When specified, provide shoes to protect the
pile-tip from damage during driving. Fabricate all shoes to snugly fit
the pile tip. For concrete piles, attach the shoe to the pile using
dowels or other approved methods. For steel piles, design and fit the
shoe to the steel shape and weld the shoe to the pile so as not to
stress the web or the flange. For timber piles, carefully shape the tip
to secure an even uniform bearing for the pile shoe. Treat all holes,
cuts, or caps in treated timber piles with 2-brush applications of
creosote-coal tar solution.

**551.04 Pile Lengths.** Furnish piles with sufficient length to obtain
the required penetration and to extend into the pile cap or footing as
indicated on the plans. In addition, increase the length to provide
fresh heading and to provide for the Contractor\'s method of operation.
When test piles are required, furnish piles in the lengths determined by
the test piles.

**551.05 Test Piles.** Install test piles when specified in the
contract. Excavate the ground at the site of each test pile or
production pile to the elevation of the bottom of the footing before the
pile is driven. Furnish test piles longer than the estimated length of
production piles. Drive test piles with the same equipment as the
production piles.

Drive test piles to the required ultimate capacity at the estimated tip
elevation. Allow test piles that do not attain the required ultimate
capacity at the estimated tip elevation to *\"set up\"* for 24 hours
before re-driving. Warm the hammer before re-driving begins by applying
at least 20 blows to another pile. If the required ultimate capacity is
not attained on re-driving, drive a portion or all of the remaining test
pile length, and repeat the *\"set up\"* and re-drive procedure as
directed. Splice and continue driving until the required ultimate pile
capacity is obtained.

Test piles to be used in the completed structure shall conform to the
requirements for production piles. Remove test piles not incorporated in
the completed structure to at least 0.5 meter below finished grade.

**551.06 Driven Pile Capacity.** Drive piles to the specified
penetration and to the depth necessary to obtain the required ultimate
pile capacity. Splice piles not obtaining the required ultimate capacity
at the ordered length, and drive with an impact hammer until the
required ultimate pile capacity is achieved.

Use the wave equation to determine ultimate pile capacity of the
in-place capacity of the in-place pile.

**(a) Wave equation.** Adequate penetration will be considered to be
obtained when the specified wave equation resistance criteria is
achieved within 1.5 meters of the designated tip elevation. Drive piles
that do not achieve the specified resistance within these limits to a
penetration determined by the CO.

**(b) Dynamic formula**. Drive the piles to a penetration necessary to
obtain the ultimate pile capacity according to the following formula:

$$R_{u}\  = \ (7\sqrt{E}\text{log}\ (\text{10}N))\  - \ \text{550}$$

where:

*R~u~* = Ultimate pile capacity in kilonewtons

*E* = Manufacturer\'s rated hammer energy in joules at the ram stroke
*observed or measured in the field*

log(10*N*) = logarithm to the base 10 of the quantity 10 multiplied by
*N*

*N* = Number of hammer blows per 25 millimeters at final penetration

Solving for *N*:

N = 10^x^

$$x\  = \ \left( \frac{R_{u} + \text{550}}{7\sqrt{E}} \right) - 1$$

Factor of safety = 3.0

**(1) Jetted piles.** Determine the inplace ultimate capacity of jetted
piles based on impact hammer blow counts (dynamic formula) after the jet
pipes have been removed. After the pile penetration length necessary to
produce the required ultimate pile capacity has been determined by
impact hammer blow count, install the remaining piles in each group or
in each substructure unit to similar depths with similar methods.
Confirm the required ultimate pile capacity has been achieved by using
the dynamic formula.

**(2) Conditions for dynamic formula.** The dynamic formula is
applicable only if all of the following apply:

*(a)* The hammer is in good condition and operating in a satisfactory
manner;

*(b)* The hammer ram falls freely;

*(c)* A follower is not used; and

*(d)* The head of the pile is not broomed or crushed.

**551.07 Preboring.** Use auguring, wet rotary drilling, or other
approved methods of preboring.

In compacted embankments more than 1.5 meters deep, prebore the pile
hole to natural ground. Prebore holes 150 millimeters greater than the
diameter of the pile. For square, rectangular or H piles, make the
diameter of the hole equal to the diagonal of the pile cross-section
plus 150 millimeters.

For piles end-bearing on rock or hardpan preboring may extend to the
surface of the rock or hardpan. Seat the pile into the end-bearing
strata.

For piles not end-bearing on rock or hardpan, stop preboring at least
1.5 meters above the estimated pile tip elevation, and drive the pile
with an impact hammer to a penetration which achieves the required
ultimate pile capacity. Prebore holes smaller than the diameter or
diagonal of the pile cross-section while allowing penetration of the
pile to the specified depth.

If the subsurface obstructions such as boulders or rock layers are
encountered, the hole diameter may be increased to the least dimension
adequate for pile installation. Fill any void space remaining around the
pile after completion of driving with sand or other approved material.
Do not use a punch or a spud in lieu of preboring.

Do not impair the capacity of existing piles or the safety or condition
of adjacent structures. If preboring disturbs the capacity of previously
installed piles or structures, restore the required ultimate capacity of
piles and structures by approved methods.

**551.08 Preparation and Driving.** Perform the work under Section 208.
Make the heads of all piles plane and perpendicular to the longitudinal
axis of the pile. Coordinate pile driving to prevent damage to other
parts of the completed work.

Drive piles to within 50 millimeters of plan location at cutoff
elevation for cutoff locations above ground and within 150 millimeters
of plan location for cutoff locations below ground. The pile shall not
be closer than 100 millimeters to any cap face. Drive piles so that the
axial alignment is within 20 millimeters per meter, along the
longitudinal axis, of the required alignment. The CO may stop driving to
check the pile alignment. Check alignment of piles that cannot be
internally inspected after installation before the last 1.5 meters are
driven. Do not pull laterally on piles or splice to correct
misalignment. Do not splice a properly aligned section on a misaligned
pile.

Place individual piles in pile groups either starting from the center of
the group and proceeding outward in both directions or starting at the
outside row and proceeding progressively across the group.

Correct all piles driven improperly, driven out of proper location,
misaligned, or driven below the designated cutoff elevation in an
approved manner. Replace piles damaged during handling or driving.
Obtain approval for the proposed method(s) of correcting or repairing
deficiencies.

**(a) Timber piles.** Do not use piles with checks wider than 15
millimeters. Drive treated timber piles within 6 months after treatment.
Handle and care for pressure-treated piles according to AWPA Standard M
4.

**(b) Steel piles.** Furnish full-length, unspliced piles for lengths up
to 18 meters. If splices are required in the first pile driven and it is
anticipated that subsequent piles will also require splices, place the
splices in lower third of the pile. Splice lengths less than 3 meters
are not permitted and only 2 splices per pile are allowed.

Load, transport, unload, store, and handle steel piles so the metal is
kept clean and free from damage. Do not use piles that exceed the camber
and sweep permitted by allowable mill tolerance. Steel piles damaged
during installation are considered unsatisfactory unless the bearing
capacity is proven to be 100 percent of the required ultimate capacity
by load tests. Perform tests at no cost to the Government.

**(c) Precast and prestressed concrete piles.** Support concrete piles
during lifting or moving at the points shown on the plans or, if not so
shown, provide support at the quarter points. Provide slings or other
equipment when raising or transporting concrete piles to avoid bending
the pile or breaking edges.

Reject concrete piles with reduced strength caused by external defects
such as spalls, cracks, or internal defects such as cavities revealed
with non-destructive testing.

**(d) Concrete-filled pipe or steel shell piles.** Furnish and handle
the steel shells or pipes in accordance with (b) above. Cutting shoes
for shells or pipes may be inside or outside the shell. Use high-carbon
structural steel with a machined ledge for shell bearing or cast steel
with a ledge designed for attachment with a simple weld.

When practicable, drive all pile shells or pipes for a substructure unit
before placing concrete in any of the shells or pipes. Do not drive pile
shells or pipes within 5 meters of any concrete-filled pile shell or
pipe until the concrete has cured for at least 7 days or 3 days if using
high-early-strength concrete. Do not drive any pile shell or pipe after
it is filled with concrete.

Remove and replace shells that are determined to be unacceptable for use
due to breaks, bends, or kinks.

**551.09 Splices.** Submit details for pile field splices for approval.
Align and connect pile sections so the axis of the spliced pile is
straight.

**(a) Steel piles.** Submit a welder certification for each welder. Use
welders certified for structural welding.

Make surfaces to be welded smooth, uniform, and free from loose scale,
slag, grease, or other material that prevents proper welding. Steel may
be oxygen cut. Carbon-arc gouging, chipping, or grinding may be used for
joint preparation.

Weld according to AASHTO/AWS D 1.5 Bridge Welding Code. Weld the entire
pile cross-section using prequalified AWS groove weld butt joints. Weld
so there is no visual evidence of cracks, lack of fusion, undercutting,
excessive piping, porosity, or inadequate size. Manufactured splices may
be used in place of full penetration groove butt welds.

**(b) Concrete pile splices.** Use dowels or other acceptable mechanical
means to splice precast concrete or precast prestressed concrete piles.
Submit drawings of proposed splices for acceptance.

If dowels are used, cast the dowels into the tip end of the following
pile with corresponding holes at the butt end of the driven pile.
Serrate the holes to provide a mechanical bond. Separate the ends of the
piles by at least 13 millimeters. Clean all surfaces and dowel holes.
Grout the dowels in place and allow the grout to cure. Enclose the gap
with forms and inject a bonding agent capable of withstanding the impact
and driving forces and having the same compressive strength as the pile.
Follow the manufacturer's recommendations regarding the use and curing
of grouting and bonding products.

Attach manufactured splices to the concrete piles as recommended by the
manufacturer. The splice shall develop strengths in compression,
tension, and bending equal to or exceeding the strength of the pile
being spliced.

**(c) Concrete pile extensions.**

**(1) Precast concrete piles.** Extend precast concrete piles by
removing the concrete at the end of the pile and leaving 40 diameters of
reinforcement steel exposed. Remove the concrete to produce a face
perpendicular to the axis of the pile. Securely fasten reinforcement of
the same size as that used in the pile to the projecting reinforcing
steel. Form the extension to prevent leakage along the pile.

Immediately before placing concrete, wet the top of the pile thoroughly
and cover with a thin coating of neat cement, re-tempered mortar, or
other suitable bonding material. Place concrete of the same mix design
and quality as that used in the pile. Keep forms in place for not less
than 7 days after the concrete has been placed. Cure and finish
according to Section 552.

**(2) Prestressed piles.** Extend prestressed precast piles according to
(b) above. Include reinforcement bars in the pile head for splicing to
the extension bars. Do not drive extended prestressed precast piles.

**(d) Timber piles.** Do not splice timber piles.

**551.10 Heaved Piles.** Check for pile heave during the driving
operation. Take level readings immediately after each pile is driven and
again after piles within a radius of 5 meters are driven. Re-drive all
piles that heave more than 5 millimeters. Re-drive to the specified
resistance or penetration.

**551.11 Pile Load Tests.** Pile load tests are not required unless
specified to be performed in the contract.

**(a) Dynamic load test.** Use a qualified pile specialty consultant
with at least 3 years experience in dynamic load testing and analysis to
perform the dynamic load test, the case pile wave analysis program
(CAPWAP), and the wave equation analysis including the initial wave
equation analysis specified in Subsection 551.03(b). Submit a resume of
the specialty consultant for approval.

Furnish equipment and perform dynamic load tests according to ASTM D
4945 under the supervision of the CO.

Place the piles designated as dynamic load test piles in a horizontal
position and not in contact with other piles. Drill holes for mounting
instruments near the head of the pile. Mount the instruments, and take
wave speed measurements. Place the designated pile in the leads. Provide
at least a 1.2 by 1.2 meter rigid platform with a 1.1 meter safety rail
that can be raised to the top of the pile.

Drive the pile to the depth at which the dynamic test equipment
indicates that the required ultimate pile capacity is achieved. If
necessary to maintain stresses in the pile below the values in
Subsection 551.03(b)(2), reduce the driving energy transmitted to the
pile by using additional cushions or reducing the energy output of the
hammer. If nonaxial driving is indicated, immediately realign the
driving system.

At least 24 hours after the initial driving, re-drive each dynamic load
test pile with instrumentation attached. Warm the hammer before
re-driving by applying at least 20 blows to another pile. Re-drive the
dynamic load test pile for a maximum penetration of 150 millimeters, a
maximum of 50 blows, or to practical driving refusal, whichever occurs
first. Practical driving refusal is defined as 15 blows per
25 millimeters for steel piles, 8 blows per 25 millimeters for concrete
piles, and 5 blows per 25 millimeters for timber piles.

Verify the assumptions used in the initial wave equation analysis
submitted according to Subsection 551.03(b) using CAPWAP. Analyze one
blow from the original driving and one blow from the re-driving for each
pile tested.

Perform additional wave equation analyses with adjustments based on the
CAPWAP results. Provide a graph showing blow count versus ultimate
capacity. For open-ended diesel hammers, provide a blow count versus
stroke graph for the ultimate capacity. Provide the driving stresses,
transferred energy, and pile capacity as a function of depth for each
dynamic load test.

Based on the results of the dynamic load testing, CAPWAP analyses, and
wave equation analyses, the order list and production driving criteria
may be approved and the required cut-off elevations provided, or
additional test piles and load testing may be specified. This
information will be provided within 7 days after receipt of the order
list and all required test data for the test piles driven.

**(b) Static load tests.** Perform static load tests according to ASTM D
1143 using the quick load test method except as modified herein. Submit
drawings of the proposed loading apparatus for acceptance according to
the following:

**(1)** Have a professional engineer prepare the drawings.

**(2)** Furnish a loading system capable of applying 150 percent of the
ultimate pile capacity or 9000 kilonewtons, whichever is less.

**(3)** Construct the apparatus to allow increments of load to be placed
gradually without causing vibration to the test pile.

When tension (anchor) piles are required, drive tension piles at the
location of permanent piles when feasible. Do not use timber or tapered
piles installed in permanent locations as tension piles. Take the test
to plunging failure or the capacity of the loading system, whichever
occurs first.

The allowable axial pile load is defined as 50 percent of the failure
load. The failure load is defined as follows:

• For piles 600 millimeters or less in diameter or diagonal width, the
load that produces a settlement at failure of the pile head equal to:

$$Sf\  = \ S\  + \ (3\text{.}8\  + \ 0\text{.}\text{008}D)\ $$

• For piles greater than 600 millimeters in diameter or diagonal width:

$$Sf\  = \ S\  + \ \frac{D}{\text{30}}$$

where:

*S~f\ ~*= Settlement at failure in millimeters

*D* = Pile diameter or diagonal width in millimeters

*S* = Elastic deformation of pile in millimeters

Determine top elevation of the test pile immediately after driving and
again just before load testing to check for heave. Wait a minimum of 3
days between the driving of any anchor or load test piles and the
commencement of the load test. Before testing, re-drive or jack to the
original elevation any pile that heaves more than 6 millimeters.

After completion of the load testing, remove or cut off any test or
anchor piling not a part of the finished structure at least 0.5 meter
below either the bottom of footing or the finished ground elevation.

Based on the results of the static load testing, the order list and
production driving criteria may be approved and the required cut-off
elevations provided or additional load tests may be specified. This
information will be provided within 7 days after receipt of the order
list and all required test data for the test piles driven.

**551.12 Pile Cutoffs.** Cut off the tops of all permanent piles and
pile casings at the required elevation. Cut off the piles clean and
straight parallel to the bottom face of the structural member in which
they are embedded. Dispose of cutoff lengths according to Subsection
203.05(a).

**(a) Steel piles.** Do not paint steel to be embedded in concrete.
Before painting the exposed steel pile, thoroughly clean the metal
surface of any substance that may inhibit paint adhesion. Use aluminum
colored paint system 2 according to Section 563. Paint piles before
driving. Use one prime coat and 2 finish coats on trestles or other
exposed piling to at least 1 meter below the finished groundline or
waterline. Paint exposed piling above finished groundline or waterline
with one field finish coat.

**(b) Wood piles.** Treat the heads of all treated timber piles which
are not embedded in concrete by one of the following methods.

**(1)** Reduce the moisture content of the wood to no more than 25
percent with no free moisture on the surface. Brush apply one
application of creosote-coal tar solution as required in AWPA Standards.

Build up a protective cap by applying alternate layers of loosely woven
fabric and hot asphalt or tar, similar to membrane waterproofing, using
3 layers of asphalt or tar and 2 layers of fabric. Use fabric at least
150 millimeters wider in each direction than the diameter of the pile.
Turn the fabric down over the pile and secure the edges by binding with
2 turns of 3-millimeter minimum diameter galvanized wire. Apply a final
layer of asphalt or tar to cover the wire. Neatly trim the fabric below
the wires.

**(2)** Cover the sawed surface with 3 applications of a hot mixture of
60 percent creosote and 40 percent roofing pitch, or thoroughly brush
coat with 3 applications of hot creosote and cover with hot roofing
pitch. Place a covering of galvanized sheet metal over the coating and
bend down over the sides of each pile.

**551.13 Unsatisfactory Piles.** Correct unsatisfactory piles by an
approved method. Methods of correcting unsatisfactory piles may include
one or more of the following:

**(a)** Use of the pile at a reduced capacity;

**(b)** Install additional piles;

**(c)** Repair damaged piles; and

**(d)** Replace damaged piles.

**551.14 Placing Concrete in Steel Shell or Pipe Piles.** After driving,
clean the inside of shells and pipes by removing all loose material.
Keep the shell or pipe substantially water tight. Provide suitable
equipment for inspecting the entire inside surface of the driven shell
or pipe just before placing concrete.

**(a) Reinforcing steel.** When reinforcing steel is required, make the
spacing between adjacent cage elements at least 5 times the maximum size
of aggregate in the concrete.

Securely tie concrete spacers or other approved spacers at fifth points
around the perimeter of the reinforcing steel cage. Install spacers at
intervals not to exceed 3 meters measured along the length of the cage.

Place the reinforcement cage into the driven shell or pipe when the
concrete reaches the planned bottom elevation of the reinforcement.
Support the reinforcement so it remains within 50 millimeters of the
required vertical location. Support the cage from the top until the
concrete reaches the top of the pile.

**(b) Concrete.** Construct concrete according to Section 552. Place
concrete in one continuous operation from the bottom to the top of the
pile. Before the initial concrete set, consolidate the top 3 meters of
the concrete pile using approved vibratory equipment.

**551.15 Acceptance.** Pile material will be evaluated under Subsections
106.02 and 106.03.

Furnish production certifications with each shipment of the following:

**(a)** Concrete piles.

**(b)** Sheet piles, steel H-piles, steel shells, and steel pipes.

**(c)** Treated timber piles. Stamp each pile with an identification
mark and date of inspection.

Driving piles and related work will be evaluated under Subsections
106.02 and 106.04.

Concrete for steel shells or pipe piles will be evaluated under Section
552.

Reinforcing steel for steel shells or pipe piles will be evaluated under
Section 554.

Measurement

**551.16** Measure the Section 551 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

When measurement is by the meter, measure the length of pile from the
cutoff elevation to the tip.

Measure splices required to drive piles deeper than the estimated tip
elevation.

Payment

**551.17** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 551 pay items listed in the bid
schedule except the concrete-filled pipe or steel shell pile unit bid
price will be adjusted according to Subsection 106.05. Payment will be
full compensation for the work prescribed in this Section. See
Subsection 109.05.

Payment for concrete-filled pipe or steel shell piles will be made at a
price determined by multiplying the unit bid price by an adjusted pay
factor (*PFa*) determined as follows:

*PFa* = 1 ‑ 0.5 (1‑*PF*)

where:

*PF* = Pay factor for concrete as determined under Section 552.

## Section 552. --- STRUCTURAL CONCRETE

Description

**552.01** This work consists of furnishing, placing, finishing, and
curing concrete in bridges, culverts, and other structures.

Structural concrete class is designated as shown in Table 552-1.

Material

**552.02** Conform to the following Subsections:

Air-entraining admixture 711.02

Chemical admixtures 711.03

Coarse aggregate 703.02

Color coating 725.24

Curing material 711.01

Elastomeric bearing pads 717.10

Elastomeric compression joint seals 717.16

Fine aggregate 703.01

Fly ash 725.04

Ground iron blast-furnace slag 725.04

Hydraulic cement 701.01

Joint fillers and sealants 712.01

Latex modifier 711.04

Linseed oil 725.14

Masonry cement 701.02

Silica fume (microsilica) 725.04

Water 725.01

Construction Requirements

**552.03 Composition (Concrete Mix Design).** Design and produce
concrete mixtures that conform to Tables 552-1 and 552-2 for the class
of concrete specified. Determine design strength values according to ACI
318. Structural concrete shall also conform to the following ACI
specifications.

• ACI 211.1 Standard Practice for Selecting Proportions for Normal,
Heavy Weight and Mass Concrete.

• ACI 211.2 Standard Practice for Selecting Proportions for Structural
Light Weight Concrete.

• ACI 211.3 Guide for Selecting Proportions of No-Slump Concrete.

Table 552-1

Composition of Concrete

+--------------+----------------+-----------+----------+-------------+
| **Class**    | **Minimum      | **        | **Slum   | **Nominal   |
|              | Cement**       | Maximum** | p^(1)^** | Maximum     |
| **of**       |                |           |          | Aggregate   |
|              | **Content**    | **W/C     | **(mm)** | Size (mm)** |
| **Concrete** |                | Ratio**   |          |             |
|              | **(kg/m^3^)**  |           |          |             |
+--------------+----------------+-----------+----------+-------------+
| A            | 360            | 0.49      | 50 to    | 37.5        |
|              |                |           | 100      |             |
+--------------+----------------+-----------+----------+-------------+
| A(AE)        | 360            | 0.44      | 25 to    | 37.5        |
|              |                |           | 100      |             |
+--------------+----------------+-----------+----------+-------------+
| B            | 310            | 0.58      | 50 to    | 63          |
|              |                |           | 100      |             |
+--------------+----------------+-----------+----------+-------------+
| B(AE)        | 310            | 0.58      | 50 to    | 63          |
|              |                |           | 100      |             |
+--------------+----------------+-----------+----------+-------------+
| C            | 390            | 0.49      | 50 to    | 19          |
|              |                |           | 100      |             |
+--------------+----------------+-----------+----------+-------------+
| C(AE)        | 390            | 0.44      | 25 to 75 | 19          |
+--------------+----------------+-----------+----------+-------------+
| D(AE)^(2)^   | 360            | 0.40      | 25 to 75 | 37.5        |
+--------------+----------------+-----------+----------+-------------+
| E(AE)^(3)^   | 360            | 0.40      | 100 to   | 19          |
|              |                |           | 150^(4)^ |             |
+--------------+----------------+-----------+----------+-------------+
| P            | 390            | 0.44      | 0 to 100 | 25          |
| (            |                |           |          |             |
| Prestressed) |                |           |          |             |
+--------------+----------------+-----------+----------+-------------+
| Seal         | 390            | 0.54      | 100 to   | 37.5        |
|              |                |           | 200      |             |
+--------------+----------------+-----------+----------+-------------+

\(1\) Maximum slump is 200 millimeters if approved mix design includes a
high-range water reducer.

\(2\) Concrete with a water reducing and retarding admixture conforming
to AASHTO M 194, type D.

\(3\) A latex modified concrete with 0.31 liters of modifier per
kilogram of cement.

\(4\) Measure the slump 4 to 5 minutes after the concrete is discharged
from the mixer.

Table 552-2

Minimum Air Content for Air Entrained Concrete

+----------------------------------+-----------------------------------+
| **Nominal Maximum**              | **As Delivered Minimum Air**      |
|                                  |                                   |
| **Aggregate Size**               | **Content ^(1)^**                 |
+----------------------------------+-----------------------------------+
| 75 mm                            | 3.0                               |
+----------------------------------+-----------------------------------+
| 63 mm                            | 3.5                               |
+----------------------------------+-----------------------------------+
| 50 mm                            | 3.5                               |
+----------------------------------+-----------------------------------+
| 37.5 mm                          | 4.0                               |
+----------------------------------+-----------------------------------+
| 25 mm                            | 4.5                               |
+----------------------------------+-----------------------------------+
| 19 mm                            | 4.5                               |
+----------------------------------+-----------------------------------+
| 12.5 mm                          | 5.5                               |
+----------------------------------+-----------------------------------+

\(1\) These air contents apply to the total mix. When testing these
concretes, aggregate larger than 37.5 millimeters is removed by
handpicking or sieving and air content is determined on the minus
37.5-millimeter fraction of the mix. Air content of the total mix is
computed from the value determined on the minus 37.5-millimeter
fraction.

Submit concrete mix designs on FHWA Form 1608.

Verify mixture design with trial mixes prepared according to ACI 318
from proposed source(s) or with previous concrete production data for
the mixture design submitted from proposed source(s). Submit written
concrete mix designs for approval at least 36 days before production.
Each mix design submittal shall include all of the following:

**(a)** Project identification;

**(b)** Name and address of Contractor and concrete producer;

**(c)** Mix design designation;

**(d)** Class of concrete and intended use;

**(e)** Material proportions;

**(f)** Name and location of material sources for aggregate, cement,
admixtures, and water; and

**(g)** Type of cement and type of cement replacement if used. Fly ash,
ground iron blast-furnace slag, or silica fume may partially replace
cement in any mix as follows:

**(1) Fly ash.**

*(a) Class F.* Not more than 20 percent of the minimum mass of portland
cement in Table 552-1 may be replaced with class F fly ash at the rate
of 1.5 parts fly ash per 1 part portland cement.

*(b) Class C.* Not more than 25 percent of the minimum mass of portland
cement in Table 552-1 may be replaced with class C fly ash at the rate
of 1 part fly ash per 1 part portland cement.

**(2) Ground iron blast-furnace slag.** Not more than 50 percent of the
minimum mass of portland cement in Table 552-1 may be replaced with
ground iron blast-furnace slag at the rate of 1 part slag per 1 part
portland cement.

**(3) Silica fume (microsilica).** Not more than 10 percent of the
minimum mass of portland cement in Table 552-1 may be replaced with
silica fume at the rate of 1 part silica fume per 1 part portland
cement.

For concrete exposed to deicing chemicals, fly ash will constitute no
more than 25 percent and silica fume no more than 10 percent of the
total replacement weight. Additionally, fly ash, slag, and silica fume
will constitute no more than 50 percent of the total replacement weight.

The water/cement ratio for modified concrete is the ratio of the mass of
water to the combined masses of hydraulic cement and cement substitute.

**(h)** Cement content in kilograms per cubic meter of concrete.

**(i)** The saturated surface dry batch mass of the coarse and fine
aggregate in kilograms per cubic meter of concrete.

**(j)** Water content in kilograms per cubic meter of concrete.

**(k)** Water/cement ratio.

**(l)** Dosage of admixtures. When requested by the CO, provide a
qualified person from the admixture manufacturer to help establish the
proper dosage. Do not mix chemical admixtures together in a mix unless
they are compatible. Furnish supporting documentation of compatibility
from the manufacturers. Do not use high range water reducers for bridge
decks.

**(1) Air-entraining admixtures.** Entrained air may be obtained with
either an air-entraining hydraulic cement or an air entraining
admixture.

**(2) Set accelerating admixtures.** Do not use chloride accelerators.
Do not use set accelerating admixtures with class P (prestressed)
concrete.

**(3) Hydration stabilizing admixtures.** Hydration stabilizing
admixtures may be used to extend the allowable delivery time for
concrete. Base the dosage on the time needed to delay the initial set of
the concrete for delivery and discharge on the job. Include the design
discharge time limit in the dosage submittal. The maximum allowable
design discharge time is 3.50 hours.

**(m)** Sieve analysis of fine and coarse aggregate.

**(n)** Absorption of fine and coarse aggregate.

**(o)** Bulk specific gravity (dry and saturated surface dry) of fine
and coarse aggregate.

**(p)** Dry rodded unit mass of coarse aggregate in kilograms per cubic
meter.

**(q)** Fineness modulus (FM) of fine aggregate.

**(r)** Material certifications for cement, admixtures, and aggregate.

**(s)** Target values for concrete slump with and without high-range
water reducers.

**(t)** Target values for concrete air content. Include the proposed
range of air content for concrete to be incorporated into the work.
Describe the methods by which air content will be monitored and
controlled. Provide acceptable documentation that the slump and
compressive strength of the concrete are within specified limits
throughout the full range of proposed air content.

**(u)** Concrete unit mass.

**(v)** Specified design strength (f^'^~c~) and required average
strength (f^'^~cr~) for the concrete mixture at 28 days based on ACI
318. When insufficient data is available, select (f^'^~cr~) from Table
552-3. Pending 28-day strength results, a mix design may be approved on
the basis that 7-day compressive strength results meet or exceed 85
percent of the required average strength (f^'^~cr~) at 28 days.

Table 552-3

Required Average Strength

+---------------------------------+------------------------------------+
| **Specified design strength     | **Required average strength        |
| (f^'^~c~)**                     | (f^'^~cr~)**                       |
|                                 |                                    |
| **(MPa)**                       | **(MPa)**                          |
+---------------------------------+------------------------------------+
| Less than 21                    | f^'^~c~ + 7                        |
+---------------------------------+------------------------------------+
| 21- 34                          | f^'^~c~ + 8.5                      |
+---------------------------------+------------------------------------+
| Greater than 35                 | f^'^~c~ + 10                       |
+---------------------------------+------------------------------------+

**(w)** Compressive strengths test results at 7 and 28 days. Each
compressive strength test consists of two or more cylinders tested
according to AASHTO T 22 at the same age.

**(x)** Material samples if requested.

Begin production only after the mix design is approved.

Furnish a new mix design for approval if there is a change in a source
of material or when the fineness modulus of the fine aggregate changes
by more than 0.20.

**552.04 Storage and Handling of Material.** Store and handle all
material in a manner that prevents segregation, contamination, or other
harmful effects. Do not use cement and fly ash containing evidence of
moisture contamination. Store and handle aggregate in a manner that
ensures a uniform moisture content at the time of batching.

**552.05 Measuring Material.** Batch the concrete according to the
approved 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 specified tolerances
are maintained.

**552.06 Batching Plant, Mixers, and Agitators.** Use a batching plant,
mixer, and agitator conforming to AASHTO M 157. Continuous volumetric
mixing equipment shall conform to AASHTO M 241.

**552.07 Mixing.** Mix the concrete in a central-mix plant or in truck
mixers. Operate all equipment within manufacturer\'s recommended
capacity. Produce concrete of uniform consistency.

**(a) Central-mix plant.** Dispense liquid admixtures through a
controlled flowmeter. Use dispensers with sufficient capacity to
measure, at one time, the full quantity of admixture required for each
batch. If more than one admixture is used, dispense each with separate
equipment.

Charge the coarse aggregate, one third of the water, and all air
entraining admixture into the mixer first, then add remainder of the
material.

Mix for at least 50 seconds. Begin mixing time after all cement and
aggregate are in the drum. Add the remaining water during the first
quarter of the mixing time. Add 4 seconds to the mixing time if timing
starts the instant the skip reaches its maximum raised position.
Transfer time in multiple-drum mixers is included in mixing time. Mixing
time ends when the discharge chute opens.

Remove the contents of an individual mixer before a succeeding batch is
charged into the drum.

**(b) Truck mixer.** Do not use mixers with any section of the blades
worn 25 millimeters or more below the original manufactured height. Do
not use mixers and agitators with accumulated hard concrete or mortar in
the mixing drum.

Add admixtures to the mix water before or during mixing.

Charge the batch into the drum so a portion of the mixing water enters
in advance of the cement.

Mix each batch of concrete according to AASHTO M 157.

**552.08 Delivery.** Produce and deliver concrete to permit a continuous
placement with no concrete achieving initial set before the remaining
concrete being placed adjacent to it. Deliver, handle, and place
concrete in such a manner as to minimize rehandling of the concrete and
prevent any damage to the structure.

Do not place concrete that has developed an initial set. Never re-temper
concrete by adding water.

If a hydration stabilizing admixture is approved for use in the concrete
mix, deliver and place the concrete within the approved design discharge
time limit. Limit the slump loss to no more than 50 millimeters during
the stabilization period. An approved and compatible hydration activator
may be used at the discharge sit to ensure proper placement and testing.

**(a) Truck mixer/agitator.** Use the agitating speed for all rotation
after mixing. When a truck mixer or truck agitator is used to transport
concrete that is completely mixed in a stationary central construction
mixer, mix during transportation at manufacturer\'s recommended
agitating speed.

If the concrete has not obtained an initial set, water and admixtures in
the approved mix design may be added one time at the project to obtain
the required slump or air content. The total of all water in the mix
shall not exceed the maximum water/cement ratio of the approved mix
design. Remix the concrete and added water or admixtures with 30
revolutions at mixing speed. After the initial introduction of mixing
water to cement or cement to aggregates, complete the remixing within
the time specified in Table 552-4. After the beginning of the addition
of the cement, complete the discharge of the concrete within the time
specified in Table 552-4.

Table 552-4

Concrete Remixing and Discharge Time Limits

+------------------------+-----------------+------------+--------------+
| **Cement Type**        | **Admixtures**  | **Remixing | **Discharge  |
|                        |                 | Time Limit | Time**       |
|                        |                 | (hour)**   |              |
|                        |                 |            | **Limit      |
|                        |                 |            | (hour)**     |
+------------------------+-----------------+------------+--------------+
| Type I, IA, II, IIA,   | None            | 0.75       | 1.00         |
| V, or approved blended |                 |            |              |
| hydraulic cement       |                 |            |              |
+------------------------+-----------------+------------+--------------+
| Type I, IA, II, IIA,   | AASHTO M 194,   | 1.25       | 1.50         |
| V, or approved blended | type B, D, or G |            |              |
| hydraulic cement       |                 |            |              |
+------------------------+-----------------+------------+--------------+
| Type I, IA, II, IIA,   | Hydration       | 3.00       | Approved     |
| V, or approved blended | stabilizer      |            | design       |
| hydraulic cement       |                 |            | discharge    |
|                        |                 |            | time limit,  |
|                        |                 |            | 3.50 maximum |
+------------------------+-----------------+------------+--------------+
| Type III ^(1)^         | None            | 0.50       | 0.75         |
+------------------------+-----------------+------------+--------------+
| Type III ^(1)^         | AASHTO M 194,   | 1.00       | 1.25         |
|                        | type B, D, or G |            |              |
+------------------------+-----------------+------------+--------------+

> \(1\) AASHTO M 85, type III.

**(b) Nonagitating equipment.** Nonagitating equipment may be used to
deliver concrete if the concrete discharge is completed within 20
minutes from the beginning of the addition of the cement to the mixing
drum. Use equipment with smooth, mortar tight, metal containers capable
of discharging the concrete at a controlled rate without segregation.
Provide covers when needed for protection.

**552.09 Quality Control of Mix.** Submit and follow a quality control
plan according to Sections 153 and 154 as applicable and the following.

**(a) Mixing.** Designate a competent and experienced concrete
technician to be at the mixing plant in charge of the mixing operations
and to be responsible for the overall quality control including:

**(1)** The proper storage and handling of all components of the mix;

**(2)** The proper maintenance and cleanliness of plant, trucks, and
other equipment;

**(3)** The gradation testing of fine and coarse aggregates;

**(4)** The determination of the fineness modulus of fine aggregate;

**(5)** The measurement of moisture content of the aggregates and
adjusting the mix proportions as required before each day\'s production
or more often if necessary to maintain the required water/cement ratio;

**(6)** The computation of the batch masses for each day\'s production
and the checking of the plant\'s calibration as necessary; and

**(7)** The completion of batch tickets. Include the following
information:

*(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 volume;

*(h)* Moisture corrections for aggregate moisture;

*(i)* Total water in mix at plant;

*(j)* Time of batching and time at which discharge must be completed;

*(k)* Maximum water that may be added to the mix at the project; and

*(l)* If a hydration stabilizing admixture is used, record the slump at
the plant after adding the stabilizer.

Provide equipment necessary for the above tests and controls. Furnish
copies of work sheets for (3), (4), (5), and (6) as they are completed.

**(b) Delivery and sampling.** Designate at least one competent and
experienced concrete technician to be at the project and be responsible
for concrete delivery, discharge operations, and sampling that include
the following:

**(1)** The verification that adjustments to the mix before discharge
comply with the specifications.

**(2)** The completion of the batch ticket, the recording of the
apparent water/cement ratio, and the time discharge is completed.
Furnish a copy of each batch ticket at the time of placement.

**(3)** The furnishing of all equipment and the performing of
temperature, unit mass, air content, slump, and other tests to verify
specification compliance before and during each placement operation.

If hydration stabilizing admixture is used, determine the slump before
placement. Do not use concrete with a slump loss of more than 50
millimeters as compared to the slump recorded at the batch plant.

Sample every batch after at least 0.2 cubic meters are discharged and
before placing any of the batch in the forms. When continuous mixing is
used, sample approximately every 7.5 cubic meters. Test the air content
according to AASHTO T 152 or AASHTO T 196.

Test unit mass, slump, and temperature according to Subsection 552.19.

If 3 successive samples are tested and compliance to the specifications
is indicated, screening tests may be reduced to an approved frequency.
Resume initial testing frequency if a test shows a failing temperature,
air content, slump or when directed.

If there is no prior experience with the approved mix design or if
special handling procedures, such as pumping, change one or more of the
characteristics between discharge of the load and placing in the forms,
correlate the discharge tests with the placement tests to define these
changes. Provide documentation. Repeat the correlations as often as
necessary or as directed.

**(4)** Take samples according to AASHTO T 141 from specified loads.
Composite samples are not required. The point of sampling is from the
discharge stream at the point of placement. Provide cylinder molds. Make
at least 4 compressive strength test cylinders, provide the appropriate
initial curing, and carefully transport the cylinders to the project
curing facility. Two of the 4 cylinders will be used for 28-day
compressive strength tests. The remaining cylinders will be used for
verification, projected strengths, or other purposes specified. Assist
in the performing of other tests as requested.

**552.10 Temperature and Weather Conditions.** Maintain the temperature
of the concrete mixture just before placement between 10 and 30 ºC,
except maintain the concrete for bridge decks between 10 and 25 ºC.

**(a) Cold weather.** Cold weather is defined as a period when, for more
than 3 consecutive days, the following conditions exist: (1) the average
of the highest and the lowest temperatures occurring during the period
from midnight to midnight is less than 5 °C and (2) the air temperature
is not greater than 10 °C for more than one-half of any 24-hour period.

When cold weather is reasonably expected or has occurred within 7 days
of anticipated concrete placement, submit a detailed plan for the
producing, transporting, placing, protecting, curing, and temperature
monitoring of concrete during cold weather. ACI 306 may be used for
guidance in developing the plan. Include procedures for accommodating
abrupt changes in weather conditions. Do not commence placement until
plan is accepted. Acceptance of a plan will take at least 1 day.

Have all material and equipment required for protection available at or
near the project before commencing cold weather concreting.

Remove all snow, ice, and frost from the surfaces, including
reinforcement and subgrade, against which the concrete is to be placed.
The temperature of any surface that comes into contact with fresh
concrete shall be at least 2 ºC and shall be maintained at a temperature
of 2 ºC or above during the placement of the concrete.

Place heaters and direct ducts so as not to cause concrete drying or
fire hazards. Vent exhaust flue gases from combustion heating units to
the outside of any enclosures. Heat the concrete components in a manner
that is not detrimental to the mix. Do not heat cement or permit the
cement to come into contact with aggregates that are hotter than 40 ºC.
Concrete at the time of placement shall be of uniform temperature and
free of frost lumps. Do not heat aggregates with a direct flame or on
sheet metal over fire. Do not heat fine aggregate by direct steam. The
addition of salts to prevent freezing is not permitted.

During cold weather, protect all concrete for at least 72 hours
according to Table 552‑5. Protect concrete exposed in the final
construction for at least 7 days according to Table 552-5.

Furnish and place continuously recording surface temperature measuring
devices that are accurate within ±1 ºC.

At the end of the protection period, allow the concrete to cool
gradually over 24 hours at a rate not to exceed the maximum values shown
in Table 552-5. All protection may be removed when the concrete surface
temperature is within 15 ºC of the ambient air temperature.

Table 552-5

Cold Weather Concrete Surface Temperatures

+----------------------------+--------+---------+-----------+--------+
| Minimum section size       | \< 300 | 300 -   | 900 -     | \>     |
|                            |        | 900     | 1800      | 1800   |
| dimension, mm              |        |         |           |        |
+----------------------------+--------+---------+-----------+--------+
| Minimum temperature of     | 13 ºC  | 10 ºC   | 7 ºC      | 4 ºC   |
|                            |        |         |           |        |
| Concrete during protection |        |         |           |        |
| period                     |        |         |           |        |
+----------------------------+--------+---------+-----------+--------+
| Maximum allowable          | 28 ºC  | 22 ºC   | 17 ºC     | 11 ºC  |
| temperature drop in any    |        |         |           |        |
| 24-hour period after end   |        |         |           |        |
| of protection              |        |         |           |        |
+----------------------------+--------+---------+-----------+--------+

**(b) Hot weather.** Hot weather is any time during the concrete
placement that the ambient temperature at the work site is above 35 ºC.

In hot weather, cool all surfaces that come in contact with the mix to
below 35 ºC. Cool by covering with wet burlap or cotton mats, fog
spraying with water, covering with protective housing, or by other
approved methods.

During placement, maintain concrete temperature by using any combination
of the following:

**(1)** Shade the material storage areas or production equipment;

**(2)** Cool aggregate by sprinkling; and

**(3)** Cool aggregate and water by refrigeration or replacing a portion
or all of the mix water with flaked or crushed ice to the extent that
the ice completely melts during mixing of the concrete.

**(c) Evaporation.** When placing concrete in bridge decks or other
exposed slabs, limit expected evaporation rate to less than 0.5
kilograms per square meter per hour as determined by Figure 552-1.

When necessary, take one or more of the following actions:

**(1)** Construct windbreaks or enclosures to effectively reduce the
wind velocity throughout the area of placement.

**(2)** Use fog sprayers upwind of the placement operation to
effectively increase the relative humidity.

**(3)** Reduce the temperature of the concrete according to (b) above.

**(d) Rain.** At all times during and immediately after placement,
protect the concrete from rain.

**552.11 Handling and Placing Concrete.** Perform the work under Section
208. Construct reinforcing steel, structural steel, bearing devices,
joint material, and miscellaneous items according to the appropriate
Sections.

**(a) General.** Design and construct falsework and forms according to
Section 562. Handle, place, and consolidate concrete by methods that do
not cause segregation and will result in dense homogeneous concrete
which is free of voids and rock pockets. Placement methods shall not
cause displacement of reinforcing steel or other material that is
embedded in the concrete. Place and consolidate concrete before initial
set. Do not retemper concrete by adding water to the mix.

![](media/image1.png){width="3.854861111111111in"
height="5.366666666666666in"}

Figure 552-1

Evaporation Rate of Surface Moisture

**Note:** Example shown by dashed lines is for an air temperature of
22.5 ºC, relative humidity of 90 percent, concrete temperature of 36 ºC,
and a wind velocity of 22.5 kilometers per hour. This results in a rate
of evaporation of 1.75 kilograms per square meter per hour.

Do not place concrete until the forms, all embedded material, and the
adequacy of the foundation material have been inspected.

Remove all mortar, debris, and foreign material from the forms and
reinforcing steel before commencing placement. Thoroughly moisten the
forms and subgrade immediately before concrete is placed against them.
Temporary form spreader devices may be left in place until concrete
placement precludes their need, after which they shall be removed.

Place concrete continuously without interruption between planned
construction or expansion joints. The delivery rate, placing sequence,
and methods shall be such that fresh concrete is always placed and
consolidated against previously placed concrete before initial set has
occurred in the previously placed concrete. Do not allow the time
between the placement of successive batches to exceed 30 minutes.

During and after placement of concrete, do not damage previously placed
concrete or break the bond between the concrete and reinforcing steel.
Keep workers off fresh concrete. Do not support platforms for workers
and equipment directly on reinforcing steel. Once the concrete is set,
do not disturb the forms or reinforcing bars that project from the
concrete until it is of sufficient strength to resist damage.

**(b) Sequence of placement.**

**(1) Substructures.** Do not place loads on finished bents, piers, or
abutments until concrete cylinder tests from the same concrete cured
under the same conditions as the substructure element indicate that all
concrete has at least 80 percent of its required 28-day compressive
strength.

**(2) Vertical members.** For vertical members less than 5 meters in
height, allow the concrete to set for at least 30 minutes before placing
integral horizontal members. For vertical members over 5 meters in
height, allow at least 12 hours. Do not transfer loads from horizontal
members until the concrete has reached the specified strength and has
been in place at least 7 days.

Do not mount friction collars or falsework brackets on vertical members
until the concrete has cured for at least 7 days or has reached
specified strength.

**(3) Superstructures.** Place concrete in the superstructure only after
the substructure forms are stripped to allow inspection of the
supporting concrete.

For concrete placed in T-beams or deck girders with depths greater than
1.2 meters, allow 5 days cure time for the stem concrete before
placement of the top or deck slab.

For box girders, place the bottom slab and stems in one or separate
placements. Do not place the top slab until the stems have 5 days cure
time.

**(4) Arches.** To minimize shrinkage stresses, place concrete for
arches in alternate lateral sections. Placement sequence should take
into account deflections of the arch centering, with the abutment
sections preferably placed last. Place other sections symmetrically with
respect to the center of the bridge span. Where wide barrel arches
require a longitudinal joint, place concrete on each side of such joint
independently of the centering to avoid relative settlements. Bond the
sections together with suitable keys or dowels.

**(5) Box culverts.** Place the base slab of box culverts and allow to
set 24 hours before the remainder of the culvert is constructed.

**(6) Precast elements.** Place and consolidate concrete so that
shrinkage cracks are not produced in the member.

**(c) Placing methods.** Use equipment of sufficient capacity that is
designed and operated to prevent mix segregation and mortar loss. Do not
use equipment that causes vibrations that could damage the
freshly-placed concrete. Do not use equipment with aluminum parts that
come in contact with the concrete. Remove set or dried mortar from
inside surfaces of placing equipment.

Place concrete as near as possible to its final position. Do not place
concrete in horizontal layers greater than 0.5 meter thick. Do not
exceed the vibrator capacity to consolidate and merge the new layer with
the previous layer. Do not place concrete at a rate that, when corrected
for temperature, exceeds the design loading of the forms.

Do not drop unconfined concrete more than 2 meters. Concrete may be
confined by using a tube fitted with a hopper head or other approved
device that prevents mix segregation and mortar spattering. This does
not apply to cast-in-place piling when concrete placement is completed
before initial set occurs in the concrete placed first.

Operate concrete pumps so that a continuous stream of concrete without
air pockets is delivered at the tube discharge. Do not use conveyor belt
systems longer than 170 meters when measured from end to end of the
total belt assembly. Arrange the belt assembly so that each section
discharges into a vertical hopper to the next section without mortar
adhering to the belt. Use a hopper, chute, and deflectors at the
discharge end of the conveyor belt system to cause the concrete to drop
vertically.

**(d) Consolidation.** Provide sufficient hand-held internal concrete
vibrators suitable for the conditions of concrete placement. Use
vibrators conforming to Table 552-6. Provide rubber-coated vibrators
when epoxy-coated reinforcement is used.

Table 552-6

Hand Held Vibratory Requirements

+--------------------+-------------------------+-----------------------+
| **Head Diameter**  | **Frequency**           | **Radius of Action**  |
|                    |                         |                       |
| **(millimeters)**  | **(vibrations/minute)** | **(millimeters)**     |
+--------------------+-------------------------+-----------------------+
| 19 to 38           | 10 000 to 15 000        | 75 to 125             |
+--------------------+-------------------------+-----------------------+
| 32 to 64           | 9 000 to 13 500         | 125 to 255            |
+--------------------+-------------------------+-----------------------+
| 50 to 89           | 8 000 to 12 000         | 180 to 485            |
+--------------------+-------------------------+-----------------------+

Provide a sufficient number of vibrators to consolidate each batch as it
is placed. Provide a spare vibrator at the site in case of breakdown.
Use external form vibrators only when the forms have been designed for
external vibration and when internal vibration is not possible.

Consolidate all concrete by mechanical vibration immediately after
placement. Manipulate vibrators to thoroughly work the concrete around
reinforcement, embedded fixtures, corners, and angles in the forms. Do
not cause segregation. Do not consolidate concrete placed underwater.
Supplement vibration with spading, as necessary, to ensure smooth
surfaces and dense concrete along form surfaces, in corners, and at
locations impossible to reach with the vibrators.

Vibrate the concrete at the point of deposit and at uniformly spaced
points not farther apart than 1.5 times the radius over which the
vibration is visibly effective. Insert vibrators so that the affected
vibrated areas overlap. Do not use vibrators to move concrete. Insert
vibrators vertically and slowly withdraw from the concrete. The
vibration shall be of sufficient duration and intensity to thoroughly
consolidate the concrete but not to cause segregation. Do not vibrate at
any one point long enough to cause localized areas of grout to form. Do
not vibrate reinforcement.

**(e) Underwater placement.** Underwater placement of concrete is
permitted only for seal concrete and drilled shafts. If other than seal
concrete is used, increase the minimum cement content by 10 percent. Use
tremies, concrete pumps, or other approved methods for placement.

**(1) Tremies.** Use watertight tremies, with a diameter of 250
millimeters or more. Fit the top with a hopper. Use multiple tremies as
required. Make tremies capable of being rapidly lowered to retard or
stop the flow of concrete.

At the start of concrete placement, seal the discharge end and fill the
tremie tube with concrete. Keep the tremie tube full of concrete to the
bottom during placement. If water enters the tube, withdraw the tremie,
and reseal the discharge end. Maintain continuous concrete flow until
the placement is completed.

**(2) Concrete pumps.** Use pumps with a device at the end of the
discharge tube to seal out water while the tube is first being filled
with concrete. When concrete flow is started, keep the end of the
discharge tube full of concrete and below the surface of the deposited
concrete until placement has been completed.

Place underwater concrete continuously from start to finish in a dense
mass. Place each succeeding layer of concrete before the preceding layer
has taken initial set. Use more than one tremie or pump as necessary to
ensure compliance with this requirement. Keep the concrete surface as
horizontal as practicable. Do not disturb after placement. Maintain
still water at the point of deposit.

Dewater after test specimens cured under similar conditions indicate
that the concrete has sufficient strength to resist the expected loads.
Remove all laitance or other unsatisfactory material from the exposed
concrete.

**(f) Concrete railings and parapets.** Use smooth, tight-fitting, rigid
forms. Neatly miter corners. Place concrete railings and parapets after
the centering or falsework for the supporting span is released. Remove
forms without damaging the concrete. Finish all corners to be true,
clean-cut, and free from cracks, spalls, or other defects.

Cast precast railing members in mortar-tight forms. Remove precast
members from molds as soon as the concrete has sufficient strength to be
self-supporting. Protect edges and corners from chipping, cracking, and
other damage. Cure according to Subsection 552.15(b). The curing period
may be shortened, as approved, by using moist heat, type III portland
cement, or water reducing agents.

**552.12 Construction Joints.** Provide construction joints at locations
shown on the plans. Written approval is required for any additional
construction joints.

Extend reinforcing steel uninterrupted through construction joints. Do
not lap splice or mechanically splice reinforcing in the construction
joint. Embed lap splices or mechanical splices within the concrete. Do
not use dowels. At horizontal construction joints, place gauge strips
inside the forms along all exposed faces to produce straight joint
lines.

When the joint is between two fresh concrete placements, rough float the
first placement to thoroughly consolidate the surface and leave the
joint surface in a roughened condition. Keep the joint surface
saturated. Immediately before placing the new concrete, draw the forms
tightly against previously-placed concrete and, where accessible,
thoroughly coat the joint surface with a very thin coating of cement
mortar.

When the joint is between existing concrete and a new placement,
abrasive blast clean or use other approved methods to remove all
laitance and foreign material, to expose clean aggregate, and to roughen
the joint surface. Before concrete placement, apply approved bonding
products to the joint surface according to the manufacturer's
recommendation.

**552.13 Expansion and Contraction Joints.**

**(a) Open joints.** Form open joints with a wooden strip, metal plate,
or other approved material. Remove the joint forming material without
chipping or breaking the corners of the concrete. Do not extend
reinforcement across an open joint.

**(b) Filled joints.** Cut premolded expansion joint filler to the shape
and size of the surface being jointed. Secure the joint filler on one
surface of the joint using galvanized nails or other acceptable means.
Splice according to the manufacturer\'s recommendations. After form
removal, remove and neatly cut all concrete or mortar that has sealed
across the joint. Fill all joint gaps 3 millimeters or wider with hot
asphalt or other approved filler. Place all necessary dowels, load
transfer devices, and other devices as shown on the plans or as
directed.

**(c) Steel joints.** Fabricate plates, angles, or other structural
shapes accurately to conform to the concrete surface. Set joint opening
to conform to the ambient temperature at the time of concrete placement.
Securely fasten the joints to keep them in correct position. Maintain an
unobstructed joint opening during concrete placement.

**(d) Compression joint seals.** Use one-piece compression joint seals
for transverse joints and the longest practicable length for
longitudinal joints. Clean and dry joints and remove spalls and
irregularities. Apply a lubricant-adhesive as a covering film to both
sides of the seal immediately before installation. Compress the seal and
place it in the joint as recommended by the manufacturer. Make sure the
seal is in full contact with the joint walls throughout its length.

Remove and discard all seals that are twisted, curled, nicked or
improperly formed. Remove and reinstall joint seals that elongate more
than 5 percent of their original length when compressed. Remove all
excess lubricant-adhesive before it dries.

**(e) Elastomeric expansion joint seal.** Install the joint according to
the manufacturer\'s recommendations and in conformance with the plans.

**552.14 Finishing Plastic Concrete.** Strike off concrete surfaces
which are not placed against forms. Float finish the concrete surface.
Remove any laitance or thin grout. Carefully tool all nonchamfered edges
with an edger. Leave edges of joint filler exposed.

Protect the surface from rain damage.

Provide at least two work bridges capable of supporting the workers and
equipment during placement, curing, and finishing operations without
sagging or vibrating. Place the work bridges at a reasonable height
above the concrete surface to not impede worker performance and not
touch the finished or fresh concrete surface.

**(a) Striking off and floating.** For bridge decks or top slabs of
structures serving as finished pavements, use an approved power driven
finishing machine equipped with a screed that oscillates in a transverse
direction. If approved, use hand-finishing methods for irregular areas
where the use of a machine is impractical.

Strike off all surfaces using equipment supported by and traveling on
screed rails or headers. Do not support rails within the limits of the
concrete placement without approval.

Set rails or headers on nonyielding supports so the finishing equipment
operates without interruption over entire surface being finished. Extend
rails beyond both ends of the scheduled concrete placement a sufficient
distance to enable finishing machine to finish the concrete being
placed.

Set rails the entire length of steel girder superstructures.

Adjust rails, headers, and strike-off equipment to the required profile
and cross-section allowing for anticipated settlement, camber, and
deflection of falsework.

Before beginning delivery and placement of concrete, operate the
finishing machine over the entire area to be finished to check for
excessive rail deflections, deck thickness, reinforcing steel cover, and
to verify proper operation of equipment. Make necessary corrections
before concrete placement begins.

After placing the concrete, operate finishing machine over the concrete
as needed to obtain the required profile and cross-section. Keep a
slight roll of excess concrete in front of the cutting edge of the
screed at all times. Maintain this excess of concrete to the end of the
pour or form and then remove and waste it. Adjust rails or headers as
necessary to correct for unanticipated settlement or deflection.

Remove rail supports embedded in the concrete to at least 50 millimeters
below the finished surface. Clean the voids of dust and debris using
compressed air or other means. Apply approved bonding material in the
voids. Fill the voids with fresh concrete of the same type and property
as previously placed. Finish the surface with a float, roller or other
approved device as necessary to remove all local irregularities.

Remove all excess water, laitance, or foreign material brought to the
surface using a squeegee or straightedge drawn from the center of the
slab towards either edge. Do not apply water to the surface of the
concrete during finishing operations.

**(b) Straightedging.** Check all slab and sidewalk surfaces. Check the
entire surface parallel to the centerline of the bridge with a 3-meter
metal straightedge. Overlap the straightedge at least half the length of
the previous straightedge placement.

Correct deviations in excess of 3 millimeters from the testing edge of
the straightedge. For deck surfaces that are to receive an overlay,
correct deviations in excess of 6 millimeters.

**(c) Texturing.** Finish after floating or at a time when finishing
operations will not displace aggregate. Produce a skid-resistant surface
texture on all driving surfaces by grooving. Use one of the following
finishes or a combination thereof for other surfaces as required.

**(1) Grooved finish.** Use a float having a single row of fins or an
approved machine designed specifically for sawing grooves in concrete
pavements. Space fins 10 to 20-millimeters on centers. Make the grooves
2 to 5‑millimeters wide and 3 to 5-millimeters deep. Groove
perpendicular to the centerline without tearing the concrete surface or
loosening surface aggregate.

If grooves are sawn, cut the grooves approximately 5 millimeters wide at
a spacing of 15 to 25 millimeters.

On bridge decks, discontinue grooving 300 millimeters from curb face and
provide a longitudinal troweled finish on the surface of gutters.

**(2) Sidewalk finish.** Strike off the surface using a strike board and
then float the surface. Use an edging tool on edges and expansion
joints. Broom the surface using a broom with stiff bristles, broom
perpendicular to the centerline from edge to edge with adjacent strokes
slightly overlapped. Produce regular corrugations not over 3 millimeters
in depth without tearing the concrete. While the concrete is plastic,
correct porous spots, irregularities, depressions, small pockets, and
rough spots. Groove contraction joints at the required interval using an
approved grooving tool.

**(3) Troweled and brushed finish.** Use a steel trowel to produce a
slick, smooth surface free of bleed water. Brush the surface with a fine
brush using parallel strokes.

**(4) Exposed aggregate finish.** Strike off the surface using a strike
board and then float the surface. Use an edging tool on all transverse
and longitudinal joints that are against forms or existing pavement. Do
not edge transverse joints in a continuous lane pour or longitudinal
joints in a continuous dual lane pour.

As soon as the concrete hardens sufficiently to prevent particles of
gravel from being dislodged, broom the surface. Use stiff brushes
approved by the CO. Exercise care to prevent marring of the surface and
cracking or chipping of slab edges or joints. If approved by the CO,
apply a light spray of retardant to the unfinished surface to facilitate
this work.

First, broom transversely across the pavement. Pull the loosened
semi-stiff mortar entirely off the pavement. Remove the mortar from all
adjacent pavements. Then broom parallel to the pavement centerline.
Continue this operation until a sufficient amount of coarse aggregate is
exposed. Other methods of aggregate exposure, such as using a water
spray attachment on a special exposed aggregate broom, will be permitted
if satisfactory results are demonstrated.

After curing according to Subsection 552.15(b) or (c), wash the surface
with brush and water to remove all laitance and cement from the exposed
coarse aggregate.

**(d) Surface underneath bearings.** Finish all bearing surfaces to
within 5 millimeters of plan elevation. When a masonry plate is to be
placed directly on the concrete or on filler material less than
5-millimeters thick, finish the surface with a float to an elevation
slightly above plan elevation. After the concrete is set, grind the
surface as necessary to provide a full and even bearing.

When a masonry plate is to be set on filler material between 5 and
15-millimeters‑thick, finish the surface with a steel trowel. Finish or
grind the surface so that it does not vary from a straightedge in any
direction by more than 2 millimeters.

When a masonry plate is to be set on filler material greater than
15-millimeters-thick or when an elastomeric bearing pad is to be used,
finish the surface to a plane surface free of ridges.

When required under a masonry plate or elastomeric bearing pad, use
mortar in the proportions of 1 part masonry or hydraulic cement and 1.5
parts clean sand. Thoroughly mix sand and cement before adding water.
Mix only enough mortar for immediate use. Discard mortar that is more
than 45 minutes old. Do not re-temper mortar. Cure mortar at least 3
days and do not apply loads to mortar for at least 48 hours. Do not mix
and use mortar during freezing conditions. Mortar sand shall conform to
AASHTO M 45. Proprietary products may be used with approval.

**(e) Surface underneath waterproofing membrane deck seal.** Surfaces
that are to be covered with a waterproofing membrane deck seal shall not
be coarse textured, but shall be finished to a smooth surface and free
of ridges and other projections.

**552.15 Curing Concrete.** Begin curing immediately after the free
surface water has evaporated and the finishing is complete. If the
surface of the concrete begins to dry before the selected cure method
can be implemented, keep concrete surface moist using a fog spray
without damaging the surface.

Keep surfaces to be rubbed moist after forms are removed. Cure
immediately following the first rub.

Cure the top surfaces of bridge decks using the liquid membrane curing
compound method combined with the water method. Apply liquid membrane
curing compound immediately after finishing. Apply the water cure within
4 hours after finishing.

Cure all concrete uninterrupted for at least 7 days. If pozzolans in
excess of 10 percent by mass of the hydraulic cement is used in the mix,
cure uninterrupted for at least 10 days.

**(a) Forms inplace method.** For formed surfaces, leave the forms
inplace without loosening. If forms are removed during the curing period
to facilitate rubbing, only strip forms from those areas able to be
rubbed during the same shift. During rubbing, keep the surface of the
exposed concrete moist. After the rubbing is complete, continue curing
process using the water method for the remainder of the curing period.

**(b) Water method.** Keep the concrete surface continuously wet by
ponding, spraying, or covering with material that is kept continuously
and thoroughly wet. Covering material may consist of cotton mats,
multiple layers of burlap, or other approved material that does not
discolor or otherwise damage the concrete.

Cover the covering material with a waterproof sheet material that
prevents moisture loss from the concrete. Use the widest sheets
practical. Lap adjacent sheets at least 150 millimeters, and tightly
seal all seams with pressure sensitive tape, mastic, glue, or other
approved methods. Secure all material so that wind does not displace it.
Immediately repair sheets that are broken or damaged.

**(c) Liquid membrane curing compound method.** Do not use the liquid
membrane method on surfaces to receive a rubbed finish. Use on
construction joint surfaces is permitted only if the compound is removed
by sandblasting before placement of concrete against the joint.

Use type 2, white-pigmented, liquid membrane only on the top surfaces of
bridge decks or on surfaces not exposed to view in the completed work.
Use type 1 or 1-D clear curing compounds on other surfaces.

Mix membrane curing solutions containing pigments before use. Continue
to agitate during application. Use equipment capable of producing a fine
spray. Apply the curing compound at a minimum rate of 0.25 liter per
square meter in one or two uniform applications. If the solution is
applied in 2 applications, follow the first application with the second
application within 30 minutes, and apply at right angles to the first
application.

If the membrane is damaged by rain or other means during the curing
period, immediately apply a new coat over the damaged areas.

**(d) Steam curing method.** Prepare and cure precast members according
to ACI 517.2R.

**552.16 Finishing Formed Concrete Surfaces.** Remove and replace or
repair, as approved, all rock pockets or honeycombed concrete. Finish
sound, formed concrete surfaces as follows.

**(a) Class 1 --- Ordinary surface finish.** Finish the following
surfaces with a class 1, ordinary surface finish:

**(1)** Under surfaces of slab spans, box girders, filled spandrel arch
spans, and the roadway deck slab between superstructure girders;

**(2)** Inside vertical surface or T-girders of superstructures; and

**(3)** Surfaces to be buried and culvert surfaces above finished ground
that are not visible from the traveled way or a walkway.

Begin finishing as soon as the forms are removed. Remove fins and
irregular projections from all surfaces which are exposed or will be
waterproofed. Remove bulges and offsets with carborundum stones or
discs. Remove localized, poorly‑bonded rock pockets or honeycombed
concrete, and replace with sound concrete or packed mortar in an
approved manner.

Clean and point all form tie cavities, holes, broken corners and edges,
and other defects. Saturate the area with water. Finish the area with
mortar that is less than 1‑hour-old. After the mortar is set, rub it (if
required) and continue curing. Match exposed surfaces to surrounding
concrete.

Carefully tool and remove free mortar and concrete from construction and
expansion joints. Leave joint filler exposed for its full length with
clean, true edges.

Rub or grind bearing surfaces on piers and abutments to the specified
elevation and slope.

If the final finished surface is not true and uniform, rub it according
to (b) below.

**(b) Class 2 --- Rubbed finish.** Finish the following surfaces with a
class 2, rubbed finish:

**(1)** All surfaces of bridge superstructures, except those surfaces
designated to receive a class 1 or other finish;

**(2)** All surfaces of bridge piers, piles, columns and abutments, and
retaining walls above finished ground and to at least 300 millimeters
below finished ground;

**(3)** All surfaces of open spandrel arch rings, spandrel columns and
abutment towers;

**(4)** All surfaces of pedestrian undercrossings except floors and
surfaces to be covered with earth;

**(5)** Surfaces above finished ground of culvert headwalls and endwalls
when visible from the traveled way or walkway;

**(6)** Inside surfaces of culvert barrels higher than 1 meter that are
visible from the traveled way. Finish for a distance inside the barrel
at least equal to the height of the culvert; and

**(7)** All surfaces of railings.

Complete a class 1 finish according to paragraph (a) above. Saturate the
concrete surface with water. Rub the surface with a medium coarse
carborundum stone using a small amount of mortar on its face. Use mortar
composed of cement and fine sand mixed in the same proportions as the
concrete being finished. Continue rubbing until form marks, projections,
and irregularities are removed and a uniform surface is obtained. Leave
the paste produced by this rubbing in place.

After other work which could affect the surface is complete, rub with a
fine carborundum stone, and water until the entire surface has a smooth
texture and uniform color. After the surface has dried, rub it with
burlap to remove loose powder. Leave it free from all unsound patches,
paste, powder, and objectionable marks.

**(c) Class 3 --- Tooled finish.** Let the concrete set for at least 14
days or longer if necessary to prevent the aggregate particles from
being *\"picked\"* out of the surface. Use air tools such as a bush
hammer, pick, or crandall. Chip away the surface mortar, and break the
aggregate particles to expose a grouping of broken aggregate particles
in a matrix of mortar.

**(d) Class 4 --- Sandblasted finish.** Let the concrete cure for at
least 14 days. Protect adjacent surfaces that are not to be sandblasted.
Sandblast a small test area for approval before proceeding. Use hard,
sharp sand to produce an even fine-grained surface in which the mortar
is cut away leaving the aggregate exposed. Do not remove mortar beyond
one-third the diameter of the coarse aggregate.

**(e) Class 5 --- Wire brushed or scrubbed finish.** Begin as soon as
the forms are removed. Scrub the surface with stiff wire or fiber
brushes using a solution of muriatic acid. Mix the solution in the
proportion of 1 part acid to 4 parts water. Scrub until the cement film
or surface is completely removed and the aggregate particles are
exposed. Leave an evenly pebbled texture having the appearance of fine
granite to coarse conglomerate depending upon the size and grading of
aggregate. Wash the entire surface with water containing a small amount
of ammonia.

**(f) Class 6 --- Color finish.** Build a sufficient number of 0.5 by 1
meter concrete color sample panels to obtain a color acceptable to the
CO. Protect the approved color sample panel at all times during the
work. Color all designated surfaces to match the color of the approved
sample.

Complete a class 1 finish according to (a) above. Do not apply the color
finish until all concrete placement for the structure is complete.
Remove all dust, foreign matter, form oil, grease, and curing compound
with a 5 percent solution of trisodium phosphate and then rinse the
concrete surface with clean water.

Use paper, cloth, or other means to protect surfaces not to be color
finished. Apply the finish to a dry concrete surface when the surface
temperature is 4 ºC or higher and the air temperature in the shade is
anticipated to be 4 ºC or higher during the 24 hours following
application.

Apply the color finish according to the manufacturer\'s recommendations.
Spray, brush, or roll on the first coat of penetrating sealer and color
base. Spray, brush, or roll on the finish coat after the first coat has
thoroughly dried. Apply finish to provide a uniform, permanent color,
free from runs and sags to the surfaces.

Clean concrete areas not intended to be covered by the finish using an
approved method.

**(g) Class 7 --- Bush hammered finish.** Do not use mortar blocks or
wires to set reinforcing steel near the formed surface of areas to be
bush hammered. Let the concrete cure for at least 14 days. Bush hammer a
small test area for approval before proceeding. Adjust the work
procedures to produce a satisfactory finish, and use those same
procedures to bush hammer the designated area.

**552.17 Concrete Anchorage Devices.** Use chemical, grouted, or
cast-in-place concrete anchorage devices for attaching equipment or
fixtures to concrete.

Furnish the following for approval:

**(a)** Concrete anchorage device sample;

**(b)** Manufacturer\'s installation instructions; and

**(c)** Material data and certifications.

Fabricate all metal parts of the anchorage devices from stainless steel
or from steel protected with a corrosion resistant metallic coating that
does not react chemically with concrete. Supply anchorage devices
complete with all hardware.

For chemical or grouted anchors, conduct a system approval test on one
anchor on the project, not to be incorporated in the work. Conduct a
static load test according to ASTM E 488. Demonstrate that the anchorage
device can withstand a sustained direct tension test load not less than
the values shown in Table 552-7 for a period of at least 48 hours with
movement not to exceed 1 millimeter. Also demonstrate that when loaded
to failure, the anchor device demonstrates a ductile failure of the
anchor steel, not a failure of the chemical, grout, or concrete.

Table 552-7

Sustained Load Test Values

+-----------------------------------+----------------------------------+
| **Anchorage**                     | **Tension Test**                 |
|                                   |                                  |
| **Device Stud Size**              | **Load (kN)**                    |
+-----------------------------------+----------------------------------+
| M20                               | 24.0                             |
+-----------------------------------+----------------------------------+
| M16                               | 18.3                             |
+-----------------------------------+----------------------------------+
| M12                               | 12.7                             |
+-----------------------------------+----------------------------------+
| M8                                | 7.1                              |
+-----------------------------------+----------------------------------+

Install concrete anchorage devices as recommended by the device
manufacturer and so that the attached equipment or fixtures bear firmly
against the concrete. Torque installed nuts to the values specified in
Table 552-8 unless otherwise specified in the manufacturer\'s
instructions. Set bearing anchor bolts according to the requirements of
Section 564.

In the presence of the CO, proof load a random sample of at least 10
percent of the anchors to 90 percent of the yield stress of the steel.
If any anchor fails, reset the failed anchor and proof load the reset
anchor and 100 percent of all remaining anchors. The proof load may be
applied by torquing against a load indicator washer, applying a direct
tension load to the anchor, or another method approved by the CO. After
proof loading, release the load on the anchor and retighten the nuts to
the torque specified in Table 552-8 or according to the manufacturer\'s
instructions.

Table 552-8

Torque for Anchorage Devices

+-----------------------------------+----------------------------------+
| **Anchorage**                     | **Torque**                       |
|                                   |                                  |
| **Device Stud Size**              | **(Nm)**                        |
+-----------------------------------+----------------------------------+
| M20                               | 180                              |
+-----------------------------------+----------------------------------+
| M16                               | 130                              |
+-----------------------------------+----------------------------------+
| M12                               | 80                               |
+-----------------------------------+----------------------------------+
| M8                                | 30                               |
+-----------------------------------+----------------------------------+

**552.18** **Loads on New Concrete Structures.** Do not allow traffic on
concrete bridge decks until all deck concrete has attained the design
compressive strength and has been in place 14 days or longer.
Construction loads less than 1800 kilograms, may be placed on the deck 7
days after the concrete is placed and the concrete in the entire span
has attained a compressive strength of at least 70 percent of the
specified design strength.

For precast concrete multi-beam sections, do not allow vehicles on any
span until the grout has attained a strength of 20,000 kilopascals and
tie rods have been tightened.

For post-tensioned concrete structures, do not allow vehicles over 2000
kilograms on any span until the prestressing steel for that span is
tensioned, grouted, and cured, the grout has obtained a strength of 21
megapascals, and the tie rods are tightened. Vehicles weighing less than
2000 kilograms may be permitted on a span provided the mass of the
vehicle was included in the falsework design.

**552.19 Acceptance.** See Table 552-9 for sampling and testing
requirements and the acceptance quality characteristic category.

Material for concrete will be evaluated under Subsections 106.02 and
106.03. Furnish a production certification for the hydraulic cement.

The concrete mixture\'s slump, air content, unit mass, and temperature
will be evaluated under Subsections 106.02 and 106.04.

Concrete compressive strength will be evaluated under Subsection 106.05.
The lower specification limit is the minimum required compressive
strength at 28 days (f~c~') specified in the contract. A single
compressive strength test result is the average result from 2 cylinders
cast from the same load and tested at 28 days.

Remove and replace concrete if the compressive strength test results are
less than 90 percent of specified design strength (f'c) at the specified
test age.

Construction (including batching, placing, finishing, and curing
concrete) of concrete structures will be evaluated under Subsections
106.02 and 106.04.

Falsework and forms will be evaluated under Section 562.

Measurement

**552.20** Measure the Section 552 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure structural concrete and seal concrete by the cubic meter in the
structure.

Payment

**552.21** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 552 pay items listed in the bid
schedule except the structural concrete unit bid price will be adjusted
according to Subsection 106.05. Payment will be full compensation for
the work prescribed in this Section. See Subsection 109.05.

Payment for a structural concrete will be made at a price determined by
multiplying the unit bid price by the compressive strength pay factor.

+--------+----------+------------+--------+-------------+------+-----+
| Table  | **R      | Before     | Before | Before      | "    | "   |
| 552-9  | eporting | production | prod   | batching    |      |     |
|        | Time**   |            | uction |             |      |     |
| Sa     |          |            |        |             |      |     |
| mpling |          |            |        |             |      |     |
| and    |          |            |        |             |      |     |
| T      |          |            |        |             |      |     |
| esting |          |            |        |             |      |     |
| Requir |          |            |        |             |      |     |
| ements |          |            |        |             |      |     |
+--------+----------+------------+--------+-------------+------+-----+
|        | **Split  | Yes        | Yes    | Yes, when   | "    | "   |
|        | Sample** |            |        | requested   |      |     |
+--------+----------+------------+--------+-------------+------+-----+
|        | **Point  | Source of  | Source | Flowing     | "    | "   |
|        | of       | material   | of     | aggregate   |      |     |
|        | Sa       |            | ma     | stream      |      |     |
|        | mpling** |            | terial |             |      |     |
|        |          |            |        | (bin or     |      |     |
|        |          |            |        | belt        |      |     |
|        |          |            |        | discharge   |      |     |
|        |          |            |        | conveyor    |      |     |
|        |          |            |        | belt or     |      |     |
|        |          |            |        | stockpile)  |      |     |
+--------+----------+------------+--------+-------------+------+-----+
|        | **       | "          | 1 per  | 1 per day   | ---  | --- |
|        | Sampling |            | mix    |             |      |     |
|        | Fre      |            | design |             |      |     |
|        | quency** |            |        |             |      |     |
+--------+----------+------------+--------+-------------+------+-----+
|        | **Test   | AASHTO M   | 552.03 | AASHTO T 11 | AA   | AAS |
|        | Methods  | 80         |        | & AASHTO T  | SHTO | HTO |
|        | Specific |            |        | 27          | T 27 | T   |
|        | ations** |            |        |             |      | 225 |
+--------+----------+------------+--------+-------------+------+-----+
|        | **Ca     | ---        | ---    | ---         | ---  | --- |
|        | tegory** |            |        |             |      |     |
+--------+----------+------------+--------+-------------+------+-----+
|        | **       | Quality    | All    | Gradation   | Fine | Mo  |
|        | Characte |            |        |             | ness | ist |
|        | ristic** |            |        |             | mod  | ure |
|        |          |            |        |             | ulus | t   |
|        |          |            |        |             |      | est |
+--------+----------+------------+--------+-------------+------+-----+
|        | **Type   | Measured   | "      | Measured    |      |     |
|        | of       | and tested |        | and tested  |      |     |
|        | Ac       | for        |        | for         |      |     |
|        | ceptance | c          |        | conformance |      |     |
|        | (Subse   | onformance |        | (106.04)    |      |     |
|        | ction)** | (106.04 &  |        |             |      |     |
|        |          | 105)       |        |             |      |     |
+--------+----------+------------+--------+-------------+------+-----+
|        | **       | Aggregate  | Co     | Produced    |      |     |
|        | Material | source     | ncrete | aggregate   |      |     |
|        | or       | quality    | Compo  | (Fine and   |      |     |
|        | P        |            | sition | Coarse)     |      |     |
|        | roduct** | (703.02)   |        |             |      |     |
|        |          |            | (Mix   |             |      |     |
|        |          |            | D      |             |      |     |
|        |          |            | esign) |             |      |     |
+--------+----------+------------+--------+-------------+------+-----+

<table>
<colgroup>
<col style="width: 9%" />
<col style="width: 12%" />
<col style="width: 9%" />
<col style="width: 9%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 12%" />
<col style="width: 7%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 552-9</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td>Upon completion of tests</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>See Subsection 552.09(b)(4)</td>
<td></td>
<td rowspan="9"><strong>Notes:</strong></td>
<td rowspan="9">(1) Sample according to AASHTO T 141 except composite
samples are not required.</td>
<td rowspan="9">(2) Cast at least 4 compressive strength test cylinders
and carefully transport the cylinders to the job site curing
facility.</td>
<td rowspan="9">(3) A single compressive strength test result is the
average result from 2 cylinders cast from the same lead and tested at 28
days.</td>
<td rowspan="9">(4) Deliver cylinders to designated laboratory for
test.</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>Note 4</td>
<td></td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Point of discharge</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>Discharge stream at point of placement</td>
<td></td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 per load</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>1 set per 25 cubic meters but not less than 1 per day</td>
<td></td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO T 121</td>
<td>AASHTO T 152 or AASHTO T 196</td>
<td>AASHTO T 119</td>
<td>Field measured</td>
<td><p>AASHTO T 22 &amp;</p>
<p>AASHTO T 23</p></td>
<td></td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>II</td>
<td></td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Unit mass</td>
<td>Air content</td>
<td>Slump</td>
<td>Temperature</td>
<td>Compressive strength</td>
<td>Note 3)</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="4">Measured and tested for conformance (106.04)</td>
<td colspan="2">Statistical (106.05)</td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="4">Concrete 552.09(b)(3)</td>
<td colspan="2">Structural concrete 552.09(b)(3)</td>
</tr>
</tbody>
</table>

## Section 553. --- PRESTRESSED CONCRETE

Description

**553.01** This work consists of prestressing precast or cast-in-place
concrete by furnishing, placing, and tensioning prestressing steel. It
also includes installing all precast, prestressed members except piling.

Material

**553.02** Conform to the following Section and Subsections:

Anchorage devices 722.01

Concrete 552

Elastomeric bearing pads 717.10

Grout for post-tensioned structures 725.22(d)

Prestressing steel 709.03

Reinforcing steel 709.01

Construction Requirements

**553.03** **Method Approval.** Perform prestressing by either
pretensioning or post-tensioning methods. If a method is proposed that
is not in the contract, submit detailed drawings of the method,
material, and equipment proposed for approval at least 30 days before
starting prestressing. Show the following:

**(a)** Method and sequence of stressing;

**(b)** Complete specifications, details, and test results for the
prestressing steel and anchoring devices;

**(c)** Anchoring stresses;

**(d)** Arrangement of the prestressing steel in the members;

**(e)** Tendon elongation calculations for jacking procedures to be
used;

**(f)** Number, spacing, and method of draping pretensioned strands;

**(g)** Other substantiating calculations for the prestressing method;

**(h)** Type of tendon ducts for post-tensioning;

**(i)** Pressure grouting material and equipment for post-tensioning;
and

**(j)** Samples of wire or strand taken according to Subsection 709.03.

For on-site casting, submit drawings showing anticipated leveling or
alterations to the site. After completion of casting, clear the site of
equipment and rubbish, and restore it to an acceptable condition.

**553.04 Prestressing Steel.** Use prestressing steel that is bright and
free of corrosion, dirt, grease, wax, scale, rust, oil, or other foreign
material that may prevent bond between the steel and the concrete. Do
not use prestressing steel that has sustained physical damage or is
pitted.

One splice per strand is permitted when single strand jacking is used.
When multi-strand jacking is used, splice all the strands or no more
than 10 percent of the strands. Use strands having similar properties,
from the same source, and having the same "twist" or "lay." Locate
splices outside the casting bed and between members.

Do not weld or ground welding equipment on forms or other steel in the
member after the prestressing steel is installed.

Failure of one wire in a 7-wire prestressing strand is acceptable if 85
percent of the required tension load is attained before failure and if
the failed strand does not constitute more than 2 percent of the total
area of strands in an individual beam or girder.

Extend bars using couplers which, when assembled, have a tensile
strength not less than the tensile strength of the bars.

Protect all prestressing steel against physical damage, rust, or
corrosion at all times. Do not use damaged prestressing steel.

Package prestressing steel to protect it from physical damage and
corrosion during shipping and storage. Place a corrosion inhibitor in
the package. Use a corrosion inhibitor that has no deleterious effect on
the steel, concrete, or bond strength of steel to concrete. Immediately
replace or restore damaged packaging.

Mark the shipping package with a statement that the package contains
high-strength prestressing steel and a warning to use care in handling.
Identify the type, kind, and amount of corrosion inhibitor used,
including the date when placed, safety regulations, and instructions for
use. Assign a lot number and tag, for identification purposes, to all
wire, strand, anchorage assemblies, or bars shipped to the site.

**553.05 Concrete.** Construct prestressed concrete according to Section
552. Construct reinforcing steel according to Section 554.

Make at least 2 release strength test cylinders according to AASHTO T 23
in addition to those required to determine the 28-day compressive
strength. Cure the release strength test cylinders with the concrete
member they represent.

Rough cast the top surface of members against which concrete will be
cast. Surfaces that are to be covered with a waterproofing membrane deck
seal are not to be coarse textured but finished to a smooth surface free
of ridges and other projections.

Cure the girder in a saturated atmosphere of at least 90 percent
relative humidity. Cure time may be shortened by heating the outside of
impervious forms with radiant heat, convection heat, conducted steam, or
hot air.

Apply radiant heat by means of pipes circulating steam, hot oil, hot
water, or electric heating elements. Inspect casting beds to ensure
uniform heat application. Use a suitable enclosure to contain the heat.
Minimize moisture loss by covering all exposed concrete surfaces with
plastic sheeting or liquid membrane curing compound according to
Subsection 552.15. Sandblast curing compound from all surfaces to which
concrete will be bonded.

Envelop the entire surface with saturated steam. Completely enclose the
casting bed with a suitable type of housing, tightly constructed to
prevent the escape of steam and exclude outside air. Use steam at 100
percent relative humidity. Do not apply the steam directly to the
concrete.

With hot air, the CO will approve the method to envelop and maintain the
girder in a saturated atmosphere. Never allow dry heat to touch the
girder surface.

With all heat curing methods:

**(a)** Keep all unformed girder surfaces in a saturated atmosphere
throughout the curing time.

**(b)** Embed a thermocouple (linked with a thermometer accurate to ±3
ºC) 150 to 200 millimeters from the top or bottom of the girder on its
centerline and near its midpoint.

**(c)** Monitor with a recording sensor (accurate to ±3 ºC) arranged and
calibrated to continuously record, date, and identify concrete
temperature throughout the heating cycle.

**(d)** Make the temperature record available to the CO.

**(e)** Heat concrete to no more than 38 ºC during the first 2 hours
after placing concrete, and increase the temperature no more than 14 ºC
per hour to a maximum of 65 ºC.

**(f)** Cool concrete, after curing is complete, no more than 14 ºC per
hour, to 38 ºC.

**(g)** Keep the temperature of the concrete above 15 ºC until the
girder reaches release strength.

Cure precast, prestressed members until the concrete has attained the
release compressive strength, required by the contract. The average
strength of 2 test cylinders shall be greater than the minimum required
strength. The individual strength of any one cylinder shall not be more
than 5 percent below the required strength.

**553.06 Tensioning.** Use hydraulic jacks to tension prestressing
steel. Use a pressure gauge or load cell for measuring jacking force.

Calibrate measuring devices at least once every 6 months or if they
appear to be giving erratic results. Calibrate the jack and gauge as a
unit with the cylinder extension in the approximate position that it
will be at final jacking force. Keep a certified calibration chart with
each gauge.

If a pressure gauge is used, do not gauge loads less than 1/4 nor more
than 3/4 of the total graduated capacity of the gauge, unless
calibration data clearly establishes consistent accuracy over a wider
range. Use a pressure gauge with an accurate reading dial at least 150
millimeters in diameter.

Measure the force induced in the prestressing steel using calibrated
jacking gauges, load cells, or a calibrated dynamometer. Take elongation
measurements of the prestressing steel. Determine the required
elongation from average load-elongation curves for the prestressing
tendons used.

For pre-tensioned members, if there is a discrepancy between the gauge
pressure and elongation of more than 5 percent in tendons over 15 meters
in length or 7 percent in tendons of 15 meters or less in length
determine the source of error before proceeding. Do not allow
discrepancies in post-tensioned members to exceed 7 percent.

If the jacking system is equipped with an automatic release valve that
closes when the required prestressing force is reached, strand
elongation measurements are only required for the first and last tendon
tensioned and for at least 10 percent of the remaining tendons.

If a load cell is used, do not use the lower 10 percent of the
manufacturer\'s rated capacity of the load cell to determine the jacking
force.

Do not exceed a temporary tensile stress of 80 percent of the specified
minimum ultimate tensile strength of the prestressing steel. Anchor
prestressing steel at an initial stress that will result in the
retention of a working stress after all losses of not less than those
required.

For pretensioned members, do not allow the initial release stress after
seating, and before other losses, to exceed 70 percent of the specified
minimum ultimate tensile strength of the prestressing steel for
stress-relieved strands and 75 percent for low-relaxation strands. For
post-tensioned members, do not allow the initial release stress after
seating to exceed 70 percent of the specified minimum ultimate tensile
strength of the prestressing steel.

**553.07 Pretensioned Members.** Cast pretensioned members to the
tolerances shown in Table 553-1.

**(a) Prestressing steel.** Protect prestressing steel placed in the
stressing bed from contamination and corrosion if the stressing bed is
to be exposed to weather for more than 36 hours before encasement in
concrete.

Free all strands of kinks or twists. Accurately hold prestressing steel
in position and tension according to Subsection 553.06. Do not allow
strands to unwind more than one turn. Keep a record of the jacking force
and elongation measurements after the strands are tensioned to 20
percent of final jacking force.

Tension prestressing steel to the required stress. Include in elongation
computations strand anchorage slippage, splice slippage, in place
horizontal movement of the structural member during prestressing
operations, and prestressing steel temperature changes between the time
of tensioning and the time when the concrete takes its initial set. All
computations must be prepared by a professional engineer.

Maintain the prestress bed forms, strands, and reinforcement bar
temperature within 14 ºC of the temperature of the concrete to be placed
in the forms. Support strands with rollers at points of direction change
when strands are tensioned in a draped position. Use free-running
rollers with minimal friction. Initially, when strands are tensioned and
then pulled into the draped position, tension to no more than the
required tension minus the increased tension due to forcing the strand
to a draped profile. If the load in a draped strand at the dead end, as
determined by elongation measurements, is less than 95 percent of the
jack load, tension the strand from both ends of the bed. Make the load,
as computed from the sum of elongations produced by jacking at both
ends, agree within 5 percent of the jack load.

Within 3 hours before placing concrete, check the tension on the
prestressing strands. The method and equipment for checking the loss of
prestress shall be subject to approval by the CO. If strands are
tensioned individually, check each strand for loss of prestress.
Retension to the original computed jacking stress all strands that show
a loss of prestress in excess of 3 percent. If strands are tensioned in
a group, check the entire group for total loss of prestress. Release and
retension the entire group if the total prestress shows a loss in excess
of 3 percent or if any individual strand appears significantly different
from the rest of the strands in the group.

**(b) Releasing steel.** Release the prestress load to the concrete
after the concrete has attained its required release compressive
strength. Do not expose the concrete to temperatures below freezing for
at least 7 days after casting. Cut or release strands such that lateral
eccentricity of the prestress force is minimized. Cut prestressing steel
off flush with the end of the member.

**553.08 Storing, Transporting, and Erecting.** Do not ship prestressed
concrete members until concrete cylinder tests, manufactured of the same
concrete and cured under the same conditions as the members, indicate
that the concrete in each member has attained the minimum required
design strength and is at least 7-days-old except decked bulb-T sections
must be at least 10 days old.

Store, transport, and erect precast, prestressed girders, slab units,
and box units in the upright position with the points of support and
directions of the reactions, with respect to the member, approximately
the same as when the member is in its final position. Prevent cracking
or damage during storage, hoisting, and handling of the precast units.
Replace units damaged by improper storage or handling.

**553.09** **Post-Tensioned Members.** Construct post-tensioned members
to the tolerances shown in Table 553-1. Construct supporting falsework
so that the superstructure is free to lift off the falsework and shorten
during post-tensioning. Detail formwork left inside box girders to
support the roadway slab to offer minimum resistance to girder
shortening due to shrinkage and post-tensioning.

**(a) Ducts.** Use ducts that are mortar-tight and sufficiently-rigid to
withstand loads imposed during the placing of concrete and the internal
pressure during grouting while maintaining its shape, correct alignment,
remaining watertight, and with minimum wall thickness as follows:

**(1)** Metal Duct: 0.55 millimeter for ducts 65 millimeter diameter.

**(2)** Metal Duct: 0.70 millimeter for ducts \> 65 millimeter diameter.

**(3)** High Density Polyethylene (HPDE): 2.0 millimeter.

**(4)** High Density Polypropylene (HDPP): 2.0 millimeter.

**(5)** Metal Duct: 0.35 millimeter when bar tendons are preassembled
with the duct.

For tendons composed of single prestressing bars, provide ducts with a
minimum internal duct diameter of at least 6 millimeters larger than the
outside diameter of the prestressing bar. For multiple wire, bar, or
strand tendons, provide a duct nominal internal cross-sectional area of
at least 2.25 times the net area of the prestressing steel. When tendons
are to be placed by the pull through method, provide a duct nominal
internal cross-sectional area of at least 2.5 times the net area of the
prestressing steel.

Make positive joints between duct sections. Do not make angles at the
joints. Use waterproof tape at the joints. Bend ducts without crimping
or flattening. Use ferrous metal or polyethylene couplings to connect
ducts to anchoring devices.

Protect ducts against crushing, excessive bending, dirt contamination,
and corrosive elements during transport, storage, and handling of ducts.

In case of duct damage, seal duct with tape, or splice a duct coupler
over the damaged section to form a seal that prevents cement paste from
entering the duct during the placement of concrete and to prevent
leakage during grouting operations.

Provide all ducts and anchorage assemblies with inlets for the injection
of grout into the duct after prestressing according to the *PTI Guide
Specification for Grouting of Post-Tensioned Structures*.

Provide all ducts with outlets to allow the escape of air, water, grout,
and bleed water according to the *PTI Guide Specification for Grouting
of Post-Tensioned Structures*.

Provide inlets and outlets with an inner diameter of at least 20
millimeters for strand tendons and of at least 10 millimeters for single
bar tendons. Extend the length of outlets a sufficient distance out of
the concrete member to allow for the proper closing of the outlets.

Place inlets and outlets, at a minimum, in the following locations:

• The anchorage area of the tendon;

• All high points of the duct, when the vertical distance between the
highest and lowest point is more than 0.5 meter;

• Place an inlet at or near the lowest point of the tendon;

• Place a free draining outlet at all low points of the duct;

• At major changed in the cross-section of the duct, such as couplers
and anchorages; and

• An outlet at a distance less than 1 meter downstream from high point
outlets.

Show all inlet and outlet locations on drawings.

Provide positive mechanical shut-off valves for all inlets and outlets.
Provide inlets and outlets with valves, caps, or other devices capable
of withstanding the grouting pressure.

Securely fasten ducts in place to prevent movement. Maintain distances
from the forms by stays, blocks, ties, hangers, or other approved
supports. Use precast mortar blocks of approved shape and dimensions.
Separate layers of ducts by mortar blocks. Space all duct supports
according to the *PTI Guide Specification for Grouting of Post-Tensioned
Structures.* Cover the ends of ducts to prevent the entry of water or
debris.

Connect inlets and outlets to the duct with metallic or plastic
structural fasteners. Do not use components that react with the
concrete, cause corrosion of the prestressing steel, or contain water
soluble chlorides.

**(b) Placing concrete.** Where the end of a post-tensioned assembly
will not be covered by concrete, recess the anchoring devices so that
the ends of the prestressing steel and all parts of the anchoring
devices are at least 50 millimeters inside the end surface of the
members.

Before placing concrete, demonstrate that all ducts are unobstructed.
Immediately after concrete placement, blow out the metal conduit with
compressed, oil-free air to break-up and remove all mortar in the
conduit before it hardens. Approximately 24 hours after the concrete
placement, flush the metal conduits with water containing lime (calcium
oxide) or slaked lime (calcium hydroxide) in the amount of 12 grams per
liter. Blow the water out with compressed, oil-free air.

For post-tensioned members that are to be steam cured, do not install
prestressing steel until curing is complete.

**(c) Anchorages and distribution.** Give at least 10 days advanced
notice before installing end fittings or heading wires.

When wires are used, provide an edge distance for any hole for
prestressing wire through a stressing washer, unthreaded bearing ring,
or plate of at least 6 millimeters from the root of any threads or the
edge of any ring, plate, or washer.

Anchor post-tensioned prestressing steel at the ends by means of
permanent type anchoring devices capable of developing not less than 95
percent of the ultimate tensile strength of the prestressing steel. If
the anchoring device is sufficiently large and is used in conjunction
with a steel grillage embedded in the concrete that effectively
distributes the anchor load to the concrete, the steel distribution
plates or assemblies may be omitted.

Enclose loop tendon anchorages in ducts for their entire length.

**(d) Prestressing steel.** Use a corrosion inhibitor to protect
prestressing steel installed in ducts before placing and curing of the
concrete. Use a corrosion inhibitor that does not adversely affect the
steel, concrete, or bond strength of the steel to concrete.

If prestressing steel is installed in the ducts within 10 days after
installation (after concrete curing, stressing, and grouting are
completed), no corrosion inhibitor is required.

**(e) Post-tensioning.** Wait at least 10 days after the last concrete
has been placed in the member or until tests on concrete cylinders
indicate that the concrete has attained the minimum compressive
strength. Demonstrate that the prestressing steel is free and unbonded
in the duct. Straighten wires if necessary to produce equal stress in
all wires, wire groups, or parallel lay tendons that are stressed
simultaneously. Remove all side forms for girders before
post-tensioning.

Record gauge pressures and prestressing steel elongation at all times
while tensioning prestressing steel and submit records.

Determine the friction loss in the prestressing process (i.e., the
difference between tension at the jack and minimum tension in the
prestressing steel) according to the AASHTO *Standard Specifications for
Highway Bridges.*

Use suitable shims or other approved devices to attain the specified
anchor set loss.

**(f) Grouting.** Provide Class A, B, C, or D grout as specified. Bond
all post-tensioned prestressing steel to the concrete by filling the
void space between the duct and tendon with grout according to the *PTI
Guide Specification for Grouting of Post-Tensioned Structures.* Provide
prestressing steel to be bonded to the concrete which is free of dirt,
loose rust, grease, or other deleterious substances.

Perform all grouting operations using staff with grouting experience on
projects of a similar type and magnitude. Perform grouting operations
under the immediate supervision of an individual skilled in various
aspects of grouting and who is certified by the American Segmental
Bridge Institute (ASBI) Grouting Certification program. Furnish the name
of the grouting operations supervisor and proof of their ASBI
certification and grouting experience to the CO before beginning
grouting operations.

Make available on-site, before beginning grouting operations, all the
required testing equipment for checking grout workability (flow-cone),
temperatures, and other specified tests.

Use grouting equipment capable of continuous operation with little
variation of pressure which also includes a system for recirculating the
grout while actual grouting is not in progress. Use grouting equipment
capable of maintaining a pressure on completely grouted ducts and fitted
with a valve that can be locked off without loss of pressure in the
duct.

Provide written certification that all ingredients used in the grout
meet the ASTM requirements contained in the *PTI Guide Specification for
Grouting of Post-Tensioned Structures.* This includes, but is not
limited to, the following:

• Cement mill test reports;

• Mineral additives test reports;

• Chemical admixtures reports; and

• Test reports for any other ingredients used in the grout.

For prepackaged grouts, provide the manufacturer's current certified
mill test reports for the product.

Do not use compressed air to aid in the pumping of grout.

Provide grout pumps of a positive displacement type, capable of
providing a continuous flow of grout, and capable of maintaining an
outlet pressure of at least 1 megapascals and with a pressure gauge
having a full-scale reading of not more than 2.0 megapascals.

Determine the flowability of the grout according to ASTM C 939. The
efflux time of a grout sample immediately after mixing shall be between
11 and 30 seconds. Do not begin grouting until this test is passed. When
hot weather conditions may cause quick setting of the grout, cool the
grout by approved methods, as necessary, to prevent blockages during
pumping operations. When freezing weather conditions are possible during
and following placement of grout, protect the grout from damage by
freezing according to the *PTI Guide Specification for Grouting of
Post-Tensioned Structures*.

Provide a supply of potable water and standby flushing equipment capable
of developing a pumping pressure of 1.7 megapascal and of sufficient
capacity to flush out any partially-grouted ducts.

Clean all ducts of material that would impair bonding of the grout or
interfere with grouting procedures. Blow out each duct with compressed,
oil-free air. Check all inlets and outlets for their capacity to accept
injection of grout by blowing compressed, oil-free air through the
system and proving each inlet and outlet in turn.

Pass all grout through a screen with 3 millimeter maximum clear openings
before entering the grout pump. Open all grout vents prior to the
commencement of grouting. Completely fill the duct by injecting grout
from the lowest end of the tendon in an uphill direction. Pump grout
continuously through the duct and waste at the outlet until no visible
slugs of water or air are ejected, and the efflux time of ejected grout
is between 11 and 30 seconds. Maintain a continuous, one-way flow of
grout within a grouting stage.

Close all outlets in a similar manner one after the other in the
direction of the flow. For outlets placed a short distance downstream
from a high point, close that outlet before its associated high point
outlet. Increase the grouting pressure at the injection end to at least
0.7 MPa and hold for at least 10 seconds. Do not remove or open valves
and caps until the grout has set.

Abrasive blast clean the concrete surface of recessed anchorage
assemblies. Fill anchor recesses with concrete conforming to the
requirements for the structure and finish flush.

Remove ends of vents 25 millimeters below the roadway surface after
grouting has been completed. Permanently seal all recess areas.

Do not release the falsework under the bottom slab supporting the
superstructure until at least 48 hours after grouting of the
post-tension prestressing steel or until the grout strength is obtained.

**553.10 Painting Steel.** Use a wire brush or abrasive blast to remove
all dirt and residue not firmly bonded to the metal or concrete
surfaces. Clean and paint the exposed ends of the prestress steel,
post-tension anchor head assemblies, and a 25-millimeter strip of
adjoining concrete.

Mix zinc-rich paint conforming to FSS TT-P-641. Work the paint into all
voids in the prestressing tendons. Apply one thick coat to surfaces that
will be covered with concrete. Apply 2 coats to surfaces not covered
with concrete.

Table 553-1

Prestressed Concrete Member Tolerances

+-----------------------------------------+----------------------------+
| **Description**                         | **Tolerance**              |
+-----------------------------------------+----------------------------+
| Precast Girders With Cast-In-Place      |                            |
| Deck^(1)^                               |                            |
+-----------------------------------------+----------------------------+
| Length                                  | ±10 mm/10 m, ±25 mm max.   |
+-----------------------------------------+----------------------------+
| Width (overall)                         | +10 mm, -5 mm              |
+-----------------------------------------+----------------------------+
| Depth (overall)                         | +15 mm, -5 mm              |
+-----------------------------------------+----------------------------+
| Depth (flanges)                         | -5 mm                      |
+-----------------------------------------+----------------------------+
| Width (web)                             | +10 mm, -5 mm              |
+-----------------------------------------+----------------------------+
| Sweep ^(2)^                             | 3 mm/3 m                   |
+-----------------------------------------+----------------------------+
| Variation from end squareness or skew   | ±15 mm/m, ±25 mm max.      |
+-----------------------------------------+----------------------------+
| Camber variation from design camber     | ±3 mm/3 m                  |
|                                         |                            |
|                                         | ±15 mm, max. ≤ 25 m length |
|                                         |                            |
|                                         | ±25 mm, max. \> 25 m       |
|                                         | length                     |
+-----------------------------------------+----------------------------+
| Position of strands:                    | ±5 mm                      |
|                                         |                            |
| > Individual                            | ±15 mm                     |
| >                                       |                            |
| > Bundled                               | ±500 mm                    |
|                                         |                            |
| Position from design location of        |                            |
| deflection points for deflected strands |                            |
+-----------------------------------------+----------------------------+
| Position of plates other than bearing   | ±25 mm                     |
| plates                                  |                            |
+-----------------------------------------+----------------------------+
| Position of bearing plates              | ±15 mm                     |
+-----------------------------------------+----------------------------+
| Tipping and flushness of plates         | ±5 mm                      |
+-----------------------------------------+----------------------------+
| Tipping and flushness of bearing plates | ±5 mm                      |
+-----------------------------------------+----------------------------+
| Position of inserts for structural      | ±15 mm                     |
|                                         |                            |
| > Connections                           |                            |
+-----------------------------------------+----------------------------+
| Position of handling devices:           | ±150 mm                    |
|                                         |                            |
| > Parallel to length                    | ±25 mm                     |
| >                                       |                            |
| > Transverse to length                  |                            |
+-----------------------------------------+----------------------------+
| Position of stirrups:                   | ±50 mm                     |
|                                         |                            |
| > Longitudinal spacing                  | ±20 mm                     |
| >                                       |                            |
| > Projection above top                  |                            |
+-----------------------------------------+----------------------------+
| Local smoothness ^(3)^                  | ±6 mm in 3 m any surface   |
+-----------------------------------------+----------------------------+

\(1\) 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 or
to visually concealed surfaces.

Table 553-1 (continued)

Prestressed Concrete Member Tolerances

+----------------------------------------+-----------------------------+
| **Description**                        | **Tolerance**               |
+----------------------------------------+-----------------------------+
| Precast Girders Used In Multi-Beam     | ±20 mm                      |
| Decks ^(4)^                            |                             |
|                                        |                             |
| Length                                 |                             |
+----------------------------------------+-----------------------------+
| Width (overall)                        | ±5 mm                       |
+----------------------------------------+-----------------------------+
| Depth (overall)                        | ±5 mm                       |
+----------------------------------------+-----------------------------+
| Depth (top flange)                     | ±15 mm                      |
+----------------------------------------+-----------------------------+
| Depth (bottom flange)                  | +15 mm, -5 mm               |
+----------------------------------------+-----------------------------+
| Width (web)                            | ±10 mm                      |
+----------------------------------------+-----------------------------+
| Sweep ^(5)^                            | ±5 mm                       |
|                                        |                             |
| > Up to 12 m member length             | ±10 mm                      |
| >                                      |                             |
| > 12 to 18 m member length             | ±15 mm                      |
| >                                      |                             |
| > Greater than 18 m member length      |                             |
+----------------------------------------+-----------------------------+
| Variation from end squareness or skew  | ±10 mm/m                    |
|                                        |                             |
| > Horizontal                           | ±15 mm max.                 |
| >                                      |                             |
| > Vertical                             | ±15 mm                      |
+----------------------------------------+-----------------------------+
| Camber variation from design camber    | ±3 mm/3 m, ±15 mm max.      |
+----------------------------------------+-----------------------------+
| Differential camber between adjacent   | 6 mm/3 m, 20 mm max.        |
|                                        |                             |
| members of the same design             |                             |
+----------------------------------------+-----------------------------+
| Position of Strands:                   | ±5 mm                       |
|                                        |                             |
| > Individual                           | ±5 mm                       |
| >                                      |                             |
| > Bundled                              | 500 mm                      |
|                                        |                             |
| Position from design location of       |                             |
| deflection points for deflected        |                             |
| strands                                |                             |
+----------------------------------------+-----------------------------+
| Position of plates other than bearing  | ±25 mm                      |
| plates                                 |                             |
+----------------------------------------+-----------------------------+
| Tipping and flushness of plates        | ±5 mm                       |
+----------------------------------------+-----------------------------+
| Position of inserts for structural     | ±15 mm                      |
| connections                            |                             |
+----------------------------------------+-----------------------------+
| Position of handling devices:          | ±150 mm                     |
|                                        |                             |
| > Parallel to length                   | ±25 mm                      |
| >                                      |                             |
| > Transverse to length                 |                             |
+----------------------------------------+-----------------------------+

\(4\) Box beams, slabs, decked bulb tee, and multi-stem girders.

\(5\) Variation from straight line parallel to centerline of member.

Table 553-1 (continued)

Prestressed Concrete Member Tolerances

+-----------------------------------------+----------------------------+
| **Description**                         | **Tolerance**              |
+-----------------------------------------+----------------------------+
| Precast Girders Used In Multi-Beam      | ±25 mm                     |
| Decks                                   |                            |
|                                         | +5 mm, -20 mm              |
| Position of stirrups:                   |                            |
|                                         |                            |
| > Longitudinal spacing                  |                            |
| >                                       |                            |
| > Projection above top                  |                            |
+-----------------------------------------+----------------------------+
| Tipping of beam seat bearing area       | ±5 mm                      |
+-----------------------------------------+----------------------------+
| Position of dowel tubes                 | ±15 mm                     |
+-----------------------------------------+----------------------------+
| Position of tie rod tubes:              | ±15 mm                     |
|                                         |                            |
| > Parallel to length                    | ±10 mm                     |
| >                                       |                            |
| > Vertical                              |                            |
+-----------------------------------------+----------------------------+
| Position of slab void:                  | ±15 mm                     |
|                                         |                            |
| > End of void to center of tie hole     | ±25 mm                     |
| >                                       |                            |
| > Adjacent to end block                 |                            |
+-----------------------------------------+----------------------------+
| Local smoothness ^(6)^                  | ±6 mm in 3 m any surface   |
+-----------------------------------------+----------------------------+
| Post-Tension Members                    | ±5 mm                      |
|                                         |                            |
| Position of post tensioning ducts       |                            |
+-----------------------------------------+----------------------------+
| Position of tendon anchorage bearing    | ±5 mm                      |
| plates                                  |                            |
+-----------------------------------------+----------------------------+

\(6\) Does not apply to top surface left rough to receive a topping or
to visually concealed surfaces.

**553.11 Acceptance.** See Tables 552-9 and 553-2 for sampling and
testing requirements.

Prestressing steel, reinforcing steel, anchor devices, elastomeric
bearings, and material for concrete and grout will be evaluated under
Subsection 106.03. Furnish production certifications for hydraulic
cement, prestressing steel, and reinforcing steel.

Grouting will be evaluated under Subsections 106.02 and 106.04. Sampling
and testing requirements will be according to the *PTI Guide
Specification for Grouting of Post‑Tensioned Structures.*

Concrete for precast, prestressed concrete members will be evaluated
under Subsections 106.02, 106.03, and 106.04.

Concrete for post-tensioned, cast-in-place concrete members will be
evaluated under Section 552.

Construction of precast, prestressed concrete members and
post-tensioned, cast-in-place concrete members will be evaluated under
Subsections 106.02 and 106.04.

Reinforcing steel will be evaluated under Section 554.

Falsework and forms will be evaluated under Section 562.

Measurement

**553.12** Measure the Section 553 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Do not measure reinforcing steel or concrete for precast, prestressed
concrete structural members.

Measure the concrete for post-tensioned, cast-in-place concrete
structures under Section 552. Measure the reinforcing steel for
post-tensioned, cast-in-place concrete structures under Section 554.

Measure prestressed piling under Section 551.

Payment

**553.13** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 553 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+----------+---------+-----------------------+----------+------+------+
| Table    | **Re    | Upon completion       | Upon     | > \  | > \  |
| 553-2    | porting |                       | co       | (1\) | (2\) |
|          | Time**  | of tests              | mpletion | > Sa | >    |
| Sampling |         |                       |          | mple | Cure |
| and      |         |                       | of tests | > a  | >    |
| Testing  |         |                       |          | ccor |  the |
| Requ     |         |                       |          | ding | >    |
| irements |         |                       |          | > to | rele |
|          |         |                       |          | > AA | ase- |
|          |         |                       |          | SHTO | stre |
|          |         |                       |          | > T  | ngth |
|          |         |                       |          | >    | > c  |
|          |         |                       |          |  141 | ylin |
|          |         |                       |          | > ex | ders |
|          |         |                       |          | cept | >    |
|          |         |                       |          | > c  | with |
|          |         |                       |          | ompo | >    |
|          |         |                       |          | site |  the |
|          |         |                       |          | >    | >    |
|          |         |                       |          |  sam | conc |
|          |         |                       |          | ples | rete |
|          |         |                       |          | >    | > me |
|          |         |                       |          |  are | mber |
|          |         |                       |          | >    | >    |
|          |         |                       |          |  not | that |
|          |         |                       |          | > r  | >    |
|          |         |                       |          | equi | they |
|          |         |                       |          | red. | > re |
|          |         |                       |          |      | pres |
|          |         |                       |          |      | ent. |
+----------+---------+-----------------------+----------+------+------+
|          | **Split | Yes,                  | ---      |      |      |
|          | S       |                       |          |      |      |
|          | ample** | when requested        |          |      |      |
+----------+---------+-----------------------+----------+------+------+
|          | **S     | Discharge stream at   | Each     |      |      |
|          | ampling | point of placement    | source   |      |      |
|          | Point** | ^(1)^                 |          |      |      |
+----------+---------+-----------------------+----------+------+------+
|          | **S     | 1 per 25m³            | Each     |      |      |
|          | ampling |                       | mixture  |      |      |
|          | Freq    | In addition to the    |          |      |      |
|          | uency** | test cylinders        |          |      |      |
|          |         | required to determine |          |      |      |
|          |         | 28-day strength, cast |          |      |      |
|          |         | 2 release cylinders   |          |      |      |
|          |         | for each concrete     |          |      |      |
|          |         | member. ^(2)^         |          |      |      |
+----------+---------+-----------------------+----------+------+------+
|          | **Test  | AASHTO T 23 & AASHTO  | FLH T    |      |      |
|          | Methods | T 22                  | 502      |      |      |
|          | or      |                       |          |      |      |
|          | Sp      |                       |          |      |      |
|          | ecifica |                       |          |      |      |
|          | tions** |                       |          |      |      |
+----------+---------+-----------------------+----------+------+------+
|          | **Cat   | ---                   | ---      |      |      |
|          | egory** |                       |          |      |      |
+----------+---------+-----------------------+----------+------+------+
|          | **Ch    | Compressive Strength  | Flow     |      |      |
|          | aracter |                       |          |      |      |
|          | istic** |                       |          |      |      |
+----------+---------+-----------------------+----------+------+------+
|          | **Type  | Measured and          | Measured |      |      |
|          | of      |                       | and      |      |      |
|          | Acc     | tested for            | tested   |      |      |
|          | eptance | conformance (106.04)  | for      |      |      |
|          | (Subsec |                       | con      |      |      |
|          | tion)** |                       | formance |      |      |
|          |         |                       | (106.04) |      |      |
+----------+---------+-----------------------+----------+------+------+
|          | **M     | Prestressed Concrete  | Grout    |      |      |
|          | aterial |                       |          |      |      |
|          | or      |                       |          |      |      |
|          | Pr      |                       |          |      |      |
|          | oduct** |                       |          |      |      |
+----------+---------+-----------------------+----------+------+------+

## Section 554. --- REINFORCING STEEL

Description

**554.01** This work consists of furnishing and placing reinforcing
steel.

Material

**554.02** Conform to the following Subsection:

Reinforcing steel 709.01

Construction Requirements

**554.03 Order Lists.** On reinforcing steel order lists, use the same
respective bar marks for labeling as shown on the plans. Submit all
order lists and bending diagrams for acceptance. Acceptance does not
relieve the Contractor of responsibility for the accuracy of the lists
and diagrams. Do not order material until the lists and diagrams are
accepted.

Do not fabricate vertical reinforcement in columns, walls, piers, and
shafts until footing elevations are established in the field.

**554.04 Identification.** Ship bar reinforcement in standard bundles,
tagged and marked according to CRSI *Manual of Standard Practice.*

**554.05 Bending.** Fabricate reinforcing bars according to ACI SP 66.
Cold bend all reinforcing bars that require bending. Limit the overall
height or drop bending tolerance of deck truss bars to plus 0
millimeters or minus 6 millimeters. Do not bend bars partially embedded
in concrete except as shown on the plans or otherwise permitted.

When the dimensions of hooks or the diameter of bends are not shown on
the plans, provide standard hooks conforming to ACI SP 66.

**554.06 Protection of Material.** Store reinforcing steel above the
ground on platforms, skids, or other supports. Protect from physical
damage, rust, and other surface deterioration.

Use reinforcing steel only when the surface is clean and the minimum
dimensions, cross-sectional area, and tensile properties conform to the
physical requirements for the size and grade of steel specified.

Do not use reinforcing steel that is cracked, laminated, or is covered
with dirt, rust, loose scale, paint, grease, oil, or other deleterious
material.

**554.07 Epoxy Coated Reinforcing Steel.** Support coated bars on padded
contact areas. Pad all bundled bands. Lift with a strong back, multiple
supports, or a platform bridge. Prevent bar-to-bar abrasion. Do not drop
or drag bundles.

Before placement, inspect coated bars for damage to the coating. Patch
all defects in the coating that are discernable to the unaided eye with
a prequalified patching/repair material according to AASHTO M 284M.
Clean areas to be patched by removing all surface contaminants and
damaged coating. Roughen the area to be patched before applying the
patching material. Where rust is present, remove the rust by blast
cleaning or power tool cleaning immediately before applying the patching
material.

Promptly treat the bar according to the resin manufacturer\'s
recommendations and before detrimental oxidation occurs. Overlap the
patching material onto the original coating for 50 millimeters or as
recommended by the manufacturer. Provide a minimum 200‑micrometer dry
film thickness on the patched areas.

Take necessary steps to minimize damage to the epoxy coating of
installed bars. Clean and patch any damage to the coating noted after
installation as described above.

Field repairs will not be allowed on bars that have severely-damaged
coatings. Replace bars with severely-damaged coatings. A
severely-damaged coating is defined as a coating with a total damaged
area in any 0.5-meter length of bar that exceeds 5 percent of the
surface area of that portion of the bar. Coat mechanical splices after
splice installation according to AASHTO M 284M for patching damaged
epoxy coatings.

**554.08 Placing and Fastening.** Support the bars on precast concrete
blocks or metal supports according to the CRSI *Manual of Standard
Practice.* Attach concrete block supports to the supported bar with wire
cast in the center of each block. Use class 1 (plastic protected) or
class 2, type B (stainless steel protected) metal supports in contact
with exposed concrete surfaces. Use stainless steel conforming to ASTM A
493, type 430.

Coat chairs, tie wires, and other devices used to support, position, or
fasten epoxy-coated reinforcement with a dielectric material. Do not use
plastic supports.

Space slab bar supports no more than 1.2 meters apart transversely or
longitudinally. Do not use bar supports either directly or indirectly to
support runways for concrete buggies or other similar construction
loads.

Space parallel bars within 38 millimeters of the required location. Do
not cumulate spacing variations. The average of any two adjacent spaces
shall not exceed the required spacing.

Provide 50 millimeters clear cover for all reinforcement except as
otherwise shown on the plans.

Place reinforcing steel in deck slabs within 6 millimeters of the
vertical plan location. Tie bridge deck reinforcing bars together at all
intersections except where spacing is less than 300 millimeters in both
directions, in which case alternate intersections may be tied. Check the
clear cover over deck reinforcing steel using a template before placing
deck concrete. Replace damaged supports.

Tie bundle bars together at intervals not exceeding 2 meters. Do not
bundle bars unless the location and splice details are specified.

Do not place concrete in any member until the placement of the
reinforcement is approved.

**554.09 Splices.** Splicing, except as shown on the plans, is not
permitted without approval. Provide lap lengths shown on the plans.
Splice reinforcing bars only where shown on the plans or accepted
drawings. Do not place slab bar mechanical splices adjacent to each
other.

Make lapped splices by placing the reinforcing bars in contact and
wiring them together so as to maintain the alignment and position of the
bars.

If welding of reinforcing steel is permitted by the contract, the welds
shall conform to AWS D 1.4. Do not weld reinforcing steel if the
chemical composition of the steel exceeds the percentages in Table
554-1.

Table 554-1

Reinforcing Steel Components

  ------------------------------------------------- ---------------------
  **Chemical Composition**                          **Percent**

  Carbon (C)                                        0.30

  Manganese (MA)                                    1.50

  Carbon Equivalent (C.E.)                          0.55
  ------------------------------------------------- ---------------------

Use welders that are currently certified. When required in the contract,
test each weld using magnetic particle, radiography, or other
nondestructive inspection techniques.

Mechanical couplers may be used in lieu of welding if approved. Use
couplers with a strength that is at least 125 percent of the required
yield strength of the reinforcing steel.

If welded wire fabric is shipped in rolls, straighten into flat sheets
before placing. Splice sheets of mesh or bar mat reinforcement by
overlapping not less than 1-mesh width plus 50 millimeters. Securely
fasten at the ends and edges.

**554.10 Acceptance.** Reinforcing steel and epoxy coating material will
be evaluated under Subsections 106.02 and 106.03. Furnish a production
certification with each shipment of reinforcing steel.

Placement of reinforcing steel will be evaluated under Subsections
106.02 and 106.04.

Measurement

**554.11** Measure the Section 554 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure reinforcing steel excluding laps added for the Contractor\'s
convenience. Do not measure couplers or mechanical splicers. Do not
measure chairs, mortar blocks or other items used to support reinforcing
steel and supports.

Payment

**554.12** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 554 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 555. --- STEEL STRUCTURES

Description

**555.01** This work consists of constructing steel structures and the
steel structure portions of composite structures. It includes
furnishing, fabricating, and erecting structural steels and incidental
metal construction.

Material

**555.02** Conform to the following Sections and Subsections:

Bearing devices 564

Bolts and nuts 717.01(d)

Castings 717.04

Elastomeric compression joint seals 717.16

Falsework 562

Galvanized coatings 717.07

High-strength bolts, nuts, and washers 717.01(e)

Painting 563

Pins and rollers 717.03

Sheet lead 717.08

Steel forgings 717.02

Steel grid floors 717.09

Steel pipe 717.06

Structural steels 717.01

Welded stud shear connectors 717.05

Construction Requirements

**555.03 General.** Fabricate the structural steel in a fabricating
plant that is certified under the AISC *Quality Certification Program*.
Fabricate fracture critical elements according to the AASHTO *Guide
Specifications for Fracture Critical Non‑Redundant Steel Bridge
Members.*

Perform welding and weld qualification tests according to the provisions
of ANSI/AASHTO/AWS Bridge Welding Code D1.5.

**555.04 Notice of Beginning of Work.** Give written notice 21 days
before the beginning of work at the shop. Do not manufacture any
material or perform any work in the shop before notification.

**555.05 Inspection.** Structural steel may be inspected at the
fabrication site according to Subsection 106.06.

Ultrasonically inspect all girder flanges before fabrication according
to ASTM A 578M except as follows:

**(a)** Inspect after the flanges are stripped from the master plate.

**(b)** Sections 6 and 7 acceptance standards do not apply. Use
supplementary requirement S2.1 for acceptance standards.

**(c)** Flanges may be inspected in the plant or warehouse where the
flanges are stripped.

Furnish a copy of all mill orders and certified mill test reports. Show
on the mill test reports the chemical analyses and physical test results
for each heat of steel used in the work.

If approved, furnish production certifications in lieu of mill test
reports for material that normally is not supplied with mill test
reports and for items such as fills, minor gusset plates, and similar
material when quantities are small and the material is taken from stock.

Include in the certified mill test reports for steels with specified
impact values, in addition to other test results, the results of Charpy
V‑notch impact tests. When fine-grain practice is specified, confirm on
the test report that the material was so produced. Furnish copies of
mill orders at the time orders are placed with the manufacturer. Furnish
certified mill test reports and production certifications before the
start of fabrication using material covered by these reports. Furnish,
from the manufacturer, a production certification according to
Subsection 106.03.

**555.06 Drawings (Shop Drawings, Erection Drawings, and Transportation
Drawings).** Prepare and submit drawings according to Subsection 104.03.
Acceptance of the drawings covers the requirements for strength and
detail only. No responsibility is assumed for errors in dimensions.

**(a) Shop drawings.** Show full, detailed dimensions and sizes of
component parts of the structure and details of all miscellaneous parts
(such as pins, nuts, bolts, drains, weld symbols, etc.) on shop drawings
for steel structures.

Where specific orientation of plates is required, show the direction of
rolling of plates. Cut flanges and webs of plate girders from plates so
the long dimension of the girder parallels the rolling direction.

Identify on the shop drawings the type and grade of each piece that is
to be made of steel other than AASHTO M 270M, grade 250 steel.

Show on the shop drawings assembly marks that are cross-referenced to
the original pieces of mill steel and their certified mill test reports.

The location of all shop-welded splices shown on the shop drawings are
subject to approval. Locate all shop welded splices to avoid points of
maximum tensile or fatigue stress. Locate splices in webs at least 300
millimeters from shop splices, butt joints in flanges, or stiffeners.
Additional nondestructive tests may be required on shop-welded splices.

**(b) Erection drawings.** Submit drawings fully illustrating the
proposed method of erection. Show details of all falsework bents,
bracing, guys, dead‑men, lifting devices, and attachments to the bridge
members. Show the sequence of erection, location of cranes and barges,
crane capacities, location of lifting points, and masses of bridge
members. Show complete details for all anticipated phases and conditions
of erection. Calculations may be required to demonstrate that allowable
stresses are not exceeded and that member capacities and final geometry
are correct. See Section 562 for additional requirements.

**(c) Camber diagram.** Furnish a camber diagram that shows the camber
at each panel point of trusses or arch ribs and at the location of field
splices and fractions of span length (quarter points minimum) of
continuous beams and girders or rigid frames. On the camber diagram,
show calculated cambers to be used in preassembly of the structure as
required in Subsection 555.15.

**(d) Transportation drawings.** Show all support points, tie-downs,
temporary stiffening trusses or beams, and any other details needed to
support and brace the member. Provide calculation sheets showing dead
load plus impact stresses induced by the loading and transportation
procedure. Use impact stresses of at least 200 percent of the dead load
stress. Use a total load, including impact, of not less than 300 percent
of the dead load.

If required, furnish transportation drawings for acceptance.

Ship and store all members, both straight and curved, with their webs
vertical.

**555.07 Storage of Material.** Store structural material above the
ground on platforms, skids, or other supports. Keep material free from
dirt, grease, and other foreign matter, and provide appropriate
protection from corrosion.

**555.08 Fabrication.**

**(a) Identification of steels.** Use a system of assembly‑marking of
individual pieces and cutting instructions to the shop (generally by
cross referencing of the assembly‑marks shown on the shop drawings with
the corresponding item covered on the mill purchase order) that
maintains the identity of the original piece.

Material may be furnished from stock which can be identified by heat
number and mill test report.

During fabrication, up to the point of assembling members, show clearly
and legibly the specification of each piece of steel (other than grade
250 steel) by writing the material specification on the piece or using
the identification color code shown in Table 555-1.

Table 555-1

Identification Color Codes

  ---------------------- ------------------------------------------------
  **Grade**              **Color**

  345                    Green and Yellow

  345W                   Blue and Yellow

  485W                   Blue and Orange

  690                    Red

  690W                   Red and Orange
  ---------------------- ------------------------------------------------

For other steels (except grade 250 steel) not shown in Table 555-1 or
included in AASHTO M 160M, provide information on color code used.

Mark for grade by steel die stamping, or by a substantial
firmly-attached tag, pieces of steel (other than grade 250 steel) that,
before assembling into members, will be subject to fabricating
operations (such as blast cleaning, galvanizing, heating for forming, or
painting) which might obliterate paint color code marking. Where the
steel stamping method is used, place the impressions on the thicker
tension-joint member in transition joints.

The maximum allowed depth of the impression is 0.25 millimeters. Use a
tool that makes character sizes with corresponding face radii as shown
in Table 555-2. Avoid impressions near edges of tensile-stressed plate
members.

Table 555-2

Size of Steel Die Stamp Markings

  ------------------------------ ----------------------------------------
  **Character Size**             **Minimum Face Radii**

  3 mm                           0.2 mm

  5 mm                           0.1 mm

  6 mm                           0.3 mm
  ------------------------------ ----------------------------------------

Use low-stress type steel die stamps. Do not use die stamps on
fracture-critical members.

If requested, furnish an affidavit certifying that throughout the
fabrication operation, the identification of steel has been maintained.

Heat curving of steel girders is not allowed.

Do not drill, cut, or weld portions of structural members unless shown
in the plans or approved in writing.

**(b) Plates.**

**(1) Direction of rolling.** Unless otherwise shown on the drawings,
cut and fabricate steel plates for main members and splice plates for
flanges and main tension members, not secondary members, so that the
primary direction of rolling is parallel to the direction of the
principal tensile and compressive stresses.

**(2) Plate cut edges.**

*(a) Edge planing.* Remove sheared edges on plates thicker than
15 millimeters to a depth of 5 millimeters beyond the original sheared
edge or beyond any re-entrant cut produced by shearing. Fillet
re-entrant cuts before cutting.

*(1) Oxygen cutting.* Oxygen cut structural steel according to
ANSI/AASHTO/AWS Bridge Welding Code D1.5.

*(2) Visual inspection and repair of plate cut edges.* Visually inspect
and repair plate cut edges. The cut edges shall conform to
ANSI/AASHTO/AWS Bridge Welding Code D1.5.

*(b) Flange plates.* Furnish flange plates with either oxygen-cut edges
that have the corners chamfered at least 2 millimeters by grinding, or
furnish Universal Mill plates unless oxygen-cut edges are required.

*(c) Web plates.* Oxygen cut to the prescribed camber web plates of
built-up beams and girders, box girders, and box arches. Cut sufficient
extra camber into the webs to provide for all camber losses due to
welding, cutting, etc.

*(d) Truss members.* Prepare, by oxygen cutting, all longitudinal edges
of all plates in welded sections of truss web and chord members.
Chamfer, by grinding the edges of the corners of plates not joined by
welding, at least 2 millimeters.

*(e) Stiffeners and connection plates.* Stiffeners and connection plates
welded transverse to girder webs and flanges may be furnished with
sheared edges provided the plate thickness does not exceed 20
millimeters. Universal mill plate may be used provided its thickness
does not exceed 25 millimeters. Furnish other stiffeners and connection
plates with oxygen cut edges.

*(f) Lateral gusset plates.* Oxygen cut, parallel to lines of stress,
gusset plates and other connections welded parallel to lines of stress
in tension members where the plate thickness exceeds 10 millimeters.
Bolted lateral gusset plates may be furnished with sheared edges
provided the thickness is less than or equal to 20 millimeters.

*(g) Splice plates and gusset plates.* Furnish girder and stringer
splice plates and truss gusset plates with oxygen cut edges.

*(h) Bent plates.* Furnish unwelded, load‑carrying, rolled‑steel plates
to be bent as follows.

Take material from the stock plates such that the bend line is at right
angles to the direction of rolling, except that cold‑bent ribs for
orthotopic‑deck bridges may be bent with bend lines in the direction of
rolling.

Before bending, round the corners of the plates to a radius of 2
millimeters throughout the portion of the plate where the bending
occurs.

*(1) Cold bending.* Cold bend so that no cracking of the plate occurs.
Use the minimum bend radii shown in Table 555-3 measured to the concave
face of the metal.

Allow for springback of grades 690 and 690W steels equal to about three
times that for grade 250 steel. Use a lower die span of at least
16 times the plate thickness for break press forming.

*(2) Hot bending.* If a radius shorter than the minimum specified for
cold bending is essential, hot bend the plates at a temperature not
greater than 650 ºC, except for grades 690 and 690W. When grades 690 and
690W steel plates are heated to temperatures greater than 605 ºC,
requench and temper according to the producing mill\'s standard
practice.

Table 555-3

Minimum Bending Radii

+------------------------------------+---------------------------------+
| **Plate Thickness - (t)**          | **Bending Radius ^(1)^**        |
|                                    |                                 |
| **(mm)**                           |                                 |
+------------------------------------+---------------------------------+
| ≤ 13                               | 2(t)                            |
+------------------------------------+---------------------------------+
| Over 13 to 25                      | 2.5(t)                          |
+------------------------------------+---------------------------------+
| Over 25 to 38                      | 3(t)                            |
+------------------------------------+---------------------------------+
| Over 38 to 64                      | 3.5(t)                          |
+------------------------------------+---------------------------------+
| Over 64 to 102                     | 4(t)                            |
+------------------------------------+---------------------------------+

> \(1\) Bend radii for all grades of structural steel.

**(c) Fit of stiffeners.** Fabricate (mill, grind, or weld as shown on
the plans or as specified) end bearing stiffeners for girders and
stiffeners intended as supports for concentrated loads to provide full
bearing on the flanges to which they transmit load or from which they
receive load. Fabricate intermediate stiffeners not intended to support
concentrated loads to provide a tight fit against the compression
flange.

**(d) Abutting joints.** Mill or saw cut abutting joints in compression
members of trusses and columns to give a square joint and uniform
bearing. The maximum allowed opening at other joints, not required to be
faced, is 10 millimeters.

**(e) Facing of bearing surfaces.** Finish bearing, base plates, and
other bearing surfaces that will come in contact with each other, or
with concrete, to the ANSI surface roughness defined in ANSI B46.1,
*Surface Roughness, Waviness and Lay, Part I,* as shown in Table 555-4.

Table 555-4

ANSI Surface Roughness Values

+--------------------------------------------------+-------------------+
| **Bearing Surface**                              | **Surface         |
|                                                  | Roughness Value** |
|                                                  |                   |
|                                                  | **(µm)**          |
+--------------------------------------------------+-------------------+
| Steel slabs                                      | 50                |
+--------------------------------------------------+-------------------+
| Heavy plates in contact in shoes to be welded    | 25                |
+--------------------------------------------------+-------------------+
| Milled ends of compression members, milled or    | 13                |
| ground ends of stiffeners and fillers            |                   |
+--------------------------------------------------+-------------------+
| Bridge rollers and rockers                       | 6                 |
+--------------------------------------------------+-------------------+
| Pins and pin holes                               | 3                 |
+--------------------------------------------------+-------------------+
| Sliding bearings                                 | 3                 |
+--------------------------------------------------+-------------------+

Machine sliding bearings that have a surface roughness greater than 2
micrometers according to ANSI 60 so the lay of the cut is parallel to
the direction of movement.

Fabricate parts in bearing to provide a uniform even contact with
adjacent bearing surface when assembled. Limit maximum gap between
bearing surfaces to 1 millimeter. Base and sole plates that are plane
and true and have a surface roughness not exceeding the above tabulated
values need not be machined except machine sliding surfaces of base
plates.

Do not machine surfaces of fabricated members until all fabrication on
that particular assembly or subassembly is complete. Machine metal
components that are to be heat treated after heat treatment.

**(f) Straightening material.** If approved, straighten plates, angles,
other shapes, and built‑up members by methods that do not produce
fracture or other damage to the metal. Straighten distorted members by
mechanical means or, if approved, by carefully planned procedures and
supervised application of a limited amount of localized heat. Use
rigidly-controlled procedures and do not exceed the temperatures
specified in Table 555-5 when heat straightening grades 485W, 690, and
690W steel members.

Table 555-5

Heat Straightening Temperatures

  ------------------------------------------- ---------------------------
  **Material to be Straightened**             **Maximum Temperature**

  Grade 485W \> 150 mm from weld              580 ºC

  Grade 485W \< 150 mm from weld              480 ºC

  Grade 690 or 690W \> 150 mm from weld       605 ºC

  Grade 690 or 690W \< 150 mm from weld       510 ºC
  ------------------------------------------- ---------------------------

In all the other steels, do not exceed 650 ºC in the heated area.
Control the application by temperature-indicating crayons, liquids, or
bimetal thermometers.

Keep parts to be heat straightened and substantially free of external
forces and stress except stresses resulting from mechanical means used
in conjunction with the application of heat.

Evidence of fracture following straightening of a bend or buckle will be
cause for rejection of the damaged piece.

**555.09 Annealing and Stress Relieving.** Machine, finish bore, and
straighten annealed or normalized structural members after heat
treatment. Normalize and anneal (full annealing) according to ASTM A
919. Maintain uniform temperatures throughout the furnace during the
heating and cooling so that the temperature at no two points on the
member differs by more than 60 ºC at any one time.

Do not anneal or normalize members of grades 690/690W or 485W steels.
Stress relieve these grades only with approval.

Record each furnace charge, identify the pieces in the charge, and show
the temperatures and schedule actually used. Provide proper instruments,
including recording pyrometers, for determining at any time the
temperatures of members in the furnace. Make records of the treatment
operation available for approval. The maximum allowed holding
temperature for stress relieving grades 690/690W and grade 485W steels
is 605 ºC and 580 ºC, respectively.

Stress relieve members (such as bridge shoes, pedestals, or other parts
that are built-up by welding sections of plate together) according to
Subsection 4.4 of ANSI/AASHTO/AWS Bridge Welding Code D1.5.

**555.10 Bolt Holes.** Punch or drill all bolt holes. Material forming
the parts of a member that is composed of not more than 5 thicknesses of
metal may be punched 2 millimeters larger than the nominal diameter of
the bolts where the thickness of the material is not greater than 20
millimeters for structural steel, 15 millimeters for high-strength
steel, or 15 millimeters for quenched and tempered alloy steel unless
subpunching and reaming is required under (h), the preparation of field
connections.

Where there are more than five thicknesses or where any of the main
material is thicker than 20 millimeters for structural steel, 15
millimeters for high‑strength steel, or 15 millimeters for quenched and
tempered alloy steel, either subdrill and ream or drill all holes full
size.

If required, either subpunch or subdrill (subdrill if thickness
limitation governs) 5 millimeters smaller and, after assembling, ream 2
millimeters larger or drill full size to 2 millimeters larger than the
nominal diameter of the bolts.

**(a) Punched holes.** Use a die diameter that is not more than 2
millimeters larger than the punch diameter. Ream holes that require
enlarging to admit bolts. Clean cut the holes without torn or ragged
edges.

**(b) Reamed or drilled holes.** Ream or drill holes so they are
cylindrical and perpendicular to the member. Where practical, direct
reamers by mechanical means. Remove burrs on the outside surfaces. Ream
and drill with twist drills, twist reamers, or roto-broach cutters.
Assemble and securely hold together connecting parts that are being
reamed or drilled and match-mark before disassembling.

**(c) Accuracy of holes.** Holes not more than 1 millimeter larger in
diameter than the true decimal equivalent of the nominal diameter of the
drill or reamer are acceptable. The slightly conical hole resulting from
punching operations is acceptable. The width of slotted holes produced
by flame cutting or a combination of drilling or punching and flame
cutting shall be no more than 1 millimeter greater than the nominal
width. Grind flame cut surfaces smooth.

**(d) Accuracy of hole group before reaming.** Accurately punch full
size, subpunched, or subdrilled holes so that after assembling (before
any reaming is done) a cylindrical pin 3 millimeters smaller in diameter
than the nominal size of the punched hole may be entered perpendicular
to the face of the member, without drifting, in at least 75 percent of
the contiguous holes in the same plane. Punched pieces not meeting this
requirement will be rejected. Holes, through which a pin 5 millimeters
smaller in diameter than the nominal size of the punched hole cannot be
inserted, will be rejected.

**(e) Accuracy of hole group after reaming.** After reaming, the maximum
allowed offset of 85 percent of any contiguous group of holes through
adjacent thicknesses of metal is 1 millimeter.

Use steel templates having hardened steel bushings in holes accurately
dimensioned from the centerlines of the connection as inscribed on the
template. Use connection centerlines when locating templates from the
milled or scribed ends of members.

**(f) Numerically‑controlled drilled field connections.** In lieu of
drilling undersized holes and reaming while assembled, or drilling holes
full-size while assembled, drilling or punching bolt holes full-size in
unassembled pieces and connections, including templates for use with
matching undersized and reamed holes by means of suitable
numerically-controlled (N/C) drilling or punching equipment is allowed.

**(g) Holes for ribbed bolts, turned bolts, or other approved
bearing-type bolts.** Provide finished holes with a driving fit.

**(h) Preparation of field connections.** Subpunch or subdrill and ream
while assembled, or drill full size to a steel template, the holes in
field connections and field splices of main members of trusses, arches,
continuous beam spans, bents, towers (each face), plate girders, and
rigid frames.

Holes for field splices of rolled beam stringers continuous over floor
beams or cross frames may be drilled full-size unassembled to a steel
template. Holes for floor beams or cross frames may be drilled full size
unassembled to a steel template. Subpunch and ream while assembled, or
drill full size to a steel template, all holes for floor beam and
stringer field end connections.

When reaming or drilling full size field-connection holes through a
steel template, carefully locate and position the template, and firmly
bolt in place before drilling. Use exact duplicates of templates used
for reaming matching members or the opposite faces of a single member.
Accurately locate templates used for connections on like parts or
members so that the parts or members are duplicates and require no
match-marking.

For any connection, in lieu of subpunching and reaming or subdrilling
and reaming, holes drilled full size through all thicknesses or material
assembled in proper position may be used.

**555.11 Pins and Rollers.** Accurately fabricate pins and rollers that
are straight, smooth, and free from flaws. Forge and anneal pins and
rollers more than 225 millimeters in diameter. Pins and rollers 225
millimeters or less in diameter may be either forged and annealed or
cold‑finished carbon steel shafting.

In pins larger than 225 millimeters in diameter, bore a hole not less
than 50 millimeters in diameter full length along the pin axis after the
forging has been allowed to cool to a temperature below the critical
range (under suitable conditions to prevent damage by too rapid cooling
and before being annealed).

**(a) Boring pin holes.** Bore pin holes true to the specified diameter,
smooth and straight, at right angles with the axis of the member and
parallel with each other. Produce the final surface using a finishing
cut.

Produce a pin hole diameter that does not exceed that of the pin by more
than 0.50 millimeter for pins 125 millimeters or less in diameter or by
1 millimeter for larger pins.

The maximum allowed variation of the outside-to-outside distance of end
holes in tension members and the inside-to-inside distance of end holes
in compression members is 1 millimeter from that specified. Bore pin
holes in built‑up members after the member has been assembled.

**(b) Threads for bolts and pins.** Provide threads on all bolts and
pins for structural steel construction that conform to the Unified
Standard Series UNC ANSI B1.1, class 2A for external threads and class
2B for internal threads except when pin ends have a diameter of 35
millimeters or more, provide six threads per 25 millimeters.

**555.12 Eyebars.** Pin holes may be flame cut at least 50 millimeters
smaller in diameter than the finished pin diameter. Securely fasten
together (in the order to be placed on the pin) all eyebars that are to
be placed side-by-side in the structure and bore at both ends while
clamped. Pack and match-mark eyebars for shipment and erection. Stamp
with steel stencils, so as to be visible when the bars are nested in
place on the structure, all identifying marks on the edge of one head of
each member after fabrication is completed. Use low-stress type steel
die stamps.

Provide eyebars, straight and free from twists, with pin holes
accurately located on the centerline of the bar. Do not allow the
inclination of any bar to the plane of the truss to exceed 5.25
millimeters per meter.

Simultaneously cut the edges of eyebars that lie between the transverse
centerline of their pin holes with two mechanically-operated torches
abreast of each other, guided by a substantial template to prevent
distortion of the plates.

**555.13 Assembly --- Bolting.** Clean surfaces of metal in contact
before assembling. Assemble parts of a member. Securely pin and firmly
draw together before drilling, reaming, or bolting is commenced. Take
assembled pieces apart, if necessary, for the removal of burrs and
shavings produced by the operation. Assemble members to be free from
twists, bends, and other deformation.

Drift during assembling only enough to bring the parts into position
without enlarging holes or distorting the metal.

**555.14 Welded Connections.** Fabricate surfaces and edges to be welded
smooth, uniform, clean, and free of defects that would adversely affect
the quality of the weld. Prepare edge according to ANSI/AASHTO/AWS
Bridge Welding Code D1.5.

**555.15 Preassembly of Field Connections.** Preassemble field
connections of main members of trusses, arches, continuous beams, plate
girders, bents, towers, and rigid frames before erection to verify the
geometry of the completed structure or unit and to verify or prepare
field splices. Present the method and details of preassembly for
approval.

Use methods and details of preassembly that are consistent with the
procedure shown on the approved erection camber diagrams. Assemble all
girders and beams in their cambered (no load) condition.

When members are assembled with their webs vertical, support them at
intervals of 6 meters, or two-tenths of the span length, whichever is
less. When the webs are horizontal, the above intervals of support may
be increased provided there is no noticeable deflection between points
of support.

Assemble trusses in full dead-load position unless the design of the
structure provides for the secondary stresses created by assembling the
truss in the fully cambered (no load) position. Support trusses during
assembly at each panel point. Preassemble at least 3 contiguous panels
that are accurately adjusted for line and camber. For successive
assemblies, include at least one section or panel of the previous
assembly (repositioned if necessary and adequately pinned to ensure
accurate alignment) plus 2 or more sections or panels added at the
advancing end. For structures longer than 50 meters, make each assembly
not less than 50 meters long regardless of the length of individual
continuous panels or sections. Assembly may start from any location in
the structure and proceed in one or both directions as long as preceding
requirements are satisfied.

**(a) Bolted connections.** Where applicable, assemble major components
with milled ends of compression members in full bearing and then ream
subsized holes to the specified size while the connections are
assembled.

**(b) Check assembly/numerically-controlled drilling.** When using
numerically‑controlled drilling or punching, make a check assembly for
each major structural type of each project. Fabricate the check assembly
of at least 3 contiguous shop sections or, for a truss, all members in
at least 3 contiguous panels but not less than the number of panels
associated with 3 contiguous chord lengths (such as the length between
field splices). Base check assemblies on the proposed order of erection,
joints in bearings, special complex points, and similar considerations.
Shop assemblies other than the check assemblies are not required.

If the check assembly fails in some specific manner to demonstrate that
the required accuracy is being obtained, further check assemblies may be
required.

Receive approval of each assembly (including camber, alignment, accuracy
of holes, and fit of milled joints) before reaming is commenced or
before any N/C drilled check assembly is dismantled.

**(c) Field-welded connections.** Field-welded connections are
prohibited unless specifically shown on the drawings. Verify the fit of
members (including the proper space between abutting flanges) with the
segment preassembled.

**(d) Match marking.** Match mark connecting parts preassembled in the
shop to ensure proper fit in the field. Provide a diagram showing such
match-marks.

**555.16 Connections Using Unfinished, Turned, or Ribbed Bolts.** Use
unfinished, turned, or ribbed bolts, where specified, conforming to ASTM
A 307 for grade A bolts. Use bolts with single self-locking nuts or
double nuts. Use beveled washers where bearing faces have a slope of
more than 1:20 with respect to a plane normal to the bolt axis.

**(a) Turned bolts.** Furnish turned bolts with a body surface ANSI
roughness not exceeding 3 micrometers. Furnish hex headed bolts and nuts
of the nominal size specified. Carefully ream holes for turned bolts and
furnish bolts to provide for a light driving fit. Keep bolt threads
entirely outside of the holes. Provide a washer under the nut.

**(b) Ribbed bolts.** Use approved form of ribbed body with continuous
longitudinal ribs. Provide a body diameter measured on a circle through
the points of the ribs 2 millimeters greater than the nominal diameter
specified for the bolts.

Furnish ribbed bolts with round heads conforming to ANSI B18.5. Furnish
hexagonal nuts that are either recessed or have a washer of suitable
thickness. Ribbed bolts shall have a driving fit when installed in
holes. Provide sufficiently hard ribs such that the ribs do not compress
or deform and allow the bolts to turn in the holes during tightening. If
the bolt twists before drawing tight, ream the hole and provide an
oversized replacement bolt.

**555.17 Connections Using High-Strength Bolts.** This subsection covers
the assembly of structural joints using AASHTO M 164M or AASHTO M 253M
high‑strength bolts, or equivalent fasteners, tightened to a high
tension.

**(a) Bolted parts.** Use steel material within the grip of the bolt
with no compressible material such as gaskets or insulation. Fabricate
bolted steel parts to fit solidly together after the bolts are
tightened. Limit the maximum slope of the surfaces of parts in contact
with the bolt head or nut to 1:20 with respect to a plane normal to the
bolt axis.

**(b) Surface conditions.** At the time of assembly, clean all joint
surfaces (including surfaces adjacent to the bolt head and nut) of dirt
or foreign material and scale except tight mill scale. Remove burrs that
would prevent solid seating of the connected parts in the snug-tight
condition.

Paint or other coatings are not permitted on the faying surfaces of
slip-critical connections. All connections are considered to be
slip-critical. Exclude paint (including any inadvertent overspray) from
areas closer than one-bolt diameter, but not less than 25 millimeters,
from the edge of any hole and all areas within the bolt pattern.

**(c) Installation.** Install fasteners of the same lot number together.
Protect fasteners from dirt and moisture. Take from protected storage
only as many fasteners as are anticipated to be installed and tightened
during a work shift. Return unused fasteners to protected storage at the
end of the shift. Do not clean lubricant from fasteners that is required
to be present in the as-delivered condition. Clean and relubricate,
before installation, fasteners for slip-critical connections which
accumulate rust or dirt.

Provide a tension measuring device (a Skidmore---Wilhelm calibrator or
other acceptable bolt tension indicating device) on all projects where
high-strength fasteners are being installed and tightened. Use the
tension measuring device to perform the rotational‑capacity test and to
confirm all of the following:

• Table 555-6 requirement for the complete fastener assembly

• Calibration of the wrenches, if applicable

• Understanding and proper use of the tightening method

Table 555-6

Minimum Fastener Tension^(1)^

+-----------------------+----------------------+----------------------+
| **Nominal Bolt**      | **AASHTO M 164M**    | **AASHTO M 253M**    |
|                       |                      |                      |
| **Diameter and**      | **(kilonewtons)**    | **(kilonewtons)**    |
|                       |                      |                      |
| **Tread Pitch**       |                      |                      |
+-----------------------+----------------------+----------------------+
| M16 × 2               | 91                   | 114                  |
+-----------------------+----------------------+----------------------+
| M20 × 2.5             | 142                  | 179                  |
+-----------------------+----------------------+----------------------+
| M22 × 2.5             | 176                  | 221                  |
+-----------------------+----------------------+----------------------+
| M24 × 3               | 205                  | 257                  |
+-----------------------+----------------------+----------------------+
| M27 × 3               | 267                  | 334                  |
+-----------------------+----------------------+----------------------+
| M30 × 3.5             | 326                  | 408                  |
+-----------------------+----------------------+----------------------+
| M36 × 4               | 475                  | 595                  |
+-----------------------+----------------------+----------------------+

\(1\) Equal to 70 percent of the specified minimum tensile strength of
bolts (as specified for tests of full size AASHTO M 164M and AASHTO M
253M bolts) rounded to the nearest kilonewton.

For short grip bolts, direct tension indicators (DTI) with solid plates
may be used to perform this test. First check the DTI with a longer grip
bolt in the Skidmore‑Wilhelm calibrator. The frequency of confirmation
testing, number of tests to be performed, and test procedure shall
conform to (3) through (5) as applicable. Confirm the accuracy of the
tension measuring device by an approved testing agency at least
annually.

Install fasteners together with washers of size and quality specified,
located as required below, in properly aligned holes and tightened by
any of the methods described in (3) to (6) inclusive to at least the
minimum tension specified in Table 555-6 after all the fasteners are
tight.

If approved, tightening may be performed by turning the bolt while the
nut is prevented from rotating when it is impractical to turn the nut.
If impact wrenches are used, provide adequate capacity and sufficient
air to tighten each bolt in approximately 10 seconds.

Do not reuse AASHTO M 253M fasteners and galvanized AASHTO M 164M
fasteners. If approved, other AASHTO M 164M bolts may be re-used once.
Touching up or retightening previously-tightened bolts that may have
been loosened by the tightening of adjacent bolts will not be considered
as reuse, provided the snugging-up continues from the initial position
and does not require greater rotation, including the tolerance, than
that required by Table 555-7.

Table 555-7 ^(1)^

Nut Rotation from the Snug‑Tight Condition ^(2)^

+---------------+----------+---------------------+--------------------+
| **Bolt        | **       |                     |                    |
| Length**      | Geometry |                     |                    |
|               | of Outer |                     |                    |
| **Measured    | Faces of |                     |                    |
| from          | Bolted   |                     |                    |
| Underside of  | Parts**  |                     |                    |
| Head to End   |          |                     |                    |
| of Bolt**     |          |                     |                    |
+---------------+----------+---------------------+--------------------+
|               | **Both   | **One face normal   | **Both faces       |
|               | faces    | to bolt axis and    | sloped not more    |
|               | normal   | other face sloped   | than 1:20 from     |
|               | to bolt  | not more than 1:20. | normal to bolt     |
|               | axis**   | (Bevel washer not   | axis. (Bevel       |
|               |          | used)**             | washers not        |
|               |          |                     | used)**            |
+---------------+----------+---------------------+--------------------+
| Up to and     | 1/3 turn | 1/2 turn            | 2/3 turn           |
| including 4   |          |                     |                    |
| diameters     |          |                     |                    |
+---------------+----------+---------------------+--------------------+
| Over 4        | 1/2 turn | 2/3 turn            | 5/6 turn           |
| diameters but |          |                     |                    |
| not exceeding |          |                     |                    |
| 8 diameters   |          |                     |                    |
+---------------+----------+---------------------+--------------------+
| Over 8        | 2/3 turn | 5/6 turn            | 1 turn             |
| diameters but |          |                     |                    |
| not exceeding |          |                     |                    |
| 12 diameters  |          |                     |                    |
| ^(3)^         |          |                     |                    |
+---------------+----------+---------------------+--------------------+

\(1\) Applicable only to connections where all material within the grip
of the bolt is steel.

\(2\) Nut rotation is relative to bolt, regardless of the element (nut
or bolt) being turned. The tolerance is ±30º for bolts installed by 1/2
turn or less. The tolerance is ±45º for bolts installed by 2/3 turn or
more.

\(3\) Determine the required rotation by actual tests in a suitable
tension device simulating the actual conditions.

**(1) Rotational‑capacity tests.** Subject high‑strength fasteners,
black and galvanized, to job‑site rotational‑capacity tests performed
according to AASHTO M 164M Test Methods and the following:

*(a)* After tightening to a snug-tight condition, as defined in (c)(3),
tighten the fastener 2 times the required number of turns indicated in
Table 555-7, in a Skidmore‑Wilhelm Calibrator or equivalent tension
measuring device, without stripping or failure.

*(b)* During this test, the maximum recorded tension must be equal to or
greater than the turn test tension which is 1.15 times the required
fastener tension indicated in Table 555-6.

*(c)* The measured torque at a tension \"P,\" after exceeding the turn
test tension required above in *(b)*, shall not exceed the value
obtained by the following equation:

$$\text{Torque}\  = \ 0\text{.}\text{34}\ \text{PD}$$

where:

> Torque = Measured torque in newton meters
>
> *P* = Measured bolt tension in newtons
>
> *D* = Nominal bolt diameter in millimeters

For rotational‑capacity tests, use washers even though their use may not
be required in the actual installation.

**(2) Washers.** Where the outer face of the bolted parts has a slope
greater than 1:20 with respect to a plane normal to the bolt axis, use a
hardened beveled washer to compensate for the lack of parallelism.

Use hardened square or rectangular beveled washers for American Standard
Beams and Channels conforming to AASHTO M 293M.

Where necessary, washers may be clipped on one side not closer than 7/8
times the bolt diameter when measured from the center of the washer.

Hardened washers are not required for connections using AASHTO M 164M
and AASHTO M 253M bolts except under the following conditions:

*(a)* Use hardened washers under the element turned in tightening when
the tightening is done by the calibrated wrench method.

*(b)* Use hardened washers under both the head and the nut when AASHTO M
253M bolts are installed in material having a specified yield point less
than 275 megapascals regardless of the tightening method.

*(c)* Use a hardened washer conforming to ASTM F 436M where AASHTO M
164M bolts of any diameter or AASHTO M 253M bolts equal to or less than
M24 are to be installed in oversize or short‑slotted holes in an outer
ply.

*(d)* Use hardened washers conforming to ASTM F 436M, except with
8 millimeter minimum thickness, under both the head and the nut in lieu
of standard thickness hardened washers where AASHTO M 253M bolts over
M24 are to be installed in an oversize or shortslotted hole in an outer
ply. Multiple hardened washers with a combined thickness equal to or
greater than 8 millimeters do not satisfy this requirement.

*(e)* Where AASHTO M 164M bolts of any diameter or AASHTO M 253M bolts
equal to or less than M24 are installed in a long-slotted hole in an
outer ply, provide a plate washer or continuous bar of at least
8-millimeter thickness with standard holes with sufficient size to cover
the slot after installation and is structural grade material that need
not be hardened.

When AASHTO M 253M bolts over M24 are used in long-slotted holes in
external plies, use a single hardened washer conforming to ASTM F 436M
with an 8-millimeter minimum thickness in lieu of washers or bars of
structural grade material. Multiple hardened washers with combined
thickness equal to or greater than 8 millimeters do not satisfy this
requirement.

Alternate design fasteners conforming to Subsection 717.01 with a
geometry that provides a bearing circle on the head or nut with a
diameter equal to or greater than the diameter of hardened washers
conforming to ASTM F 436M satisfy the requirements for washers specified
herein and may be used without washers.

**(3) Turn‑of‑nut tightening.** At the start of work, test nut
tightening using a device capable of indicating bolt tension. Test not
less than 3 bolt-and-nut assemblies of each diameter, length, and grade
to be used in the work. Demonstrate with the test that the method for
estimating snug-tight condition and controlling the turns from snug
tight develops a tension not less than 5 percent greater than the
tension required by Table 555-6. Perform periodic retesting when
required.

Install bolts in all holes of the connection and initially tighten to a
snug-tight condition. Snug tight is defined as the tightness that exists
when the plies of the joint are in firm contact. This may be attained by
a few impacts of an impact wrench or the full effort of a worker using
an ordinary spud wrench.

Systematically snug-tighten bolt groups from the most rigid part of the
connection to the free edges. Then retighten the bolts of the connection
in a similar systematic manner as necessary until all bolts are snug
tight and the connection is fully compacted. Following the
snug-tightening operation, tighten all bolts in the connection by the
applicable amount of rotation specified in Table 555-7.

During all tightening operations, do not allow rotation of the fastener
part not turned by the wrench. Tighten systematically from the most
rigid part of the joint to its free edges.

**(4) Calibrated wrench tightening.** Calibrated wrench tightening may
be used only when installation procedures are calibrated on a daily
basis and when a hardened washer is used under the element turned in
tightening. Standard torques taken from tables or from formulas that
assume to relate torque to tension are not acceptable.

If calibrated wrenches are used for installation, set them to provide a
tension not less than 5 percent in excess of the minimum tension
specified in Table 555-6. Calibrate the installation procedure at least
once each working day for each bolt diameter, length, and grade using
fastener assemblies that are being installed in the work.

Perform the calibration with a device capable of indicating actual bolt
tension by tightening 3 typical bolts of each diameter, length, and
grade from the bolts and washers being installed using a job supplied
washer under the element turned in tightening. Recalibrate wrenches when
significant difference is noted in the surface condition of the bolts,
threads, nuts or washers. Verify during use that the wrench adjustment
selected by the calibration does not produce a nut or bolt head rotation
from snug tight greater than permitted in Table 555-7. Turn nuts in the
tightening direction when measuring the torque of manual torque
wrenches.

If calibrated wrenches are used to install bolts in a connection,
install bolts with hardened washers under the turned element. When
tightening bolts in all holes of the connection, tighten to a snug-tight
condition. Following this initial tightening operation, tighten all
bolts in the connection using a calibrated wrench. Tighten
systematically from the most rigid part of the joint to its free edges.
Touch up previously-tightened bolts that may have been relaxed during
the tightening of adjacent bolts until all bolts are properly tightened.

**(5) Direct tension indicator tightening.** When tightening of bolts
using direct tension indicator devices is used, assemble a
representative sample of not less than 3 devices for each diameter and
grade of fastener to be used in the work in a calibration device capable
of indicating bolt tension. Include in the test assembly flat‑hardened
washers, if required in the actual connection, arranged as those in the
actual connections to be tensioned. The calibration test must
demonstrate that the device indicates a tension not less than 5 percent
greater than that required by Table 555-6.

Follow the manufacturer\'s installation procedures for installation of
bolts in the calibration device and in all connections. Give special
attention to proper installation of flat‑hardened washers when direct
tension indicator devices are used with bolts installed in oversize or
slotted holes and where the load indicating devices are used under the
turned element.

When bolts are installed using direct tension indicators conforming to
ASTM F 959M, install bolts in all holes of the connection and bring to a
snug-tight condition. Snug tight is indicated by partial compression of
the direct tension indicator protrusions. After all bolts are
snug-tight, tighten all fasteners systematically from the most rigid
part of the connection to the free edges in a manner that minimizes
relaxation of previously-tightened fasteners. Proper tensioning of the
bolts may require more than a single cycle of systematic partial
tightening before final tightening to deform the protrusion to the
specified gap.

**(6) Installation of alternate design bolts.** When fasteners that
incorporate a design feature intended to indirectly indicate the bolt
tension or to automatically provide the tension required by Table 555-6
and conform to Subsection 717.01 are to be installed, test a
representative sample of not less than 3 bolts of each diameter, length,
and grade on the project with a device capable of indicating bolt
tension.

Include in the test assembly flat‑hardened washers, if required in the
actual connection, arranged as in the actual connections to be
tensioned. The calibration test must demonstrate that each bolt develops
a tension not less than 5 percent greater than the tension required by
Table 555-6. Follow manufacturer\'s installation procedure. Perform
periodic re-testing when required.

When alternate design fasteners that are intended to control or indicate
bolt tension of the fasteners are used, install bolts in all holes of
the connection and initially tighten sufficiently to bring all plies of
the joint into firm contact; but without yielding or fracturing the
control or indicator element of the fasteners. Continue to tighten
systematically from the most rigid part of the connection to the free
edges in a manner that minimizes relaxation of previously-tightened
fasteners.

Proper tensioning of the bolts may require more than a single cycle of
systematic partial tightening before final twist‑off or pull-off of the
control or indicator element of individual fasteners.

**(7) Inspection.** Inspect the tightened bolts in the presence of the
CO. Use an inspection torque wrench to verify tightening of threaded
fasteners. For non-threaded fasteners, ping each fastener with a hammer
to test for soundness. Replace or retighten any loose or relaxed
fastener. Cutting with a torch is not permitted for removal of bolts.

Individually place 3 bolts of the same grade, size, and condition as
those under inspection in a device calibrated to measure bolt tension.
Perform this calibration operation at least once each inspection day.

Use a washer under the part turned in tightening each bolt if washers
are used on the structure. If washers are not used on the structure, use
the same specification material which abuts the part turned in the
tension measuring device as used on the structure. In the calibrated
device, tighten each bolt by any convenient means to the specified
tension. Apply the inspecting wrench to the tightened bolt to determine
the torque required to turn the nut or head 5 degrees, approximately 30
millimeters at a 300-millimeter radius, in the tightening direction. Use
the average of the torque required for all 3 bolts as the job-inspection
torque.

Select at random in each connection 10 percent (at least two) of the
tightened bolts on the structure represented by the test bolts and apply
the job-inspection torque to each selected bolt with the inspecting
wrench turned in the tightening direction. If this torque turns no bolt
head or nut, the bolts in the connection will be considered to be
properly tightened. If the torque turns one or more bolt heads or nuts,
apply the job-inspection torque to all bolts in the connection. Tighten
and reinspect any bolt whose head or nut turns at this stage. As an
option, retighten all bolts in the connection and resubmit for
inspection.

**555.18 Welding.** Welding, welder qualifications, prequalification of
weld details, and inspection of welds shall conform to ANSI/AASHTO/AWS
Bridge Welding Code D1.5. Delete the provisions of 9.25.1.7. Do not
underrun the nominal fillet weld size.

Do not weld or tack brackets, clips, shipping devices, or other material
not required to any member unless shown on the accepted drawings.

**555.19 Erection.** Falsework and forms shall conform to Section 562.
Use steel erectors certified under the AISC Quality Certification
Program.

**(a) Handling and storing material.** Place material stored on the
project on skids above ground. Keep material clean and properly drained.
Place and shore girders and beams upright. Support long members, such as
columns and chords, on skids placed near enough together to prevent
damage due to deflection.

**(b) Bearings and anchorages.** Furnish and install bridge bearings
according to Section 564. If the steel superstructure is to be placed on
a substructure that was built under a separate contract, verify that the
masonry has been correctly constructed before ordering material.

**(c) Erection procedures.**

**(1) Conformance to drawings.** Erect according to accepted erection
drawings. Modifications to or deviations from the approved erection
procedure require revised drawings and verification of stresses and
geometry.

**(2) Erection stresses.** Allow for erection stresses induced in the
structure as a result of the use of a method of erection or equipment
that differs from that previously approved and that will remain in the
finished structure as locked-in stresses. Provide additional material,
as needed, to keep both temporary and final stresses within the
allowable limits used in the design.

Provide temporary bracing or stiffening devices to accommodate handling
stresses in individual members or segments of the structure during
erection.

**(3) Maintaining alignment and camber.** During erection, support
segments of the structure in a manner that produces the proper alignment
and camber in the completed structure. Install cross frames and diagonal
bracing as necessary during erection to provide stability and ensure
correct geometry. As necessary, provide temporary bracing at any stage
of erection.

**(d) Field assembly.** Accurately assemble as shown on the erection
drawings and required by match-marks. Carefully handle the material. Do
not hammer, damage, or distort the members. Clean bearing surfaces and
permanent contact surfaces before assembly.

Assemble splices and field connections with at least 2 cylindrical
erection pins per part (4 minimum per splice or connection). A plate
girder splice requires for example, at least 4 cylindrical erection pins
for the top flange splice, 4 pins for the web splice, and 4 pins for the
bottom flange splice. These provide 2 pins for each part. Place the pins
in the corner holes of the splice plates.

Install more cylindrical erection pins, if necessary, to accurately
align the parts. Fill the remaining holes in the connection with bolts
and tighten systematically from the most rigid part of connection to the
free edges. Remove cylindrical erection pins and replace with tightened
bolts.

Release temporary erection supports at a splice or connection only after
all bolts are installed and tightened. Show special assembly and support
situations on the erection drawings.

Fitting‑up bolts may be the same high‑strength bolts used in the
installation. If other fitting‑up bolts are required, use the same
nominal diameter as the high‑strength bolts. Use cylindrical erection
pins 1 millimeter larger than the bolts.

**(e) Pin connections.** Use pilot and driving nuts in driving pins.
Drive the pins so that the members fully bear on the pins. Screw pin
nuts tight and burr the threads at the face of the nut with a pointed
tool.

**(f) Misfits.** Correction of minor misfits involving minor amounts of
reaming, cutting, and chipping may be done, if approved. Any error in
the shop fabrication or deformation resulting from handling and
transporting will be cause for rejection.

**555.20 Acceptance.** Material (except bearing devices and painting)
for steel structures will be evaluated under Subsections 106.02 and
106.03. Furnish production certifications for each shipment of
structural steel, steel forgings, and high-strength bolts, nuts, and
washers.

Construction of steel structures will be evaluated under Subsections
106.02 and 106.04.

Bearing devices will be evaluated under Section 564.

Painting will be evaluated under Section 563.

Measurement

**555.21** Measure the Section 555 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure structural steel computed according to the AASHTO *Standard
Specifications for Highway Bridges.* Include all metal items incidental
to the structure and required by the contract such as castings, steel
plates, anchor bolts and nuts, bearings, rockers, rollers, pins and
nuts, expansion dams, roadway drains and scuppers, weld metal, bolts
embedded in concrete, cradles and brackets, posts, conduits and ducts,
and structural shapes.

When measurement is by contract quantity , changes in quantities
resulting from alternative details proposed by the Contractor and
accepted as a part of the drawings are not subject to adjustment
according to Subsection 109.05.

Payment

**555.22** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 555 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 556. --- BRIDGE RAILING

Description

**556.01** This work consists of furnishing, erecting, removing, and
resetting bridge railing.

Bridge railing is designated as concrete, steel, aluminum, or timber
according to the predominant material contained in the railing.

Material

**556.02** Conform to the following Sections and Subsections:

Aluminum bolt heads and nuts 717.14

Aluminum alloy for bridge rail 717.13

Aluminum-impregnated caulking compound 725.28

Aluminum welding wire 717.15

Box beam rail 710.07

Concrete 552

Painting 563

Reinforcing steel 709.01

Structural steel 555

Timber 557

Construction Requirements

**556.03 General.** Accurately place anchor bolts to provide correct and
true alignment of the railing. Set anchor bolts so that they project not
more than 10 millimeters beyond the nut when tightened. Chamfer or round
by grinding or filing all sharp exposed metal edges.

Do not erect railing until centering or falsework for the supporting
span is removed. Construct bridge railing so that it does not follow any
unevenness in the curb, sidewalk, or wall that supports the railing. The
railing shall present a smooth, uniform appearance in its final
position. Set all posts vertical.

**556.04 Concrete Railing.** Construct according to Section 552.

**556.05 Steel Railing.** Construct according to Section 555.

**556.06 Aluminum Railing.** Construct according to Section 555 except
as amended by the following.

**(a) Cutting.** Material that is 13 millimeters thick or less may be
cut by shearing, sawing, or milling. Saw or mill material that is over
13 millimeters thick. Do not flame cut. Make cut edges true, smooth, and
free from excessive burrs or ragged breaks. Fillet reentrant cuts by
drilling before cutting.

**(b) Bending.** Material may be heated to a maximum 200 ºC for a period
not to exceed 30 minutes to facilitate bending.

**(c) Rivet and bolt holes.** Drill rivet and bolt holes to finished
size, or subpunch smaller than the nominal diameter of the fastener and
ream to size. Subpunch to a diameter that is smaller than that of the
finished hole by at least one quarter the thickness of the piece. Make
the finished diameter of holes not more than 7 percent greater than the
nominal diameter of the fastener except:

**(1)** Fabricate slotted bolt holes as required; and

**(2)** Fabricate anchor bolt holes up to 25 percent larger, not to
exceed 15 millimeters larger than the nominal bolt diameter.

**(d) Welding.** Weld according to AWS Structural Aluminum Welding Code
D1.2.

**(e) Contact with other material.** Do not place aluminum alloys in
contact with copper, copper base alloys, lead, or nickel. Where aluminum
alloys come in contact with other metals, coat the contacting surfaces
thoroughly with an aluminum‑impregnated caulking compound or place a
neoprene gasket between the surfaces.

Where aluminum alloys come in contact with concrete or stone, coat the
contacting surfaces with an aluminum‑impregnated caulking compound. When
bond between aluminum and concrete is required, coat the aluminum with
zinc‑chromate paint and allow to dry before installation.

Where aluminum alloys come in contact with wood, coat the contacting
wood surface with 3 coats of paint according to Section 563 and coat the
contacting aluminum surface with an aluminum caulking compound.

**556.07 Timber Railing.** Construct according to Section 557.

**556.08 Remove and Reset Bridge Railing.** Remove and store the
existing bridge railings and appurtenances. Replace all railings,
supports, and hardware damaged during removal, storage, or resetting.

**556.09 Painting.** Where required by the contract, paint according to
Section 563.

**556.10 Acceptance.** Material (except concrete, painting, reinforcing
steel, structural steel, and timber) for bridge railings will be
evaluated under Section 106.03. Furnish a production certification with
each shipment of bridge railing.

Concrete will be evaluated under Section 552 except compressive strength
will be evaluated under Subsection 106.04.

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.

Construction of bridge railings will be evaluated under Subsections
106.02 and 106.04.

Measurement

**556.11** Measure the Section 556 items listed in the bid schedule
according to Subsection 109.02.

Payment

**556.12** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 556 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 557. --- TIMBER STRUCTURES

Description

**557.01** This work consists of furnishing, preparing, erecting, and
painting structural timber. It also includes all required yard lumber
and hardware.

Material

**557.02** Conform to the following Section and Subsections:

Hardware 716.02

Painting 563

Structural glued laminated timber 716.04

Treated structural timber and lumber 716.03

Untreated structural timber and lumber 716.01

Construction Requirements

**557.03 General.** Perform excavation and backfill work under Section
209.

Furnish structural lumber and timber of the required stress grade.

Clear the ground under and in the vicinity of all stored material of
stacks of weeds, rubbish, or other objectionable material. Place the
bottom layer of material at least 200 millimeters above the ground
level. Provide sufficient support to prevent sagging.

Open-stack untreated material to shed water. Stack material in layers on
spacers (stickers) that extend across the full width of the stack to
allow for free air circulation. Align all stickers vertically and space
them at regular intervals.

Close-stack treated material to shed water.

Protect material from the weather. If covered, use sheet material such
as water-resistant paper or opaque polyethylene film. Do not cover with
impervious membranes such as polyethylene film during dry weather. Slit
individual wrappings full length or puncture on the lower side to permit
drainage of water.

Store and protect glued laminated timber according to the
recommendations for unloading and handling, job site storage, and
erection in "Recommended Practice for Protection of Structural Glued
Laminated Timber During Transit, Storage, and Erection," AITC 111.

Use slings or other devices to protect corners of heavy construction
timbers and banded packages of lighter construction timber.

Cut and form all lumber and construction timber so all joints will have
even bearing over the entire contact surface. Do not use shims in making
joints. Construct all joints to be closed. Drive nails and spikes to set
the heads flush with the wood surface.

Use the same end, face, and edge of the timber member for all layout
dimensions. Bore all holes from mating faces.

**557.04 Treated Timber.** Fabricate timbers before treatment. Handle
treated timber according to the Consumer Information Sheet published by
the AWPA. Handle treated timbers carefully and do not drop, damage outer
fibers, or penetrate the surface with tools. Do not use cant dogs,
hooks, or pike poles. In coastal waters, do not cut or bore timber below
the high-water mark.

Carefully trim all field cuts or abrasions made in fabricated timber
after treatment. Dip, soak, spray or apply three brush coats of a copper
naphthenate solution prepared in accordance with AWPA M4. Apply the
preservative in such a manner that it does not drip or spill into the
aquatic environment or onto the soil.

Impregnate all holes bored after treatment with the same preservative
using equipment suitable for proper application of the preservative.
Plug all unused holes with preservative treated plugs.

**557.05 Holes for Bolts, Dowels, Rods, and Lag Screws.** Bore all holes
before preservative treating the wood. Bore holes for round drift pins
and dowels to the same diameter as the dowel or pin. Bore holes for
square drift pins and dowels to a diameter equal to the side dimension
of the pin or dowel.

Bore holes for galvanized bolts to 3-millimeter larger than the diameter
of the bolt.

Bore holes for lag screws according to Subsection 7.3.1. of the AITC
*Timber Construction Manual.*

**557.06 Bolts and Washers.** Galvanize hardware and fasteners including
nails, spikes, bolts, washers, and timber connectors. Do not galvanize
malleable iron or cast-iron hardware or fasteners.

Use washers under all bolt heads and nuts in contact with wood. Use
malleable iron washers with a diameter approximately three times the
bolt diameter. Use cast-iron washers when the timber is in contact with
the ground. Use square washers only when indicated on the contract
plans.

Cut off excess bolt lengths of more than 25-millimeters. After final
tightening, check or burr all bolts with a pointing tool to prevent
loosening of the nuts.

**557.07 Countersinking.** Countersink nuts and bolt heads where
required by the contract. Paint recesses formed for countersinking,
except in railings, with an approved preservative. After bolts or screws
are in place, fill the holes with hot pitch or other approved filler.

**557.08 Framing.** Do not slab or trim treated piles for fitting sway
or sash braces. Fill all gaps that occur between braces and piles with
treated blocks so that the bracing is securely fastened to the piles.

**557.09 Framing Bents.** Bed mud sills firmly and evenly to solid
bearing and tamp in place.

When concrete is cast, set dowels for anchoring sills and posts to
project at least 150 millimeters above the tops of the pedestals.
Carefully finish concrete pedestals supporting framed bents so that
sills or posts bear evenly on the pedestals.

Provide firm, even bedding for mud sills. Make sills bear true and even
on mud sills, piles, or pedestals. Drift bolt sills with bolts that
extend into the mud sills or piles for at least 150 millimeters. Where
possible, remove all earth in contact with sills for circulation of air
around the sills.

**557.10 Caps for All Bents.** Make timber caps bear evenly and
uniformly over the tops of the supporting posts or piles with their ends
in alignment. Secure all caps with driftbolts and set approximately at
the center of and extending into the posts or piles at least
230 millimeters.

**557.11 Bracing.** Bolt the ends of bracing through the pile, post,
cap, or sill. Brace intermediate intersections with posts or piles with
bolts or spikes with wire or boat spikes, as required. In all cases use
galvanized spikes in addition to bolts.

Make all bracing bear firmly against the pile or cap to which it is
bolted. Provide and place shims as necessary to prevent bending the
bracing more than 25 millimeters out of line when bracing bolts are
tightened.

Where the space between the bracing and cap or pile is less than 25
millimeters, shims need not be used. Where the space between the bracing
and the cap or pile is 40±15 millimeters, place 2 ogee washers with
their narrow faces together or other approved washers on each bolt which
passes through the space.

Where the space between the bracing and the cap or pile is over 55
millimeters, use wooden shims of the proper thickness. Fabricate the
wooden shims from white oak or from the same treated wood used in the
structure. Do not use built-up wooden shims. Make wooden shims from a
single piece of lumber with the width not less than 100 millimeters and
the length not less than the width of the bracing measured along the cap
or pile. Do not adze, trim, or cut any treated member to avoid the use
of shims.

**557.12 Stringers.** Size stringers at bearings and place in position
so that knots near edges are in the top portions of the stringers.

Outside stringers may have butt joints with the ends cut on a taper. Lap
interior stringers to take bearing over the full width of the floor beam
or cap at each end. Separate the lapped ends of untreated stringers by
at least 15 millimeters for air circulation. Securely fasten the lapped
ends with drift bolts as required. Stagger the joints where stringers
are 2 panels in length.

Securely toenail cross-bridging between stringers with at least 2 nails
in each end. Cut all cross‑bridging members for a full bearing at each
end against the sides of the stringers. Place cross‑bridging at the
center of each span. If blocking is used, make it fit snugly and hold in
place as required.

**557.13 Plank Floors.** Use plank that is surfaced on four sides (S4S).

Single-ply timber floors consist of a single thickness of planks
supported on stringers. Lay the planks heart side down with 5
millimeters space between them for seasoned material and with tight
joints for unseasoned material. Spike each plank securely to each
stringer. Carefully grade the planks as to thickness and lay so that no
2 adjacent planks vary in thickness by more than 2 millimeters.

Two‑ply timber floors consist of 2 layers of flooring supported on
stringers. Treat the lower layer according to Subsection 557.04. Lay the
top layer either diagonally or parallel to the centerline of roadway as
required. Securely fasten each floor piece to the lower layer. Stagger
joints at least 1 meter. Where the top layer is placed parallel to the
centerline of the roadway, use special care to securely fasten the ends
of the flooring. Bevel the ends of top layer members at each end of the
structure.

**557.14 Transversely Nail-Laminated Decks.** Use 50 millimeters nominal
thickness laminations, surface one edge hit or miss 3 millimeters scant
(SIE‑H or M 3 millimeter scant), and one side hit or miss 3 millimeter
scant (SIS‑H or M 3 millimeter scant).

Place the laminations on edge and at right angles to the centerline of
roadway. Spike each piece to the preceding piece at each end and at
approximately 450-millimeter intervals with the galvanized spikes driven
alternately near the top and bottom edges. Use spikes of sufficient
length to pass through 2 pieces and at least halfway through the third
piece.

Where timber stringers are used, use spikes to toenail every other piece
to every other stringer. When steel stringers are used, securely attach
the pieces using approved galvanized metal clips.

Use pieces of sufficient length to bear on at least 4 stringers. Do not
splice pieces between stringers. Space end joints on any one stringer no
closer than every third piece. Space end joints in adjoining pieces no
closer than every second stringer.

**557.15 Wheel Guards and Railings.** Surface (S4S) wheel guards, rails,
and posts. Place wheel guards in sections not less than 4 meters in
length. Squarely butt‑joint all rails at posts.

**557.16 Trusses.** Fabricate trusses to show no irregularities of line
when completed. Fabricate chords straight and true from end-to-end in
horizontal projection. In vertical projection, fabricate chords to a
smooth, corded curve through panel points conforming to the correct
camber. Do not make uneven or rough cuts at the points of bearing.

**557.17 Drains.** Hot-dip galvanize drains, including anchorages, after
fabrication.

**557.18 Painting.** When paint is specified in the contract, paint
according to Section 563.

**557.19** **Acceptance.** Material (except paint) for timber structures
will be evaluated under Subsections 106.02 and 106.03. Furnish a
production certification with each shipment of structural timber and
lumber.

Construction of timber structures will be evaluated under Subsections
106.02 and 106.04.

Painting will be evaluated under Section 563.

Measurement

**557.20** Measure the Section 557 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure untreated and treated structural timber and lumber by the cubic
meter in the structure.

Compute the quantities from nominal dimensions and actual lengths except
for transversely nail-laminated decks. Measure transversely
nail-laminated decks in place after dressing.

Measure timber piles under Section 551.

Measure timber bridge rail under Section 556.

Payment

**557.21** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 557 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 558. --- DAMPPROOFING

Description

**558.01** This work consists of dampproofing concrete or masonry
surfaces.

Material

**558.02** Conform to the following Subsections:

Asphalt 702.05(b)

Primer 702.05(a)

Construction Requirements

**558.03 Dampproofing.** Cure the concrete or masonry surface according
to Subsection 552.15 except do not use liquid membrane curing compound.
Allow concrete surface to dry at least 10 days after completion of
curing.

Apply dampproofing to a dry, clean, reasonably smooth surface that is
free of dust and loose material. Apply dampproofing in dry weather when
the air and surface temperatures are 7 ºC or higher.

Apply primer to the surface and allow it to dry. Apply 2 coats of
asphalt at the rate of approximately 1.25 kilograms per square meter of
surface per coat. Apply prime coat and asphalt coats uniformly, fully
covering the surface, and thoroughly work them into the surface. Make
the total of the final 2 asphalt coats approximately 2 millimeters
thick. Allow asphalt coats to harden before allowing contact with water
or backfill material.

**558.04 Acceptance.** Material for dampproofing will be evaluated under
Subsections 106.02 and 106.03.

Applying dampproofing will be evaluated under Subsections 106.02 and
106.04.

Measurement

**558.05** Measure the Section 558 items listed in the bid schedule
according to Subsection 109.02.

Payment

**558.06** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 558 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 559. --- WATERPROOFING

Description

**559.01** This work consists of waterproofing concrete surfaces with a
firmly-bonded membrane and, when specified, protecting with a mortar or
asphalt 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 702.05(b)

Asphalt plank 702.05(e)

Asphalt roll roofing 702.05(f)

Joint filler 712.01

Mortar 702.05(d)

Primer 702.05(a)

Waterproofing fabric 702.05(c)

Welded wire fabric 709.01

Construction Requirements

**559.03 Membrane Waterproofing.** Make the concrete surface smooth and
free of projections or depressions that might cause puncture of the
membrane. Allow concrete surfaces to dry at least 10 days after
completion of curing. Make the surface dry and free of dust and loose
material. Apply waterproofing in dry weather when the temperature is
above freezing. Apply primer and allow to dry.

Begin at the lowest point of the concrete surface and apply a mop coat
of asphalt slightly wider than half the width of fabric. Apply asphalt
at a temperature between 150 and 175 ºC. Apply so no uncoated areas of
concrete remain.

Lay fabric so that drainage is over and not against or along the laps.
Lay a half width of fabric on the asphalt and press into place expelling
all entrapped air and obtaining close contact with the surface.

Mop coat the top of the first strip so as to completely conceal the
weave and an adjoining section of concrete surface slightly wider than
half the fabric width. On this mopping, lay a full-width strip of fabric
and press into place completely covering the first strip. Mop this
second strip and an adjoining section of concrete surface slightly wider
than half the fabric width. Place a third strip of fabric so as to lap
the first strip by not less than 100 millimeters. Continue this process
of lapping each strip of fabric at least 100 millimeters over the strip
placed before the last strip until the entire surface is covered with 2
layers of fabric. Lap the ends at least 300 millimeters. Do not allow
the fabric to touch an unmopped surface.

Mop the entire surface with hot asphalt after all fabric is placed.
Apply asphalt at a rate not less than 5 liters per square meter of
finished horizontal surface and not less than 6 liters per square meter
of vertical surface. Regulate work so, at the close of a day\'s work,
all fabric in place is mopped. Take special care to ensure that all laps
are sealed.

At the edges of the membrane and at places where it is punctured by
openings such as for drains or pipes, prevent water from getting between
the waterproofing and the waterproofed surface.

Provide flashing at curbs and against girders, spandrel walls, etc. with
separate sheets that lap the main membrane at least 300 millimeters.
Seal flashing with either a metal counterflashing or by embedding the
upper edges of the flashing in a groove joint filler.

Repair or replace any membrane waterproofing that is found to leak.
Sampling frequency and location where samples are to be taken will be
specified in the contract.

Apply protective covering or backfill to prevent damage.

**559.04 Membrane Waterproofing with Mortar Protection.** Construct
waterproofing membrane to be protected with mortar according to
Subsection 559.03.

Completely cover the membrane, except on undercut surfaces, with a
course of reinforced mortar.

Use a 50-millimeter thick mortar course reinforced with 152-millimeter
by 152-millimeter welded wire reinforcement (MW34.9 x MW34.9) or its
equivalent placed midway between the top and bottom surfaces of the
mortar. Trowel the top surface of the mortar course to a smooth, hard
finish. Cure the protective mortar with wet burlap held in close surface
contact for 72 hours.

Protect undercut membrane surfaces with a layer of asphalt roll roofing
laid in hot asphalt in place of the mortar covering. Use the same
bituminous material as used for mopping the membrane.

**559.05 Membrane Waterproofing with Asphalt Plank Protection.**
Construct waterproofing membrane with asphalt plank protection according
to Subsection 559.03.

Cover the membrane with asphalt plank. Lay the plank in regular,
straight courses as required. Use whole planks in all cases except as
required for closures and for fitting around openings and obstructions.
Carefully cut to size closing and trimming pieces. Before the planks are
laid, remove all surplus talc or other powder from the planks with a
stiff brush or broom. Lay each piece in a mopping of hot asphalt and
coat the edges and ends of pieces in place with hot asphalt before
placing an adjacent piece in contact. Press each individual piece
tightly against the piece next to it. Make the completed surface uniform
and smooth without open joints.

**559.06 Acceptance.** Material for waterproofing will be evaluated
under Subsections 106.02 and 106.03.

Applying waterproofing will be evaluated under Subsections 106.02 and
106.04.

Measurement

**559.07** Measure the Section 559 items listed in the bid schedule
according to Subsection 109.02.

Payment

**559.08** The accepted quantities will be paid at the contract price
per unit of measurement, for the Section 559 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 560. --- REMOVAL OF CONCRETE BY HYDRODEMOLITION

Description

**560.01** This work consists of removing concrete with high pressure
water jets.

Material

**560.02** Conform to the following Subsection:

Water 725.01(c)

Construction Requirements

**560.03 General.** Submit a proposed sequence and schedule to the CO
for acceptance. Include the proposed removal method, list of removal
equipment, and equipment operator certifications.

Submit the proposed method for filtering wastewater. Use methods such as
filters and sediment traps to ensure that wastewater released into the
environment is free of concrete particles and sediment. Dispose of all
debris off the project according to Subsection 203.05.

Construct structurally-adequate debris shields to prevent debris and
wastewater from entering waterways, travel lanes open to public traffic,
or areas designated not to be disturbed.

Furnish all water required to operate the hydrodemolition equipment.

**560.04 Equipment.** Furnish a self-propelled and completely
programmable hydrodemolition system designed for concrete removal to
precise depths. Provide qualified equipment operators certified by the
equipment manufacturer.

Demonstrate and calibrate the hydrodemolition equipment in a 4-square
meter test area identified by the CO. Establish the operating parameters
to achieve the required depth of removal. Submit the complete list of
operating parameters to be used for production work to the CO for
approval.

**560.05 Concrete Removal.** In the presence of the CO, use a hammer,
chain, or other acceptable means to test the concrete surface and
determine the soundness of the concrete. Identify and mark all concrete
to be removed at least one day in advance of the hydrodemolition
operation.

Using hydrodemolition equipment, remove the designated concrete to a
minimum depth of 25 millimeters below the bottom of the top mat of
reinforcing steel. If needed, recalibrate the equipment during
production to obtain satisfactory concrete removal. Also remove all
loose and unsound concrete below the minimum depth.

In areas inaccessible to the hydrodemolition equipment, use acceptable
hand-held water blasting equipment or power-driven hand tools such as
jack hammers, mechanical chipping tools, or chipping hammers to remove
the designated concrete.

Do not damage remaining sound concrete or reinforcing steel. When the
bond between existing concrete and reinforcing steel is destroyed,
remove the concrete adjacent to the reinforcing steel to a depth that
permits new concrete to bond to the entire periphery of the reinforcing
steel.

If necessary, use hand tools such as hammers and chisels to remove the
final particles of concrete to achieve the required depth. Leave a rough
surface after the concrete is removed. Remove debris immediately after
the demolition operation to prevent it from rebonding to the surface or
reinforcing steel.

**560.06 Reinforcing Steel.** Do not cut or damage reinforcing steel
designated to remain. Use methods acceptable to the CO to repair or
replace all reinforcing steel damaged by the concrete removal operation.

**560.07 Surface Preparation.** Before placing new concrete, clean the
concrete surface and all exposed reinforcing steel of all rust, loose
and rebounded material, and other contaminants that may inhibit a bond
with new concrete. If compressed air is used, provide a filter in the
air line to ensure that the air delivered is oil-free. Protect the steel
and surface from contamination until the new concrete is placed.

**560.08 Acceptance.** Removal of concrete by hydrodemolition will be
evaluated under Subsection 106.02.

Measurement

**560.09** Measure the Section 560 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure hydrodemolition by the cubic meter in its original position.

Payment

**560.10** The accepted quantity, measured as provided in Subsection
109.02, will be paid at the contract price per unit of measurement for
the Section 560 pay item listed in the bid schedule. Payment will be
full compensation for the work prescribed in this Section. See
Subsection 109.05.

## Section 561. --- Reserved

## Section 562. --- TEMPORARY WORKS

Description

**562.01** This work consists of the design, construction, inspection,
and removal of temporary works for the construction and repair of
permanent structures. Temporary works includes all temporary facilities
used in construction that do not become part of the permanent structure.
Such temporary works include, but are not limited to, falsework,
formwork, cofferdams, and excavation supports.

Material

**562.02** Select material consistent with the safety and quality
required by the design assumptions. Furnish manufactured devices
complying with the *Certification Program for Bridge Temporary Works*
(FHWA-RD-93-033).

Design Requirements

**562.03 Design.** Design and construct safe and adequate temporary
works that will support all loads imposed and provide the necessary
rigidity to produce in the final structure, the lines and grades shown
on the plans. Design temporary works according to the *AASHTO Guide
Design Specification for Bridge Temporary Works*. When a manufactured
device is to be employed, ensure that the design load on the device is
within the load rating recommended by the manufacturer. Design falsework
and forms supporting deck slabs and overhangs on girder bridges so that
there will be no differential settlement between the girders and the
deck forms during placement of deck concrete.

For cast-in-place concrete structures, limit the calculated deflections
of falsework and formwork members as follows:

• Falsework members vertical deflection: 1/360 of the span under the
dead load of the concrete only, regardless of the fact that deflection
may be compensated for by camber strips.

• Formwork (other than sheathing): 1/360 of the span under the dead load
of the concrete only or the lateral pressure of fluid concrete only.

• Formwork (sheathing): 3 millimeters or 1/270 of the center-to-center
distance between studs, joists, form stiffeners, form fasteners, or
wales.

Design falsework and forms for concrete supported on steel structures so
that loads are applied to girder webs within 150 millimeters of a flange
or stiffener. Distribute the loads in a manner that does not produce
local distortion of the web. Brace or tie exterior girders, upon which
overhanging bridge deck falsework brackets are hung, to the adjacent
interior girders as necessary to prevent rotation of exterior girders or
overstressing the exterior girder web. Do not use deck overhang forms
that require holes to be drilled into the girder webs.

Do not use deck overhang form brackets for steel girder bridges that
require holes to be cast or drilled into the girder webs.

Do not apply loads to existing, new, or partially completed structures
that exceed the load carrying capacity of any part of the structure
according to the load factor design methods of the AASHTO Bridge Design
Specifications using load group IB.

Do not use permanent or stay-in-place deck forms unless specified in the
contract.

**562.04 Drawings.** Prepare and submit drawings according to Subsection
104.03. Furnish design calculations and supporting data in sufficient
detail to permit a structural and safety review of the proposed design.
Show all information necessary to allow the design of all components to
be checked independently. When manufactured devices are used as part of
the temporary works, provide catalog or equivalent data indicating the
manufacturer's recommended safe load capacities of the devices.

When concrete placement is involved, indicate on the drawings the
proposed sequence, rate of placement, direction of placement, and
location of all construction joints. Show anticipated total settlements
and deflections of the falsework and forms on the drawings. Include
falsework footing settlements, joint take-up, and deflection of beams or
girders.

For steel girder erection, submit the erection procedure and temporary
support system. Include calculations in sufficient detail to
substantiate that the girder geometry is correct. Design supporting
falsework to accommodate the erection procedure without over stressing
the structural steel and to produce the required final structural
geometry, intended continuity, and structural action.

Do not start construction of any temporary work for which drawings are
required until the CO has accepted the drawings.

Construction Requirements

**562.05 Foundations.** Determine the allowable bearing capacity of the
foundation material on which the supports for temporary works will rest.
Perform load tests to verify proposed bearing capacity values that are
in doubt, marginal or in other high risk situations.

Foundation support values shown in the contract for the permanent
structure may be used in the design of falsework foundations provided
foundations are at the same elevation and on the same soil as those of
the permanent structure. If temporary works are to be supported on
temporary fill, construct the fill according to Section 204 and verify
the bearing capacity of the placed material.

Do not locate the edge of footings closer than 300 millimeters from the
intersection of the bench and the top of the slope. Unless shoring
adequately supports the excavation for footings, do not locate the edge
of the footings closer than 1.2 meters or the depth of excavation;
whichever is greater, from the edge of the excavation.

Provide adequate site drainage and soil protection to ensure the
integrity of the foundation material for the temporary works supports.

If piles are used, capacities may be estimated and later confirmed
during construction using standard procedures based on the driving
characteristics of the pile. In the absence of more sophisticated
methods of determining pile capacity, use the dynamic formula according
to Section 551 to determine ultimate pile capacity. The Contractor may
elect to use load tests to confirm the estimated capacities. Perform
load tests to verify bearing capacity values that are in doubt, marginal
or in other high risk situations.

Submit all foundation design calculations and other relevant foundation
design data to the CO for acceptance.

**562.06 Construction.** Construct temporary works according to the
accepted drawings. Use material and workmanship consistent with that
assumed in the design of the temporary works.

Do not weld temporary works or use driven devices to fasten temporary
works to any portion of the permanent structure unless it is shown on
the accepted drawings.

Furnish and place form panels for exposed surfaces in uniform widths of
not less than 1 meter and in uniform lengths of not less than 2 meters,
except where the width of the member formed is less than 1 meter.
Arrange panels in symmetrical patterns conforming to the general lines
of the structure. Place panels for vertical surfaces with the long
dimension horizontal and with horizontal joints level and continuous.
For walls with sloping footings, which do not abut other walls, panels
may be placed with the long dimension parallel to the footing. Precisely
align form panels on each side of the panel joint by means of supports
or fasteners common to both panels.

Devices may be cast into the concrete for later use in supporting forms
or for lifting precast members. Do not use driven devices for fastening
forms or form supports to concrete. Use form ties consisting of form
bolts, clamps, or other devices necessary to prevent spreading of the
forms during concrete placement. Do not use form ties consisting of
twisted wire loops.

When architectural treatment is required, make the angle points for
chords in wall stems fall at vertical rustication joints. Form exposed
curved surfaces to follow the shape of the curve except on retaining
walls that follow a horizontal curve. The wall stems may be a series 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 than 15 millimeters at
any point; and

• All panel points are on the true curve.

Provide tell-tales with surveyed measurements, or other acceptable
means, for accurate measurement of falsework settlement. Do not use the
ground surface near falsework supports as a reference elevation. During
concrete placement, record settlement to the nearest 2 millimeters.

Discontinue concrete placement and take corrective action if settlement
or deflections occur that deviate more than 10 millimeters from those
shown on the falsework drawings.

If satisfactory corrective action is not taken before initial set,
remove all unacceptable concrete.

**562.07 Maintenance and Inspection.** Inspect and maintain temporary
works in an acceptable condition throughout the period of use. Clearly
mark the capacity of each manufactured device according to the
*Certification Program for Bridge Temporary Works* (FHWA-RD-93-033).

In the presence of the CO, perform an in-depth inspection of the
temporary works not more than 24 hours before beginning each concrete
placement or before allowing people to enter a cofferdam or excavation
support structure. Inspect other temporary works at least once a month
to ensure they are functioning properly. Use a registered professional
engineer to inspect cofferdams, shoring, support of excavation
structures, and support systems for load tests before loading.

Make inspections and certifications according to the *Certification
Program for Bridge Temporary Works* (FHWA-RD-93-033). Furnish written
results of the inspections to the CO before placing concrete, allowing
people to enter a cofferdam or excavation support structure, or loading
temporary works. Include a certification that the system meets the
requirements of the contract and drawings.

**562.08 Removal.** Remove all temporary works except as follows:

• Portions of driven falsework piles that are more than 300 millimeters
below subgrade within roadbeds, 600 millimeters below the original
ground or finished grade outside of roadbeds, or 600 millimeters below
the established limits of any navigation channel;

• Footing forms where their removal would endanger the safety of
cofferdams or other work; and

• Forms from enclosed cells where access is not provided.

Remove temporary works in such a manner as to permit the structure to
uniformly and gradually take the stresses due to its own mass.

Unless otherwise permitted, remove all temporary works upon completion
of the work. Do not disturb or damage the finished work. Restore the
area to its original or planned condition. Clean up all debris. The
removed temporary works remain the property of the Contractor.

Forms that do not support the dead load of concrete members and forms
for railings and barriers may be removed 24 hours after the concrete is
placed, excluding forms for cold weather concrete, and provided that the
concrete has sufficient strength to prevent damage to the surface.
Remove cold weather concrete forms only after the strength of the
concrete has reached at least 3.5 MPa. When forms are removed at less
than 7 days after concrete placement cure concrete according to
Subsection 552.15.

Forms supporting the dead load of concrete members may be removed only
after the concrete has reached 90% of the design compressive strength
and has been in place for at least 7 days.

Falsework supporting any span of a simple span bridge may be removed
only after the concrete, excluding concrete above the bridge deck, has
reached 90% of the design compressive strength and has been in place for
at least 10 days.

Falsework supporting any span of a continuous or rigid frame bridge may
be removed only after the concrete in that span and the concrete in the
adjacent portions of each adjoining span for a length equal to at least
one-half the length of the span where the falsework is to be released
meets the requirements for simple span bridges.

Do not release falsework for post-tensioned portions of structures until
after the prestressing steel has been tensioned.

Remove falsework for arch bridges uniformly and gradually. Begin at the
crown and work toward the springing points. Remove falsework for
adjacent arch spans simultaneously.

Install a reshoring system if falsework supporting the sides of girder
stems with slopes steeper than 1:1 are removed before placing deck slab
concrete. Design the reshoring system with lateral supports, which
resist all rotational forces acting on the stem, including those caused
by the placement of deck slab concrete. Install the lateral supports
immediately after each form panel is removed and before release of
supports for the adjacent form panel.

**562.09 Acceptance.** Temporary works will be evaluated under
Subsections 106.02, 106.03, and 106.04.

Measurement and Payment

**562.10** See Subsection 109.05.

Do not measure temporary works for payment.

## Section 563. --- PAINTING

Description

**563.01** This work consists of removing coatings and applying
protective coatings to metal, timber, or concrete surfaces to control
corrosion and deterioration.

Material

**563.02** Conform to the following Section and Subsections:

Linseed oil 725.14

Mineral spirits 725.14

Paint 708

Water 725.01

Construction Requirements

**563.03 Protection of Public, Property, and Workers.** Comply with the
Steel Structures Painting Council\'s (SSPC) *SSPC-PA Guide 3 --- A Guide
to Safety in Paint Application* and OSHA requirements. If the paint
being removed is a hazardous material containing lead or chromium,
comply with all the following:

• SSPC Guide 6I(CON) --- Guide for Containing Debris Generated During
Paint Removal Operations;

• SSPC Guide 7I(DIS) --- Guide for the Disposal of Lead-Contaminated
Surface Preparation Debris;

• 29 CFR 1926.62 - OSHA Construction Industry Standards for Lead;

• 40 CFR 50.6 - EPA National Primary and Secondary Ambient Air Quality
Standards for Particulate Matter;

• 40 CFR 50.12 --- EPA National Primary and Secondary Ambient Air
Quality Standards for Lead; and

• 40 CFR Parts 260-268 --- Resource Conservation and Recovery Act
(RCRA).

At least 28 days before beginning surface preparation, submit a written
plan for acceptance that details the measures to be used for protecting
the environment, public, adjacent property, and workers. Include in the
plan the following:

**(a)** Manufacturer\'s material safety data sheets and product data
sheets for all cleaning and painting products.

**(b)** A detailed containment plan for removed material, cleaning
products, and paint debris. Include details of attachment that do not
require welding or drilling holes in the existing structure. Make
connections with clamps or other approved devices.

**(c)** A detailed disposal plan for removed material, cleaning
products, and paint debris.

**(d)** Specific safety measures to protect workers from site hazards
including falls, fumes, fires, or explosions.

**(e)** If paint being removed is a hazardous material, include specific
safety measures to comply with 29 CFR 1926.62, 40 CFR 50.6, 40 CFR
50.12, and 40 CFR Parts 260-268. Document compliance upon request.

**(f)** Emergency spill procedures.

**(g)** To perform quality control functions, provide a competent person
as defined in SSPC-QP 2 with the following:

**(1)** An SSPC Competent Person Certificate;

**(2)** A certificate of completion of 29 CFR 1926.62 Lead in
Construction training;

**(3)** Minimum of 2 years industrial field painting experience;

**(4)** Minimum of 90 days of field supervisory or management experience
in paint removal projects; and

**(5)** Documentation of the individual's qualifications including
records of training and experience.

Perform work according to the accepted plan. If the measures fail to
perform as intended, immediately stop work and take corrective action.
Collect and properly dispose of all material including waste water that
is used in preparing, cleaning, or painting.

**563.04 Protection of the Work.** Protect adjacent surfaces that are
not to be painted by using tarps, screens, paper, cloth, or other
suitable means. Prevent contamination of freshly-painted surfaces by
dust, oil, grease, or other harmful or deleterious material.

**563.05 Surface Preparation, General.** Notify the CO in writing at
least 7 days before beginning operations. Immediately before painting,
prepare the surface according to the following:

**(a)** Clean the surface to the specified cleanliness level.

**(b)** Remove dirt, dust, and other contaminants from the surface using
methods recommended by the paint manufacturer.

**(c)** Thoroughly dry the surface.

**(d)** Determine that the surface temperature is between 10 and 40 ºC.

**(e)** Determine that the surface temperature is 3 ºC or more above the
dew point according to ASTM E 337.

**(f)** Determine that the humidity is 85 percent or less, unless
specified otherwise on the manufacturer\'s product data sheet.

Suitable engineering controls such as enclosures and dehumidification
may be used to provide the conditions required above.

**563.06 Paint Application, General.** Use safe handling practices that
conform to the manufacturer\'s safety data sheet and instructions. Mix
and apply paint according to the product instructions. Mix paint with
mechanical mixers for a sufficient length of time to thoroughly blend
the pigment and vehicle together. Continue the mixing during
application. Do not thin paint that is formulated ready for application.

Paint in a neat and workmanlike manner that does not produce excessive
paint build‑up, runs, sags, skips, holidays, or thin areas in the paint
film. Measure the wet film thickness during application and adjust the
application rate such that, after curing, the desired dry film thickness
is obtained. Apply paint by brush, spray, roller, or any combination
thereof if permitted by the manufacturer\'s product data sheet.

Use brushes that have sufficient bristle body and length to spread the
paint in a uniform film. Use round, oval shaped brushes, or flat brushes
no wider than 120 millimeters. Evenly spread and thoroughly brush out
the paint as it is applied.

Use airless or conventional spray equipment with suitable traps,
filters, or separators to exclude oil and water from the compressed air.
Use compressed air that does not show black or wet spots when tested
according to ASTM D 4285. Use the spray gun tip sizes and pressures
recommended by the manufacturer.

Use rollers only on flat, even surfaces. Do not use rollers that leave a
stippled texture in the paint film.

Use sheepskin daubers, bottle brushes, or other acceptable methods to
paint surfaces that are inaccessible for painting by regular means.

Cure each coat of paint according to the manufacturer\'s
recommendations. Correct all thin areas, skips, holidays, and other
deficiencies before the next application of paint. Tint succeeding
applications of paint to contrast with the paint being covered. The CO
will approve the color for the finish coat before application.

Coat surfaces that will be inaccessible after erection with the full
number of undercoats required before erection. After erection,
thoroughly clean all areas where the undercoating is damaged or
deteriorated, and spot coat these with the specified undercoats to the
required thickness before applying the final coat.

**563.07 Structural Iron and Steel.**

**(a) Paint systems.**

**(1) New surfaces or surfaces with all existing paint removed.**
Furnish a paint system shown in Table 563-1.

**(2) Surfaces with existing sound paint.** Furnish a paint system
compatible with the existing paint. Furnish a system shown in Table
563-2 or a system approved for use on steel structures by the State
highway agency in the State in which the structure is located.

At least 14 days before ordering paint, verify compatibility of the
proposed system with the existing system as follows:

*(a)* Select a test area of at least 3 square meters in a condition
representative of the condition of the structure. Perform the specified
level of surface preparation, and apply the proposed system to the
existing topcoat and to the existing primer. Observe for lifting,
bleeding, blistering, wrinkling, cracking, flaking, or other evidence of
incompatibility.

*(b)* Verify that no indication of incompatibility exists at least 14
days after the application of each product. Perform adhesion tests
according to ASTM D 3359, method A. Notify the CO immediately if
adhesion testing fails at the interface of the existing system and
substrate or between the existing finish coat and primer. An adhesion
failure indicates incompatibility. Choose a more compatible paint
system.

+----------+---+---+--------+--------+--------+--------+-----+--------+
| Table    | * | * | **Less | Low    | Low    | Low    | 1   | \(1\)  |
| 563-1    | * | * | Aggr   | VOC    | VOC    | VOC    | 50- | System |
|          | P | 5 | essive | alkyd  | alkyd  | alkyd  | 225 | 1, 2,  |
| St       | a | * | Enviro | 50-75  | 50-75  | 50-75  | μm  | or 3   |
| ructural | i | * | nments | μm dry | μm dry | μm dry | dry | is for |
| Iron and | n |   | (No    |        |        |        |     | the    |
| Steel    | t |   | S      |        |        |        |     | cor    |
| Coating  | S |   | alt)** |        |        |        |     | rosion |
| Systems  | y |   |        |        |        |        |     | prot   |
| for      | s |   |        |        |        |        |     | ection |
|          | t |   |        |        |        |        |     | of     |
| New      | e |   |        |        |        |        |     | iron   |
| Surfaces | m |   |        |        |        |        |     | and    |
| and      | ^ |   |        |        |        |        |     | steel  |
| Surfaces | ( |   |        |        |        |        |     | in     |
| with All | 1 |   |        |        |        |        |     | aggres |
| Existing | ) |   |        |        |        |        |     | sively |
| Paint    | ^ |   |        |        |        |        |     | cor    |
| Removed  | * |   |        |        |        |        |     | rosive |
|          | * |   |        |        |        |        |     | atmos  |
|          |   |   |        |        |        |        |     | pheric |
|          |   |   |        |        |        |        |     | enviro |
|          |   |   |        |        |        |        |     | nments |
|          |   |   |        |        |        |        |     | such   |
|          |   |   |        |        |        |        |     | as     |
|          |   |   |        |        |        |        |     | m      |
|          |   |   |        |        |        |        |     | arine, |
|          |   |   |        |        |        |        |     | indus  |
|          |   |   |        |        |        |        |     | trial, |
|          |   |   |        |        |        |        |     | high   |
|          |   |   |        |        |        |        |     | hum    |
|          |   |   |        |        |        |        |     | idity, |
|          |   |   |        |        |        |        |     | or     |
|          |   |   |        |        |        |        |     | stru   |
|          |   |   |        |        |        |        |     | ctures |
|          |   |   |        |        |        |        |     | e      |
|          |   |   |        |        |        |        |     | xposed |
|          |   |   |        |        |        |        |     | to     |
|          |   |   |        |        |        |        |     | d      |
|          |   |   |        |        |        |        |     | eicing |
|          |   |   |        |        |        |        |     | salts. |
|          |   |   |        |        |        |        |     | System |
|          |   |   |        |        |        |        |     | 4 or 5 |
|          |   |   |        |        |        |        |     | is for |
|          |   |   |        |        |        |        |     | use in |
|          |   |   |        |        |        |        |     | those  |
|          |   |   |        |        |        |        |     | enviro |
|          |   |   |        |        |        |        |     | nments |
|          |   |   |        |        |        |        |     | free   |
|          |   |   |        |        |        |        |     | from   |
|          |   |   |        |        |        |        |     | high   |
|          |   |   |        |        |        |        |     | co     |
|          |   |   |        |        |        |        |     | ncentr |
|          |   |   |        |        |        |        |     | ations |
|          |   |   |        |        |        |        |     | of     |
|          |   |   |        |        |        |        |     | salts  |
|          |   |   |        |        |        |        |     | or     |
|          |   |   |        |        |        |        |     | poll   |
|          |   |   |        |        |        |        |     | utants |
|          |   |   |        |        |        |        |     | that   |
|          |   |   |        |        |        |        |     | cause  |
|          |   |   |        |        |        |        |     | aggr   |
|          |   |   |        |        |        |        |     | essive |
|          |   |   |        |        |        |        |     | cor    |
|          |   |   |        |        |        |        |     | rosion |
|          |   |   |        |        |        |        |     | e      |
|          |   |   |        |        |        |        |     | nviron |
|          |   |   |        |        |        |        |     | ments. |
+----------+---+---+--------+--------+--------+--------+-----+--------+
|          |   | * | **Less | A      | A      | A      | 1   |        |
|          |   | * | Aggr   | crylic | crylic | crylic | 50- |        |
|          |   | 4 | essive | latex  | latex  | latex  | 225 |        |
|          |   | * | Enviro |        |        |        | μm  |        |
|          |   | * | nments | 50-75  | 50-75  | 0-75   | dry |        |
|          |   |   | (No    | μm dry | μm dry | μm dry |     |        |
|          |   |   | S      |        |        |        |     |        |
|          |   |   | alt)** |        |        |        |     |        |
+----------+---+---+--------+--------+--------+--------+-----+--------+
|          |   | * | **Aggr | Mo     | Mo     | Mo     | 1   |        |
|          |   | * | essive | isture | isture | isture | 50- |        |
|          |   | 3 | Enviro | -cured | -cured | -cured | 225 |        |
|          |   | * | nments | ur     | ur     | ur     | μm  |        |
|          |   | * | (S     | ethane | ethane | ethane | dry |        |
|          |   |   | alt)** |        |        |        |     |        |
|          |   |   |        | 50 -   | 50 -   | 50 -   |     |        |
|          |   |   |        | 75μm   | 75 μm  | 75 μm  |     |        |
|          |   |   |        | dry    | dry    | dry    |     |        |
+----------+---+---+--------+--------+--------+--------+-----+--------+
|          |   | * | **Aggr | Zin    | Epoxy  | Ali    | 2   |        |
|          |   | * | essive | c-rich |        | phatic | 00- |        |
|          |   | 2 | Enviro | epoxy  | 75-100 | ur     | 275 |        |
|          |   | * | nments |        | μm dry | ethane | μm  |        |
|          |   | * | (S     | 75-100 |        |        | dry |        |
|          |   |   | alt)** | μm dry |        | 50-75  |     |        |
|          |   |   |        |        |        | μm dry |     |        |
+----------+---+---+--------+--------+--------+--------+-----+--------+
|          |   | * | **Aggr | Ino    | Epoxy  | Ali    | 2   |        |
|          |   | * | essive | rganic |        | phatic | 00- |        |
|          |   | 1 | Enviro | zinc   | 75-100 | ur     | 275 |        |
|          |   | * | nments | type I | μm dry | ethane | μm  |        |
|          |   | * | (S     | 75-100 |        |        | dry |        |
|          |   |   | alt)** | μm dry |        | 50-75  |     |        |
|          |   |   |        |        |        | μm dry |     |        |
+----------+---+---+--------+--------+--------+--------+-----+--------+
|          | * |   |        | **Pr   | **In   | *      | *   |        |
|          | * |   |        | imer** | termed | *Top** | *To |        |
|          | C |   |        |        | iate** |        | tal |        |
|          | o |   |        |        |        |        | Th  |        |
|          | a |   |        |        |        |        | ick |        |
|          | t |   |        |        |        |        | nes |        |
|          | * |   |        |        |        |        | s** |        |
|          | * |   |        |        |        |        |     |        |
+----------+---+---+--------+--------+--------+--------+-----+--------+

Table 563 - 2

Structural Iron and Steel Coating Systems for

Surfaces with Existing Sound Paint

+------------------+----------------+----------------+----------------+
| **Coat**         | **Paint System |                |                |
|                  | ^(1)^**        |                |                |
+------------------+----------------+----------------+----------------+
|                  | **6**          | **7**          | **8**          |
+------------------+----------------+----------------+----------------+
|                  | Aggressive     | Less           | Less           |
|                  |                | Aggressive     | Aggressive     |
|                  | Environments   |                |                |
|                  |                | Environments   | Environments   |
|                  | (Salt)         |                |                |
|                  |                | (No Salt)      | (No Salt)      |
+------------------+----------------+----------------+----------------+
| **Primer**       | Moisture-cured | Low VOC        | Low viscosity  |
|                  |                |                |                |
|                  | urethane       | alkyd          | epoxy sealer   |
|                  |                |                |                |
|                  | 50-75 µm dry   | 50-75 µm dry   | 25-50 µm dry   |
+------------------+----------------+----------------+----------------+
| **Intermediate** | Moisture-cured | Low VOC        | Epoxy          |
|                  |                |                |                |
|                  | urethane       | alkyd          | 75-100 µm dry  |
|                  |                |                |                |
|                  | 50-75 µm dry   | 50-75 µm dry   |                |
+------------------+----------------+----------------+----------------+
| **Top**          | Moisture-cured | Low VOC        | Aliphatic      |
|                  |                |                |                |
|                  | urethane or    | silicone-alkyd | urethane       |
|                  |                |                |                |
|                  | Aliphatic      | 50-75 µm dry   | 50-75 µm dry   |
|                  | urethane       |                |                |
|                  |                |                |                |
|                  | 50-75 µm dry   |                |                |
+------------------+----------------+----------------+----------------+
| **Total          | 150-225 µm dry | 150-225 µm dry | 150-225 µm dry |
| Thickness**      |                |                |                |
+------------------+----------------+----------------+----------------+

\(1\) System 1 is for the corrosion protection of iron and steel in
aggressively corrosive atmospheric environments such as marine,
industrial, high humidity, or structures exposed to deicing salts.
System 2 or 3 is for use in those environments free from high
concentrations of salts or pollutants that cause aggressive corrosion
environments.

**(b) Surface preparation.** Do not remove sound paint unless
specifically required by the contract.

**(1) New surfaces or surfaces with all existing paint removed.** Remove
all dirt, mill scale, rust, paint, and other foreign material from
exposed surfaces by blast cleaning to near white metal according to
SSPC-SP 10.

Use compressed air that is free from oil or moisture and does not show
black or wet spots when tested according to ASTM D 4285. Do not use
unwashed sand or abrasives that contain salts, dirt, oil, or other
foreign matter. Before blast cleaning near machinery, seal bearings,
journals, motors, and moving parts against entry of abrasive dust.

Blast clean with clean dry slag, mineral grit, steel shot, or steel
grit. Use a suitable gradation to produce a dense, uniform anchor
pattern. Produce an anchor profile height of 25- to 50-micrometers, but
not less than that recommended by the paint system manufacturer\'s
product data sheet. Measure anchor profile height using the tape method
according to ASTM D 4417.

The same day cleaning is performed, remove dirt, dust, and other debris
from the surface by brushing, blowing with clean dry air, or vacuuming
and apply the first coat of paint to the blast cleaned surfaces. If the
cleaned surfaces rust or become contaminated before painting, repeat the
blast cleaning.

**(2) Surfaces with existing sound paint.** Wash all areas to be painted
with pressurized water to remove dirt, surface chalking, loose rust, and
contaminants such as chlorides. Maintain a wash water pressure of at
least 3.5 megapascals. Capture all wash water and removed waste
according to appropriate regulations.

Clean according to SSPC-SP 2 --- Hand Tool Cleaning, SSPC-SP 3 --- Power
Tool Cleaning, or SSPC-SP 6 --- Commercial Blast Cleaning to remove
dirt, loose mill scale, loose rust, or paint that is not firmly bonded
to the underlying surface. Clean small areas that show pinhole
corrosion, stone damage from traffic, or minor scratches. Clean at least
50 millimeters beyond the damaged areas. Feather edges of remaining old
paint to achieve a reasonably smooth surface.

The same day hand- or power-tool cleaning is performed, remove dirt,
dust, and other contaminants from the surface with solvent-cleaning
methods according to SSPC-SP 1, and spot paint all bare steel areas with
the first coat of paint. If the cleaned surfaces rust or become
contaminated before painting, repeat solvent cleaning. Repair all damage
to sound paint by applying the entire system.

> **(c) Application of paints.** Apply each coat to the wet film
> thickness as recommended by the paint manufacturer to obtain the
> specified dry film thickness. Verify the application rate of each coat
> with a wet film paint thickness gauge immediately after applying paint
> to the surface. Confirm the application rate by measuring the dry film
> thickness after the solvent has evaporated from the surface.

Table 563-3

Coating Systems for Other Structures

+---------+----------------+----------------+---------------+--------+
| **Subs  | **Paint        |                |               |        |
| trate** | Coatings**     |                |               |        |
+---------+----------------+----------------+---------------+--------+
|         | **Primer**     | **             | **Finish**    | **T    |
|         |                | Intermediate** |               | otal** |
+---------+----------------+----------------+---------------+--------+
| *       | Exterior wood  | Exterior latex | Exterior      | 130    |
| *Smooth | primer ^(1)^   | or alkyd       | latex or      | -170µm |
| Wood**  |                |                | alkyd         | dry    |
|         | 60-70µm dry    | 35-50µm dry    |               |        |
|         |                |                | 35-50µm dry   |        |
+---------+----------------+----------------+---------------+--------+
| **Rough | Exterior latex | Exterior latex | Exterior      | 105    |
| L       | or alkyd ^(1)^ | or alkyd       | latex or      | -150µm |
| umber** |                |                | alkyd         | dry    |
|         | 35-50µm dry    | 35-50µm dry    |               |        |
|         |                |                | 35-50µm dry   |        |
+---------+----------------+----------------+---------------+--------+
| **Con   | Epoxy single   |                |               | 80     |
| crete** | coat 80-100µm  |                |               | -150µm |
|         | dry. For gloss |                |               | dry    |
|         | finish, finish |                |               |        |
|         | with           |                |               |        |
|         | aliphati       |                |               |        |
|         | c-polyurethane |                |               |        |
|         | (50µm dry).    |                |               |        |
+---------+----------------+----------------+---------------+--------+
| **      | Masonry block  | Exterior latex | Exterior      | 120    |
| Masonry | filler         | or alkyd       | latex or      | -160µm |
| Block** |                |                | alkyd         | dry    |
|         | 50-60µm dry    | 35-50µm dry    |               |        |
|         |                |                | 35-50µm dry   |        |
+---------+----------------+----------------+---------------+--------+
| **Alu   | Metal primer   | Exterior latex | Exterior      | 100    |
| minum** |                | or alkyd       | latex or      | -140µm |
|         | 30-40µm dry    |                | alkyd         | dry    |
|         |                | 35-50µm dry    |               |        |
|         |                |                | 35-50µm dry   |        |
+---------+----------------+----------------+---------------+--------+
| **Other | Metal primer   | Exterior latex | Exterior      | 105    |
| M       | ^(2)^          | or alkyd       | latex or      | -145µm |
| etals** |                |                | alkyd         | dry    |
|         | 35-45µm dry    | 35-50µm dry    |               |        |
|         |                |                | 35-50µm dry   |        |
+---------+----------------+----------------+---------------+--------+

\(1\) For untreated wood, thin the primer with up to 0.1 liter of
turpentine and 0.1 liter of linseed oil per liter of paint.

\(2\) For galvanized surfaces, use an epoxy primer (35-45 micrometers
dry thickness) or a vinyl wash primer (7-13 micrometers dry thickness).

**563.08 Painting Galvanized Surfaces.** Remove all oil, grease, or
other contaminants on the surface by washing with a mineral spirit
solvent according to SSPC-SP 1.

Apply the coating system shown in Table 563-3 for other metals.

**563.09 Painting Timber Structures.** Dry timber to a moisture content
of 20 percent or less. On previously painted timber, remove all cracked
or peeled paint, loose chalky paint, dirt, and other foreign material by
wire brushing, scraping, or other approved methods. On timber treated
with creosote or oilborne pentachlorophenol preservative, wash and brush
away visible salt crystals on the wood surface and allow to dry. Remove
all dust or other foreign material from the surface to be painted.

Apply the coating system shown in Table 563-3. The primer may be applied
before erection. After the primer dries and the timber is in place, fill
all cracks, checks, nail holes, or other depressions flush with the
surface using approved putty. Evenly spread and thoroughly work the
paint into all corners and recesses. Allow the full thickness of the
applied coat of paint to dry before applying the next coat.

**563.10 Painting Concrete Structures.** Remove all laitance, dust,
foreign material, curing compound, form oil, grease or other deleterious
material from the concrete surface. Remove form oil, grease, or curing
compound by washing with a 5 percent solution of trisodium phosphate and
rinsing with clean water. Allow the surface to dry completely.

Give the cleaned surface a light abrasive sweep to remove mortar wash or
other contaminants. Remove all residue and dust by hand, broom,
compressed air or other approved methods.

Apply the coating system coatings shown in Table 563-3. Evenly spread
and thoroughly work the paint into all corners and recesses. Allow the
full thickness of the applied coat of paint to dry before applying the
next coat.

**563.12 Acceptance.** Paint material will be evaluated under
Subsections 106.02 and 106.03. If sampling and testing of paint
components is required, sampling will be according to FSS 141 method
1021 and the testing of the paint properties will be according to the
procedures and methods listed in FSS 141.

Painting application will be evaluated under Subsection 106.02 and
106.04. The dry paint thickness on steel structures will be determined
using a type I magnetic film thickness gauge according to SSPC-PA 2 or
by using destructive methods according to ASTM D 4138. If destructive
methods are used, repair test locations in an approved manner.

Measurement

**563.12** Measure the Section 563 items listed in the bid schedule
according to Subsection 109.02.

Payment

**563.13** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 563 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 564. --- BEARING DEVICES

Description

**564.01** This work consists of furnishing and installing bridge
bearings.

Bearing devices are designated as elastomeric, rocker, roller, sliding
plate, pot, spherical and disk bearings.

Material

**564.02** Conform to the following Subsections:

Elastomeric bearing pads 717.10

Galvanized coatings 717.07

Non-shrink grout 725.22(c)

Tetrafluoroethylene (TFE) surfaces for bearings 717.11

Construction Requirements

**564.03 General.**

**(a) Drawings.** Prepare and submit drawings for the bearings according
to Subsection 104.03 and Section 18 of the AASHTO *Standard
Specifications for Highway Bridges* Division II, Volume II. Show all
details of the bearings including the material proposed for use. Obtain
approval before beginning fabrication.

**(b) Fabrication.** Fabricate bearings according to Section 18 of the
AASHTO *Standard Specifications for Highway Bridges* Division II, Volume
II. The surface finish of bearing components in contact with each other
or with concrete, but not embedded in concrete, shall conform to
Subsection 555.08(e).

Preassemble bearing assemblies in the shop and check for proper
completeness and geometry. Galvanize steel bearing components and anchor
bolts. Do not galvanize stainless steel bearing components or anchor
bolts.

**(c) Packaging, handling, and storage.** Before shipping from the
manufacturer, clearly identify each bearing component and mark on its
top the location and orientation in the structure. Securely bolt, strap,
or otherwise fasten the bearings to prevent any relative movement.

Package bearings so they are protected from damage due to shipping,
handling, weather, or other hazards. Do not dismantle bearing assemblies
at the site except for inspection or installation.

Store all bearing devices and components at the work site in a location
that provides protection from environmental and physical damage.

**(d) Construction and installation.** Clean the bearings of all
deleterious substances. Install the bearings to the positions shown on
the drawings. Set bearings and bearing components to the dimensions
shown on the drawings or as prescribed by the manufacturer. Adjust
according to the manufacturer\'s instructions to compensate for
installation temperature and future movements of the bridge.

Set bridge bearings level at the exact elevation and position. Provide
full and even bearing on all external bearing contact surfaces. If
bearing surfaces are at improper elevations, not level, or if bearings
cannot otherwise be set properly, notify the CO and submit a written
proposal to modify the installation for approval.

Bed metallic bearing assemblies, not embedded in concrete, on concrete
with an approved filler or fabric material.

Set elastomeric bearing pads directly on properly prepared concrete
surfaces without bedding material.

Machine bearing surfaces seated directly on steel to provide a level and
planar surface upon which to place the bearing.

**564.04 Elastomeric Bearings.** The bearings include nonreinforced pads
(consisting of elastomer only) and reinforced bearings with steel or
fabric laminates.

Reinforce elastomeric bearings more than 15 millimeters thick with
laminates every 15 millimeters through the entire thickness.

Fabricate elastomeric bearings according to AASHTO M 251. Use material
that meets the flash tolerance, finish, and appearance requirements of
the *Rubber Handbook* as published by the Rubber Manufacturer\'s
Association Incorporated, RMA F3 and T.063 for molded bearings and RMA
F2 for extruded bearings. Determine compliance with AASHTO M 251, level
I acceptance criteria.

Mark each reinforced bearing with indelible ink or flexible paint. The
marking information shall include the order number, lot number, bearing
identification number, and elastomer type and grade number. Unless
otherwise specified, mark on a face that is visible after erection of
the bridge. Furnish a list of all individual bearing numbers.

Place bearings on a level surface. Correct any misalignment in the
support to form a level surface. Do not weld steel girders or base
plates to the exterior plates of the bearing unless there is more than
40 millimeters of steel between the weld and elastomer. Do not expose
the elastomer or elastomer bond to instantaneous temperatures greater
than 200 ºC.

**564.05 Rocker, Roller, and Sliding Bearings.** When TFE coatings are
required, use coatings conforming to Subsection 564.07.

Fabricate rocker, roller, and sliding bearings according to the details
shown on the plans and to Section 555. Perform fabrication according to
the standard practice in modern commercial shops. Remove burrs, rough
and sharp edges, and other flaws. Stress relieve rocker, roller, and
other bearings that are built up by welding sections of plate together
before boring, straightening, or finished machining.

Thoroughly coat all contact surfaces with oil and graphite just before
placing roller bearings. Install rocker, roller, and sliding bearings so
they are vertical at the specified mean temperature after release of
falsework and after any shortening due to prestressing forces. Take into
account any variation from mean temperature of the supported span at
time of installation and any other anticipated changes in length of the
supported span.

Make sure the superstructure has full and free movement at movable
bearings. Carefully position cylindrical bearings so that their axes of
rotation align and coincide with the axis of rotation of the
superstructure.

**564.06 Masonry, Sole, and Shim Plates for Bearings.** Provide metal
plates used in masonry, sole, and shim plates, conforming to AASHTO
M 270M, grade 250.

Fabricate and finish steel according to Section 555. Form holes in
bearing plates by drilling, punching, or accurately controlled oxygen
cutting. Remove all burrs by grinding.

Accurately set bearing plates in level position as shown on the drawings
and provide a uniform bearing over the bearing contact area. When plates
are embedded in concrete, make provision to keep them in correct
position as the concrete is placed.

**564.07 Tetrafluoroethylene (TFE) Surfaces for Bearings.** Furnish TFE
material that is factory-bonded, mechanically connected, or recessed
into the backup material as shown on the plans.

Bond or mechanically attach the fabric containing TFE fibers to a rigid
substrate. Use a fabric capable of carrying unit loads of 70 megapascals
without cold flow. Use a fabric‑substrate bond capable of withstanding,
without delamination, a shear force equal to 10 percent of the
perpendicular or normal application loading plus any other bearing shear
forces.

Determine compliance using approved test methods and procedures
according to Section 18, Subsection 18.8.3, AASHTO *Standard
Specifications for Highway Bridges* Division II, Volume II. If the test
facility does not permit testing completed bearings, manufacture extra
bearings and prepare samples of at least 450-kilonewton capacity at
normal working stresses.

Determine static and dynamic coefficient of friction at first movement
of the test bearing at a sliding speed of less than 25 millimeters per
minute. The coefficient of friction shall not exceed the coefficient of
friction as specified in Table 564-1 or by the manufacturer.

Furnish a listing of all individual bearing numbers.

Table 564-1

Coefficient of Friction

+---------------------------+----------------------+------------------+
| **Material**              | **Bearing Pressure** | **Friction**     |
|                           |                      |                  |
|                           | **(megapascals)**    | **Coefficient**  |
+---------------------------+----------------------+------------------+
| Unfilled TFE,             | 3.5                  | 0.08             |
|                           |                      |                  |
| fabric containing TFE     |                      |                  |
| fibers, or                |                      |                  |
|                           |                      |                  |
| TFE-perforated metal      |                      |                  |
| composite                 |                      |                  |
+---------------------------+----------------------+------------------+
|                           | 14                   | 0.06             |
+---------------------------+----------------------+------------------+
|                           | 24                   | 0.04             |
+---------------------------+----------------------+------------------+
| Filled TFE                | 3.5                  | 0.12             |
+---------------------------+----------------------+------------------+
|                           | 14                   | 0.10             |
+---------------------------+----------------------+------------------+
|                           | 24                   | 0.08             |
+---------------------------+----------------------+------------------+
| Interlocked bronze and    | 3.5                  | 0.10             |
| filled TFE structures     |                      |                  |
+---------------------------+----------------------+------------------+
|                           | 14                   | 0.07             |
+---------------------------+----------------------+------------------+
|                           | 24                   | 0.05             |
+---------------------------+----------------------+------------------+

**564.08 Anchor Bolts.** Furnish swedge or thread anchor bolts
conforming to ASTM A 307 or as shown on the plans or specified in the
contract.

Preset anchor bolts before placement of the concrete or install anchor
bolts in drilled holes after placement of the concrete. If installed
after concrete placement, secure the bolts in the drilled holes with
non-shrink cement grout or an approved chemical adhesive. If non‑shrink
cement grout is used, drill holes 25 millimeters in diameter greater
than the bolt. If chemical adhesives are used, follow adhesive
manufacturer's recommendations for hole-diameter.

Adjust bolt locations for superstructure temperature as required. Do not
restrict free movement of the superstructure at movable bearings by
anchor bolts or nuts.

**564.09 Bedding of Masonry Plates.** Place filler or fabric as bedding
material under masonry plates if required by the contract. Use the type
of filler or fabric specified and install to provide full bearing on
contact areas. Thoroughly clean the contact surfaces of the concrete and
steel immediately before placing the bedding material and installing
bearings or masonry plates. If bedding materials are not specified,
comply with AASHTO 18.4.10 as directed by the CO.

**564.10 Acceptance.** Bearing devices will be evaluated under
Subsections 106.02 and 106.03. Furnish a production certification with
each shipment of bearing devices.

Bearing device installation will be evaluated under Subsections 106.02
and 106.04.

Measurement

**564.11** Measure the Section 564 items listed in the bid schedule
according to Subsection 109.02.

Payment

**564.12** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 564 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 565. --- DRILLED SHAFTS

Description

**565.01** This work consists of constructing drilled shafts.

Material

**565.02** Conform to the following Section and Subsections:

Casings 717.01(a)

Neat cement grout 725.22(f)

Mineral slurry 725.26

Reinforcing steel 709.01

Structural concrete 552

Construction Requirements

**565.03 Qualifications and Submittals.** Submit the following for
acceptance at least 30 days before constructing drilled shafts.
Acceptance of the Contractor's personnel, installation plan, and trial
shafts does not relieve the Contractor of the responsibility for
obtaining the required results in the completed work.

**(a) Personnel**

**(1) Construction personnel.** Use personnel with at least 3 years
experience in the construction of drilled shafts. Provide resumes of job
experience, project description, the owning agency's name and current
phone number, and the Contractor's name and current phone number that
the individual worked for while constructing the drilled shafts.

**(2) Testing personnel.** Use an engineer with at least two years
experience with the nondestructive crosshole sonic logging method for
concrete drilled shafts to perform field-testing and interpretation of
the recorded measurements. Provide a resume of job experience, project
description, owning agency's name and current phone number. Provide
experienced labor support as needed to adequately perform the required
tests.

**(b) Installation Plan.** Furnish the following:

**(1)** A description, including capacities, of the proposed equipment
to be used including cranes, drills, drilling unit, augers, bailing
buckets, and final cleaning equipment. Include an explanation of why the
equipment was selected and a description of the equipment's suitability
to the anticipated site and subsurface conditions. Include a project
history of the drilling equipment that demonstrates its successful use
on shafts of equal or greater size in similar subsurface conditions.

**(2)** Demonstrate an understanding of the subsurface conditions at the
site. Reference the available subsurface data provided in the contract
test hole boring logs and in the geotechnical report prepared for this
project.

**(3)** Details of overall construction operation sequence and the
sequence of shaft construction in bents or groups.

**(4)** Details of shaft excavation methods including proposed drilling
methods; methods for removing materials from the shafts; procedures for
maintaining correct horizontal and vertical alignment of the excavation;
and a disposal plan for excavated material.

**(5)** When a mineral slurry is required, details of the methods to
mix, circulate, use, maintain, and dispose of the slurry. Provide a
detailed slurry mix design and discuss its suitability to the subsurface
conditions.

**(6)** Details of methods used to ensure shaft stability during
excavation and concrete placement. Include a review of the method's
suitability to the anticipated site and subsurface conditions. If
casings are proposed or required, provide casing dimensions and detailed
procedures for permanent casing installation and temporary casing
installation and removal.

**(7)** Details of reinforcement placement including bracing, centering,
centralizers, and lifting and support methods.

**(8)** Details of concrete placement including proposed operational
procedures for free fall, tremie, or pumping methods.

**(9)** The method used to form an emergency horizontal construction
joint during concrete placement.

**565.04 Trial Drilled Shafts.** When trial drilled shafts are required
by the contract, perform the work according to the applicable
requirements of Subsection 565.05 and the following.

Before drilling holes for production shafts, demonstrate that the
proposed methods and equipment are adequate by drilling a trial drilled
shaft adjacent to the production shafts at an approved location. Make
the center-to-center spacing between the trial shaft and production
shafts at least 3 shaft diameters or 2 bell diameters whichever is
larger.

Construct the trial drilled shaft to the same size and to the tip
elevation of the deepest production shaft shown on the plans. When bells
are specified for production shafts, include a bell in the final shaft
to verify the feasibility of belling in the specified bearing stratum.

If material caves into the drilled hole or the hole deforms excessively,
case the hole. When casings are used, seat the casing as necessary to
prevent caving and to allow dewatering of the hole. Remove all material
inside the hole. Keep the casing in place a minimum of 4 hours while
attempting to remove all water in the hole. Record the rate of
groundwater seepage into the hole. After this 4 hour period, fill the
hole with saturated sand while the casing is removed to simulate the
concreting operation and casing removal for the production drilled
shafts. Concrete or reinforcing steel is not required in the trial
drilled shaft.

If the trial drilled shaft is determined to be unsatisfactory, modify
the methods and equipment. Submit a new installation plan and drill a
new trial drilled shaft at the Contractors\' expense.

Once approval is given to construct the production drilled shafts, no
changes are permitted in the installation plan without prior approval.

**565.05 Drilled Shafts.**

**(a) Excavation.** Do not excavate additional shafts, allow excessive
wheel loads, or allow excessive vibrations within 5 meters or 3 shaft
diameters, whichever is greater, of a newly constructed shaft for at
least 20 hours. Excavate for structure footings supported on drilled
shafts and construct fills before drilling. Position the drilled shaft
within 75 millimeters of the required position in a horizontal plane at
the top of shaft elevation.

Excavate holes according to the accepted installation plan. Do not allow
the alignment of a vertical shaft to vary from the required alignment by
more than 20 millimeters per meter of depth. Do not allow the alignment
of a battered shaft to vary by more than 40 millimeters per meter of
depth from the required batter alignment.

Provide equipment with the capability to excavate shafts 20 percent
longer than and the same diameter as those shown on the plans.

Maintain a log of material excavated from the drilled shaft that
includes the following information:

•Description and approximate top and bottom elevation of each type of
soil or rock material encountered and the date and time the soil or rock
material was encountered.

•Elevation and approximate rate of any seepage or groundwater
encountered.

•Equipment used, time required to drill shaft, bit changes, breakdowns,
and all other difficulties encountered.

•Remarks.

When it is determined that the hole sidewall has softened due to
excavation methods, swelled due to delays in concreting, or degraded
because of slurry cake buildup, overream sidewall a minimum of 15
millimeters or a maximum of 75 millimeters to sound material.

At the time of concrete placement, clean the hole so no more than 50
percent of the bottom of each hole has more than 10 millimeters of
sediment and the maximum depth of sediment at any place on the bottom of
the hole does not exceed 40 millimeters. For dry holes, reduce the depth
of water to 75 millimeters or less before placing concrete.

**(1) Dry method.** Use the dry construction method at sites where the
groundwater level and soil conditions are suitable to permit
construction of the shaft in a relatively dry excavation and where the
sides and bottom of the shaft may be visually inspected before placing
concrete. The dry method consists of drilling the shaft, removing
accumulated water, removing loose material from the excavation, placing
the reinforcing cage, and concreting the shaft in a relatively dry
excavation.

The dry construction method can only be used when the trial shaft
excavation demonstrates all the following:

*(a)* Less than 300 millimeters of water accumulates above the base of
the hole during a 1-hour period when no pumping is permitted;

*(b)* The sides and bottom of the hole remain stable without detrimental
caving, sloughing, or swelling over a 4-hour period immediately
following completion of excavation; and

*(c)* Loose material and water can be satisfactorily removed before
inspection and before concrete placement.

**(2) Wet method.** Use the wet construction method or the casing
construction method for shafts that do not meet the above requirements
for the dry construction method. This method consists of using water or
mineral slurry to maintain stability of the hole perimeter while
advancing the excavation to final depth, placing the reinforcing cage,
and concreting the shaft.

The wet method involves the following work:

*(a)* Desanding and cleaning the slurry;

*(b)* Final cleaning of the excavation using a bailing bucket, air lift,
submersible pump, or other approved devices;

*(c)* Placing the shaft concrete with a tremie or concrete pump
beginning at the shaft bottom;

*(d)* Providing, as needed, temporary surface casings to aid shaft
alignment and positioning; and

*(e)* Providing temporary surface casings to prevent sloughing of the
top of the shaft excavation unless it can be satisfactorily demonstrated
that the surface casing is not required.

Where drilled shafts are located in open water areas, extend exterior
casings from above the water elevation into the ground to protect the
shaft concrete from water action during placement and curing of the
concrete. Install the exterior casing in a manner that will produce a
positive seal at the bottom of the casing to prevent piping of water or
entry of other material from the shaft excavation.

**(b) Mineral slurry**. Premix the mineral slurry with clean fresh water
according to the mineral manufacturer's instructions to allow for
hydration before introduction into the shaft excavation. Use slurry
tanks of adequate capacity for slurry circulation, storage, and
treatment. Do not use excavated slurry pits or the shaft excavation to
mix the slurry. Do not add mineral component directly into the shaft
excavation.

Provide desanding equipment to limit slurry sand content to less than 4
percent by volume at any point in bore hole. Desanding is not required
for setting temporary casings, sign posts, or lighting mast foundations.

During drilling, maintain slurry surface in the shaft at least 1 meter
above the highest expected adjacent piezometric water pressure head and
at a level sufficient to prevent caving of the hole.

When there is a sudden significant loss of slurry from the hole, stop
drilling and take corrective measures to prevent slurry loss. Prevent
the slurry from setting up in the shaft. If at any time the slurry
construction method fails to produce the desired final results,
discontinue and use an approved alternative method.

Maintain density, viscosity, and pH of the mineral slurry during shaft
excavation and until concrete placement within the acceptable ranges
shown in Table 565-1. Take slurry samples using an approved sampling
tool. Extract slurry samples from the base of the shaft and 3 meters up
from the base of the shaft. Perform 4 sets of tests during first 8 hours
of slurry use. When results are acceptable and consistent, the testing
frequency may be decreased to one test set for every 4 hours of slurry
use.

When a slurry sample is unacceptable, make necessary corrections to
bring the slurry within specifications. Do not place concrete until the
results of the resampling and retesting indicate acceptable values.

Dispose of slurry in an environmentally acceptable manner at an approved
location.

Table 565-1

Acceptable Range of Values for Mineral Slurry

+----------------+--------------------+--------------------+----------+
| **Property**   | **At Time of**     | **In Hole at**     | **       |
|                |                    |                    | Method** |
|                | **Slurry**         | **Time of Test**   |          |
|                |                    |                    |          |
|                | **Introduction**   | **Concreting**     |          |
+----------------+--------------------+--------------------+----------+
| **Density,     | 1030 - 1110        | 1030 - 1200        | Density  |
| kg/m^3^**      |                    |                    |          |
|                |                    |                    | balance  |
+----------------+--------------------+--------------------+----------+
| **Viscosity,   | 30 - 48            | 30 - 48            | Marsh    |
| s/L**          |                    |                    | cone     |
+----------------+--------------------+--------------------+----------+
| **pH**         | 8 - 11             | 8 - 11             | pH paper |
|                |                    |                    |          |
|                |                    |                    | or meter |
+----------------+--------------------+--------------------+----------+

**Note:** Density values shown are for fresh water. Increase density
values 30 kilograms per cubic meter for saltwater. Perform tests when
slurry temperature is above 4 °C. If desanding is required, sand content
shall not exceed 4 percent by volume at any point in the bore hole
according to the American Petroleum Institute sand content test.

**(c) Casings.** Use smooth, clean, watertight, steel casings of
sufficient strength to withstand handling and installation stresses and
the concrete and surrounding earth pressures. All casing diameters shown
on the plans are outside diameters.

The diameter of a permanent casing is subject to American Pipe Institute
tolerances applicable to regular steel pipe. Make the outside diameter
of the casing no less than the specified size of the shaft.

Install casings to produce a positive seal at the bottom that prevents
piping of water or other material into or out of the hole. If it becomes
necessary to remove a casing and substitute a longer or larger diameter
casing through caving soils, stabilize the excavation with slurry or
backfill before the new casing is installed. Other approved methods may
be used to control the stability of the excavation and protect the
integrity of the foundation soils.

All subsurface casings are to be considered temporary unless designated
in the contract as permanent casing. Remove temporary casing before
completing placement of concrete in any shaft excavation requiring
casing. During casing extraction, maintain a level of fresh concrete in
the casing that is a minimum of 1.5 meters above the surrounding level
of water or drilling fluid. Exercise care during casing removal to
maintain an adequate level of concrete within the casing so fluid
trapped behind the casing is displaced upward and discharged at the
ground surface without contaminating or displacing the shaft concrete.

Temporary casings that have become bound or fouled during shaft
construction and cannot be practically removed are considered to be a
defect in the drilled shaft. Correct defective shafts using approved
methods. Corrective action may consist of, but is not limited to, the
following:

**(1)** Removing the shaft concrete and extending the shaft deeper to
compensate for loss of frictional capacity in the cased zone;

**(2)** Providing straddle shafts to compensate for capacity loss; and

**(3)** Providing a replacement shaft.

When a casing is designated as permanent, cut the casing off at the
required elevation and leave in place.

**565.06 Reinforcing Steel for Drilled Shafts and Placement of Crosshole
Sonic Logging Access Tubes.** Perform the reinforcing steel work
according to Section 554. Securely wire together contact reinforcing
steel lap splices. Tie and support the reinforcing steel so it remains
within the required tolerances. Securely tie concrete spacers or other
approved spacing devices at fifth points around the cage perimeter and
space at intervals not to exceed 3 meters along the length of the cage.
Use spacers of approved material at least equal in quality and
durability to the shaft concrete.

Provide standard weight black steel pipe per ASTM A 53 with nominal
inside diameter of 50 millimeters for crosshole sonic logging access
tubes. Install the access tubes for each drilled shaft as shown in FLH T
521. Use pipes and pipe joints that have a round, regular internal
diameter, free of defects or obstructions, and that will result in
watertight access tubes that permit the free, unobstructed passage of
source and receiver probes. Use access tubes that are free of corrosion,
that have clean internal and external faces to ensure probe passage, and
that have a good bond between the concrete and tubes. Do not use duct
tape or similar materials to seal joints. Do not use stiffening devices
such as mandrels in the access tubes during concrete placement. Fit the
access tubes with a water-tight shoe on the bottom and a removable cap
on top.

Secure tubes firmly to the interior of the reinforcement cage. Install
the tubes in a regular, symmetric pattern according to FLH T 521 such
that each tube is spaced the maximum possible distance from each
adjacent tube. Tubes shall be as near to parallel as possible. The tubes
shall be installed from 150 millimeters above the shaft bottoms to at
least 1 meter above the shaft tops, and at least 0.6 meters above the
ground surface. Do not bend or damage the tubes during reinforcement
installation operations.

Inspect the shaft by drilling test hole, standard penetration test, or
visual inspection. Place the reinforcing steel cage as a unit
immediately after the shaft excavation is inspected and accepted and
before concrete placement. If the concrete is not placed immediately
after the cage is installed, the cage may have to be removed before
placing the concrete to verify the integrity of the excavated area and
to ensure loose material is removed from the bottom of the hole. Handle
reinforcing cages to avoid distortion or racking of the steel.

During concrete placement, provide positive support from the top for the
reinforcing steel cage. Maintain the top of the reinforcing steel cage
no more than 150 millimeters above and no more than 75 millimeters below
the required position. If the reinforcing steel cage is not maintained
within tolerances, make acceptable corrections and do not construct
additional shafts until the method of reinforcing steel cage support has
been approved.

**565.07 Concrete for Drilled Shafts.** When the top of shaft is above
ground, use a removable form or other approved means to form the shaft
to at least 0.5 meter below finished ground. Forms may be removed
provided the requirements in Subsection 562.08 and Table 562-3(a) are
complied with and the shaft concrete has not been exposed to saltwater
or moving water for 7 days. Strip the forms without damaging the
concrete.

Remove the top portion of the drilled shaft concrete before continuing
with column construction when it is determined the concrete has been
effected by underwater placement.

Place concrete immediately after all excavation is complete and the
reinforcing steel cage is in place.

Fill the crosshole sonic logging access tubes with clean water within 1
hour after concrete placement and replace the tube cap. Do not apply
excess torque, hammering, or other stress to the access tubes at any
time that could affect the concrete-tube bond.

Prepare ten 150-millimeter by 300-millimeter concrete cylinders for
pulse velocity testing from the same concrete mix used in the drilled
shaft.

Furnish concrete conforming to Section 552 except as otherwise indicated
herein. For shafts constructed without drilling fluid, use class A
structural concrete having a slump of 175±25 millimeters. For shafts
constructed with drilling fluid, use class A structural concrete having
a slump of 200±25 millimeters. Use seal concrete for under water
placement. Do not use seal concrete above the freeze/thaw or wet/dry
zone of the hole. Place underwater concrete according to Subsection
552.11(e) except as modified herein. The method of underwater placement
is subject to approval.

Adjust approved admixtures for project conditions to ensure that the
concrete has the minimum required slump for at least 2 hours. Submit
trial mix and slump loss test results for concrete at ambient
temperatures appropriate for site conditions.

Place each load of concrete within 2 hours of batching. Longer placement
time may be permitted if the concrete mix maintains the minimum required
slump for longer than 2 hours. Do not retemper concrete that has
developed its initial set.

Place concrete in one continuous operation from bottom to top of the
shaft. Continue placing concrete after the shaft excavation is full and
until acceptable quality concrete is evident at the top of shaft. Before
initial concrete set, consolidate the top 3 meters of the shaft concrete
using acceptable vibratory equipment. Finish the top of the shaft to
+25 millimeters or -75 millimeters from the required elevation. For wet
holes, do not consolidate until all water or slurry above the concrete
surface has been removed. Place concrete either by free fall, tremie, or
concrete pump.

**(a) Free-fall concrete placement**. Use free-fall placement only in
dry holes with an 8-meter maximum height of free-fall. The concrete
shall fall directly to the shaft base without contacting either the
rebar cage or hole sidewall.

Drop chutes may be used to direct placement of free-fall concrete. Drop
chutes consist of a smooth tube of either one-piece construction or
sections that can be added and removed. Place concrete through a hopper
at the top of the tube or through side openings as the drop chute is
removed from the shaft during concrete placement. Support the drop chute
so that the maximum height of free-fall of the concrete measured from
the bottom of the chute is 8 meters. If concrete placement causes the
shaft excavation to cave or slough or if the concrete strikes the rebar
cage or sidewall, reduce the height of free-fall and reduce the rate of
concrete flow into the excavation. If placement cannot be satisfactorily
accomplished by free-fall, use tremie or pumping to place the concrete.

**(b) Tremies.** Use tremies for concrete placement in either wet or dry
holes. A tremie consists of a tube of sufficient length, mass, and
diameter to discharge concrete at the shaft base. Do not use tremies
that contain aluminum parts that will come in contact with the concrete.
Make the tremie inside diameter at least 6 times the maximum size of
aggregate used in the concrete mix and not less than 250 millimeters.
Make the inside and outside surfaces of the tremie clean and smooth.
Make the wall thick enough to prevent crimping or sharp bends.

Use a watertight tremie in accordance with Subsection 552.11(e) for wet
holes. Construct the discharge end of the tremie to permit free radial
flow of concrete during placement. Place the tremie discharge at the
shaft base elevation. Place the concrete in a continuous flow. Keep the
tremie discharge immersed at least 1.5 meters below the surface of the
fluid concrete. Maintain a positive head of concrete in the tremie at
all times. If at any time during the concrete placement, the tremie
discharge is removed from the fluid concrete column and discharges
concrete above the rising concrete surface into displaced water, remove
the reinforcing cage and concrete, complete any necessary sidewall
removal as directed, and reconstruct the shaft.

**(c) Pumped concrete.** Use pumped concrete placement in either wet or
dry holes. Use 100-millimeter minimum diameter discharge tubes with
watertight joints. Place the discharge tube at the shaft base elevation.

Use a sealed discharge tube according to Subsection 552.11(e) for wet
holes. If a plug is used, remove it from the hole or use a plug made
from approved material that will prevent a defect in the shaft if not
removed.

Place the concrete in a continuous flow. Keep pump discharge tube
immersed at least 1.5 meters below the surface of the fluid concrete. If
at any time during the concrete placement, the discharge tube is removed
from the fluid concrete column and discharges concrete above the rising
concrete surface into displaced water, remove the reinforcing cage and
concrete, complete any necessary sidewall removal as directed by the CO,
and reconstruct the shaft.

**565.08 Integrity Testing.**

**(a) Testing.** Perform integrity testing on all production drilled
shafts using FLH T521, Standard Method for Determining Pulse Velocity
Through Concrete in Drilled Shafts. Test drilled shafts no earlier than
2 days and no later than 45 days after concrete placement. Before
testing, provide precise information as to drilled shaft bottom and tip
elevations, access tube lengths, surveyed tube positions, and date of
concrete placement.

Provide portable crosshole sonic logging testing equipment according to
FLH T521 and provide the following:

• An ultrasonic source probe and one or more receiver probes able to
descend freely through a 50-millimeter inside diameter steel,
water-filled access tube.

• Capability to amplify/filter data and print ultrasonic logs on site.

• An independent stable 110-volt, 60-hertz, alternating current power
supply if needed.

If access tubes are not acceptable for testing (e.g., tubes are not
plumb, tube does not retain water, tube-concrete debonding has occurred,
tube obstructions exist), provide replacement access tubes by core
drilling or propose an alternative test method that is acceptable to the
CO. After integrity testing, inspection and data analysis are completed
and accepted by the CO, fill access tubes with approved neat cement
slurry or grout from the bottom using a tremie.

Perform pulse velocity testing along the diametric axis of the concrete
cylinders according to ASTM C 597, Standard Test Method for Pulse
Velocity Through Concrete. Perform pulse velocity testing on two
concrete cylinders for each of the following cure times: 2 days, 7 days,
14 days, 21 days, and 28 days. After testing, break the two cylinders
according to AASHTO T 22. Report test results and prepare a graph of
pulse velocity and compressive strength versus times. Crosshole sonic
logging test results will be compared to pulse velocity results of the
same concrete age.

**(b) Test results and reporting.** Provide preliminary results to the
CO for each shaft tested before crosshole sonic logging personnel leave
the site. Within 5 days of testing, submit a detailed crosshole sonic
logging report and all test data in ASCII format with a header
(identifying shaft tested, tube coordinates, and each data column) to
the CO on a compact disk. Allow 5 days for the CO to conduct a review of
the data before any further construction on the tested shaft and before
issuing the final, written report.

Include the following in the crosshole sonic logging report: (1) project
identification and dates of testing; (2) table and a schematic showing
shafts tested with identification of tube coordinates and collar
elevation; (3) names of personnel that performed the
tests/interpretation and their affiliation; (4) equipment used; (5) data
logs; (6) XY plots of first arrival times, amplitude, and velocity
versus depth; and (7) interpretation, analysis, and results. Determine
the velocity reduction by comparing the velocities achieved in the
drilled shaft to the pulse velocity testing on the cylinders constructed
from the same concrete and of the same age as the drilled shaft.

Where velocity reductions are greater than 20 percent, process the data
and construct easy-to-understand two-dimensional cross-sections between
tubes and three-dimensional volumetric images for the entire shaft. The
cross-sections shall be color-coded tomographic images indications
velocity variations along the shaft. Identify the location and geometry
of defective zones (those with velocity reductions of greater than 20
percent) in three-dimensional color images and provide a detailed
discussion of each.

**565.09 Acceptance.** Material for mineral slurry will be evaluated
under Subsections 106.02 and 106.03.

Concrete will be evaluated under Section 552. Concrete, tremie placed or
pumped, will be sampled at point of discharge into the tremie or
concrete pump hopper.

Reinforcing steel will be evaluated under Section 554.

Construction of drilled shafts will be evaluated under Subsections
106.02, 106.03, and 106.04 as follows:

**(a)** Drilled shafts with velocity reductions not exceeding 20 percent
are acceptable.

**(b)** Where velocity reductions exceed 20 percent, furnish additional
imaging and other data required in Subsection 565.08(b) to enable
further evaluation of the shaft. When required by the CO, drill a
minimum of two cores to intercept the imaged defect and obtain core
samples from these suspect area. The CO will evaluate the cross-hole
sonic logging data, the imaging data, and the core data and make a
determination as to the presence of substantive defects.

If a shaft is determined to have substantive defects, submit a plan
according to Subsection 106.01 to remove and replace, correct, or modify
the work. Proposed modifications to the drilled shaft or load transfer
mechanisms shall be designed and stamped by a professional engineer.
Include drawings stamped by a professional engineer for all foundation
elements affected. Do not begin remedial work until the CO has approved
the plan.

Measurement

**565.10** Measure the Section 565 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure drilled shafts from the plan top elevation to the approved tip.
Do not measure portions of shafts extending deeper than approved.

Do not measure concrete or reinforcing steel.

Measure trial drilled shafts, determined to be satisfactory, from the
approved tip elevation to the ground surface at the center of the shaft.

Payment

**565.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 565 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

The accepted quantities will be paid at the contract price per unit of
measurement for the Section 565 pay items listed in the bid schedule
except the drilled shaft contract unit bid price will be adjusted
according to Subsection 106.05. Payment will be full compensation for
the work prescribed in this Section. See Subsection 109.05.

Payment for drilled shafts will be made at a price determined by
multiplying the unit bid price by the compressive strength pay factor.

## Section 566. --- SHOTCRETE

Description

**566.01** This work consists of constructing one or more courses of
shotcrete on a prepared surface.

Shotcrete aggregate grading is designated as shown in Table 703-15.

Material

**566.02** Conform to the following Subsections:

Air-entraining admixture (wet mix only) 711.02

Chemical admixtures (wet mix only) 711.03

Concrete coloring agents 711.05

Curing material 711.01

Hydraulic cement 701.01

Penetrating stain 708.05

Pozzolans 725.04

Reinforcing fibers 725.29

Reinforcing steel 709.01

Shotcrete aggregate 703.18

Water 725.01(a)

Construction Requirements

**566.03 Composition (Shotcrete Mix Design).** Design and produce
shotcrete mixtures that conform to Table 566-1. Shotcrete mixtures shall
also conform to the following ACI specifications.

• ACI 506R Guide to Shotcrete;

• ACI 506.1 State of the Art Report on Fiber Reinforced Shotcrete; and

• ACI 506.2 Specifications for Proportioning Application of Shotcrete.

Table 566-1

Composition of Shotcrete

+-----------+----------------+-----------+----------+-----------------+
| **Type of | **Minimum      | **Maximum | **Air    | **Minimum       |
| Shotcrete | Cement         | W/C       | Content  | 28-Day Strength |
| Process** | Content**      | Ratio**   | Range    | (MPa)**         |
|           |                |           | %**      |                 |
|           | **(kg/m^3^)**  |           |          |                 |
+-----------+----------------+-----------+----------+-----------------+
| **Wet**   | 325            | 0.55      | NA       | 28              |
+-----------+----------------+-----------+----------+-----------------+
| **Dry**   | 325            | 0.50      | NA       | 28              |
+-----------+----------------+-----------+----------+-----------------+
| **Wet     | 325            | 0.45      | 5 min.   | 28              |
| (AE)**    |                |           |          |                 |
+-----------+----------------+-----------+----------+-----------------+
| **Dry     | 325            | 0.45      | 5 min.   | 28              |
| (AE)**    |                |           |          |                 |
+-----------+----------------+-----------+----------+-----------------+

Verify mix design with trial mixes prepared from the same source
proposed for use. Submit the following for acceptance at least 36 days
before placing shotcrete:

**(a)** Proposed shotcrete mix design with mix proportions. Include the
dosage and type of any admixture with proposed mix design.

**(b)** Representative samples of shotcrete material, if requested by
the CO. Results of shotcrete preconstruction testing.

**(c)** Proposed method for applying shotcrete.

**(d)** Other information necessary to verify compliance with ACI 506.2.

**(e)** Shotcrete materials certifications.

**(f)** Fiber samples, if used.

**(g)** Description of proposed equipment for mixing and applying
shotcrete. Include the manufacturer's instructions, recommendations,
literature, performance, and test data. In addition to meeting equipment
requirements in ACI 506, provide the following:

**(1) Water supply system.** For dry mix, provide a job site water
storage tank. Provide a positive displacement pump with a regulating
valve that is accurately controlled to provide water at the required
pressure and volume.

**(2) Mixing.** Use equipment capable of handling and applying shotcrete
containing the specified maximum size aggregate and admixtures. Provide
an air hose and blow pipe to clear dust and rebound during shotcrete
application.

**(h)** Qualifications. Demonstrate satisfactory completion of at least
3 comparable projects. Provide Foremen experienced in shotcrete
construction on at least 5 comparable projects. At least 30 days before
starting shotcrete work, identify foremen and nozzlemen assigned to the
project and submit a summary of each individual's experience.

**566.04 Hydration Stabilizing Admixtures.** When hydration stabilizing
admixtures are used to extend the allowable delivery time for shotcrete,
include the admixtures in the shotcrete mix design. Base dosage on the
time needed to delay the initial set of the shotcrete for delivery and
discharge on the job. Include the design discharge time limit in the
dosage submittal. The maximum allowable design discharge time is 3.5
hours.

Use an approved and compatible hydration activator at the discharge site
to ensure proper placement and testing.

Determine dosage required to stabilize shotcrete using job site material
and field trial mixtures. The extended-set admixture shall control the
hydration of all cement minerals and gypsum.

When requested, the admixture manufacturer shall provide the service of
a qualified person to assist in establishing the proper dose of
extended-set admixture and to make dosage adjustments required to meet
changing job site conditions.

**566.05 Preconstruction Testing.** Conduct preconstruction shotcrete
field trials before starting shotcrete production.

**(a) Field trials.** Construct test panels from 600 millimeter by 600
millimeter by 150 millimeters wood forms. Have each proposed nozzleman
produce shotcrete panels on two vertical wood forms. Cure the test
panels according to AASHTO T 23 except do not immerse the panels.

**(b) Coring.** Take six 75-millimeter diameter cores from each test
panel according to AASHTO T 24. Trim the ends of the cores according to
AASHTO T 24 to make cores at least 75 millimeters long.

**(c) Compressive strength testing.** Soak the cores in water for 40
hours immediately before testing. Test three cores from each test panel
four days after the field trial and test the remaining three cores 28
days after the field trial. Perform tests according to AASHTO T 23.

**(d) Mix design acceptance.** Submit the test data and a visual
description of each core to the CO. Include details concerning presence
of voids, sand pockets, lamination, and other inadequacies. Acceptance
of the nozzlemen and mix design will be based on preconstruction field
trials and test results. The visual quality of the cores shall not be
lower than grade 2 according to shotcrete grading requirements of ACI
506.2.

Submit field quality control test reports within two working days of
performing the tests. Include the following information in the reports:

• Sample identification including mix design and test panel number and
orientation;

• Date and time of sample preparation including curing conditions and
sample dimensions;

• Date, time, and type of test;

• Complete test results including load and deformation data during
testing, sketch of sample before and after testing, and any unusual
occurrences observed;

• Name and signature of person performing the test;

• Location of steel reinforcement, if used, covered by shotcrete; and

• Name of nozzleman.

**566.06 Shotcrete Construction.** Apply shotcrete according to ACI 506R
and the following.

**(a) Surface preparation.** Remove curing compound on previously-placed
shotcrete surfaces by sandblasting. Install approved depth gauges to
indicate the thickness of the shotcrete layers. Install depth gauges on
2-meter centers longitudinally and transversely with no less than two
gauges per increment of surface area to receive the shotcrete. Moisten
all surfaces.

**(b) Temperature and Weather Conditions.** Maintain the temperature of
the shotcrete mix between 10 °C and 30 °C. Place shotcrete when the
surface and ambient temperature is at least 5 °C and rising. Do not
perform shotcrete operations during high winds and heavy rains.

**(c) Shotcrete application.** Use the same nozzlemen that created
acceptable test panels.

**(1)** Apply shotcrete within 45 minutes of adding cement to the
mixture.

**(2)** Limit the layer thickness of each shotcrete application to 50
millimeters. Thicker applications may be approved if the Contractor can
demonstrate that no sloughing or sagging is occurring. If additional
thickness is required, broom or scarify the applied surface and allow
the layer to harden. Dampen the surface before applying an additional
layer.

**(3)** Remove laitance, loose material, and rebound. Promptly remove
rebound from the work area.

**(4)** Taper construction joints to a thin edge over a distance of at
least 300 millimeters. Wet the joint surface before placing additional
shotcrete on the joint. Do not use square construction joints.

**(5)** Finish shotcrete as specified.

**566.07 Curing Shotcrete.** Cure the surface according to Subsection
552.15. For intermediate shotcrete surfaces or if a stained or finished
final surface is required, cure the shotcrete according to Subsection
552.15(b). If no stained or finished surface is required, apply curing
compound to the final exposed shotcrete surface according to Subsection
552.15(c). Maintain shotcrete at a temperature above 5 °C until
shotcrete has achieved a minimum compressive strength of 5.2
megapascals.

**566.08 Production Report.** Prepare and submit a written report within
24 hours of shotcrete production and application for each shift. Include
the following information in the report:

**(a)** Quantity and location of shotcrete applied including sketches of
areas where shotcrete was placed.

**(b)** Observations of success or problems of equipment operation,
application, final product condition, and any other relevant issues
during production and application.

**(c)** Batch number(s) if applicable.

**(d)** Name of nozzleman.

**(e)** Names and signature of person performing the observation.

**566.09 Acceptance.** See Table 566-2 for sampling and testing
requirements and the acceptance quality characteristic category.

Material for shotcrete will be evaluated under Subsections 106.02 and
106.03. Furnish a production certification for the hydraulic cement.

The shotcrete placement system will be evaluated under Subsections
106.02 and 106.04.

The shotcrete mixtures air content and unit mass will be evaluated under
Subsections 106.02 and 106.04. Compressive strength will be evaluated
under Subsection 106.05. See Table 566-1 for specification limits.

Measurement

**566.10** Measure the Section 566 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure shotcrete by the cubic meter in place.

Payment

**566.11** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 566 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

<table>
<colgroup>
<col style="width: 7%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 12%" />
<col style="width: 6%" />
<col style="width: 10%" />
<col style="width: 6%" />
<col style="width: 8%" />
<col style="width: 5%" />
<col style="width: 3%" />
<col style="width: 6%" />
<col style="width: 6%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 566-2</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td>Before production</td>
<td>Before production</td>
<td>Before batching</td>
<td>“</td>
<td>Upon completion of test</td>
<td>“</td>
<td>(3)</td>
<td rowspan="9">(1) See Subsection 552.09(b)(3).</td>
<td rowspan="9">(2) Sample according to AASHTO T 141.</td>
<td rowspan="9">(3) Prepare production test panels according to
Subsection 566.07(a). Obtain two 75-millimeter diameter core specimens
from each panel according to AASHTO T 24. A single compressive strength
test result is the average result from two 75-millimeter diameter core
specimens from the same test panel tested according to AASHTO 23 at 28
days.</td>
<td rowspan="9">(4) Deliver cores to designated laboratory for
testing.</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>Yes</td>
<td>Yes</td>
<td>Yes, when requested</td>
<td>“</td>
<td>—</td>
<td>—</td>
<td>(4)</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Source of material</td>
<td>Source of material</td>
<td>Flowing aggregate stream (bin or belt discharge conveyor belt or
stockpile)</td>
<td>“</td>
<td>Truck mixer or agitator(2)</td>
<td>“</td>
<td>Production test panels</td>
</tr>
<tr class="even">
<td><strong>Sample Frequency</strong></td>
<td>1 per materials type</td>
<td>1 per mix design</td>
<td>1 per material type</td>
<td>—</td>
<td>1 per load <sup>(1)</sup></td>
<td>“</td>
<td>1 set per 25 m<sup>3</sup> but not less than 1 per day</td>
</tr>
<tr class="odd">
<td><strong>Test Methods or Specifications</strong></td>
<td>AASHTO M 80</td>
<td>Subsection 566.03</td>
<td>AASHTO T 11 and T 27</td>
<td>AASHTO T 11 and T 27</td>
<td>AASHTO T 121</td>
<td><p>AASHTO T 152 or</p>
<p>T 196</p></td>
<td>AASHTO T 24</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>II</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Quality</td>
<td>All</td>
<td>Gradation</td>
<td>Fineness modulus</td>
<td>Unit mass</td>
<td>Air content</td>
<td>Compressive strength</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td><p>Measured and tested for conformance</p>
<p>(106.04 &amp; 105)</p></td>
<td>“</td>
<td colspan="2"><p>Measured and tested for conformance</p>
<p>(106.04)</p></td>
<td colspan="2"><p>Measured and tested for conformance</p>
<p>(106.04)</p></td>
<td><p>Statistical</p>
<p>(106.05)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td><p>Aggregate source quality</p>
<p>(703.18)</p></td>
<td><p>Shotcrete composition</p>
<p>(Mix design)</p></td>
<td colspan="2"><p>Production aggregate</p>
<p>(Fine and course)</p></td>
<td colspan="3">Shotcrete</td>
</tr>
</tbody>
</table>

# DIVISION 600 Incidental Construction

## Section 601. --- MINOR CONCRETE STRUCTURES

Description

**601.01** This work consists of constructing minor concrete structures.

Material

**601.02** Conform to the following Subsections:

Air-entraining admixtures 711.02

Chemical admixtures 711.03

Coarse aggregate 703.02

Concrete coloring agents 711.05

Curing material 711.01

Fine aggregate 703.01

Fly ash 725.04

Hydraulic cement 701.01

Joint fillers 712.01

Precast concrete curbing 725.06

Precast concrete units 725.11

Reinforcing steel 709.01

Structural steel 717.01

Water 725.01

**601.03 Concrete Composition.** Conform to Table 601-1. Before batching
concrete, submit the proposed concrete proportions for approval on Form
FHWA 1606 *Minor Concrete Mix Design Trial Batch Summary* or other
approved form. As a minimum, submit the following:

**(a)** Type and source(s) of all material proposed for use.

**(b)** Material certification for all material proposed for use.

**(c)** Saturated surface dry mass of the fine and coarse aggregate per
cubic meter of concrete.

**(d)** Gradation of fine and coarse aggregate.

**(e)** Mass of mixing water per cubic meter of concrete.

**(f)** Mass of cement per cubic meter of concrete. Fly ash, ground iron
blast-furnace slag, or silica fume may be substituted for cement
according to Subsection 552.03(g).

**(g)** Entrained air content of plastic concrete in percent by volume.

**(h)** Maximum slump of plastic concrete in millimeters.

**(i)** When colored concrete is required, submit preliminary samples of
the colored concrete. Prepare a 1-meter by 1-meter by 100-millimeter
panel for each acceptable mix that is to be colored. Finish and cure the
panels in the same manner as the concrete will be finished and cured on
the project.

Table 601-1

Composition of Minor Structure Concrete

+-----------------------------------+----------------------------------+
| **Property**                      | **Specification**                |
+-----------------------------------+----------------------------------+
| Minimum cement content, kg/m^3^   | 362                              |
+-----------------------------------+----------------------------------+
| Maximum water/cement ratio        | 0.49                             |
+-----------------------------------+----------------------------------+
| Maximum slump, mm                 | 125                              |
+-----------------------------------+----------------------------------+
| Minimum air content, %            | 4                                |
+-----------------------------------+----------------------------------+
| Size of coarse aggregate          | AASHTO M 43                      |
|                                   |                                  |
|                                   | with 100% passing the            |
|                                   |                                  |
|                                   | 37.5 mm sieve                    |
+-----------------------------------+----------------------------------+
| Minimum 28-day compressive        | 25                               |
| strength, MPa                     |                                  |
+-----------------------------------+----------------------------------+

Construction Requirements

**601.04 General.** Perform excavation and backfill work under Section
209. When concrete is cracked, spalling, or scaling, remove concrete to
the nearest joint.

Design and construct forms that are free of bulge and warp and allow for
removal without injuring the concrete. When concrete contains a
retarding admixture, fly ash, or other pozzolan replacement for cement,
design the forms for a lateral pressure equal to that exerted by a fluid
weighing 2400 kilograms per cubic meter.

Use wood, metal, or other suitable material for forms. Keep forms clean
and coat with a form release agent or form oil before placing concrete.

Place and fasten reinforcing steel according to Subsection 554.08.

**601.05 Placing Concrete.** Conform to Subsection 552.10. Moisten the
forms and foundation immediately before placing concrete. Discharge
concrete within the time limit shown in Table 552-4.

Place concrete to avoid segregation of material. Consolidate with
vibrators according to Subsection 552.11(d). Do not use aluminum pipe
for transporting or placing concrete. The intervals between delivery of
batches for a single pour on a structure shall not exceed 30 minutes.

Do not apply water to plastic concrete surfaces during finishing
operations.

**601.06 Curing Concrete.** Cure concrete a minimum of 7 days. If high
early strength cement is used, cure concrete a minimum of 3 days. Cure
according to Subsection 552.15. Finish exposed concrete surfaces
according to Subsection 552.16(a) or (b), as applicable.

**601.07 Acceptance.** See Table 601-2 for sampling and testing
requirements.

Material for minor concrete structures including reinforcing steel, and
structural steel for minor structures will be evaluated under
Subsections 106.02 and 106.03.

The concrete mixture\'s slump, air content, compressive strength, unit
mass, and temperature will be evaluated under Subsections 106.02 and
106.04.

Excavation and backfill will be evaluated under Section 209.

Construction of minor concrete structures will be evaluated under
Subsections 106.02 and 106.04.

Measurement

**601.08** Measure the Section 601 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure concrete by the cubic meter in the structure.

Payment

**601.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 601 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

The concrete lump sum item will be prorated based on the progress of the
work under this Section.

+--------+--------+------------+----------+-----+-------+-----------+
| Table  | **Rep  | Upon       | "        | "   | "     | "         |
| 601-2  | orting | completion |          |     |       |           |
|        | Time** |            |          |     |       |           |
| Sa     |        | of tests   |          |     |       |           |
| mpling |        |            |          |     |       |           |
| and    |        |            |          |     |       |           |
| T      |        |            |          |     |       |           |
| esting |        |            |          |     |       |           |
| Requir |        |            |          |     |       |           |
| ements |        |            |          |     |       |           |
+--------+--------+------------+----------+-----+-------+-----------+
|        | *      | ---        | ---      | --- | ---   | ---       |
|        | *Split |            |          |     |       |           |
|        | sa     |            |          |     |       |           |
|        | mple** |            |          |     |       |           |
+--------+--------+------------+----------+-----+-------+-----------+
|        | *      | Point of   | "        | "   | "     | Discharge |
|        | *Point | discharge  |          |     |       | stream at |
|        | of     |            |          |     |       | point of  |
|        | Samp   |            |          |     |       | placement |
|        | ling** |            |          |     |       |           |
+--------+--------+------------+----------+-----+-------+-----------+
|        | **Sa   | 1 set per  | "        | "   | "     | "         |
|        | mpling | 25 cubic   |          |     |       |           |
|        | Frequ  | meters but |          |     |       |           |
|        | ency** | not less   |          |     |       |           |
|        |        | than 1 per |          |     |       |           |
|        |        | day        |          |     |       |           |
+--------+--------+------------+----------+-----+-------+-----------+
|        | **Test | AASHTO T   | AASHTO T | AAS | Field | AASHTO T  |
|        | M      | 121        | 152 or   | HTO | mea   | 22 &      |
|        | ethods |            |          | T   | sured | AASHTO T  |
|        | Spec   |            | T 196    | 119 |       | 23        |
|        | ificat |            |          |     |       |           |
|        | ions** |            |          |     |       |           |
+--------+--------+------------+----------+-----+-------+-----------+
|        | **Cate | ---        | ---      | --- | ---   | ---       |
|        | gory** |            |          |     |       |           |
+--------+--------+------------+----------+-----+-------+-----------+
|        | **Char | Unit mass  | Air      | Sl  | T     | Co        |
|        | acteri |            | content  | ump | emper | mpressive |
|        | stic** |            |          |     | ature | strength  |
+--------+--------+------------+----------+-----+-------+-----------+
|        | **Type | Measured   |          |     |       |           |
|        | of     | and tested |          |     |       |           |
|        | Acce   | for        |          |     |       |           |
|        | ptance | c          |          |     |       |           |
|        | (S     | onformance |          |     |       |           |
|        | ubsect | (106.04)   |          |     |       |           |
|        | ion)** |            |          |     |       |           |
+--------+--------+------------+----------+-----+-------+-----------+
|        | **Ma   | Concrete   |          |     |       |           |
|        | terial |            |          |     |       |           |
|        | or     |            |          |     |       |           |
|        | Pro    |            |          |     |       |           |
|        | duct** |            |          |     |       |           |
+--------+--------+------------+----------+-----+-------+-----------+

## Section 602. --- CULVERTS AND DRAINS

Description

**602.01** This work consists of constructing culverts, drains, and
precast concrete box culverts.

Material

**602.02** Conform to the following Subsections:

Aluminum-alloy corrugated pipe 707.03

Aluminum-alloy spiral rib pipe 707.12

Asphalt-coated pipe 707.04

Asphalt mastic 702.07

Concrete-lined corrugated steel pipe 707.13

Fiber-bonded asphalt coated steel pipe 707.09

Invert-paved corrugated steel pipe 707.14

Joint fillers, sealants, and preformed joint seals 712.01

Joint mortar 712.02

Metallic-coated corrugated steel pipe 707.02

Metallic-coated spiral rib pipe 707.11

Non‑reinforced concrete pipe 706.01

Plastic pipe 706.08

Polymer-coated steel pipe 707.08

Precast reinforced concrete box sections 706.07

Reinforced arch-shaped concrete pipe 706.04

Reinforced concrete pipe 706.02

Reinforced D‑load concrete pipe 706.06

Reinforced elliptically-shaped concrete pipe 706.05

Slotted drain pipe 707.10

Lean concrete backfill 614

Watertight gaskets 712.03

Construction Requirements

**602.03 General.** Furnish culvert pipe with a wall thickness not less
than that shown on the plans or determined from the fill-height tables
included in the plans. Use the same material and coating on all
contiguous pipe sections and special sections such as elbows and branch
connections. For culvert extensions, furnish the same material as the
existing culvert.

The plans show the size, approximate location, and length of culverts.
Determine final location, skew, length, elevations, and grade according
to Subsection 152.03(g). Do not order culvert material until the CO has
accepted the final structure size, length, and alignment.

Perform excavation and backfill work under Section 209.

**602.04 Laying Concrete Pipe and Precast Concrete Box Culverts.** Start
at the lower end and lay the bell or groove end upgrade. Fully join all
sections. Place circular pipe with elliptical reinforcement with the
minor axis of the reinforcement in a vertical position. Construct the
joints by one of the following methods:

**(a) Mortared joints.** Clean the lower portion of the receiving end of
the pipe. Plaster the inside with sufficient joint mortar to bring the
inner surfaces of the abutting pipe sections flush and even. Fit the
sections as close as the construction of the culvert permits. Fill and
seal joints with mortar inside and out. Clean excess mortar from the
inside of the joint.

Cure mortar outside of joints by covering with polyethylene sheeting or
spraying with a curing compound. Backfill while mortar is plastic or, if
mortar sets before backfilling, wait at least 24 hours before
backfilling.

**(b) Gasket joints.** Protect the joint ends from mud, silt, gravel, or
other unwanted material. Lay the pipe sections with gaskets attached.
Remove, clean, relubricate, and reseat gaskets disturbed or
contaminated.

Align the pipe sections. Force the joints home using the pipe
manufacturer's recommended procedure. Do not drive or ram by hand or
machinery. Block the last section of each day\'s run to prevent creep.

**602.05 Laying Metal Pipe.** Lay pipe with outside laps of
circumferential joints upgrade and longitudinal laps positioned other
than in the invert. Place elongated pipes with major axis within 5
degrees of vertical.

Join pipe sections together with soil tight bell and spigot joints or
coupling bands according to AASHTO M 36 or M 196. Limit the use of bell
and spigot joints to slopes of 10 percent or less. Limit the use of
coupling bands with projections (dimples) to attaching prefabricated
flared end sections.

When aluminum alloys come in contact with other metals, coat the
contacting surfaces with asphalt mastic or a preapproved impregnated
caulking compound.

**602.06 Laying Plastic Pipe.** Lay plastic pipe according to the pipe
manufacturer\'s recommendation.

Provide soil-tight and spigot joints for plastic pipe culverts.

If plastic end sections are used, reinforce and stiffen them such that
inward buckling during construction is less than 10 millimeters with a
500 newtons of force.

**602.07 Laying Slotted Drain Pipe.** Join the sections together with
coupling bands. Cover the slots with roofing paper or other approved
covering during backfilling and paving to keep material out of the pipe.
Backfill with a lean concrete backfill.

**602.08 Acceptance.** Material for culverts, drains, and precast
concrete box culverts furnished will be evaluated under Subsections
106.02 and 106.03.

Installation of culverts, drains and precast concrete box culverts will
be evaluated under Subsections 106.02 and 106.04.

Excavation and backfill will be evaluated under Section 209.

Measurement

**602.09** Measure the Section 602 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure pipe and box culverts by the meter along the invert.

Measure end sections, elbows, and branch connections by the each. If
there is no pay item for elbows or branch connections, measure them as
additional pipe length along the invert.

Payment

**602.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 602 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 603. --- STRUCTURAL PLATE STRUCTURES

Description

**603.01** This work consists of constructing structural plate pipes,
arches, pipe arches, boxes, and underpasses.

Material

**603.02** Conform to the following Subsections:

Aluminum-alloy structural plate structures 707.06

Asphalt-coated structural plate structures 707.07

Steel structural plate structures 707.05

Construction Requirements

**603.03 General.** Perform excavation and backfill work under Section
209.

**603.04 Erecting.** Furnish steel, aluminum alloy, asphalt coated
steel, or asphalt-coated aluminum alloy structural plate structures.

Provide a copy of manufacturer\'s assembly instructions before assembly.
The instructions shall show the position of each plate and assembly
order.

Assemble the structural plates according to the manufacturer\'s
instructions. Exercise care in the use of drift pins and pry bars to
prevent damage to the structural plate and its coating. The plates shall
have a proper fit-up.

Where aluminum alloys come in contact with other types of metal, coat
the contacting surfaces according to Subsection 602.05.

Torque steel bolts on steel plates to a minimum of 135 newton meters and
a maximum of 400 newton meters.

Torque steel bolts and aluminum bolts on 2.5-millimeter thick aluminum
plates to a minimum of 120 newton meters and a maximum of 155 newton
meters.

Torque steel bolts and aluminum bolts on 3-millimeter thick and heavier
aluminum plates to a minimum of 155 newton meters and a maximum of 180
newton meters.

For long-span structures:

**(a)** Tighten the longitudinal seams when the plates are assembled
unless the plates are held in shape by cables, struts, or backfill.
Properly align plates circumferentially to avoid permanent distortion
from the design shape. Before backfilling, do not exceed 2 percent
variation from the design shape.

**(b)** Do not distort the shape of the structure by operating equipment
over or near it.

**(c)** Provide suitable survey control on the structure to check
structure movement.

**(d)** Check and control the deflection movements of the structure
during the entire backfilling operation. Do not exceed the
manufacturer\'s recommended limits.

**(e)** Provide a manufacturer\'s representative to monitor the erecting
and backfilling of the structure.

**603.05 Acceptance.** Material for structural plate structures will be
evaluated under Subsections 106.02 and 106.03.

Installation of structural plate structures will be evaluated under
Subsections 106.02 and 106.04.

Excavation and backfill will be evaluated under Section 209.

Measurement

**603.06** Measure the Section 603 items listed in the bid schedule
according to Subsection 109.02.

Payment

**603.07** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 603 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 604. --- MANHOLES, INLETS, AND CATCH BASINS

Description

**604.01** This work consists of constructing or adjusting manholes,
inlets, catch basins, junction boxes, and spring boxes.

Material

**604.02** Conform to the following Section and Subsections:

Concrete 601

Concrete brick 725.08

Concrete masonry blocks 725.09

Corrugated metal units 725.13

Frames, grates, covers, and ladder rungs 725.12

Grout 725.22

Joint fillers, sealants, and preformed joint seals 712.01

Joint mortar 712.02

Precast concrete units 725.11(a)

Reinforcing steel 709.01

Watertight gaskets 712.03

Construction Requirements

**604.03 General.** Perform excavation and backfill work under Section
209.

**604.04 Concrete Construction.** Construct concrete manholes, inlets,
and catch basins according to Section 601. Concrete units may be
cast-in-place or precast. Finish the surface according to Subsection
552.16(a) or (b) as applicable.

Where a pipe enters through an existing concrete wall, cut the concrete
and steel reinforcement in a manner that does not loosen the
reinforcement in the wall. Cut the steel reinforcement flush with the
opening wall face. Grout all joints and openings cut in the wall.

Finish the channel flow line in manholes, inlets, and catch basins
accurately to match the pipe flow line.

Assemble precast concrete manhole sections with flexible watertight
gaskets or mastic joint fillers in the tongue and groove joints. If
gaskets are used, handle the precast units carefully after the gasket
has been attached to avoid damaging the gasket or contaminating the
joint. Attain the proper alignment before the joints are forced home.
Maintain partial support during the insertion of the tongue or spigot to
minimize the unequal lateral pressure on the gasket and to maintain
concentricity until the gasket is properly positioned. If mastic is
used, apply mastic joint filler according to the manufacturer\'s
recommendations.

Set metal frames in a full joint mortar bed.

Grout or use a preformed joint seal to make all joints and openings
watertight. Finish mortar joints with a bead on the outside and a smooth
finish on the inside.

Space ladder rungs uniformly on 300-millimeter centers and align
vertically. Grout ladder rungs into precast concrete walls.

**604.05 Masonry Block Construction.** Construct concrete footings
according to Section 601. Construct block masonry plumb. Stagger
vertical joints and set block with the cells vertical. Dampen block to
reduce the rate of absorption. Butter bearing members and vertical
joints full of mortar. Bond block with mortar on all sides. Construct
joints straight, level, plumb, flush, and 6 to 13 millimeters thick.
Backfill the structure after the masonry block has cured according to
Subsection 552.15 for 7 days.

**604.06 Metal Construction.** Fabricate metal drop inlets from the same
material as adjoining metal pipes.

**604.07 Grade Adjustment of Existing Structures.** Adjust metal frames
and grates to grade before placing the surface course.

Remove and clean the frames, covers, and grates. Trim the walls down to
solid material. Reconstruct the walls with the same material as existing
and reset the cleaned frames at the required elevation.

When the existing casting and supporting walls are in good condition, an
approved device may be used to adjust the manhole casting cover to the
correct grade without reconstructing the walls or resetting the frame.

When catch basins and inlets are adjusted to grade and abut existing
concrete construction, separate the castings from the adjacent concrete
with a preformed expansion joint no less than 12 millimeters thick.

Clean each structure of all accumulated silt, debris, or foreign matter.

When an existing structure is abandoned, seal all pipes entering the
structure with a tight fitting plug of concrete not less than 150
millimeters thick or water tight masonry not less than 200 millimeters
thick. Fracture the base of concrete structure to prevent entrapment of
water. Obliterate the top of the structure to an elevation at least 1
meter below finished grade and backfill according to Section 209.

**604.08 Acceptance.** Precast concrete units (including manholes,
inlets, catch basins, junction boxes, and spring boxes) furnished will
be evaluated under Subsections 106.02 and 106.03.

Material (except concrete) for cast-in-place concrete units (including
manholes, inlets, catch basins, junction boxes, and spring boxes) will
be evaluated under Subsections 106.02 and 106.03. Construction of
cast‑in‑place concrete units will be evaluated under Subsections 106.02
and 106.04.

Concrete for cast-in-place units will be evaluated under Section 601.

Excavation and backfill will be evaluated under Section 209.

Installation and adjustment of concrete units (including manholes,
inlets, catch basins, junction boxes, and spring boxes) will be
evaluated under Subsections 106.02 and 106.04.

Measurement

**604.09** Measure the Section 604 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure manholes from finished grade to the flow line surface of the
manhole.

Measure metal frames and grates and removing and resetting metal frames
and grates unless included as part of the original inlet, manhole, or
catch basin construction.

Payment

**604.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 604 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 605. --- UNDERDRAINS, SHEET DRAINS, AND PAVEMENT EDGE DRAINS

Description

**605.01** This work consists of furnishing and installing underdrains,
sheet drains, and pavement edge drains.

Material

**605.02** Conform to the following Subsections:

Aluminum-alloy corrugated pipe 707.03

Asphalt-coated pipe 707.04

Geocomposite drains 714.02

Geotextile type I 714.01

Granular backfill 703.03

Metallic coated corrugated steel pipe 707.02

Perforated concrete pipe 706.03

Plastic pipe 706.08

Sand 703.15

Structural backfill 704.04

Construction Requirements

**605.03 General.** Use the same material and coating on all contiguous
drain sections, extensions, elbows, branch connections, and other
special sections.

Drain material, size, and approximate location are shown on the plans.
Determine the final location and length in the field.

Do not install drain material until the CO has accepted the final
location and length.

Perform excavation and backfill work under Section 209.

If geotextile or geocomposite is used, smooth the trench surfaces by
removing all projections that may damage the geotextile or geocomposite.
Replace geotextile or geocomposite damaged during installation. Make
repairs to geocomposites according to the manufacturer\'s
recommendations.

Do not permit soil or other foreign material to enter the drain systems.
Plug the upgrade end of installations.

Furnish nonperforated pipe for outlet pipe. Install outlet pipe
according to Section 602. Immediately place and secure a screen made of
1.4-millimeter diameter galvanized wire having approximately 13 by
13-millimeter mesh openings over the outlet ends of all exposed pipes
and weep holes.

**605.04 Placing Underdrain.** Join pipe sections securely with coupling
fittings or bands. Join polyvinyl chloride (PVC) and
acrylonitrile-butadiene-styrene (ABS) pipe using either a flexible
elastomeric seal or solvent cement. Join polyethylene pipe with snap-on,
screw-on, or wrap around coupling bands as recommended by the
manufacturer.

Backfill and compact all trenches within the limits of the roadbed
according to Section 209 except use granular backfill material. Trenches
for geocomposite underdrains within the limits of the roadbed may also
be backfilled with clean sand and compacted.

When underdrain is placed in ditch lines, prevent infiltration of
surface water by placing material conforming to AASHTO M 145,
classification group A‑4, A‑5, A-6, or A-7 in the top 300 millimeters of
the trench.

**(a) Standard underdrain.** When geotextile is required, place the long
dimension of the geotextile parallel to the centerline of the trench.
Position the geotextile, without stretching, in contact with the trench
surface. Overlap the joints a minimum of 600 millimeters with the
upstream geotextile placed over the downstream geotextile.

Place collector pipe with the perforations facing downward.

Place granular backfill to a height of 300 millimeters above the top of
the collector pipe and compact. Do not displace the collector pipe.
Place and compact the remainder of the granular backfill material
according to Section 209.

Fold the geotextile over the top of the granular backfill with a minimum
overlap of 300 millimeters.

**(b) Geocomposite underdrain.** Extend the geotextile from the bottom
of the drainage core around the collector pipe.

Construct splices and install outlet fittings according to the
manufacturer\'s recommendations. Prevent infiltration of soil into the
geocomposite core.

Place the assembled geocomposite in the trench with the face of the
geocomposite against the inflow side of the trench. If the trench wall
is irregular, smooth the trench wall or place a layer of granular
backfill between the geocomposite and the trench wall. Temporarily
support the drain against the trench wall while backfilling.

When the trench is less than 0.5 meter wide, backfill the trench using
clean sand. Backfilling and compacting in layers is not required.
Compact the sand by vibrating, tamping with a mechanical tamper, or
flooding with water.

When the trench is 0.5 meter wide or more, place granular backfill or
clean sand to a height of 300 millimeters above the top of the collector
pipe and compact. Place and compact the remainder of the granular
backfill material or clean sand according to Section 209.

**605.05 Placing Geocomposite Sheet Drain.** Do not place sheet drain
against a mortar course less than 4 days old.

When a geocomposite is used in conjunction with a waterproof membrane,
install drainage panels compatible with the membrane using methods
recommended by the membrane manufacturer. Assemble and place the
geocomposite drain against the surface to be backfilled according to the
manufacturer\'s recommendations.

Splice geocomposite drains so the flow across the edges is continuous.
Overlap the geotextile a minimum of 75 millimeters in the direction of
water flow. For vertical splices, overlap the geotextile in the
direction backfill proceeds.

Connect the drainage core to the collector pipe or weep holes so the
flow is continuous through the system. Extend the geotextile from the
bottom of the drainage core around the collector pipe.

Backfill with structural backfill and compact according to Subsections
208.10 and 208.11.

**605.06 Placing Geocomposite Pavement Edge Drain.** Assemble the
geocomposite pavement edge drain and outlet material according to the
manufacturer\'s recommendations and place it in the trench. If the
trench wall is irregular, smooth the trench wall or place a layer of
clean sand between the geocomposite and the trench wall. Temporarily
support the drain against the trench wall while backfilling.

When the trench is less than 0.5 meter wide, backfill the trench using
clean sand. Backfilling and compacting in layers is not required.
Compact the sand by vibrating, tamping with a mechanical tamper, or
flooding with water.

When the trench is 0.5 meter wide or more, place and compact granular
backfill or clean sand according to Section 209.

**605.07 Acceptance.** See Table 605-1 for sampling and testing
requirements.

Material (except granular backfill) for underdrains, sheet drains, and
edge drains will be evaluated under Subsections 106.02 and 106.03.

Granular backfill will be evaluated under Subsections 106.02 and 106.04.

Excavation and backfill will be evaluated under Sections 208 and 209.

Geotextile will be evaluated under Section 207.

Outlet pipes will be evaluated under Section 602.

Installation of underdrains, sheet drains, and edge drains will be
evaluated under Subsections 106.02 and 106.04.

Measurement

**605.08** Measure the Section 605 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

When measurement is for a system, do not measure geotextiles, collector
pipes, backfill, and outlet pipes that are part of the system.

Measure granular backfill and sand by the cubic meter in place.

Payment

**605.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 605 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+------------------+--------------------------+-----------------------+
| Table 605-1      | **Reporting Time**       | 4 Hours               |
|                  |                          |                       |
| Sampling and     |                          |                       |
| Testing          |                          |                       |
| Requirements     |                          |                       |
+------------------+--------------------------+-----------------------+
|                  | **Split sample**         | Yes                   |
+------------------+--------------------------+-----------------------+
|                  | **Point of Sampling**    | Production output or  |
|                  |                          | stockpile             |
+------------------+--------------------------+-----------------------+
|                  | **Sampling Frequency**   | 1 per 500 m^3^        |
+------------------+--------------------------+-----------------------+
|                  | **Test Methods           | AASHTO T 27 & T 11    |
|                  | Specifications**         |                       |
+------------------+--------------------------+-----------------------+
|                  | **Category**             | ---                   |
+------------------+--------------------------+-----------------------+
|                  | **Characteristic**       | ---                   |
+------------------+--------------------------+-----------------------+
|                  | **Type of Acceptance     | Gradation             |
|                  | (Subsection)**           |                       |
+------------------+--------------------------+-----------------------+
|                  | **Material or Product**  | Granular Backfill     |
+------------------+--------------------------+-----------------------+

## Section 606. --- CORRUGATED METAL SPILLWAYS

Description

**606.01** This work consists of furnishing and installing corrugated
metal spillways.

Material

**606.02** Conform to the following Section:

Culverts and drains 602

Construction Requirements

**606.03 Placing Corrugated Metal Spillways.** Spillway, inlet, outlet,
and connector dimensions and proportions may vary to permit the use of
manufacturer\'s standard jigs and templates.

Install spillway inlet assemblies as shown on the plans and consolidate
the earth backfill by tamping.

Lay spillway outlet pipe according to Section 602. Anchor the spillway
as shown on the plans.

**606.04 Acceptance.** Pipes, anchor assemblies, hardware, and other
material furnished to fabricate metal spillways will be evaluated under
Subsections 106.02 and 106.03.

Excavation and backfill will be evaluated under Section 209.

Construction of spillways will be evaluated under Subsections 106.02 and
106.04.

Measurement

**606.05** Measure the Section 606 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure downdrain and outlet pipes under Section 602.

Payment

**606.06** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 606 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 607. --- CLEANING, RECONDITIONING, AND REPAIRING EXISTING DRAINAGE STRUCTURES

Description

**607.01** This work consists of cleaning, reconditioning, and repairing
existing culverts and appurtenant structures.

Construction Requirements

**607.02 General.** Dispose of material according to Subsection 203.05.

**607.03 Removing and Cleaning Culverts.** Carefully remove the culvert
and clean all foreign material from within the barrel and at the jointed
ends.

**607.04 Cleaning Culverts in Place.** Remove and dispose of all foreign
material within the barrel and appurtenances of the culvert by any
method that does not damage the culvert.

All or part of a culvert designated to be cleaned in place may be
removed, cleaned, and relayed according to Section 602.

**607.05 Relaying or Stockpiling Salvaged Pipe.** Relay removed and
cleaned pipe according to Section 602. Furnish all jointing material and
replace damaged pipe according to Section 602.

Place salvaged pipe at a designated stockpile location. Dispose of pipe
that is damaged.

**607.06 Reconditioning Drainage Structures.** Remove all debris from
structures designated to be reconditioned. Repair all leaks and
structural damage and replace missing or broken metalwork according to
Section 602.

**607.07 Acceptance.** Cleaning, reconditioning, and repairing existing
drainage structures will be evaluated under Subsection 106.02.

Relaying culverts will be evaluated under Section 602.

Measurement

**607.08** Measure the Section 607 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure removing, cleaning, and stockpiling culvert in the stockpile.

Payment

**607.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 607 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 608. --- PAVED WATERWAYS

Description

**608.01** This work consists of constructing paved ditches, gutters,
spillways, and similar waterways not contiguous to the traveled way.

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 Subsections:

Asphalt mixtures 404

Bed course 704.09

Concrete 601

Granular backfill 703.03(b)

Grout 725.22(e)

Mortar 712.05

Reinforcing steel 709.01

Riprap rock 705.02

Rubble 620

Construction Requirements

**608.03 General.** Perform excavation and backfill work under Section
209. Place and compact bed course material. Compact the bed course with
at least three passes of a lightweight mechanical tamper, roller, or
vibratory system. Form the bed parallel to the finished surface of the
waterway.

**608.04 Grouted Rubble Paved Waterway (Type 1).** Embed pavement stones
on the bed in a broken pattern with no continuous joint across the
waterway or parallel to the flow line. Make the joints 25 to 50
millimeters wide. Place the stones with the flat faces up and the
longest dimension at right angles to the centerline of the waterway.

Ram each stone until it is firm and reasonably true to the surface in
grade, alignment, and cross-section. Remove and relay stone having an
irregular or uneven surface.

Fill the joints with granular backfill to within 100 millimeters of the
surface. Pour and broom grout into the joints until the grout is 13
millimeters below the surface. Clean the excess grout from the surface.

**608.05 Mortared Rubble Paved Waterway (Type 2).** Embed each pavement
stone with its flat face up and its longest dimension parallel to the
gutter line. Place stones alternately so that there is not a continuous
joint across the waterway or parallel to the flow line. Limit joint
widths from 25 millimeters minimum to 50 millimeters maximum.

Ram the stone until it is firm and reasonably true to the surface in
grade, alignment, and cross-section.

Apply mortar to the exposed stone sides in such quantities that when the
adjacent stone is placed and rammed into position, the mortar is within
13 millimeters of the surface but not protruding above the surface.
Clean the excess mortar from the surface.

**608.06 Concrete and Rubble Paved Waterway (Type 3).** Place the
concrete foundation, reinforcing steel, and pavement stone in a
progressive operation. Secure the reinforcing steel within the middle
third of the depth of the concrete foundation. Clean and wet the
pavement stone to near saturation.

Embed the stone in the concrete foundation before it hardens. Place
stones alternately so there is not a continuous joint across the
waterway or parallel to the flow line. Limit joint widths from 25
millimeters minimum to 50 millimeters maximum. Fill the joints between
stones with mortar to 25 millimeters below the top of the stone.

**608.07 Concrete Paved Waterway (Type 4).** Perform the work according
to Section 601.

**608.08 Asphalt Paved Waterway (Type 5).** Perform the work according
to Section 404. Before overlaying existing asphalt paved waterway, clean
and seal the cracks according to Section 414.

**608.09 Placed Riprap Waterway (Type 6).** Use class I riprap. Perform
the work according to Subsections 251.03 and 251.04.

**608.10 Acceptance.** See Table 608-1 for sampling and testing
requirements.

Material for mortar will be evaluated under Subsections 106.02 and
106.03. Mortar will be evaluated under Subsection 106.04.

Bed course and granular backfill will be evaluated under Subsections
106.02 and 106.04.

Construction of paved waterways will be evaluated under Subsections
106.02 and 106.04.

Excavation and backfill will be evaluated under Section 209.

Riprap will be evaluated under Section 251.

Asphalt mixture will be evaluated under Section 404.

Concrete will be evaluated under Section 601.

Rubble will be evaluated under Section 620.

Measurement

**608.11** Measure the Section 608 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure the square meter width horizontally to include the total width.
Measure the length parallel to the flow line.

Payment

**608.12** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 608 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+--------+---------+-----------+-----------+------------+-----+-----+
| Table  | **Re    | ---       | ---       | ---        | \(  | \(  |
| 608-1  | porting |           |           |            | 1\) | 2\) |
|        | Time**  |           |           |            | Sam | The |
| Sa     |         |           |           |            | ple | co  |
| mpling |         |           |           |            | co  | mpr |
| and    |         |           |           |            | nsi | ess |
| T      |         |           |           |            | sts | ive |
| esting |         |           |           |            | of  | st  |
| Requir |         |           |           |            | 2   | ren |
| ements |         |           |           |            | t   | gth |
|        |         |           |           |            | est | w   |
|        |         |           |           |            | s   | ill |
|        |         |           |           |            | pec | be  |
|        |         |           |           |            | ime | the |
|        |         |           |           |            | ns. | a   |
|        |         |           |           |            |     | ver |
|        |         |           |           |            |     | age |
|        |         |           |           |            |     | of  |
|        |         |           |           |            |     | two |
|        |         |           |           |            |     | t   |
|        |         |           |           |            |     | est |
|        |         |           |           |            |     | s   |
|        |         |           |           |            |     | pec |
|        |         |           |           |            |     | ime |
|        |         |           |           |            |     | ns. |
+--------+---------+-----------+-----------+------------+-----+-----+
|        | **Split | ---       | ---       | ---        |     |     |
|        | s       |           |           |            |     |     |
|        | ample** |           |           |            |     |     |
+--------+---------+-----------+-----------+------------+-----+-----+
|        | **Point | P         | P         | Job site   |     |     |
|        | of      | roduction | roduction |            |     |     |
|        | Sam     | output or | output or |            |     |     |
|        | pling** | stockpile | stockpile |            |     |     |
+--------+---------+-----------+-----------+------------+-----+-----+
|        | **S     | 1 per 500 | 1 per 500 | 1 per      |     |     |
|        | ampling | m^3^      | m^3^      |            |     |     |
|        | Freq    |           |           | in         |     |     |
|        | uency** |           |           | stallation |     |     |
|        |         |           |           | ^(1)^      |     |     |
+--------+---------+-----------+-----------+------------+-----+-----+
|        | **Test  | AASHTO T  | AASHTO T  | AASHTO T   |     |     |
|        | Methods | 27,       | 27        | 23         |     |     |
|        | Sp      |           |           |            |     |     |
|        | ecifica | T 11 & T  | & T 11    | & T 22     |     |     |
|        | tions** | 89        |           |            |     |     |
+--------+---------+-----------+-----------+------------+-----+-----+
|        | **Cat   | ---       | ---       | ---        |     |     |
|        | egory** |           |           |            |     |     |
+--------+---------+-----------+-----------+------------+-----+-----+
|        | **Ch    | Gradation | Gradation | Making     |     |     |
|        | aracter | Liquid    |           | test       |     |     |
|        | istic** | Limit     |           | specimens  |     |     |
|        |         |           |           | C          |     |     |
|        |         |           |           | ompressive |     |     |
|        |         |           |           | strength   |     |     |
|        |         |           |           | ^(2)^      |     |     |
+--------+---------+-----------+-----------+------------+-----+-----+
|        | **Type  | ---       | ---       | ---        |     |     |
|        | of      |           |           |            |     |     |
|        | Acc     |           |           |            |     |     |
|        | eptance |           |           |            |     |     |
|        | (Subsec |           |           |            |     |     |
|        | tion)** |           |           |            |     |     |
+--------+---------+-----------+-----------+------------+-----+-----+
|        | **M     | Bed       | Granular  | Mortar     |     |     |
|        | aterial | Course    | Backfill  |            |     |     |
|        | or      |           |           |            |     |     |
|        | Pr      |           |           |            |     |     |
|        | oduct** |           |           |            |     |     |
+--------+---------+-----------+-----------+------------+-----+-----+

## Section 609. --- CURB AND GUTTER

Description

**609.01** This work consists of constructing or resetting of curb,
combination curb and gutter, or wheelstops.

Stone curb is designated as type I or II according to Subsection 705.06.

Material

**609.02** Conform to the following Sections and Subsections:

Asphalt mixtures 404

Bed course 704.09

Concrete 601

Joint filler 712.01

Mortar 712.05

Precast concrete curbing and wheelstops 725.06

Reinforcing steel 709.01

Stone curbing 705.06

Construction Requirements

**609.03 General.** Perform excavation and backfill work under Section
209. Place and compact the bed course material. Compact the bed course
with at least three passes of a lightweight mechanical tamper, roller,
or vibratory system.

**609.04 Stone and Precast Concrete Curb.** Clean the curb material
thoroughly and wet it just before setting. Set the curb in bed course so
the face and top lines are to line and grade. Make the joints 10 to 25
millimeters wide and fill the joints with mortar.

Complete the first 8 meters of curb to demonstrate the ability to build
a curb meeting these requirements. Do not continue construction until
the 8‑meter test section is approved.

Where a concrete pavement is constructed contiguous to the curb,
construct the joints in the curb directly in line with the pavement
expansion joints.

Make the curb joint 19 millimeters wide and fill it with expansion joint
filler of the same nominal thickness as the pavement joint. Fill all
voids between the joint filler and the curb with mortar.

**609.05 Concrete Curb or Curb and Gutter.** Perform work according to
Section 601. The curb or curb and gutter may be cast-in-place or
slip-formed.

**(a) Cast-in-place.** Use forms that extend for the full depth of the
concrete. Use curved forms for curb with a radius of 90 meters or less.

**(1) Contraction joints.** Construct curb in sections of uniform 3
meter lengths. Construct contraction joints 3 millimeters wide. Use
metal divider plates. When the curb is constructed adjacent to or on
concrete pavement, match the contraction joints in the pavement.

**(2) Expansion joints.** Form expansion joints at intervals of 18
meters using a 19-millimeter thick preformed expansion joint filler.
Where the curb is constructed adjacent to or on rigid pavement, match
the expansion joints in the pavement.

Finish the concrete smooth and even with a wood float. Broom finish
parallel to the curb line according to Subsection 552.14(c)(2). When an
exposed aggregate finish is required, finish according to Subsection
552.14(c)(4). Leave forms in place for 24 hours or until the concrete
has set sufficiently so the forms can be removed without harming the
curb.

**(b) Slip-formed.** Use a self‑propelled automatic curb machine or a
paver with curb attachments. Use a machine that is heavy enough to
obtain consolidation without the machine riding above the foundation.

Adjust the concrete aggregate gradation, if necessary, to produce a curb
or curb and gutter that has well-defined web marks of water on the
surface. Remove and replace sections with craters larger than 5
millimeters or other sections determined to be damaged or defective.
Repairing surface craters and other defective sections by plastering is
not permitted.

After the concrete has hardened sufficiently to permit sawing without
damage, saw contraction joints according to (a)(1) above. Construct
expansion joints according to (a)(2) above.

**609.06 Asphalt Concrete Curb.** Where curb is constructed on a
pavement, place a tack coat according to Section 412 on the area under
the curb.

Construct asphalt concrete curb according to Section 404. Use a
self‑propelled automatic curb machine or a paver with curb attachments
that is heavy enough to compact a curb without riding above the
foundation. Make the curb uniform in texture, shape, and density. Curb
may be constructed by other means only in short sections or sections
with short radii.

**609.07 Resetting Stone or Precast Concrete Curb.** Carefully remove,
clean, and store the curb. Cut or fit the curb as necessary for
installation. Replace all lost, damaged, or destroyed curb. Reset the
curb according to Subsection 609.04.

**609.08 Wheelstops.** Pin the wheelstops in place with two 1-meter
sections of 20M reinforcing steel or 19-millimeter steel rods. Reset
wheelstops in the same manner.

**609.09 Acceptance.** See Table 609-1 for sampling and testing
requirements.

Material for mortar will be evaluated under Subsections 106.02 and
106.03. Mortar will be evaluated under Subsection 106.04.

Precast units (curb and wheel stops) will be evaluated under Subsections
106.02 and 106.03.

Bed course material will be evaluated under Subsections 106.02 and
106.04.

Stone for stone curbing will be evaluated under Subsections 106.02 and
106.04.

Construction of curb and gutter, and wheelstops will be evaluated under
Subsections 106.02 and 106.04.

Excavation and backfill will be evaluated under Section 209.

Asphalt mixture will be evaluated under Section 404.

Concrete will be evaluated under Section 601.

Measurement

**609.10** Measure the Section 609 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Make no deduction in length for drainage structures installed in the
curb section or for driveway and handicap access ramp openings where the
gutter is continuous across the opening.

Measure bed course material by the cubic meter in place.

Payment

**609.11** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 609 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+----------+------------+---------------+--------------------+---+---+
| Table    | *          | 4 Hours       | ---                | \ | \ |
| 609-1    | *Reporting |               |                    | ( | ( |
|          | Time**     |               |                    | 1 | 2 |
| Sampling |            |               |                    | \ | \ |
| and      |            |               |                    | ) | ) |
| Testing  |            |               |                    | S | T |
| Requ     |            |               |                    | a | h |
| irements |            |               |                    | m | e |
|          |            |               |                    | p | c |
|          |            |               |                    | l | o |
|          |            |               |                    | e | m |
|          |            |               |                    | c | p |
|          |            |               |                    | o | r |
|          |            |               |                    | n | e |
|          |            |               |                    | s | s |
|          |            |               |                    | i | s |
|          |            |               |                    | s | i |
|          |            |               |                    | t | v |
|          |            |               |                    | s | e |
|          |            |               |                    | o | s |
|          |            |               |                    | f | t |
|          |            |               |                    | 2 | r |
|          |            |               |                    | t | e |
|          |            |               |                    | e | n |
|          |            |               |                    | s | g |
|          |            |               |                    | t | t |
|          |            |               |                    | s | h |
|          |            |               |                    | p | w |
|          |            |               |                    | e | i |
|          |            |               |                    | c | l |
|          |            |               |                    | i | l |
|          |            |               |                    | m | b |
|          |            |               |                    | e | e |
|          |            |               |                    | n | t |
|          |            |               |                    | s | h |
|          |            |               |                    | . | e |
|          |            |               |                    |   | a |
|          |            |               |                    |   | v |
|          |            |               |                    |   | e |
|          |            |               |                    |   | r |
|          |            |               |                    |   | a |
|          |            |               |                    |   | g |
|          |            |               |                    |   | e |
|          |            |               |                    |   | o |
|          |            |               |                    |   | f |
|          |            |               |                    |   | t |
|          |            |               |                    |   | w |
|          |            |               |                    |   | o |
|          |            |               |                    |   | t |
|          |            |               |                    |   | e |
|          |            |               |                    |   | s |
|          |            |               |                    |   | t |
|          |            |               |                    |   | s |
|          |            |               |                    |   | p |
|          |            |               |                    |   | e |
|          |            |               |                    |   | c |
|          |            |               |                    |   | i |
|          |            |               |                    |   | m |
|          |            |               |                    |   | e |
|          |            |               |                    |   | n |
|          |            |               |                    |   | s |
|          |            |               |                    |   | . |
+----------+------------+---------------+--------------------+---+---+
|          | **Split    | Yes           | ---                |   |   |
|          | sample**   |               |                    |   |   |
+----------+------------+---------------+--------------------+---+---+
|          | **Point of | Production    | Job site           |   |   |
|          | Sampling** | output or     |                    |   |   |
|          |            | stockpile     |                    |   |   |
+----------+------------+---------------+--------------------+---+---+
|          | **Sampling | 1 per 500     | 1 per              |   |   |
|          | F          | m^3^          |                    |   |   |
|          | requency** |               | installation ^(1)^ |   |   |
+----------+------------+---------------+--------------------+---+---+
|          | **Test     | AASHTO T 27,  | AASHTO T 23        |   |   |
|          | Methods    |               |                    |   |   |
|          | Specif     | T 11 & T 89   | & T 22             |   |   |
|          | ications** |               |                    |   |   |
+----------+------------+---------------+--------------------+---+---+
|          | **         | ---           | ---                |   |   |
|          | Category** |               |                    |   |   |
+----------+------------+---------------+--------------------+---+---+
|          | **Charac   | Gradation     | Making test        |   |   |
|          | teristic** | Liquid Limit  | specimens          |   |   |
|          |            |               | Compressive        |   |   |
|          |            |               |                    |   |   |
|          |            |               | strength ^(2)^     |   |   |
+----------+------------+---------------+--------------------+---+---+
|          | **Type of  | ---           | ---                |   |   |
|          | Acceptance |               |                    |   |   |
|          | (Sub       |               |                    |   |   |
|          | section)** |               |                    |   |   |
+----------+------------+---------------+--------------------+---+---+
|          | **Material | Bed Course    | Mortar             |   |   |
|          | or         |               |                    |   |   |
|          | Product**  |               |                    |   |   |
+----------+------------+---------------+--------------------+---+---+

## Section 610. --- HORIZONTAL DRAINS

Description

**610.01** This work consists of constructing horizontal drains
including collector systems when specified.

Material

**610.02** Conform to the following Subsections:

Metallic-coated corrugated steel pipe 707.02

Polyethylene (PE) pipe 725.16

Polyvinyl chloride (PVC) pipe 725.15

Steel pipe 717.06

Construction Requirements

**610.03 General.** Furnish pipe and fittings of one material shown in
Subsection 610.02. Furnish slotted pipe with 2 rows of slots cut
circumferentially in the pipe on 2 of the third points that are 120
degrees apart. Make the width of the slots 0.5 millimeters with the
total slot opening equal to 4800 square millimeters per meter of pipe.

Perform excavation and backfill work under Section 209.

**610.04 Drilling Holes.** The locations for installing horizontal
drains as shown on the plans are approximate. The exact locations will
be determined in the field.

Drill holes with rotary equipment capable of drilling 75 to
150-millimeter diameter holes through soil and rock. Determine the
elevation at the upper end of the completed horizontal drain hole by
inserting tubes or pipes and measuring liquid levels, or by other
satisfactory means. Dispose of drilling water in a manner that does not
contaminate surface watercourses.

**610.05 Installing Horizontal Drain.** Tightly plug the entrance end of
the slotted pipe with a rounded or pointed extension that does not
extend more than 150 millimeters beyond the end of the pipe. Insert the
pipe inside the drill rod with the slots up. Retract the drill rod so
the drilled hole is fully cased with the slotted pipe. Connect
additional pipe as necessary to form a continuous tube.

Use unslotted pipe for the last 3 to 6 meters of the outlet end. Seal
the space between the drilled hole and the unslotted pipe for at least 3
meters at the outlet end with an approved impermeable material. Do not
seal the space between the drilled hole and the slotted pipe.

**610.06 Installing Outlet Drains and Collector Systems.** Attach outlet
drain pipe to the ends of all horizontal drains by means of a tee or
street ell. Install a collector system of the type, kind, and size
detailed in the contract.

**610.07 Acceptance.** Material furnished for horizontal drains will be
evaluated under Subsections 106.02 and 106.03.

Construction of horizontal drains will be evaluated under Subsections
106.02 and 106.04.

Measurement

**610.08** Measure the Section 610 items listed in the bid schedule
according to Subsection 109.02.

Payment

**610.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 610 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 611. --- WATER SYSTEMS

Description

**611.01** This work consists of constructing or reconstructing water
systems.

Material

**611.02** Conform to the following Section and Subsections:

Bedding material 704.02

Cast iron soil pipe and fittings 725.17

Concrete 601

Polyvinyl chloride (PVC) pipe and fittings 725.15

Seamless copper water tube and fittings 725.18

Steel pipe and fittings 717.06

Construction Requirements

**611.03 General.** Furnish material and workmanship conforming to the
standards of APWA, the AWWA, *National Building Code,* and local
plumbing and safety codes.

At the preconstruction conference, submit a certified cost breakdown of
the individual items involved in the lump sum item for use in making
progress payments and price adjustments.

Obtain permits, arrange for inspections, and pay all fees necessary to
obtain water service.

Perform excavation and backfill work under Section 209. Bed the pipe
according to Subsection 209.09(b).

**611.04 Laying Waterline.** Where it is necessary to cross a waterline
over a sewer line, construct the waterline a minimum vertical distance
of 450 millimeters above the sewer line.

Inspect each joint or fixture and clean the interior of the pipe before
placing in the trench. Do not allow dirt, water, rodents, or other
contaminants to enter the pipe during installation. Center and push each
joint completely together, and fasten the joint according to the
manufacturer\'s recommendations.

Brace major fixtures or fixtures that could blow off the line under
pressure with a cast-in-place concrete wedge block. Cast the block
between the fixture and the undisturbed vertical trench wall with a
minimum bearing surface of 0.2 square meters against the vertical wall.
Do not pressure test lines until concrete has established its required
strength.

**611.05 Testing and Disinfecting Lines.** Test all joints under
pressure before backfilling. Repair all leaks.

Disinfect all lines that are to carry water for human consumption. Fill
the lines with a water solution containing a residual chlorine level of
at least 50 parts per million for at least 24 hours. Drain and flush the
line after the disinfecting period. Do not dispose of disinfectant water
in live streams.

**611.06 Backfilling.** Backfill according to Subsection 209.10 except
hand-place the backfill to 300 millimeters over the top of the pipe.
Remove all rocks and hard lumps from the hand-placed layer.

During backfilling, place a plastic locator strip approximately 300
millimeters above the pipe. If nonmetallic waterline is installed, use a
locator strip containing metal that allows detection with a metal
detector. Hold hydrants, valve boxes, and other vertical fixtures
vertical with the tops adjusted to the required elevation.

**611.07 Acceptance.** Material for water systems will be evaluated
under Subsections 106.02 and 106.03.

Installation of water systems will be evaluated under Subsections 106.02
and 106.04.

Excavation and backfill will be evaluated under Section 209.

Measurement

**611.08** Measure the Section 611 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure waterlines and encasement pipes with no deduction for the length
through tees, bends, valves, or other fixtures.

Payment

**611.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 611 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

Payment for lump sum items will be prorated based on the total work
completed.

## Section 612. --- SANITARY SEWER SYSTEMS

Description

**612.01** This work consists of constructing sanitary sewer systems.

Material

**612.02** Conform to the following Section and Subsections.

Bedding material 704.02

Cast iron soil pipe 725.17

Concrete 601

Plastic Pipe 706.08

Precast concrete units 725.11(e)

Watertight gaskets 712.03

Construction Requirements

**612.03 General.** Furnish either cast iron or plastic sanitary sewer
lines. Furnish material and workmanship conforming to the standards of
the AWWA, *National Building Code,* and local plumbing and safety codes.
At the preconstruction conference, submit a certified cost breakdown of
items involved in the lump sum item for use in making progress payments
and price adjustments.

Obtain permits, arrange for inspections, and pay all fees necessary to
obtain sewerage service.

Perform excavation and backfill work under Section 209. Bed the pipe
according to Subsection 209.09(b).

**612.04 Laying Sewer Lines.** Separate waterlines and sewer lines
according to Subsection 611.04.

Inspect each joint and clean the pipe and bell before placing in the
trench. Lay the sewer line from the lower end with the spigot ends
pointing in the direction of flow. Fully support each length between
joints and check for line and grade before placing the next length.

Where premolded watertight gaskets are used, check the gasket for proper
positioning and shove sewer pipe into proper position. When poured
joints are used, position the pipe and fill the joint completely with
joint sealer. Allow the sealer to cool completely before removing the
runner.

**612.05 Backfilling.** Backfill according to Subsection 611.06. After
backfilling, flush the lines with water to ensure that they are
unobstructed.

**612.06 Acceptance.** Material for sanitary sewer systems will be
evaluated under Subsections 106.02 and 106.03.

Installation of sanitary sewer systems will be evaluated under
Subsections 106.02 and 106.04.

Excavation and backfill will be evaluated under Section 209.

Measurement

**612.07** Measure the Section 612 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure sewer lines with no deduction for length through valves, ells,
tees, valve boxes, reducers, manholes, or other fixtures. Where two
different sizes enter or exit a manhole, measure each size to the center
of the manhole.

Payment

**612.08** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 612 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

Payment for lump sum items will be prorated based on the total work
completed.

## Section 613. --- SIMULATED STONE MASONRY SURFACE

Description

**613.01** This work consists of using concrete, color/stain, and grout
to simulate the texture and color of native stone masonry in the stone
pattern shown on the 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) that
duplicates the unique coloring and mottled appearance of stone masonry.

**(d)** Preparing a simulated stone masonry test wall and demonstrating
the surface finish before beginning production work.

Material

**613.02** Conform to the following Subsections:

Form liner 725.27

Joint filler 712.01(b)

Penetrating stain 708.05

Grout 725.22(e)

Construction Requirements

**613.03 Form Liner Fabrication.** Take an impression of the stone
shape, texture, and mortar joints from a designated location. Design
form liners from the impressions according to the stone pattern shown on
the plans. Submit detailed drawings of the form liner for approval
according to Subsection 104.03.

**613.04 Form Liner Installation**. Attach the form liners to the form.
Attach adjacent form liners to each other with less than a 3-millimeter
seam. Do not repeat the form liner pattern between expansion joints or
within 6-meter intervals, whichever is greater.

Form expansion joints at the intervals shown on the plans. Blend the
butt joints into the pattern and the final concrete surface.

Coordinate the forms with wall ties. Place form tie holes in the high
point of rustication or in the mortar joint.

Clean off build‑up before reusing form liners. Visually inspect each
liner for blemishes and tears. Repair the liner before installation.

**613.05 Top Surface.** Emboss the plastic concrete in the exposed top
surface by stamping, tooling, troweling, hand shaping, or combination
thereof, to simulate the stone masonry texture and mortared joints.
Match the side pattern of the formed mortared joints. Immediately after
the free surface water evaporates and the finish embossing is complete,
cure the concrete for 7 days according to Subsection 552.15(b). Do not
use liquid membrane curing compounds.

**613.06 Form Liner Removal**. Within 24 hours after placing concrete,
remove or break free the form liners without causing concrete surface
deterioration or weakness in the substratum. Remove all form tie
material to a depth of at least 25 millimeters below the concrete face
without spalling and damaging the concrete.

Cure the concrete for 7 days according to Subsection 552.15(b). Do not
use liquid membrane curing compounds.

**613.07 Preparation of Concrete Surface.** Finish all exposed formed
concrete surfaces according to Subsection 552.16(a). Finish so that
vertical seams, horizontal seams, and butt joint marks are not visible.
Minimize grinding and chipping to avoid exposing aggregate.

Provide a completed surface free of blemishes, discolorations, surface
voids, and conspicuous form marks. Make the finished texture and
patterns continuous without visual disruption.

**613.08 Color/Stain Application.** Age concrete, including patches, a
minimum of 30 days. Clean the surface of all latency, dirt, dust,
grease, and any foreign material by approved methods.

Remove efflorescence with a pressure water wash. Use a fan nozzle held
perpendicular to the surface at a distance between 0.6 and 1 meter. Use
a minimum 20-megapascal water pressure at a rate of 12 to 16 liters per
minute. Do not sand blast surfaces that receive color/stain.

Correct all surface irregularities created by the surface cleaning.

Maintain the concrete temperature between 4 and 30 ºC when applying
color/stain and for 48 hours after applying color/stain.

Color/stain all exposed concrete surfaces. Use a color/stain application
suitable to obtain the appearance of the native stone masonry. Use a
minimum of 3 colors/stains.

When required at boundaries between two color tones or between surfaces
receiving color at different times, take care and provide protection to
avoid over‑spray and color overlap.

Apply grout of a natural cement color to each form joint. Use sufficient
grout so the over‑spray of the color/stain is not visible. Give the form
pattern grout joint the appearance of mortared joints in completed
masonry.

Recoat all areas inconsistent with the approved test wall.

Treat expansion joints with caulk/grout to blend with the appearance of
the adjacent stone or mortar joint.

**613.09 Test Wall.** Before production work on the simulated stone
masonry, construct a 1-meter high, by 0.5-meter wide, by 3-meter-long
test wall according to Section 552 and these specifications.

Cast the test wall on site, using the same forming methods, procedures,
form liner, texture configuration, expansion joint, concrete mixture,
and color/stain application proposed for the production work.
Demonstrate the quality and consistency of joint treatment, end
treatment, top embossing methods, back treatment, and color/stain
application on the test wall. If a test wall is unacceptable, construct
a new test wall.

Begin production structural concrete work only after the test wall is
approved. Begin production color/stain application only after the
color/stain application on the test wall is approved. Dispose of the
test wall after use.

**613.10 Acceptance.** Material for simulated stone masonry surface
treatment will be evaluated under Subsections 106.02 and 106.03.

Installation of form liners will be evaluated under Subsections 106.02
and 106.04.

Application of color/stain to all exposed concrete surfaces will be
evaluated under Subsection 106.02.

Construction of the simulated stone masonry test wall will be evaluated
under Subsection 106.02.

Measurement

**613.11** Measure the Section 613 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Do not measure form liners.

Payment

**613.12** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 613 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 614. --- LEAN CONCRETE BACKFILL

Description

**614.01** This work consists of constructing lean concrete backfill.

Material

**614.02** Conform to the following Subsections:

Aggregate 703.16

Hydraulic cement 701.01

Water 725.01(a)

Construction Requirements

**614.03 Composition of Mix.** Design a well-graded, flowable,
self-leveling, mix conforming to Table 614-1. Verify the mix design with
trial batches prepared from the same sources proposed for the mix.
Submit the following for approval at least 21 days before production:

**(a)** Type and source(s) of aggregates;

**(b)** Type and source of cement;

**(c)** Mix proportions;

**(d)** Type of cement and fly ash (if used in the mix);

**(e)** Commercial certifications for cement, fly ash, admixtures, and
aggregate;

**(f)** Target values for water/cement ratio and slump; and

**(g)** Compressive strength at 7 and 28 days.

Table 614-1

Composition of Lean Concrete Backfill

  -------------------------------------------- --------------------------
  **Property**                                 **Specification**

  Cement content                               30 kg/m^3^ min.

  Slump                                        150 - 200

  Aggregate particle size                      25 mm max.

  Aggregate passing 75 μm sieve                10 % max.

  7-day compressive strength                   1.5 MPa max.
  -------------------------------------------- --------------------------

**614.04 General.** Perform the work described under Section 209.

Do not place lean concrete backfill in contact with aluminum or
aluminum-coated structures.

Do not use lean concrete backfill above the top of subgrade.

**614.05 Mixing and Placing Lean Concrete Backfill.** Mix lean concrete
backfill by pugmill, rotary drum, or other approved mixer to obtain a
uniform mix.

Place lean concrete backfill in a uniform manner that prevents voids in,
or segregation of, the backfill.

When backfilling around culverts and other structures, place lean
concrete backfill in a manner that does not float or shift the
structure. Bring the backfill up evenly on all sides of the structure.

When placing lean concrete backfill at or below an atmospheric
temperature of 2 ºC, perform the work under Subsection 552.10(a).

Wait at least 4 hours before backfilling over lean concrete backfill.

**614.06 Acceptance.** Material for lean concrete backfill will be
evaluated under Subsections 106.02 and 106.03.

Lean concrete backfilling will be evaluated under Subsection 106.02.

Measurement

**614.07** Measure the Section 614 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure lean concrete backfill by the cubic meter in the hauling
vehicle.

Payment

**614.08** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 614 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 615. --- SIDEWALKS, DRIVE PADS,

## AND PAVED MEDIANS

Description

**615.01** This work consists of constructing sidewalks, drive pads, and
paved medians.

Sidewalks, drive pads, and paved medians are designated as concrete,
asphalt, concrete brick, or clay brick.

Material

**615.02** Conform to the following Sections and Subsections:

Asphalt mixtures 404

Bed course 704.09

Clay or shale brick 725.07

Concrete 601

Concrete brick 725.08

Curing material 711.01

Masonry and mortar cement 701.02

Sealants, fillers, seals, and sleeves 712.01

Reinforcing steel 709.01

Construction Requirements

**615.03 General.** Perform excavation and backfill work under Section
209. Place bed course material in layers not exceeding 100 millimeters
in compacted thickness. Compact each layer with at least three passes of
a lightweight mechanical tamper, roller, or vibratory system.

**615.04 Concrete Sidewalks, Drive Pads, and Medians.** Perform the work
according to Section 601. Use forms that extend for the full depth of
the concrete.

**(a) Joints.** Construct joints perpendicular to the outside slab edges
and other joints. Match the joints in adjacent curb or pavements. Tool
and remove all free mortar and concrete from joints.

**(1) Expansion joints.** Construct at intervals not exceeding 6 meters.
Use 19‑millimeter thick preformed expansion joint filler for the full
depth of the joints. When joints are to be sealed, use multi-component
joint sealant.

**(2) Contraction joints.** Construct at intervals not exceeding 3
meters. Form the joint with a jointing tool or saw the joints to a depth
of 1/4 to 1/3 of the thickness of the concrete and about 3 millimeters
wide.

**(3) Construction joints.** Form construction joints around all
appurtenances such as manholes, utility poles, buildings, and bridges.
Use 13-millimeter, thick preformed expansion joint filler for the full
depth of the joints.

When joints are to be sealed, use multi-component joint sealant.

**(b) Finishes.** Provide a sidewalk finish unless otherwise required.
Edge outside edges of slab and all joints with a 6-millimeter radius
edging tool.

**(1) Sidewalk finish.** See Subsection 552.14(c)(2).

**(2) Exposed aggregate finish.** See Subsection 552.14(c)(4).

Cure the concrete for at least 72 hours according to Subsection
552.15(b) or (c). Protect the work from pedestrian traffic for 72 hours
and from vehicular traffic for 7 days.

**615.05 Asphalt Concrete Sidewalks, Drive Pads, and Medians.** Perform
the work according to Section 404.

**615.06 Brick Sidewalks, Drive Pads, and Medians.** Lay brick in
successive courses on a prepared surface. Lay each course of brick to
grade. Relay any course that deviates from a straight line by more than
55 millimeters in 10 meters.

Sweep and inspect the brick surface before the bed sets. Remove each
imperfect brick and replace.

Chock the joints flush with a dry mixture of 4 parts sand and 1 part
cement by mass and carefully water the surface to saturate the joint
filler.

**615.07 Acceptance.** See Table 615-1 for sampling and testing
requirements.

Clay or shale brick, concrete brick, curing material, joint fillers, and
reinforcing steel will be evaluated under Subsections 106.02 and 106.03.

Bed course material will be evaluated under Subsections 106.02 and
106.04.

Construction of sidewalks, drive pads, and medians will be evaluated
under Subsections 106.02 and 106.04.

Excavation and backfill will be evaluated under Section 209.

Asphalt mixture will be evaluated under Section 404.

Concrete will be evaluated under Section 601.

Measurement

**615.08** Measure the Section 615 items listed in the bid schedule
according to Subsection 109.02.

Payment

**615.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 615 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+----------------+------------------+------------------+--------------+
| Table 615-1    | **Reporting      |                  |              |
|                | Time**           |                  |              |
| > **Sampling   |                  |                  |              |
| > and Testing  |                  |                  |              |
| >              |                  |                  |              |
| Requirements** |                  |                  |              |
+----------------+------------------+------------------+--------------+
|                | **Split Sample** | Yes, if          | > "          |
|                |                  | requested        |              |
+----------------+------------------+------------------+--------------+
|                | **Point of       | Production       | > "          |
|                | Sampling**       | output or        |              |
|                |                  | stockpile        |              |
+----------------+------------------+------------------+--------------+
|                | **Sampling       | 1 per 500 m^3^   | > "          |
|                | Frequency**      |                  |              |
+----------------+------------------+------------------+--------------+
|                | **Test Methods   | AASHTO T 11      | > AASHTO T   |
|                | Specifications** |                  | > 89         |
|                |                  | & T 27           |              |
+----------------+------------------+------------------+--------------+
|                | **Category**     | ---              | > ---        |
+----------------+------------------+------------------+--------------+
|                | **               | Gradation        | > Liquid     |
|                | Characteristic** |                  | > Limit      |
+----------------+------------------+------------------+--------------+
|                | **Type of        | 704.09           |              |
|                | Acceptance       |                  |              |
|                | (Subsection)**   |                  |              |
+----------------+------------------+------------------+--------------+
|                | **Material or    | Bed Course       |              |
|                | Product**        |                  |              |
+----------------+------------------+------------------+--------------+

## Section 616. --- SLOPE PAVING

Description

**616.01** This work consists of constructing concrete, brick, masonry
block, rubble, or cellular concrete block slope paving.

Material

**616.02** Conform to the following Sections and Subsections:

Bed course 704.09

Cellular concrete blocks 725.10

Concrete 601

Concrete brick 725.08

Concrete masonry blocks 725.09

Geotextile type IV 714.01

Grout 725.22(c)

Mortar 712.05

Precast concrete units 725.11(f)

Rubble 620

Topsoil 713.01(a) or (b)

Welded steel wire fabric 709.01(h)

Construction Requirements

**616.03 General.** Perform excavation and backfill work under Section
209. Place and compact bed course material with at least three passes of
a lightweight mechanical tamper, roller, or vibratory system.

**616.04 Geotextile.** When required by the contract, place geotextile
according to Subsection 207.05. Bury the ends of the geotextile for
anchorage. Pin the strips at 1.5‑meter intervals to hold the geotextile
lap in place until slope paving is placed. Replace or repair all
geotextile that is torn or punctured.

**616.05 Concrete Slope Paving.** Construct toe walls. Place welded wire
fabric at the center of slab. Run the welded steel wire fabric
continuously through the joints. Lap adjacent runs of fabric by at least
150 millimeters.

Perform concrete work according to Section 601. Place slabs starting at
the bottom of the slope. Construct horizontal joints parallel to the
bottom of the slope and the vertical joints perpendicular to the
horizontal joints. Construct cold joints without filler.

Finish the surface with a sidewalk finish according to Subsection
552.14(c)(2). Edge the outside edges of the slab and all joints with a
6‑millimeter radius edging tool.

**616.06 Brick, Masonry Block, or Rubble Slope Paving.** Place bricks,
masonry blocks, or rubble starting at the bottom of the slope. Place
them on the foundation bed with flat faces up and the longest dimension
parallel to the bottom of the slope.

Ram each brick, masonry block, or stone into place. Apply mortar on the
exposed side in such quantities that when the adjacent brick, masonry
block, or stone is placed and rammed into position, the mortar is within
13 millimeters of the surface and not protruding above the top. Make the
brick and masonry block joints 13 millimeters wide or less and rubble
joints 25 millimeters or less. Clean all mortar stain from the surface.

**616.07 Cellular Concrete Block Slope Paving.** Place the blocks
starting in a trench or against a suitable anchorage at the bottom of
the slope. Lay each block perpendicular to the slope and bed firmly
against adjoining blocks. Grout to fill misaligned joints or breaks at
slope changes. Do not grout individual blocks to each other.

Spread topsoil loosely over the cellular block slope paving, partially
filling the cell openings. When required by the contract, establish turf
according to Section 625.

**616.08 Acceptance.** See Table 616-1 for sampling and testing
requirements.

Cellular concrete blocks, concrete brick, concrete masonry blocks,
material for mortar, and welded steel wire fabric will be evaluated
under Subsections 106.02 and 106.03.

Mortar will be evaluated under Subsections 106.02 and 106.04.

Bed course material will be evaluated under Subsections 106.02 and
106.04.

Slope paving construction will be evaluated under Subsections 106.02 and
106.04.

Geotextile will be evaluated under Section 207.

Excavation and backfill will be evaluated under Section 209.

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 the Section 616 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure topsoil under Section 624.

Measure turf establishment under Section 625.

Payment

**616.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 616 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+-----------+-------------+-------------+-------------+----------------+
| Table     | **Reporting |             |             |                |
| 616-1     | Time**      |             |             |                |
|           |             |             |             |                |
| Sampling  |             |             |             |                |
| and       |             |             |             |                |
| Testing   |             |             |             |                |
| Req       |             |             |             |                |
| uirements |             |             |             |                |
+-----------+-------------+-------------+-------------+----------------+
|           | **Split     | Yes, if     |             | ---            |
|           | Sample**    | requested   |             |                |
+-----------+-------------+-------------+-------------+----------------+
|           | **Point of  | Production  |             | Job site       |
|           | Sampling**  | output or   |             |                |
|           |             | stockpile   |             |                |
+-----------+-------------+-------------+-------------+----------------+
|           | **Sampling  | 1 per 500   | "           | 1 per          |
|           | Frequency** | m^3^        |             | installation   |
+-----------+-------------+-------------+-------------+----------------+
|           | **Test      | AASHTO T 27 |             | AASHTO T 23 &  |
|           | Methods     | & AASHTO T  |             | AASHTO T 22    |
|           | Speci       | 11 & AASHTO |             |                |
|           | fications** | T 89        |             |                |
+-----------+-------------+-------------+-------------+----------------+
|           | *           | ---         | ---         | ---            |
|           | *Category** |             |             |                |
+-----------+-------------+-------------+-------------+----------------+
|           | **Chara     | Gradation   | Liquid      | Making test    |
|           | cteristic** |             | Limit       | specimens      |
|           |             |             |             | compressive    |
|           |             |             |             | strength       |
+-----------+-------------+-------------+-------------+----------------+
|           | **Type of   | 704.09      |             | 712.05         |
|           | Acceptance  |             |             |                |
|           | (Su         |             |             |                |
|           | bsection)** |             |             |                |
+-----------+-------------+-------------+-------------+----------------+
|           | **Material  | Bed Course  |             | Mortar         |
|           | or          |             |             |                |
|           | Product**   |             |             |                |
+-----------+-------------+-------------+-------------+----------------+

## Section 617. --- GUARDRAIL

Description

**617.01** This work consists of constructing guardrail systems and
modifying, removing, resetting, and raising existing guardrail systems.

**(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 barrier

MB4 --- Blocked‑out W beam median barrier

SBTA --- Steel-backed timber guardrail/timber posts and block-out

SBTB --- Steel-backed timber guardrail/timber posts and no block-out

CRT --- W-beam guardrail and no blockout

SBLG Steel-backed log rail

**(b)** Steel guardrail types are designated as follows:

I --- Zinc-coated, 550 grams per square meter

II --- Zinc-coated, 1100 grams per square meter

III --- Painted rails

IV --- Corrosion resistant steel

**(c)** Steel guardrail classes are designated as follows:

A --- Metal thickness --- 2.67 millimeters

B --- Metal thickness --- 3.43 millimeters

**(d)** Terminal section types are designated as follows:

G4-CRT --- Cable releasing terminal

G4-BAT --- Back slope anchor terminal

SBT-FAT-9 --- Flared anchor terminal, 9 meters long

SBT-FAT-6 --- Flared anchor terminal, 6 meters long

SBT-BAT --- Back slope anchor terminal

Flared --- Straight or parabolic flared W beam terminal

Tangent --- Tangent W beam terminal

Material

**617.02** Conform to the following Section and Subsections:

Box beam rail 710.07

Concrete 601

Corrosion resistant steel rail 710.06(b)

Galvanized steel rail 710.06(a)

Guardrail hardware 710.10

Guardrail posts 710.09

Precast concrete anchors 725.11

Reflector tabs 710.10

Retroreflective sheeting type III 718.01

Steel-backed timber rail 710.08

Welding 555.03

Wire rope or wire cable 709.02

Wood preservative treatment 716.03

Construction Requirements

**617.03 Posts.** Treat field cuts for wood posts with two coats of
preservative applied with a brush or sprayer. Do not place field cuts in
contact with the ground.

Where the pavement surface is within 1 meter of the guardrail face,
install posts before placing the pavement surface.

Punch or drill pilot holes no more than 15 millimeters larger than the
post dimensions. Drive the posts into the pilot holes and set the posts
plumb. Backfill and compact around the posts with acceptable material.

Where it is not possible to maintain a 600-millimeter minimum distance
between the back of the guardrail post and the top of a 1:2 or steeper
slope, increase the standard post length by 300 millimeters. Where an
impenetrable object is encountered, use a short post with a concrete
anchor, decrease the post spacing, or nest two rail elements as approved
by the CO. Do not change the post lengths and spacings in terminal
sections.

**617.04 Rail Elements.** Install the rail elements after the pavement
adjacent to the guardrail is complete. Do not modify specified hole
diameters or slot dimensions.

**(a) Steel rail.** Shop bend all curved guardrail with a radius of 45
meters or less.

Erect rail elements in a smooth continuous line with the laps in the
direction of traffic flow. Use bolts that extend at least 6 millimeters
but not more than 25 millimeters beyond the nuts. Tighten all bolts.

Paint all scrapes on galvanized surfaces that are through to the base
metal with 2 coats of zinc-oxide paint.

**(b) Steel-backed timber rail.** Equally space bolts along the front
face of the timber rail to match the holes in the steel backing. Align
timber guardrail along the top and front of the timber rail.

Field cut timber rails to produce a close fit at joints. Treat field
cuts with 2 coats of chromated copper arsenate.

When required, field drill holes in the steel backing on curved sections
to correspond to the field cut wood rails at the joints. Do not use a
torch to cut holes.

**(c) Log rail.** Construct log rail according to the plans.

**617.05 Terminal Sections.** Construct terminal sections at the
locations shown. Terminal sections consist of posts, railing, hardware,
and anchorage assembly necessary to construct the type of terminal
section specified.

Where concrete anchors are installed, construct either cast-in-place or
precast units. Do not connect the guardrail to cast-in-place anchors
until the concrete has cured 7 days. Install end anchor cables tightly
without slack.

When flared or tangent terminals are required, submit drawings from the
manufacturer for the terminals according to Subsection 104.03.

When required by the contract, construct earth berms according to
Section 204.

**617.06 Connection to Structure.** Construct connection to structure
and, where required by the contract, reinforced concrete transition
according to the plans.

**617.07 Removing and Resetting Guardrail.** Remove and store the
existing guardrail, posts, and appurtenances. Remove and dispose of
posts that are set in concrete. Replace all guardrail, posts, and
hardware damaged during removal, storage, or resetting. Backfill all
holes resulting from the removal of guardrail posts and anchors with
granular material according to Section 209.

**617.08 Raising Guardrail.** Remove the existing guardrail and
appurtenances. Replace and reset posts as needed. Replace all guardrail,
posts, and hardware damaged during the removal and raising.

**617.09 Acceptance.** Material for guardrail will be evaluated under
Subsections 106.02 and 106.03.

Construction of guardrail will be evaluated under Subsections 106.02 and
106.04.

Earth berm construction will be evaluated under Section 204.

Structural excavation will be evaluated under Section 209.

Welding will be evaluated under Section 555.

Concrete will be evaluated under Section 601.

Measurement

**617.10** Measure the Section 617 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure guardrail, excluding terminal sections. Measure transition
sections from G9 rail to G4 rail as G9 rail.

Measure removing and resetting guardrail and raising guardrail including
reset terminal sections.

Measure replacement posts (except replacement posts for posts damaged by
construction operations) used in the removing, resetting, or raising of
guardrail.

Measure earth berms under Section 204.

Payment

**617.11** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 617 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 618. --- CONCRETE BARRIERS AND PRECAST GUARDWALLS

Description

**618.01** This work consists of constructing and resetting concrete
barrier and precast concrete guardwall systems.

Material

**618.02** Conform to the following Section and Subsections:

Concrete class A(AE) 552

Guardrail hardware 710.10

Hydraulic cement 701.01

Precast concrete barrier 725.11(b)

Preformed joint filler 712.01(b)

Reinforcing steel 709.01

Construction Requirements

**618.03 General.** Perform excavation and backfill work under Section
209. Construct barriers and guardwalls that meet crash test requirements
of NCHRP Report 350, *Recommended Procedures for Safety Performance and
Evaluation of the Highway Features*.

**618.04 Concrete Barriers.** Concrete barriers may be cast-in-place,
slip-formed, or precast according to Section 552. Finish the sides and
top according to Subsection 552.16(a).

**(a) Cast-in-place.** Hand form or saw contraction joints 5 millimeters
wide and 50 millimeters deep at 6-meter intervals. Saw as soon as
possible after the concrete has set sufficiently to preclude raveling
during sawing, but before shrinkage cracking occurs. Decrease the depth
of the saw cut at the edge adjacent to the pavement to prevent pavement
damage.

Place 19 millimeters preformed joint filler in all construction joints.
Cut the joint filler to fit the cross-sectional area at structures and
barrier construction joints. Tool construction joint edges. Seal joints
according to Subsection 501.11.

**(b) Slip-formed.** Do not touch the barrier extruded concrete surface
as it leaves the slip-form machine except to immediately remove offsets
and fins by light troweling.

Make adjustments in the operation to correct any condition causing
surface blemishes larger than 13 millimeters. Do not use water on the
completed barrier to correct imperfections.

**(c) Precast.** Precast barriers in section lengths. Prepare the
barrier foundation so it does not vary over 6 millimeters when a 3-meter
straightedge is laid along the centerline of the barrier. Align the
joints and connect adjacent sections.

Use cast-in-place barrier where transitions, split barriers, or gaps
shorter than 3 meters require it. At each joint between precast and
cast-in-place barrier, provide hardware in the cast-in-place section to
tie its end to the abutting precast section.

**618.05 Precast Concrete Guardwall.**

**(a) Fabrication.** A full-size sample of the guardwall will be
provided at a specified location. Fabricate the guardwall to match the
sample\'s shape, color, and texture. The guardwall shall also conform to
the following:

**(1)** Fabricate in a precast concrete production facility certified by
the National Precast Concrete Association and according to the
Association\'s *Manual of Quality Control.*

**(2)** Formulate the facing mixes, backing mixes, and structural
concrete backup to produce concrete mix designs of similar
aggregate-cement ratios to minimize differences in shrinkage factors and
coefficients of thermal expansion and contraction. Formulate using
hydraulic cement, limestone, quartz, mica, and silicious stones in such
proportions as to match the sample.

**(3)** Use epoxy coated reinforcing steel at locations where the
reinforcing steel is less than 50 millimeters from the exposed surface.

**(4)** Cast the segments straight and true to a line in strong
permanent composite molds of steel, plastic resins, concrete, or rubber.

**(5)** Cast the facing mixes a minimum of 25 millimeters thick. Ensure
a good bond between facing and backup mixes.

**(6)** Provide 4 lifting inserts in unexposed areas. Provide removable
caps for the lifting inserts to allow for future segment replacement.

**(b) Test section.** Demonstrate the ability to match the sample by
fabricating a 3‑meter, full-scale guardwall test section and delivering
it to the location of the sample for comparison. If the test section is
not in reasonably close conformity to the sample, fabricate another test
section according to (a) above. Test sections that do not match the
sample may not be used in the wall installation.

**(c) Installation.** After the test section is approved, produce the
guardwall sections to match the approved test section. Prevent damage to
the segments during fabrication, handling, delivery, and installation.
Repair or replace all damaged sections. Prepare the foundation and place
the sections. Use backer rods and joint sealant in the section joints to
match the false joints.

At 30-meter intervals and at low points in the guardwall, dig outlet
ditches and fill them with 150 millimeters of aggregate conforming to
AASHTO M 43, no. 57.

**618.06 Terminal Sections.** Where barrier is being constructed next to
roadway lanes open to traffic, connect an approved temporary terminal
section to the barrier at the end of each day.

Construct permanent graded berms according to Section 204.

**618.07 Resetting Barrier.** Reset barrier and terminal sections
according to Subsections 618.03 and 618.06. Store barrier sections in an
approved location when resetting cannot immediately follow removal.

**618.08 Acceptance.** Material for concrete barrier and precast
guardwall (except concrete and reinforcing steel) will be evaluated
under Subsections 106.02 and 106.03.

Construction of concrete barriers and precast concrete guardwalls will
be evaluated under Subsections 106.02 and 106.04.

Concrete barrier and precast concrete guardwall appearance will be
evaluated under Subsection 106.02.

Precast concrete guardwall test sections will be evaluated under
Subsection 106.02.

Concrete will be evaluated under Section 552.

Reinforcing steel will be evaluated under Section 554.

Measurement

**618.09** Measure the Section 618 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure concrete barrier and precast concrete guardwall excluding
terminal sections.

Measure reset barrier in the relocated position including terminal
sections.

Measure earth berms under Section 204.

Payment

**618.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 618 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 619. --- FENCES, GATES, AND CATTLE GUARDS

Description

**619.01** This work consists of constructing fences, gates, cattle
guards, and bollard posts and removing and resetting fence.

Material

**619.02** Conform to the following Sections and Subsections:

Barbed wire 710.01

Chain link fence 710.03

Concrete 601

Fence gates 710.05

Fence posts and bollards 710.04

Cement grout 725.22(e)

Precast concrete units 725.11

Reinforcing steel 709.01

Temporary plastic fence 710.11

Woven wire 710.02

Construction Requirements

**619.03 Fences and Gates.**

**(a) General.** Clear along the fence line. Remove and dispose of
trees, brush, logs, upturned stumps, roots of downed trees, rubbish, and
debris according to Subsection 201.06. Clear a 3-meter width for chain
link fence and a 1-meter width for wire fence.

Grubbing is not required except where short and abrupt changes in the
ground contour require removal of stumps to properly grade the fence
line. Remove or close cut stumps within the clearing limits.

Perform clearing and leveling with minimum disturbance to the terrain
outside the fence line.

Schedule the fence installation, provide temporary fence, or other
adequate means to prevent livestock from entering the project
right-of-way, easements, or adjoining properties.

At bridges, cattle underpasses, and culverts, connect new fence to
structure to permit free passage of livestock under or through the
structure.

**(b) Chain link fence and gates.**

**(1) Posts.** Space posts at not more than 3-meter intervals. Measure
the post spacing interval horizontally. Set posts vertically.

Set posts in concrete according to Section 601.

Where solid rock is encountered without overburden, drill line post
holes at least 350 millimeters deep and drill end, corner, gate, and
pull posts at least 500 millimeters deep in the solid rock. Make the
hole width or diameter at least 25 millimeters greater than the post
width or diameter. Cut the post to the required length before
installation or drill the hole deep enough to set the post at the
required height. Set and plumb the post and fill the hole with grout.
Thoroughly work the grout into the hole to eliminate voids. Crown the
grout to drain water away from the post.

Where solid rock is covered with soil or loose rock overburden, set
posts to the plan depth or to the minimum depth into the solid rock as
specified above, whichever is less. When solid rock is encountered
before the plan depth, grout the portion of the post in solid rock and
backfill the post hole from the solid rock to the top of the ground with
concrete.

Provide end, gate, corner, and pull posts with adjacent brace posts as
shown on the plans. A change in the fence alignment of 20 degrees or
more is considered a corner.

**(2) Top rail.** Install top rails through the ornamental tops of the
line posts, forming a continuous brace from end-to-end of each stretch
of fence. Join lengths of top rail with sleeve-type couplings. Securely
fasten top rails to terminal posts by pressed steel fittings or other
appropriate means.

**(3) Tension wire.** Attach tension wire to end, gate, corner, or pull
posts by bands and clamps. Either thread the top tension wire through
the line post loop caps or hold in open slots in a manner to limit
vertical movement. Tie or attach the bottom tension wire to the bottom
of the line posts by ties or clamps in a manner that prevents vertical
movement. Apply sufficient tension to avoid excess sag between posts. On
the top tension wire, provide one turnbuckle or ratchet take-up in each
run of fence.

**(4) Fence fabric.** For fences placed on the right-of-way, place fence
fabric on the post face away from the highway. On curved alignment,
place the fence fabric on the post face on the outside of the curve. For
residential fences and fences off the right-of-way, place fence fabric
on the post face designated by the CO.

Place the fabric approximately 25 millimeters above the ground and on a
straight line between posts. Excavate high points of the ground to
maintain grade. Do not fill in depressions without prior approval.

Stretch the fabric taut and securely fasten the fabric to the posts. Do
not stretch using a motor vehicle. Use stretcher bars and fabric bands
to fasten to end, gate, corner, and pull posts or weave the fabric into
the fastening loops of roll-formed posts.

Fasten fabric to line posts using wire ties, metal bands, or other
approved method. Fasten the top and bottom edge of the fabric with tie
wires or hog rings to the top rail or tension wires, as applicable.

Join rolls of fabric by weaving a single strand into the ends of the
rolls to form a continuous mesh.

**(5) Gates.** Fasten fabric to the end bars of the gate frame by
stretcher bars and fabric bands. Fasten fabric to the top and bottom
bars of the gate frame by tie wires similar to the method specified for
fence fabric or by other approved standard methods.

Thoroughly clean welded connections on gate frames where the smelter
coating has been burned with a wire brush. Remove traces of the welding
flux and loose or cracked smelter. Paint the cleaned areas with two
coats of zinc-oxide paint.

Provide a concrete footing for the drop-bar locking device on double
metal gates. Make a hole to receive the locking bar to the depth
specified by the manufacturer of the locking device.

Hinge each single gate to prevent removal of the gate without tools. Set
the gate in an approximately horizontal plane. Set the gate so it swings
freely inward and outward and fastens securely in its latch holder, or
in the case of double gates, in its latch holder and gate stops. Set
double gates on their respective hinge pintles to provide a common
horizontal plane in which each single gate swings. Set gates to swing
open at least 90 degrees in each direction.

**(c) Wire fences and gates.**

**(1) Posts.** Excavate holes for posts, footings, and anchors as shown.
Space posts at intervals shown for the type of fence being installed.
Measure post spacing interval parallel to the existing ground slope. Set
posts in a vertical position. Backfill post holes in 150‑millimeter
lifts. Tamp and compact each lift.

Wood posts may be driven in place if the method of driving does not
damage the post. Metal posts may be driven. Set metal corner, gate, end,
and pull posts in concrete.

Where solid rock is encountered without overburden, drill line post
holes at least 350 millimeters deep and end, corner, gate, and pull
posts at least 500 millimeters deep in the solid rock. Make the hole
width or diameter at least 25 millimeters greater than the post width or
diameter. Cut the post to the required length before installation or
drill the hole deep enough to set the post at the required height. Set
and plumb the post and fill the hole with grout. Thoroughly work the
grout into the hole to eliminate voids. Crown the grout to drain water
away from the post. Metal posts set in this manner do not require anchor
plates and concrete footings.

Where solid rock is covered with soil or loose rock overburden, set
posts to the plan depth or to the minimum depth into the solid rock as
specified above, whichever is less. When the depth of overburden is
greater than 300 millimeters, use an anchor plate on steel line posts
and backfill steel end, corner, gate, and pull posts with concrete from
the solid rock to top of the ground. When the depth of overburden is 300
millimeters or less, anchor plates and concrete backfill are not
required. Grout the portion of the post in solid rock.

Install corner posts at changes in alignment of 30 degrees or more.
Where new fence joins an existing fence, set end or corner posts, as
necessary, and attach in a manner satisfactory to the CO.

**(2) Braces.** Limit fence runs to no more than 200 meters between
adjacent corner braces, gate braces, end braces, or line braces. Install
line braces at uniform intervals so the distance between any two braces
is 200 meters or less. Construct braces before placing the fence fabric
and wires on posts.

*(a) Metal braces.* Provide corner posts and pull posts with two braces,
one each direction from the post in the main fence line. Provide end
posts and gate posts with one brace in the line of the fence. Attach
metal braces to the metal end, corner, pull, and gate posts and set in
concrete as shown.

*(b) Wood braces.* Tap the posts to receive the braces. Anchor the brace
to the post with three 16d nails or a 10 by 100-millimeter dowel.
Install brace wires as shown and twist together until the entire
assembly is taut and firm. Lightly notch the posts to position the brace
wire. Drive three staples at each notch to secure wire.

**(3) Barbed wire and woven wire.** Place barbed wire and woven wire on
the side of the post facing away from the highway. On curved alignment,
place the barbed wire and the woven wire on the post face on the outside
of the curve. Tightly stretch and fasten barbed wire and woven wire to
the posts.

Apply tension according to the manufacturer\'s recommendations using a
mechanical stretcher or other device designed for such use. Evenly
distribute the pull over the longitudinal wires in the woven wire so not
more than 50 percent of the original depth of the tension curves is
removed. Do not use a motor vehicle to stretch the wire.

Splicing of barbed wire and woven wire between posts is permitted
provided not more than two splices, spaced a minimum of 15 meters apart,
occur in any one run of fence. Use wrap or telephone type splices for
the longitudinal woven wire and barbed wire with each end wrapped around
the other wire for not less than six complete turns.

**(4) Fastening barbed wire and woven wire.** Terminate the woven wire
and barbed wire at each end, corner, gate, and pull post. Wrap each line
of barbed wire and each longitudinal wire of the woven wire around the
post and then itself with at least four turns. Where wood posts are
used, staple the wires tightly to the posts.

At line posts, fasten the woven wire to the post at top and bottom and
at intermediate points not exceeding 300 millimeters apart. Fasten each
strand of barbed wire to each line post. Use wire ties or clamps to
fasten the wires to metal posts. Securely splice tie wires to the fence
on both sides of the post so there are two loops behind the post and one
loop in front. On wood line posts, drive U-shaped staples diagonally
across the wood grain so that both points do not enter between the same
grain. In depressions where wire uplift occurs, drive staples with
points slightly upward. On level ground and over knolls, slope the
points slightly downward. Drive the staples just short of actual contact
with the wires to permit free longitudinal movement of those lines and
to prevent damage to the protective coating.

At grade depressions, alignment angles, and other locations where
stresses tending to pull posts from the ground or out of alignment are
created, snub or guy the wire fence. Attach the guy wire to each strand
of barbed wire and to the top and bottom wires of woven wire in a manner
to maintain the entire fence in its normal shape. Attach the guy wire to
a deadman anchor buried not less than 600 millimeters in the ground or
to an approved anchor at a point that best serves to resist the pull of
the wire fence. If necessary to guy the fence in solid rock, grout the
guy wire in a hole 50 millimeters in diameter and 250 millimeters deep.
Deadman may also be fastened to posts. Place the deadman anchors at
locations as directed.

Where required, install vertical cinch stays as shown. Twist the wire to
permit weaving into the horizontal fence wires to provide rigid spacing.
Weave barbed wires and the top, middle, and bottom wire of the woven
wire, as applicable, into the cinch stay.

Where existing fence intersects the new fence, cut the existing fence
materials or, splice in kind, new material as necessary, and fasten each
longitudinal wire of the woven wire and each strand of the barbed wire
to a new end post in line with or immediately adjacent to the new fence
line.

**(5) Gate installation.**

*(a) Wire gates.* Construct wire gates of the same material as the fence
and as shown. Provide a taut and well-aligned closure of the opening,
capable of being readily opened and closed by hand.

*(b) Metal gates.* Install metal gates and fittings to gate posts
previously set. Firmly attach the fittings to the posts and gates. Hinge
each single gate to prevent removal of the gate without tools. Set the
gate in an approximately horizontal plane. Set the gate so it swings
freely inward and outward and fastens securely in its latch holder, or
in the case of double gates, in its latch holder and gate stops. Set
double gates and their respective pintles to provide a common horizontal
plane in which each single gate swings. Set gates to swing open at least
90 degrees in each direction.

For double gates, provide a drop-bar locking device with a concrete
footing 300 millimeters in diameter and 300 millimeters deep. Crown the
top of the footing and make a hole to receive the locking bar. Make the
diameter and depth of the hole in the footing as specified by the
manufacturer of the locking device.

*(c) Wood gates.* Install wood gates similar to metal gates and as
shown.

**619.04 Grounding Fences.** Where an electric line crosses the fence
line, ground the fence. Drive a 2.5-meter long, 13-millimeter minimum
diameter galvanized or copper coated steel rod into the ground under the
fence directly below the point of crossing. Drive the rod vertically
until the top is 150 millimeters below the ground surface. Connect the
grounding rod to each fence element with a 5-millimeter diameter solid
copper conductor or equivalent. Either braze the connections or fasten
with noncorrosive clamps.

Where an electric line runs parallel or nearly parallel to and above the
fence, ground the fence at each end or gate post or at intervals not
exceeding 500 meters.

Where vertical penetration of the grounding rod cannot be accomplished,
use an equivalent horizontal grounding system.

**619.05 Remove and Reset Fence.** Remove existing fence and reset to
approximately the same condition as the original fence. Salvage material
in the existing fence and incorporate the material into the reset fence.
When posts are set in concrete, remove concrete from old post and reset
in concrete. Replace fence material damaged beyond reuse. Firmly reset
posts on new alignment. Space posts and attach the horizontal members or
wires to posts the same as the original fence. Furnish and use new
material to fasten members or wires to posts.

**619.06 Temporary Fence.** When necessary, construct temporary fence to
keep livestock and traffic off the road being constructed. Temporary
fence is intended to remain in place only during the construction of the
project or until the fence is directed to be removed.

Construct a temporary fence of a type that provides an adequate
enclosure for the type of livestock to be confined.

**619.07 Cattle Guards.**

**(a) Excavating and backfilling.** Perform the work described under
Section 209. Excavate foundation to depth with sufficient space for
proper installation of formwork.

When the cattle guard is to be installed on new embankment, complete and
compact the embankment according to Section 204 before excavating for
footing.

**(b) Concrete foundation.** Construct cast-in-place concrete
foundations according to Section 601. Concrete cattleguard units may be
cast-in-place or precast. Set precast units in the foundation concrete
before it hardens..

Finish stringer bearings to allow full bearing under each stringer. The
cattle guard shall rest on the concrete without rocking.

**(c) Cattle guard**. Fabricate cattle guard according to Section 555.
Assemble and place guards as shown on the plans. Securely fasten the
cattle guard to the foundation. Fasten the metal wings to the cattle
guard as shown on the plans. Connect fences and gates according to the
plans. Weld according to ANSI/AASHTO/AWS D1.5.

Standard manufactured cattle guards may be used if approved. Designs
shall provide for AASHTO loading M-18. Provide suitable cleanouts.
Prepare and submit drawings according to Subsection 104.03. Acceptance
of the drawings covers the requirements for strength and detail only. No
responsibility is assumed for errors in dimensions.

**(d) Painting.** All metal parts shall receive one shop coat. Two
additional coats are required and may be applied in the shop or in the
field. Paint according to Section 563.

**619.08 Bollards.** Drill holes for bollards. Set posts plumb, backfill
with approved material, and compact.

**619.09 Acceptance.** Material for fences, gates, cattle guards, and
bollards will be evaluated under Subsections 106.02 and 106.03.

Construction and erection of fences, gates, cattle guards, and bollards
will be evaluated under Subsections 106.02 and 106.04.

Excavation and backfill for cattle guards will be evaluated under
Section 209.

Structural steel work for cattle guards will be evaluated under Section
555.

Painting of cattle guards will be evaluated under Section 563.

Concrete work for cattle guards will be evaluated under Section 601.

Measurement

**619.10** Measure the Section 619 items listed in the bid schedule
according to Subsection 109.02.

Payment

**619.11** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 619 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 620. --- STONE MASONRY

Description

**620.01** This work consists of constructing or rehabilitating stone
masonry structures and the stone masonry portions of composite
structures.

Masonry class is designated according to Subsection 705.03 and as
follows:

**(a) Dimensioned masonry.** Stones are cut in two or more dimensions
and laid in a broken‑course pattern in mortar.

**(b) Class A masonry.** Stones are shaped, dressed to within 6
millimeters of true line, and laid in mortar.

**(c) Class B masonry.** Stones are shaped, dressed to within 19
millimeters of true line, and laid in mortar.

**(d) Rubble masonry.** Stones vary in size and shape, are roughly
dressed, and laid in random courses in mortar.

Finish for exposed faces is designated according to Subsection
705.03(f).

Material

**620.02** Conform to the following Section and Subsections:

Concrete 601

Grout 725.22(f)

Mortar 712.05(a)

Rock for masonry structures 705.03

Construction Requirements

**620.03 General.** Furnish stone that matches the native stone on the
project. Submit stone samples representing the range of colors and sizes
to be used on the project to the CO 14 days before beginning work.

Keep an adequate inventory of the stone on the site to provide an ample
variety of stones for the masons. When additional stone is added, mix
the new stone with the existing stone in a uniform pattern and color.

Perform excavation and backfill work under Section 209. Prepare the
foundation bed normal to, or in steps normal to, the face of the
masonry. Where foundation masonry is used, clean the bearing surface
thoroughly and wet immediately before spreading the mortar bed.

**620.04 Placing Stone.** Place stone to provide a uniform pattern and
color. Do not place stone masonry when the ambient temperature is below
0 °C. Maintain completed masonry at a temperature above 4 °C for 24
hours after construction. Clean all stones thoroughly and moisten
immediately before placing. Clean and moisten the bed.

When removing and resetting stone masonry, use hand tools to clean the
exposed faces of the stones of all mortar before resetting.

Spread the mortar. The thicknesses of beds and joints for face stones
are as shown in Table 620--1. Ring stone joints on the faces and soffits
are not less than 6 millimeters or more than 38 millimeters thick.
However, make the bed of each course of uniform thickness throughout.

Construct joints in dimensioned masonry vertical. In all other masonry,
joints may be at angles with the vertical from 0 to 45 degrees.

Level the cross beds for vertical walls. Beds for battered walls may
vary from level to normal to the batter line of the face of the wall.

Lay the stones with the longest face horizontal and the exposed face
parallel to the masonry face. Flush the joints with mortar.

Do not jar or displace the stones already set. If a stone is loosened
after the mortar has taken initial set, remove it, clean off the mortar,
and relay the stone with fresh mortar.

Table 620-1

Masonry Bed and Joint Thicknesses

+---------------------+-----------------------+-----------------------+
| **Class**           | **Beds**              | **Joints**            |
|                     |                       |                       |
|                     | **(millimeters)**     | **(millimeters)**     |
+---------------------+-----------------------+-----------------------+
| Rubble              | 13 - 64               | 13 - 64               |
+---------------------+-----------------------+-----------------------+
| Class B             | 13 - 50               | 13 - 50               |
+---------------------+-----------------------+-----------------------+
| Class A             | 13 - 50               | 13 - 38               |
+---------------------+-----------------------+-----------------------+
| Dimensioned         | 10 - 25               | 19 - 25               |
+---------------------+-----------------------+-----------------------+

**620.05 Pointing.** Conform to the following:

**(a) Pointing new joints.** Crown the mortar in the joints on top
surfaces slightly at the center of the masonry to provide drainage.

Where raked joints are required, squarely rake all mortar in exposed
face joints and beds to the required depth. Where weather joints are
required, slightly rake the joints. Do not leave the mortar flush with
the stone faces.

Clean all face stone of mortar stains while the mortar is fresh. After
the mortar sets, clean again using wire brushes and acid. Protect the
masonry during hot or dry weather and keep it wet for at least 3 days
after the work is completed.

**(b) Repointing joints.** Remove loose mortar from joints using a small
mason's chisel, small pneumatically-power chisel, or other raking tool
approved by the CO. Do not use power saws or grinders. Demonstrate
proficiency if power equipment is used before removing mortar from the
structure. Remove mortar to a depth of 2 ½ times the width of the joint.
Remove any dirt or vegetation with a wire brush or other tools approved
by CO. Clean joint of all loose fragments and dust with pressurized air
or water.

Before filling the joint dampen adjacent stone. Do not place mortar to a
depth greater than 2 ½ times the joint width. Place mortar in layers of
approximately 6 millimeters for joints deeper than 2.5 millimeters. Add
successive layers, once mortar has reached thumb-print hardness. Tool
the final layer to match the approved joint appearance. Construct a 1
meter test section of joint along the structure to be approval by the CO
before continuing with work. Approved test section maybe incorporated
into the work.

Clean excess mortar and stain from stone masonry using a bristle brush
after the mortar has dried but before the initial set. Do not use
chemicals for cleaning unless approved by the CO. Protect joints during
hot or dry weather by keeping damp for 3 days after work has been
completed.

**620.06 Constructing Walls.** Construct an L--shaped sample section of
wall not less than 1.5 meters high and 2.5 meters long, showing examples
of face wall, top wall, method of turning corners, and method of forming
joints. Do not construct masonry other than the foundation masonry
before the sample is approved.

Set face stones in random bond to produce the effect shown on the plans
and to correspond with the approved sample section. Do not extend beds
in an unbroken line through more than 5 stones and joints through more
than 2 stones. Bond each face stone with all contiguous face stones at
least 150 millimeters longitudinally and 50 millimeters vertically. Do
not construct so that the corners of four stones are adjacent to each
other.

Do not bunch small stones or stones of the same size, color, or texture.
In general, the stones decrease in size from the bottom to the top of
work. Use large stones for the bottom courses and large, selected stones
in the corners.

**(a) Headers.** Where required, distribute headers uniformly throughout
the walls of structures to form at least 20 percent of the faces.

**(b) Backing.** Construct the backing out of large stones. Bond the
individual stones composing the backing and heart with the stones in the
face wall and with each other. Fill all openings and interstices in the
backing completely with mortar or with spalls surrounded completely by
mortar.

**(c) Coping.** Construct copings as shown on the plans. Where copings
are not called for, finish the top of the wall with stones wide enough
to cover the top of the wall from 0.5 to 1.5 meters in length, and of
random heights, with a minimum height of 150 millimeters. Lay stones in
a manner that the top course is an integral part of the wall. Pitch the
tops of the top courses of stone to line in both vertical and horizontal
planes.

**(d) Parapet walls.** Use selected stones, squared and pitched to line
and with heads dressed in the ends of parapet walls and in all exposed
angles and corners. Interlock headers with as many headers as possible
extending entirely through the wall. Interlock both the headers and
stretchers in the 2 faces of the wall. The headers and stretchers shall
comprise practically the whole volume of the wall. Completely fill all
interstices and spalls with mortar.

**(e) Weep holes.** Provide weep holes for all walls and abutments.
Place weep holes at the lowest points where free outlets can be obtained
and space them no more than 3 meters center to center.

**620.07 Facing for Concrete.**

**(a) Stone placed before concrete.** Make the back of the masonry
uneven to improve the bond to the concrete backing.

Use no. 10M reinforcing steel bent into an elongated letter S to anchor
the stone. Embed each anchor in a mortar bed to within 50 millimeters
from the face of the stones. Project the other end ±250 millimeters into
the concrete backing. Space the anchors 0.5 meter apart both
horizontally and vertically.

After the mortar has attained sufficient strength, clean the back
masonry surface of all dirt, loose material, and mortar drippings. Wash
surfaces just before placing the concrete using a high-pressure water
jet.

When placing the concrete, carry a neat cement grout of the consistency
of cream on top of the concrete and against the masonry at all times.
Coat all interstices in the back of the masonry with grout.

**(b) Concrete placed before stone.** Allow a facing thickness as shown
on the plans. Set galvanized metal slots with anchors in the concrete
face. Set the anchors vertically at a horizontal spacing not exceeding
600 millimeters. Place a temporary filling of felt or other material in
the slots to prevent filling with concrete.

Where setting the stone facing, fit the metal anchors tightly in the
slots at an average vertical spacing of 600 millimeters. Bend at least
25 percent of the anchors at a short right angle to engage a recess cut
in the stone. Extend the anchors to within 75 millimeters of the exposed
face of the stone work.

Where the shape of the concrete face is unsuitable for the use of metal
slots, use 3.8‑millimeter galvanized iron wire ties at a rate of 7 ties
for each square meter of exposed surface. Install ties after the
concrete has cured using a gun.

Keep the concrete face continuously wet for 2 hours preceding the
placing of the stone and fill spaces between the stones and concrete
with mortar.

**620.08 Constructing Arches.** Prepare and submit drawings for
falsework according to Section 562. Stratify arch ring stones parallel
to the radial joint and stratify other stones parallel to the beds.

Lay out a full‑size template of the arch ring near the quarry site
showing face dimensions of each ring stone and thickness of joints.
Receive approval before the shaping of any ring stone is started and
place no ring stone in the structure until all ring stones have been
shaped and dressed.

Construct arch centering according to the approved drawings. Provide
suitable wedges for adjusting the elevation of the forms.

Set arch ring stones to the exact position and hold in place with
hardwood wedges until the joints are packed with mortar. When required,
support centering with approved jacks to correct settlement after
masonry placement begins. Lower the centering gradually and
symmetrically to avoid overstresses in the arch. Make the arch
self‑supporting before the railing or coping is placed.

For filled spandrel arches, strike the centers before constructing the
spandrel walls to avoid jamming of the expansion joints. Place the
backfill so the ring is uniformly and symmetrically loaded.

**620.09 Guardwall.** Use rubble masonry. Concrete corewalls for
guardwall may be cast-in-place or precast units according to Section
601. Concrete will have a minimum 28-day compressive strength of 25
megapascals.

Construct an 8-meter sample section of guardwall. Do not construct
additional guardwall before the sample is approved.

Construct the guardwall true and uniform along its length with no stone
projecting more than 38 millimeters. Make mortar beds and joints
according to Table 620-1. Rake the joints and beds to a depth of 50
millimeters on the front and top sides and to 38 millimeters on the
back.

Use a one-piece capstone for the full width of the guardwall for at
least 25 percent of the total length. Use a two-piece capstone with the
joint within 100 millimeters of the guardwall center for the remaining
length.

Place all stones, including the capstones, randomly to avoid a pattern.
Lay stones to reflect the width of the expansion joints. Do not leave a
gap or a mortar edge at the expansion joint. Use various size stones to
coin or key the corners of the guardwall.

**620.10 Acceptance.** See Table 620-2 for sampling and testing
requirements.

Material for mortar will be evaluated under Subsections 106.02 and
106.03. Mortar will be evaluated under Subsections 106.02 and 106.04.

Rock for masonry structures will be evaluated under Subsections 106.02
and 106.04.

Construction or rehabilitation stone masonry structures will be
evaluated under Subsections 106.02 and 106.04.

Excavation and backfill will be evaluated under Section 209.

Concrete will be evaluated under Section 601.

Measurement

**620.11** Measure the Section 620 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure stone masonry by the cubic meter in the structure.

Do not measure sample wall sections not incorporated in the work.

Measure stone masonry guardwall including terminal sections.

Measure remove and reset stone masonry by the cubic meter in the
structure after resetting.

Measure repoint stone masonry along the centerline of joint.

Payment

**620.12** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 620 pay items listed in the bid
schedule. Payment will be full compensation for all work prescribed in
this Section. See Subsection 109.05.

+--------------+---------------------------+--------------------------+
| Table 620-2  | **Reporting Time**        | ---                      |
|              |                           |                          |
| Sampling and |                           |                          |
| Testing and  |                           |                          |
| Requirements |                           |                          |
+--------------+---------------------------+--------------------------+
|              | **Split Sample**          | ---                      |
+--------------+---------------------------+--------------------------+
|              | **Point of Sampling**     | Job site                 |
+--------------+---------------------------+--------------------------+
|              | **Sampling Frequency**    | 1 sample per             |
|              |                           | installation             |
+--------------+---------------------------+--------------------------+
|              | **Test Methods            | AASHTO T 23              |
|              | Specifications**          |                          |
|              |                           | & T 22                   |
+--------------+---------------------------+--------------------------+
|              | **Category**              | ---                      |
+--------------+---------------------------+--------------------------+
|              | **Characteristic**        | Making test specimens    |
|              |                           | compressive strength     |
+--------------+---------------------------+--------------------------+
|              | **Type of Acceptance      | 712.05                   |
|              | (Subsection)**            |                          |
+--------------+---------------------------+--------------------------+
|              | **Material or Product**   | Mortar                   |
+--------------+---------------------------+--------------------------+

## Section 621. --- MONUMENTS AND MARKERS

Description

**621.01** This work consists of constructing right‑of‑way monuments,
maintenance markers, and similar monuments or posts.

Material

**621.02** Conform to the following Sections and Subsections:

Concrete 601

Reinforcing steel 709.01

Treated structural timber and lumber 716.03

Untreated structural timber and lumber 716.01

Construction Requirements

**621.03** **Monuments and Markers.** Locate permanent points according
to Section 152. Perform excavation and backfill work under Section 209.
Set each monument and marker vertically at the required location and
elevation. Monuments may be cast-in-place or precast according to
Section 601. Backfill and compact around the monument or marker to
ensure that it is held firmly in place.

**621.04 Acceptance.** Material (except concrete and paint) for
monuments and markers will be evaluated under Subsections 106.02 and
106.03.

Construction of monuments and markers will be evaluated under
Subsections 106.02 and 106.04.

Location of permanent points will be evaluated under Section 152.

Structural excavation and backfill will be evaluated under Section 209.

Concrete will be evaluated under Section 601.

Paint will be evaluated under Section 563.

Measurement

**621.05** Measure the Section 621 items listed in the bid schedule
according to Subsection 109.02.

Payment

**621.06** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 621 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 622. --- RENTAL EQUIPMENT

Description

**622.01** This work consists of furnishing and operating equipment for
construction work ordered by the CO and not otherwise provided for under
the contract.

Construction Requirements

**622.02 Rental Equipment.** The CO will order in writing rental
equipment for use on the project. Submit the model number and serial
number for each piece of equipment before use. Make equipment available
for inspection and approval before use.

Furnish and operate equipment with such auxiliary attachments, oilers,
etc., as are usually needed for efficient operation of the equipment.
Keep the equipment in good repair and capable of operating 90 percent of
the working time.

Obtain approval of the length of workday and workweek before beginning
work. Keep daily records of the number of unit‑hours of operation.
Submit the records along with certified copies of the payroll.

**622.03 Acceptance.** Rental equipment work will be evaluated under
Subsection 106.02.

Measurement

**622.04** Measure the Section 622 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Round portions of an hour up to the next half hour. Measure time in
excess of 40 hours per week at the same rate as the first 40 hours.

Measure time for moving equipment between project work sites. Do not
measure nonoperable equipment or equipment dependent upon another piece
of nonoperable equipment.

Payment

**622.05** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 622 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 623. --- GENERAL LABOR

Description

**623.01** This work consists of furnishing workers and hand tools for
construction work ordered by the CO and not otherwise provided for under
the contract.

Construction Requirements

**623.02 Workers and Equipment.** Furnish competent workers and
appropriate hand tools for the work.

Obtain approval of the length of workday and workweek before beginning
work. Keep daily records of the number of hours worked. Submit the
records along with certified copies of the payroll.

**623.03 Acceptance.** General labor work will be evaluated under
Subsection 106.02.

Measurement

**623.04** Measure the Section 623 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Round portions of an hour up to the next half hour. Measure time in
excess of 40 hours per week at the same rate as the first 40 hours.

Do not measure time for workers\' transportation.

Payment

**623.05** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 623 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 624. --- TOPSOIL

Description

**624.01** This work consists of furnishing and placing topsoil and
placing conserved topsoil.

Material

**624.02** Conform to the following Subsections:

Furnished topsoil 713.01(a)

Conserved topsoil 713.01(b)

Construction Requirements

**624.03 Preparing Areas.** Shape all slopes and disturbed areas to be
covered with topsoil. Disk or scarify slopes 1:3 or flatter to a depth
of 100 millimeters.

**624.04 Placing Topsoil.** Provide at least 7 days notice before the
start of topsoil placement. Do not place topsoil when the ground or
topsoil is frozen, excessively wet, or otherwise in a condition
detrimental to the work. Use all conserved topsoil before furnishing
topsoil. Keep the roadway surfaces clean during hauling and spreading
operations.

Spread topsoil to a depth which, after settlement, provides the required
depth. Break clods and lumps with harrows, disks, or other appropriate
equipment to provide a uniform textured soil. Remove and dispose of
clods and stones larger than 50 millimeters, stumps, roots, and other
litter according to Subsection 203.05.

Construct longitudinal depressions at least 50 millimeters deep
perpendicular to the natural flow of water without overly compacting the
topsoil surface.

**624.05 Acceptance.** Material for furnished topsoil will be evaluated
under Subsections 106.02 and 106.03.

Material for conserved topsoil will be evaluated under Subsection
106.02.

Placing furnished and conserved topsoil material will be evaluated under
Subsections 106.02 and 106.04.

Measurement

**624.06** Measure the Section 624 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure furnishing and placing topsoil by the cubic meter in the hauling
vehicle or by the hectare on the ground surface.

Measure placing conserved topsoil by the cubic meter in the hauling
vehicle or by the hectare on the ground surface.

Payment

**624.07** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 624 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 625. --- TURF ESTABLISHMENT

Description

**625.01** This work consists of soil preparation, watering,
fertilizing, seeding, and mulching.

Seeding and mulching methods are designated as dry or hydraulic.

Material

**625.02** Conform to the following Subsections:

Agricultural limestone 713.02

Fertilizer 713.03

Mulch 713.05

Seed 713.04

Stabilizing emulsion tackifiers 713.12

Water 725.01

Construction Requirements

**625.03 General.** Apply turf establishment to finished slopes and
ditches within 14 days after completion of construction on a portion of
the site. Do not seed during windy weather or when the ground is
excessively wet, frozen, snow covered, extremely dry, cloddy, hard pan,
or not friable.

**625.04 Preparing Seedbed.** Grade the seeding area to line and grade.
Remove all weeds, sticks, stones 50 millimeters in diameter and larger,
and other debris detrimental to application, growth, or maintenance of
the turf.

If required by the contract, apply limestone and grubproofing.

Cultivate the seeding area to a minimum depth of 100 millimeters and
prepare a firm but friable seedbed before seeding. Do not cultivate
aggregate-topsoil courses that were previously dry seeded under Section
305.

**625.05 Watering.** Moisten seeding areas before seeding and maintain
the moisture until 10 days after germination.

**625.06 Fertilizing.** Apply fertilizer by the following methods:

**(a) Dry method.** Incorporate the fertilizer into the upper portion of
the seedbed before seeding.

**(b) Hydraulic method.** Add fertilizer to the slurry and mix before
adding seed. Apply the seed and fertilizer in one application.

**625.07 Seeding.** Apply seed by the following methods:

**(a) Dry method.** Apply the seed with approved power driven seeders,
drills, or other mechanical equipment. Hand-operated seeding methods are
satisfactory on areas inaccessible to mechanical equipment. Lightly
compact the seedbed within 24 hours after seeding.

**(b) Hydraulic method.** Use hydro-type equipment capable of providing
a uniform application using water as the carrying agent. Add a tracer
material consisting of either wood or grass cellulose fiber mulch to the
water. Apply the tracer material at a rate of 450 kilograms per hectare
to provide visible evidence of uniform application. Add the seed to the
water slurry no more than 30 minutes before application. Seed by hand
areas inaccessible to seeding equipment.

**625.08 Mulching.** Apply mulch within 48 hours after seeding by the
following methods:

**(a) Dry method.** Spread all mulch material, except wood and grass
cellulose fibers, by a mulch spreader utilizing forced air to blow the
mulch material onto the seeded area. Apply straw mulch at a rate of 3600
kilograms per hectare. Anchor the mulch material with an approved
stabilizing emulsion tackifier or approved mechanical method. Do not
mark or deface structures, pavements, utilities, or plant growth with
tackifier.

**(b) Hydraulic method.** Apply mulch in a separate application from the
seed using hydro-type equipment according to Subsection 625.07(b).

Apply wood fiber or grass straw cellulose fiber mulch at a rate of 1700
kilograms per hectare.

Apply bonded fiber matrix hydromulch at a minimum rate of 3400 kilograms
per hectare. Apply so no hole in the matrix is greater than 1
millimeter. Apply so that no gaps exist between the matrix and the soil.

Mulch by hand areas inaccessible to mulching equipment.

**625.09 Protecting and Caring for Seeded Areas.** Protect and care for
seeded areas including watering when needed until final acceptance.
Repair all damage to seeded areas by reseeding, refertilizing, and
remulching. Apply supplemental applications of seed, mulch, fertilizer,
lime, or ammonium nitrate.

**625.10 Acceptance.** Seed will be evaluated under Subsections 106.02,
106.03, and 713.04.

Mulch, fertilizer, and other turf establishment material will be
evaluated under Subsections 106.02 and 106.03.

Turf establishment work will be evaluated under Subsections 106.02 and
106.04.

Measurement

**625.11** Measure the Section 625 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure seeding and mulching by the hectare on the ground surface or by
the slurry unit. A slurry unit consists of approximately 4000 liters of
water plus the specified turf establishment material. Ten slurry units
contain the material to cover one hectare.

Measure turf establishment and supplemental applications by the hectare
on the ground surface.

Measure water by the cubic meter in the hauling vehicle or by metering.

Payment

**625.12** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 625 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 626. --- PLANTS, TREES, SHRUBS, VINES, AND GROUNDCOVERS

Description

**626.01** This work consists of furnishing and planting trees, shrubs,
vines, groundcovers, and other plants.

Material

**626.02** Conform to the following Subsections:

Fertilizer 713.03

Miscellaneous planting material 713.08

Mulch 713.05

Plant material 713.06

Topsoil 713.01

Water 725.01(b)

Construction Requirements

**626.03 General.** Do not plant in frozen ground, when snow covers the
ground, or when the soil is saturated, extremely dry, cloddy, hard pan,
not friable, or is other wise unsatisfactory for planting.

Furnish stock with a fibrous, cohesive root system. Do not provide
container-grown stock that is pot‑bound, that has a top system out of
proportion (larger) to the size of the container, or that has roots
growing out of the container.

**626.04 Inspecting and Delivering.** Notify the CO 30 days in advance
of the delivery of material to permit the CO the opportunity to select
material at the source. Submit commercial certifications and complete
written information concerning the source of supply for all plant
material at least 15 days before delivery of plants to the project.

**626.05 Protection and Temporary Storage.** Package plants to provide
protection against climate and breakage during transit. When shipment is
made by open vehicle, tie and cover plant materials to prevent wind
damage and dehydration. Spray evergreen and deciduous trees in leaf with
an anti-transpirant according to the manufacturer's instructions. When
shipment is made by closed vehicle, carefully pack and adequately
ventilate plants to prevent "sweating."

Keep all plant material moist and exercise care to prevent damage to
bark, branches, and root systems. Replace all damaged plants including
plants with cracked or crushed root balls.

Tag each plant delivered to the project with a weatherproof tag showing
the plant name and date of delivery.

Protect plants delivered, but not scheduled for immediate planting, as
follows:

**(a)** Open the bundles of bare root material, separate plants, and
cover the roots in moist trenches.

**(b)** Cover the earth balls of balled and burlapped material with
mulch or other suitable material and keep moist.

Install all plant material received on site within 30 days.

**626.06 Excavation for Plant Pits and Beds.** At least 14 days before
planting, submit planting locations and methods of planting to the CO
for approval. Mark planting locations with stakes or flagging. Remove
all sod, weeds, roots, and other unsuitable material from the planting
site. Excavate plant pits as follows:

**(a) Width of excavation.**

**(1)** For root spread or ball diameters up to 1 meter, dig the pits
circular in outline to the root spread plus 0.5 meter.

**(2)** For root spreads or ball diameters over 1 meter, excavate 1.5
times the root spread.

**(b) Depth of excavation.** Dig the pits to a depth that permits a
minimum of 150 millimeters of backfill under the roots or balls or dig
the pits to the following depths, whichever is deeper:

**(1) Deciduous trees.**

*(a) Under 38 millimeters caliper.* 0.5 meter deep

*(b) Over 38 millimeters caliper.* 1 meter deep

**(2) Deciduous and evergreen shrubs.**

*(a) Under 0.5 meter height.* 0.3 meters deep

*(b) Over 0.5 meter height.* 0.5 meters deep

**(3) Evergreen trees.**

*(a) Under 1.5 meters height.* 0.2 meters plus ball height

*(b) Over 1.5 meters height.* 0.3 meters plus ball height

**(4) Vines and groundcovers.** Double the size of the pot.

Loosen soil at the sidewalls and bottom of the plant pit to a depth of
150 millimeters before setting the plant.

Do not leave planting holes open overnight.

**626.07 Setting Plants.** Do not plant material until inspected and
approved by the CO. Plants not meeting specifications, arriving on site
in an unsatisfactory condition, or showing sign of improper handling
will be rejected. Immediately remove and dispose of all rejected plants
off site and replace with approved nursery stock.

Prepare a backfill mixture of 4 parts topsoil, loam, or selected soil to
one part peat moss. Place backfill mixture in the bottom of the plant
pit. Set all plants approximately plumb and at the same level or
slightly lower than the depth at which they were grown in the nursery or
collected in the field. Set plants as follows:

**(a) Bare root stock.** Place bare rooted plants in the center of the
plant pit with the roots properly spread in a natural position. Cut
broken or damaged roots back to sound root growth. Work backfill mixture
around and over the roots, tamp as hole is being filled, and water
thoroughly.

**(b) Balled and burlapped stock.** Handle and move plants by the ball.
Place balled and burlapped plants in the prepared pits on tamped
backfill mixture. Score the root ball to a depth of 25 millimeters along
the entire side equally on 4 sides. Backfill around the plant ball to
half the depth of the ball. Tamp and thoroughly water. Cut the burlap
and remove it from the upper half of the ball or loosen the burlap and
fold it back. If wire baskets are used cut the wire from the upper half
of the basket. Backfill the remainder of the plant with backfill
mixture.

**(c) Container-grown stock.** Remove the container just before
planting. Place plants in the prepared pits on tamped backfill mixture.
Backfill the remainder of the plant with backfill mixture and tamp.

**626.08 Fertilizing.** Fertilize using either of the following methods:

**(a)** Mix the fertilizer with the backfill mixture when it is
prepared.

**(b)** Spread the fertilizer uniformly around the pit area of
individual plants or over shrub beds. Cultivate the fertilizer into the
top 50 millimeters of the backfill mixture.

**626.09 Watering.** Construct 100-millimeter deep water basins around
trees and 75‑millimeter deep water basins around shrubs. Make the
diameter of the basin equal to that of the plant pit.

Water plants during and immediately after planting and throughout the
plant establishment period. Saturate the soil around each plant at each
watering.

**626.10 Guying and Staking.** When guying and staking is specified, guy
deciduous trees just below the first lateral branch and guy evergreen
trees half way up the height of the tree. Do not leave the guys and
stakes on a tree for more than one growing season.

**626.11 Pruning.** Prune before or immediately after planting to
preserve the natural character of each plant. Use experienced personnel
to perform the pruning. Use accepted horticultural practice. Paint cuts
over 20 millimeters in diameter with tree wound dressing.

**626.12 Mulching.** Place mulch within 24 hours after planting. Place
mulch material over all pit or water basin areas of individual trees and
shrubs and over the entire shrub bed. If wood fiber is used, apply
nitrogen at the rate of 5 kilograms per cubic meter to the mulch
material.

**626.13 Plant Establishment Period.** The plant establishment period is
a one-year period beginning at the completion of the project. Employ all
necessary means to preserve the plants in a healthy growing condition
during the plant establishment period. Care during the establishment
period includes watering, cultivating, pruning, repairing, adjusting
guys and stakes, and controlling insects and disease. At the end of the
plant establishment period, remove all guys and stakes.

**626.14 Acceptance.** Plant material (including plants, fertilizer,
mulch, and topsoil) will be evaluated under Subsections 106.02 and
106.03.

Planting of trees, shrubs, vines, groundcovers and other plants will be
evaluated under Subsections 106.02 and 106.04 and as follows:

An inspection of the plant material will be made about 15 days before
the end of the plant establishment period to identify all dead, dying,
or diseased plants for removal and replacement. During the following
planting season, remove and replace all identified plants according to
this Section. A final inspection of all plant material within 15 days
after completion of all replacement planting will be the basis for final
acceptance.

Measurement

**626.15** Measure the Section 626 items listed in the bid schedule
according to Subsection 109.02.

Payment

**626.16** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 626 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

Progress payments for plants will be made as follows:

**(a)** 75 percent of the unit bid price will be paid following initial
planting.

**(b)** The remaining 25 percent of the unit bid price will be paid
after the final inspection.

## Section 627. --- SOD

Description

**627.01** This work consists of furnishing and placing living sod of
perennial turf‑forming grasses.

Sod placement is designated as solid, strip, or spot according to
Subsection 627.06.

Material

**627.02** Conform to the following Subsections:

Agricultural limestone 713.02

Fertilizer 713.03

Pegs for sod 713.11

Sod 713.10

Water 725.01

Construction Requirements

**627.03 General.** Move and lay sod during dry weather and on dry,
unfrozen ground.

**627.04 Inspecting and Delivering.** Provide at least 3 days notice
before cutting sod. The CO will approve the sod in its original position
before cutting. Do not deliver sod until the soil is prepared.

**627.05 Preparing the Soil.** Clear and grade the area to be sodded.
Cultivate, disk, harrow, or otherwise loosen the grade to a depth of not
less than 100 millimeters. Remove stones larger than 50 millimeters in
any diameter, sticks, stumps, and other debris that might interfere with
the proper placement or subsequent growth.

Topsoil according to Section 624.

Apply fertilizer and agricultural limestone uniformly over the sodding
area. Mechanical spreaders or blower equipment may be used. Disk or till
the fertilizer and limestone into the soil to a depth of 100
millimeters.

Moisten the prepared soil.

**627.06 Placing Sod.** Place sod within 24 hours after cutting or
within 5 days after cutting when the sod is stored in moist stacks,
grass-to-grass and roots-to-roots. Protect sod against drying and from
freezing.

**(a) Solid sod.** Place sod perpendicular to drainage flows. Place
sections of solid sod edge to edge with staggered joints. Plug openings
with sod or fill openings with acceptable loamy seeded topsoil. Roll or
tamp sod to eliminate air pockets and provide an even surface. On slopes
1:2 or steeper and in channels, peg sod on 0.5 meter centers after
rolling or tamping. Drive pegs flush with the sod bed surface.

**(b) Strip sod.** Lay strip sod in shallow trenches in parallel rows.
Firmly roll or tamp until the surface of the sod is level with or below
the adjacent soil. Seed the soil between the strips of sod according to
Section 625. Rake or drag the seeded areas to cover the seed.

**(c) Spot sod.** Place sod blocks. Roll or tamp the blocks into the
soil until the sod surfaces are slightly below the surrounding ground
surface.

Blend final grades with existing adjacent areas. Leave the entire area
drainable and free from abrupt changes in slope.

**627.07 Maintaining Sodded Areas.** Water sod when placing and keep
moist. Avoid erosion when watering.

Erect warning signs and barriers to protect newly sodded areas. Do not
allow wheeled vehicles on newly sodded areas.

Mow sodded areas and repair or replace sodded areas that are damaged or
fail to show a uniform growth of grass. Maintain sodded areas and
replace all nonliving sod until final acceptance of the project.

**627.08 Acceptance.** Material, including lime and fertilizer, for
sodding will be evaluated under Subsections 106.02 and 106.03.

Sod placement will be evaluated under Subsections 106.02 and 106.04.

Topsoil will be evaluated under Section 624.

Seed will be evaluated under Section 625.

Measurement

**627.09** Measure the Section 627 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Do not measure non-sodded areas adjacent to strip and spot sodding.

Measure topsoil under Section 624.

Measure water and seeding under Section 625.

Payment

**627.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 627 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 628. --- Reserved

## Section 629. --- ROLLED EROSION CONTROL PRODUCTS AND CELLULAR CONFINEMENT SYSTEMS

Description

**629.01** This work consists of constructing temporary and permanent
installations to control erosion and enhance vegetation establishment
and survivability on slopes and channels. This work includes installing
rolled erosion control products (RECP) and cellular confinement systems.

RECP are designated according to Subsections 713.17, 713.18, and the
following:

**(a) Mulch control netting.** A planar woven natural fiber or extruded
geosynthetic mesh used as a temporary degradable RECP to anchor loose
fiber mulches.

**(b) Open weave textile.** A temporary degradable RECP composed of
processed natural or polymer yarns woven into a matrix, used to provide
erosion control and facilitate vegetation establishment.

**(c) Erosion control blanket.** A temporary degradable RECP composed of
processed natural or polymer fibers mechanically, structurally or
chemically bound together to form a continuous matrix to provide erosion
control and facilitate vegetation establishment.

**(d) Turf reinforcement mat.** A long term non-degradable RECP composed
of UV stabilized, non-degradable, synthetic fibers, filaments, nettings,
or wire mesh processed into three dimensional reinforcement matrices
designed for permanent and critical hydraulic applications where design
discharges exert velocities and shear stresses that exceed the limits of
mature, natural vegetation. Turf reinforcement mats provide sufficient
thickness, strength and void space to permit soil filling and retention
and the development of vegetation within the matrix.

Cellular confinement system cell depths are designated according to
Table 713-2.

Material

**629.02** Conform to the following Sections and Subsections:

Cellular confinement systems 713.07

Permanent RECP 713.18

Temporary RECP 713.17

Topsoil 624

Turf establishment 625

Construction Requirements

**629.03 General.** Make the soil surface stable, firm, and free of
rocks and other obstructions. Install RECP and cellular confinement
systems according to the manufacturer's recommendations and to the
following minimum guidelines. Apply turf establishment according to
Section 625.

In areas to be mowed soon after installation, use ultra-short term
temporary RECP consisting of rapidly degrading nettings with a service
life of 3 months or less.

**629.04 Mulch Control Netting (RECP, Types 1.A, 2.A, and 3.A).** Apply
mulch according to Subsection 625.08(a). Immediately after mulching,
install mulch control netting according to Subsection 629.05.

**629.05** **Erosion Control Blanket, Open Weave Textile, and Turf
Reinforcement Mat (RECP, Types 1.B, 1.C, 1.D, 2.B, 2.C, 2.D, 3.B, 4,
5.A, 5.B, and 5.C).** Unless soil in-filling is required, complete turf
establishment work before installing RECP.

If soil in-filling is required, first install RECP. Then apply seed and
lightly brush or rake 8 to 18 millimeters of topsoil into the voids in
the RECP filling the full product thickness.

Use staples that are at least 150 millimeters long to secure the RECP.
Longer staples may be necessary in sandy, loose, or wet soils.

Unroll the RECP parallel to the primary direction of flow and place it
in direct contact with soil surface. Do not stretch or allow RECP to
bridge over surface inconsistencies. Overlap edges of adjacent RECP by
50 to 100 millimeters. Use a sufficient number of staples to prevent
seam separation. Overlap roll ends of joining RECP 50 to 150 millimeters
in the direction of flow.

**(a) Slope Installations.** At the top of slope, anchor the RECP by one
of the following methods:

**(1) Staples.** Install the RECP 900 millimeters over the shoulder of
the slope onto flat final grade. Secure with a single row of staples on
300-millimeter centers.

**(2) Anchor trench.** Construct a 150-millimeter by 150-millimeter
trench. Extend the upslope terminal end of the RECP 900 millimeters past
the trench. Use staples on 300-millimeter centers to fasten the RECP
into the trench. Backfill the trench and compact the soil. Secure the
terminal end with a single row of staples on 300-millimeter centers and
cover the end with soil. Apply turf establishment.

**(3) Check slot.** Install two rows of staples 100 millimeters apart on
100‑millimeter centers across the top edge of the RECP. Drive all staple
heads flush with soil surface.

Securely fasten all RECP to the soil by installing staples at a minimum
rate of 1.5 per square meter.

**(b) Channel Installations.** At the beginning of the channel,
construct a full width anchor trench according to paragraph (a)(2)
above. Construct additional anchor trenches or check slots at intervals
along the channel reach and at the channel end according to paragraph
(a)(2) or (a)(3) and the manufacturer's installation guidelines.

Securely fasten all RECP to the soil by installing staples at a minimum
rate of 2.0 per square meter. Significantly higher anchor rates may be
necessary in sandy, loose, or wet soils and in severe applications.

Repair all damaged areas immediately by restoring soil to finished
grade, re-applying turf establishment, and replacing the RECP.

**629.06 Cellular Confinement Systems.** Excavate to the depth of the
cellular confinement system and smooth and compact the slope. Install
the top of the system flush or lower than the adjacent slope. Expand the
geocell down the slope. Connect adjacent geocell sections with hog rings
or staples in every other cell.

Anchor the system with wooden stakes across the top at every other cell.
Repeat the anchoring pattern in every tenth row and in the bottom row.
Drive stakes to a minimum embedment of 0.3 meters below the base of the
cellular confinement layer.

Backfill the system with topsoil. Hand-compact the topsoil within each
cell and apply turf establishment.

**629.07 Acceptance.** RECP and cellular confinement system material
will be evaluated under Subsection 106.02 and 106.03.

Installation of RECP and cellular confinement systems will be evaluated
under Subsections 106.02 and 106.04.

Topsoil will be evaluated under Section 624.

Turf establishment will be evaluated under Section 625.

Measurement

**629.08** Measure the Section 629 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure topsoil under Section 624.

Measure turf establishment under Section 625.

Payment

**629.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 629 pay items shown in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 630. --- Reserved

## Section 631. --- Reserved

## Section 632. --- Reserved

## Section 633. --- PERMANENT TRAFFIC CONTROL

Description

**633.01** This work consists of constructing permanent traffic control
signs, supports, delineators, and object markers, and removing and
resetting permanent traffic control devices.

Sign panels are designated as plywood, aluminum, steel, plastic, or
fiberglass reinforced plastic.

Sign retroreflective sheeting type is designated according to Subsection
718.01.

Posts are designated as wood, aluminum, galvanized steel, or corrosion
resistant steel.

Material

**633.02** Conform to the MUTCD and the following Section and
Subsections:

Aluminum panels 718.05

Concrete 601

Delineator and object marker retroreflectors 718.12

Extruded aluminum panels 718.07

Fiberglass reinforced plastic panels 718.06(b)

Hardware 718.10

Letters, numerals, arrows, symbols, and borders 718.11

Object marker and delineator posts 718.09

Plastic panels 718.06(a)

Plywood panels 718.03

Retroreflective sheeting 718.01

Signposts 718.08

Steel panels 718.04

Construction Requirements

**633.03 General.** Furnish traffic control devices according to the
MUTCD and *Standard Highway Signs* published by FHWA. Submit the sign
list for approval before ordering.

**633.04 Supports.** Sign locations may be changed to fit field
conditions as approved by the CO. Determine sign support lengths at time
of staking. Install supports plumb and according to the manufacturer\'s
instructions. Make all supports within the clear zone crashworthy.

Drive posts with a suitable driving head or set posts in drilled or
punched holes. Replace all damaged posts.

Construct concrete footings according to Section 601. Excavate and
backfill according to Section 209.

**633.05 Panels.** Use type III, VII, VIII, or IX retroreflective
sheeting. For permanent sign panels, use type L-1 letters, numerals,
arrows, symbols, and borders. Cut panels to size and shape and drill or
punch all holes. Make panels flat and free of buckles, warp, dents,
cockles, burrs, and other defects.

Clean and degrease the face of metal panels using methods recommended by
the retroreflective sheeting manufacturer. Abrade, clean, and degrease
the face of the plywood panels using methods recommended by the
retroreflective sheeting manufacturer. Treat the edges of the plywood
panel with an approved edge sealant. Apply the retroreflective sheeting
material to the panels. Package sign panels in protective material and
transport them in a vertical position.

Mount sign panels with the legend horizontal. Where multiple panels
adjoin, limit the gap between adjacent panels to 2 millimeters. To
reduce specular glare (mirror reflection), turn the sign panel 3 degrees
away from the road in the direction of travel.

Use oversized bolt heads and neoprene or nylon washers for fastening
plastic sign panels.

Do not field drill holes in any part of the panel. Use antitheft
fasteners where possible. Paint all bolt heads, screw heads, and washers
that are exposed on the sign face. Match the color of the paint to the
color of the background or message area at the point where the fitting
is exposed.

If a sign message is not applicable, completely cover the face of the
sign with an opaque material. Maintain the covering in good condition
until the message becomes applicable. Do not use adhesive tape on the
sign face.

Repair or replace damaged parts including sheeting.

**633.06 Delineators and Object Markers.** Attach delineators and object
markers to posts according to the manufacturer\'s recommendation.

**633.07 Removing and Resetting Permanent Traffic Control Devices.**
Remove and store the existing signs, delineators, and object markers.
Replace all devices, posts, and hardware damaged during removal,
storage, and raising.

**633.08 Acceptance.** Material (including signs panels, retroreflective
sheeting, supports, delineators, object markers, and hardware) for
traffic control devices will be evaluated under Subsections 106.02 and
106.03.

Installation of traffic control devices will be evaluated under
Subsections 106.02 and 106.04.

Excavation and backfill will be evaluated under Section 209.

Concrete will be evaluated under Section 601.

Measurement

**633.09** Measure the Section 633 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure sign systems by the square meter of front face of sign panel as
follows:

**(a)** When a sign system is measured by the each, measure each system
as one sign regardless of the number of sign panels or posts.

**(b)** When a sign system is measured by the square meter, measure the
nominal dimensions of all the sign panels.

**(c)** A sign system includes the supports.

Measure sign panel by the square meter of front face.

Measure each sign panel in a multiple configuration.

Measure removing and resetting permanent traffic control devices after
they are reset. Measure based on the number of devices reset in their
final position as described in (a) above.

Payment

**633.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 633 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 634. --- PERMANENT PAVEMENT MARKINGS

Description

**634.01** This work consists of applying permanent pavement markings
and raised pavement markers on the completed pavement.

Pavement markings are designated as follows:

Type A --- Conventional traffic paint with type 1 glass beads

Type B --- Waterborne traffic paint with type 1 glass beads

Type C --- Waterborne traffic paint with type 3 glass beads

Type D --- Epoxy markings with type 1 glass beads

Type E --- Epoxy markings with type 1 and type 4 glass beads

Type F --- Polyester markings with type 1 glass beads

Type G --- Polyester markings with type 1 and type 4 glass beads

Type H --- Thermoplastic markings with type 1 glass beads

Type I --- Thermoplastic markings with type 1 and type 5 glass beads

Type J --- Preformed plastic markings

Type K --- Nonreflectorized markings

Material

**634.02** Conform to the MUTCD and the following Subsections:

Conventional traffic paint 718.13

Epoxy markings 718.15

Epoxy resin adhesives 718.23

Glass beads 718.19

Polyester markings 718.16

Preformed plastic markings 718.18

Raised pavement markers 718.20

Thermoplastic markings 718.17

Waterborne traffic paint 718.14

Construction Requirements

**634.03 General.** Where existing and final pavement marking locations
are identical, stake the limits of all existing pavement markings
(no-passing zones, edge stripes, etc.) before any pavement work. Upon
completion of the final surface course, establish line limits for the
new pavement for approval before marking. Establish markings according
to the MUTCD. In curve widening areas, apply the pavement edge markings
at the edge of the traveled way and the centerline markings midway
between the pavement lines.

Remove loose particles, dirt, tar, grease, and other deleterious
material from the surface to be marked. Where markings are placed on
rigid pavement less than 1 year old, clean the pavement of all residue
and curing compounds. Remove temporary pavement markings the same day
permanent pavement markings are applied. Apply markings to a clean, dry
surface according to the MUTCD.

At least 7 days before applying pavement markings, furnish a written
copy of the marking manufacturer\'s recommendations for use. A field
demonstration may be required to verify the adequacy of recommendations.

Ship marking material in appropriate containers plainly marked with the
following information, as appropriate, for the material being furnished:

**(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 is required);

**(i)** Mixing proportions and instructions; and

**(j)** Safety information.

Apply pavement markings in the direction of traffic according to the
manufacturer\'s recommendations. Apply all markings to provide a
clean-cut, uniform, and workmanlike appearance by day and night.

Make lines 100 millimeters wide. Make broken lines 3 meters long with
9-meter gaps. Make dotted lines 0.6 meter long with 1.2-meter gaps.
Separate double lines with a 100‑millimeter space.

Protect marked areas from traffic until the markings are dried to
no-tracking condition. Remove all tracking marks, spilled marking
material, markings in unauthorized areas, and defective markings.

Remove all conflicting pavement markings according to Subsection 635.13.

**634.04 Conventional Traffic Paint (Type A).** Apply paint when the
pavement and air temperatures are above 4 ºC. Spray paint at 0.38
millimeters minimum wet film thickness before glass beads or at a rate
of 2.6 square meters per liter. Immediately apply type 1 glass beads on
the paint at a minimum rate of 0.7 kilograms per liter of paint.

On new asphalt pavements or new asphalt surface treatments, apply two
coats. Apply the first coat at 8.8 square meters per liter and the
second coat at 3.7 square meters per liter.

**634.05 Waterborne Traffic Paint (Type B and C).** Apply paint when the
pavement and air temperatures are above 10 ºC. Spray paint at 0.38
millimeters minimum wet film thickness before glass beads or at a of
rate 2.6 square meters per liter.

**• Type B.** Immediately apply type 1 glass beads on the paint at a
minimum rate of 0.7 kilograms per liter of paint.

**• Type C.** Immediately apply type 3 glass beads on the paint at a
minimum rate of 1.4 kilograms per liter of paint.

On new asphalt pavements or new asphalt surface treatments, apply two
coats. Apply each coat at 5.2 square meters per liter.

**634.06 Epoxy Markings (Types D and E).** Heat components A and B
separately at 43±17 ºC and mix. Discard all material heated over 60 ºC.
Apply epoxy when the pavement and air temperatures are above 10 ºC.
Apply as a spray at 43±17 ºC (gun tip temperature) at a 0.38 millimeters
minimum dry film thickness or 2.6 square meters per liter.

**• Type D.** Immediately apply type 1 glass beads on the epoxy at a
minimum rate of 1.8 kilograms per liter of epoxy.

**• Type E.** Use two bead dispensers. Immediately apply type 4 glass
beads on the epoxy at a minimum rate of 1.4 kilograms per liter of epoxy
immediately followed by an application of type 1 glass beads at a
minimum rate of 1.4 kilograms per liter.

**634.07 Polyester Markings (Types F and G).** Apply polyester when the
pavement and air temperatures are above 10 ºC. Spray at 53±4 ºC (gun tip
temperature) at a 0.38 millimeters minimum dry film thickness or 2.6
square meters per liter. Discard all material heated over 66 ºC. Do not
use fast dry polyester markings on asphalt pavements less than 1 year
old.

**• Type F.** Immediately apply type 1 glass beads on the polyester at a
minimum rate of 1.8 kilograms per liter of polyester.

**• Type G.** Use two bead dispensers. Immediately apply type 4 glass
beads on the polyester at a minimum rate of 1.4 kilograms per liter of
polyester immediately followed by an application of type 1 glass beads
at a minimum rate of 1.4 kilograms per liter.

**634.08 Thermoplastic Markings (Type H and I).** On areas to be marked
on rigid pavements and old asphalt pavements, apply an epoxy resin
primer/sealer according to the thermoplastic manufacturer\'s
recommendations. Allow the primer/sealer to dry.

Apply thermoplastic when the pavement and air temperatures are above
10 ºC. Spray or extrude the thermoplastic at 220±3 ºC. For centerlines
and lane lines, spray or extrude 2.3 millimeters minimum dry film
thickness or at a rate of 0.44 square meters per liter. For edge lines,
spray or extrude 1.5 millimeters minimum dry film thickness or at a rate
of 0.66 square meters per liter.

**• Type H.** Immediately apply type 1 glass beads on the thermoplastic
at a minimum rate of 0.59 kilograms per square meter.

**• Type I.** Use two bead dispensers. Immediately apply type 5 glass
beads on the thermoplastic at a minimum rate of 0.59 kilograms per
square meter immediately followed by an application of type 1 glass
beads at a minimum rate of 0.59 kilograms per square meter.

The minimum bond strength of the thermoplastic shall be 1.2 megapascals
on rigid pavements.

**634.09 Preformed Plastic Markings (Type J).** Install to form a
durable, weather resistant bond to the pavement. Apply preformed plastic
markings according to the manufacturer\'s recommendation.

Where applied during final compaction of asphalt pavement, apply
preformed plastic when the pavement temperature is about 60 ºC. Roll the
marking into the surface with a steel wheel roller. The finished
pavement marking may extend approximately 0.25 millimeters above the
final surface.

**634.10 Nonreflectorized Markings (Type K).** Apply conventional
traffic paint, waterborne traffic paint, epoxy markings, polyester
markings, or thermoplastic markings as described above, but with no
glass beads added.

**634.11 Raised Pavement Markers.** Install raised pavement markers when
the pavement and air temperatures are above 10 ºC. Apply raised pavement
markers with epoxy resin or asphalt adhesive.

Heat epoxy components A and B separately with indirect heat, mix, and
apply at 21±6 ºC. Discard all material heated over 49 ºC or stiffened by
polymerization.

Heat and apply asphalt adhesives at 211±7 ºC. Discard all material
heated over 232 ºC.

Space and align the markers to within 13 millimeters of the required
location. Do not place raised pavement markers over pavement joints.

The minimum bond strength will be 12 kilopascals or a total tensile
strength of 110 newtons.

**634.12 Acceptance.** Material for permanent pavement markings will be
evaluated under Subsections 106.02 and 106.03.

Placement of permanent pavement marking will be evaluated under
Subsections 106.02 and 106.04.

Measurement

**634.13** Measure the Section 634 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

When two coats of paint are required, measure each coat.

When pavement markings are measured by the meter or kilometer, measure
the length of line applied along the centerline of each 100
millimeter-wide line applied regardless of color. Measure broken or
dotted pavement lines from end to end of the line including gaps.
Measure solid pavement lines from end to end of each continuous line.
For line widths other than 100 millimeters, the measured length of line
is adjusted in the ratio of the required width to 100 millimeters.

When pavement markings are measured by the square meter, measure the
number of square meters of symbol or letter marking based on the marking
area shown in the contract or, if not shown, the area of each marking
measured in place to the nearest square meter.

Payment

**634.14** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 634 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 635. --- TEMPORARY TRAFFIC CONTROL

Description

**635.01** This work consists of furnishing, maintaining, relocating,
and removing temporary traffic control devices and services as ordered
for the control and protection of public traffic through the project.

Advance warning arrow panel, barricade, and warning light types are
designated as shown in the MUTCD.

Material

**635.02** Conform to the MUTCD and the following Sections and
Subsections:

Construction sign panels 633

Retroreflective sheeting 718.01

Temporary concrete barrier 618

Temporary plastic fence 710.11

Temporary guardrail 617

Temporary pavement markings 718.21

Temporary traffic control devices 718.22

Traffic markings 634

Construction Requirements

**635.03 General.** Install and maintain temporary traffic control
devices adjacent to and within the project as required by the traffic
control plan, Section 156, and the MUTCD. Install and maintain traffic
control devices as follows:

**(a)** Furnish and install traffic control devices before the start of
construction operations.

**(b)** Install only those traffic control devices needed for each stage
or phase.

**(c)** Relocate temporary traffic control devices as necessary.

**(d)** Remove devices that no longer apply to the existing conditions.

**(e)** Immediately replace any device that is lost, stolen, destroyed,
or inoperative.

**(f)** Keep temporary traffic control devices clean.

**(g)** Furnish and maintain traffic control devices that meet the
\"acceptable\" standard described in *Quality Standards for Work Zone
Traffic Control Devices* published by ATSSA. Amend the ATSSA standards
as follows:

**(1)** Repair or remove and replace \"marginal\" devices within 48
hours; and

**(2)** Repair or remove and replace \"unacceptable\" devices
immediately.

**(h)** Remove all temporary traffic control devices upon contract
completion or when approved.

**(i)** Furnish temporary traffic control devices that meet the NCHRP
Report 350, *Recommended Procedures for the Safety Performance
Evaluation of Highway Features*, for crashworthiness standards as
applicable.

**635.04 Advance Warning Arrow Panels.** Perform the work described
under MUTCD Part 6.

**635.05 Barricades.** Perform the work described under MUTCD Part 6.
Use type III, VII, VIII, or IX retroreflective sheeting.

**635.06 Cones and Tubular Markers.** Perform the work described under
MUTCD Part 6. Use 700 millimeter cones or tubular markers. Use type III,
or VI retroreflective sheeting.

**635.07 Construction Signs.** Use type III, VII, VIII, or IX
retroreflective sheeting. For roll-up signs, use type VI retroreflective
sheeting. Remove or completely cover all unnecessary signs with metal,
plywood, or other acceptable material.

Use crashworthy posts within the traversable area adjacent to traffic.
Install posts according to Section 633.

**635.08 Drums.** Perform work described in MUTCD Part 6. Use plastic
drums that are approximately 900 millimeters high and a minimum of 450
millimeters in diameter. Use type III or VI retroreflective sheeting.

**635.09 Flaggers.** Use flaggers certified by the American Traffic
Safety Services Association, the National Safety Council, the
International Municipal Signal Association, a state agency, or other
acceptable organization. Perform the work described under MUTCD Part 6.
Use type III, VII, VIII, or IX retroreflective sheeting on flagger
paddles. Do not use flags.

**635.10 Pilot Cars.** Perform the work described under MUTCD Part 6.
Use pilot car operators meeting the minimum qualifications of a flagger
according to Subsection 635.09. Mount a rotating amber beacon on the
roof of each pilot car. Do not use strobe light beacons.

**635.11 Temporary Barriers.** Perform the work described under MUTCD
Part 6. Use temporary barriers that meet NCHRP Report 350 and are new or
used provided they are not badly damaged. Lifting holes no larger than
100 millimeters or lifting loops are permitted. Individual sections may
vary in length.

Mount 75-millimeter minimum dimension white or yellow retroreflectors,
as applicable, to the top or side of the barrier on 7.5-meter centers.
Mount the retroreflectors at a uniform height at least 0.6 meters above
the pavement surface.

**635.12 Temporary Guardrail.** Construct temporary guardrail according
to Section 617.

Mount 75-millimeter minimum dimension white or yellow retroreflectors,
as applicable, to the top or side of the guardrail on 7.5-meter centers.
Mount the retroreflectors at a uniform height at least 0.6 meters above
the pavement surface.

**635.13 Temporary Pavement Markings and Delineation.** Before opening a
pavement surface to traffic, remove all conflicting pavement markings by
sandblasting or other methods that do not damage the surface or texture
of the pavement. Make the removal pattern uneven so it does not
perpetuate the outline of the removed pavement markings. Lightly coat
sandblasted or removal areas on asphalt surfaces with emulsified
asphalt.

Place and maintain temporary pavement markings that are neat, crack
free, true, straight, and unbroken. For temporary pavement markings, use
preformed retroreflective tape, traffic paint, or temporary raised
pavement markers as follows:

**(a) Preformed retroreflective tape.** Apply according to the
manufacturer\'s instructions. Remove all loose temporary preformed
retroreflective tape before placing additional pavement layers.

**(b) Traffic paint.** Do not apply temporary traffic paint to the final
surface. Apply traffic paint as the temporary pavement marking if no
work will be performed on the project for at least 30 consecutive days.
Apply temporary traffic paint at a 0.38‑millimeter minimum wet film
thickness (0.38 liters per square meter). Immediately apply type 1 glass
beads on the paint at a minimum rate of 0.7 kilograms per liter of
paint.

**(c) Raised pavement markers.** Do not use raised pavement markers
during seasonal suspensions. When chip seals, slurry seals, or tack
coats are used after marker placement, protect the markers with an
approved protective cover, which is removed after the asphalt material
is sprayed. Temporary raised pavement markers may be used as temporary
pavement markings as follows:

**(1) 3-meter broken line.** Four pavement markers spaced 1 meter apart
followed by a 9-meter gap.

**(2) 0.6-meter broken line.** Two pavement markers spaced 0.6 meter
apart followed by a 5.5-meter gap.

**(3) Solid line.** Pavement markers on 1.5-meter centers.

Remove all temporary raised pavement markers before placing additional
pavement layers.

Remove all temporary pavement markings from the surface course before
placing permanent pavement markings.

**635.14 Vertical Panels.** Perform the work described under MUTCD Part
6. Use type III, VII, VIII, or IX retroreflective sheeting.

**635.15 Warning Lights.** Perform the work described under MUTCD
Part 6. When type C, steady-burn, warning lights are installed on
barricades or drums and used in a series for delineation, use type A,
flashing, warning lights on the first 2 barricades or drums in the
series. Mount batteries for type B warning lights a maximum of 300
millimeters from ground or roadway surface as measured to top of the
battery casing.

**635.16 Shadow Vehicle.** Use a shadow vehicle (6800-kilogram gross
vehicle mass minimum) equipped with a truck-mounted attenuator (crash
cushion) attached to the rear of the vehicle, exterior flashing yellow
dome light, and an advance warning arrow panel. Use advance warning
arrow panel according to Subsection 635.04.

Use the shadow vehicle to provide physical protection to workers from
traffic approaching from the rear during moving operations (i.e.,
pavement markings, traffic control set up and removal, etc.). Use the
following procedures to close a lane of traffic. Alternate procedures
may be used if approved by the CO.

**(a)** Move the shadow vehicle to a point approximately 60 meters from
the first advance warning sign for the lane closure and stop on the
shoulder.

**(b)** Activate the flashing lights and flashing arrow panel. Begin the
arrow panel in the caution mode and after approximately 2 minutes
display the correct flashing pass arrow.

**(c)** Move the shadow vehicle (now acting as a protection vehicle)
along the shoulder to the first sign location, stopping approximately 30
meters before the sign location in a blocking position.

**(d)** Place the first sign then proceed to the next advance sign
location. Repeat Step (c) for the second sign and install that sign.
Repeat this procedure until all advance warning signs are installed.

**(e)** After installing all of the advanced warning signs for the lane
closure, move the shadow vehicle into the lane that is to be closed to a
position 30 meters in advance of the closing taper location. Install the
channelizing devices for the taper in the shielded lane.

**(f)** Move the shadow vehicle off the roadway and past the taper on
the shoulder and remain in position until the flashing arrow panel for
the closure (if one is to be provided) is placed and operating. Move the
shadow vehicle with the workers as they proceed to set up the remaining
devices as additional protection.

**635.17 Pavement Patch.** Use an asphalt mix according to Sections 404,
or 417 to repair potholes and rough spots in the traveled way before
reopening travel lanes to traffic.

**635.18 Portable Changeable Message Sign.** Conform to the MUTCD Part
6.

**635.19 Temporary Crash Cushions.** Use an FHWA-approved temporary
crash cushion conforming to the appropriate level of crashworthiness per
NCHRP Report 350*.* FHWA-approved crash cushions are available on the
FHWA Safety website. Install according to manufacturer's
recommendations.

**635.20 Temporary Signal System.** Use a temporary signal system
according to Section 636 and MUTCD Parts 4 and 6.

Use signal heads with three lenses, minimum 200 millimeters diameter,
indicating red, yellow, and green phases. Use a signal controller
capable of operating in either the solid red, solid green, or a
red/yellow/green mode for each signal.

**635.21 Temporary Fence.** Use temporary fence according to Section
619.

**635.22 Portable Rumble Strip.** Use a strip 3 meters long, 450
millimeters wide, and 30 millimeters high to alert drivers of an
approaching flagger station or work area.

**635.23 Opposing Traffic Lane Divider.** Use type III, VII, VIII, or IX
retroreflective sheeting.

**635.24 Steel Plates.** Use 25-millimeter or thicker steel plates
capable of safely carrying traffic. Secure the plates to the pavement to
prevent any movement.

**635.25 Acceptance.** Material (including signs, drums, barricades,
cones, tubular markers, crash cushions, concrete barriers, dividers,
fence, guardrail, pavement markings, rumble strips, traffic signals,
lights, and vertical panels) for temporary traffic control devices will
be evaluated under Subsections 106.02 and 106.03. Vehicles for pilot
cars and shadow vehicles will be evaluated under Subsection 106.02.

Placement of temporary traffic control devices will be evaluated under
Subsections 106.02 and 106.04.

Temporary traffic control services will be evaluated under Subsection
106.02.

Measurement

**635.26** Measure the Section 635 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable when
ordered by the CO and installed.

Measure temporary traffic control items only one time even if relocated
or replaced, except for items paid by the hour.

Measure advance warning arrow panels by the hour or by the each. When
measurement is by the hour, round portions of an hour up to the half
hour.

Measure barricades by the meter of width.

Measure construction signs by the square meter of front face sign panel.
Do not measure posts and temporary supports.

Measure flaggers, for each hour a person is actually performing the
work. Round portions of an hour up to the half hour. Measure time in
excess of 40 hours per week at the same rate as the first 40 hours.

Measure pilot cars (including operators) for each hour the car is
actually performing the work. Round portions of an hour up to the half
hour. Measure time measured in excess of 40 hours per week at the same
rate as the first 40 hours.

When there is a pay item for moving temporary barriers, do not measure
movement of temporary barriers for work access or the convenience of the
Contractor.

Measure temporary guardrail from center-to-center of end posts.

Measure temporary pavement markings for only one application of pavement
markings per lift. When temporary pavement markings are measured by the
meter or kilometer, measure the number of meters or kilometers of lines
applied along the centerline of each 100‑millimeter wide line applied
regardless of color. Measure solid lines from end to end of each
continuous line. Measure broken lines from end to end including gaps.
For line widths greater than 100 millimeters, adjust the measured length
of line in the ratio of the required width to 100 millimeters. When
temporary pavement markings are measured by the square meter, measure
the number of square meters of symbols or letter markings based on the
marking area shown in the contract or, if not shown, the area of each
marking measured in place to the nearest tenth of a square meter.

Measure temporary raised pavement markers one time for each lift of
pavement even if replaced. Measure temporary raised pavement markers
used at the option of the Contractor in lieu of temporary pavement
markings as equivalent temporary pavement markings and not as temporary
raised pavement markers.

Measure pavement marking removal of actual line removed. Do not measure
gaps.

Measure temporary crash cushions for each entire crash configuration.

When there is a pay item for moving temporary crash cushion, do not
measure movement of temporary crash cushion for work access or the
convenience of the Contractor.

Measure replacement barrels or cartridges for crash cushions for the
barrels or cartridges damaged by public traffic.

Payment

**635.27** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 635 pay items in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

Progress payments for temporary traffic control devices will be made as
follows:

**(a)** 50 percent of the unit bid price will be paid upon installation.

**(b)** An additional 25 percent of the unit bid price will be paid
following completion of 50 percent of the contract amount.

**(c)** Payment of the remaining portion of the unit bid price will be
paid when the temporary traffic control devices are removed from the
project.

Progress payments for items paid for by the hour will be paid at 100
percent of the unit bid price when ordered by the CO and furnished.

## Section 636. --- SIGNAL, LIGHTING, AND ELECTRICAL SYSTEMS

Description

**636.01** This work consists of installing, modifying, or removing
traffic signals, flashing beacons, highway lighting, sign illumination,
communication conduits, and electrical systems or provisions for future
systems.

Material

**636.02** Conform to the following Subsections:

Backer rod 712.01(g)

Electrical material 721.01

Lighting material 721.02

Precast concrete units 725.11(d)

Sealant 712.01(a)

Construction Requirements

**636.03 Regulations and Codes.** Furnish material and workmanship
conforming to the standards of the National Electrical Code, local
safety code, UL, and the National Electrical Manufacturers Association.

Obtain permits, arrange for inspections, and pay all fees necessary to
obtain electrical service.

Furnish luminaries with crashworthy supports.

Notify the CO, local traffic enforcement agency, local utility company,
or railroad company 7 days before any operational shutdown to coordinate
connections or disconnections to an existing utility or system.

**636.04 General.** At the preconstruction conference, submit a
certified cost breakdown of items involved in the lump sum for use in
making progress payments and price adjustments.

Fifteen days before installation, submit a list of proposed equipment
and material. Include the manufacturer\'s name, size, and identification
number of each item. Supplement the list with scale drawings, catalog
cuts, and wiring diagrams showing locations and details of equipment and
wiring.

The CO will establish the exact locations of the systems.

Remove structures and obstructions according to Section 203. Salvage all
material acceptable for reuse in the work. Perform excavation and
backfill work under Section 209. Construct concrete according to Section
601.

Where roadways are to remain open to traffic and existing systems will
be modified, maintain the existing systems in operation until final
connection to the modified circuit to minimize traffic disruptions.

**636.05 Conduit.** Cut conduit so the ends are smooth. Connect conduit
sections with couplings to butt the ends of both conduits squarely
against each other inside the couplings. Provide a metal expansion and
deflection fitting where conduit crosses a structural expansion joint.

Install conduits continuous between outlets with a minimum of couplings
to permit pulling conductors. Terminate conduit with bell fittings or
bushings. Furnish pull wires for conduits designated for future cable
installation.

Remove and replace crushed, deformed, or damaged conduit. Maintain
conduits clean and dry and protect ends of conduit with plugs, caps, or
fittings.

Size pull boxes to provide for termination of the conduit and connection
of the conductors.

**636.06 Installation of Signal and Lighting Systems.** Design the
control unit to energize the lighting circuit upon failure of any
component of its circuit. Furnish a control with an \"on\" level
adjustable between 11 and 54 lux. Operate luminaires with a series
circuit distribution system at a potential not exceeding 2400 volts.

Control lights and luminaires by photocell controls. For current less
than or equal to 10 amperes, furnish a photocell switch. For current
greater than 10 amperes, furnish a photocell switch operating a magnetic
relay for switching the lighting circuit.

**636.07 Loop Installation.** Do not install loops when the pavement is
wet. Saw cut, wire, and seal for loop wires on the same day. Do not
allow vehicular traffic to pass over an open saw cut unless covered by a
protective panel.

Saw clean, smooth, well-defined, 8-millimeter wide, and 45-millimeter
deep cuts without damaging the adjacent pavement. Overlap saw cuts to
provide full depth at all corners. Saw cut the lead-in to the pull box
as close as possible to the edge of pavement. Clean and dry saw cuts
according to Subsection 502.06(a).

Install the loop wire in one continuous length at the bottom of the cut.
Install without kinks, curls, or other damage to the wire or its
insulation. Replace any damaged wires. Hold the loop wire in place with
0.6-meter long backer rods.

Where the loop wire crosses a crack or joint, use a plastic sleeve which
extends 100 millimeters on each side of the crack or joint. Provide
extra loop wire in the sleeve for joint expansion and contraction.

Twist the loop lead-in wires 3 turns per meter from the loop to the pull
box. Color code the wires of each loop for identification of separate
loops. Coil 1 meter of lead-in pair slack in the pull box for each loop.

Before applying sealant, test the loop and lead-in for continuity and
resistance by applying a 1000-volt megger between each end of the loop
lead-in and the nearest reliable electrical ground. If no available
ground exists, establish a ground for the measurement. Record the
location and megger readings and submit readings and test equipment
data. Replace the loop if the megger reading is less than 10 megaohms or
the inductance is less than 60 microhenries or more than 100
microhenries.

Apply sealant to the saw cuts with the backer rods in place. Apply the
sealant in a manner which does not produce air bubbles. Remove excess
sealant and finish level with the pavement. Follow the manufacturer\'s
instructions for sufficient time for the sealant to harden before
allowing traffic to cross the loops.

Repeat the resistance and continuity test after sealant is applied.
Report the second test for comparison with the first report.

**636.08 Testing and Demonstration Period.** Before energizing any
portion of the system, demonstrate that the conductor system is clear
and free of all short circuits, open circuits, and unintentional
grounds. Repair or replace faulty circuits.

After energizing the system, demonstrate that all electrical components
work properly. Repair or replace faulty electrical components.

After completing electrical component tests, conduct a demonstration
test for 30 continuous days. Adjust and correct any deficiencies in the
system during the 30-day demonstration period. If any part of the system
is replaced or repaired, retest that part of the system for an
additional 30 days.

**636.09 Warranties, Guarantees, and Instruction Sheets.** When
installations are permanent, deliver manufacturers\' warranties,
guarantees, instruction sheets, and parts lists at the final inspection.

Upon completion of the work, also submit as-built drawings showing all
detail changes from the original plans.

**636.10 Relocations.** Use material equivalent to existing material,
unless present codes require different or improved material. Existing
material may be salvaged and reused, provided all material and
installation methods used meet the requirements of applicable codes and
ordinances.

**636.11 Acceptance.** Material for signal systems, lighting systems,
and electrical systems will be evaluated under Subsections 106.02 and
106.03.

Installation of signal systems, lighting systems, and electrical systems
will be evaluated under Subsections 106.02 and 106.04.

Structural excavation and backfill will be evaluated under Section 209.

Concrete will be evaluated under Section 601.

Measurement

**636.12** Measure the Section 636 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

For relocations, do not measure additional line or connections necessary
to place the fixture at the new location.

Payment

**636.13** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 636 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

Payment for lump sum items will be prorated based on the total work
completed.

## Section 637. --- FACILITIES AND SERVICES

Description

**637.01** This work consists of furnishing, installing, maintaining,
and removing facilities (including services) such as field offices and
residential housing for the exclusive use of Government personnel.

Construction Requirements

**637.02 General.** Provide the facilities and services beginning 14
days before project work begins and ending 21 days after final
acceptance. Facilities remain the property of the Contractor upon
completion of the contract.

Perform all site work to set up and remove facilities. Provide
weatherproof buildings or trailers in good condition. Facilities and
their location are subject to approval. Suitable commercial or private
facilities located near the project may be provided.

**637.03 Facilities.** Furnish facilities that are ample, safe,
sanitary, and include the appropriate electrical service, potable water
supply, toilet accommodations and waste disposal services. Pay utility
bills (electricity and water) promptly for all facilities. When
specified in the contract, provide local and long distance telephone
services. The Government will pay the cost of all telephone calls.
Conform to all applicable ordinances, safety codes, and regulations.

**(a) Field office.** Furnish and maintain a field office according to
Tables 637-1 and 637-2.

**(b) Residential housing.** Furnish and maintain residential housing
according to Tables 637-1 and 637-2. When the unit is part of a larger
building, separate units with partitions and furnish separate outside
doors with locks.

Table 637-1

Minimum Requirements for Field Facilities

+--------------------------------------------+-----------+-------------+
| **Property**                               | **Field** | **Re        |
|                                            |           | sidential** |
|                                            | *         |             |
|                                            | *Office** | **Housing** |
+--------------------------------------------+-----------+-------------+
| Floor space --- m²                         | 37        | 46          |
+--------------------------------------------+-----------+-------------+
| Locking outside door --- deadbolt with     | 1         | 1           |
| keys                                       |           |             |
+--------------------------------------------+-----------+-------------+
| Steps with slipproof tread and handrails   | ^(1)^     | ^(1)^       |
+--------------------------------------------+-----------+-------------+
| Windows with locks                         | 2         | 3           |
+--------------------------------------------+-----------+-------------+
| Total window area --- m²                   | 2.8       | 5.6         |
+--------------------------------------------+-----------+-------------+
| Ceiling height, 2.1 meter                  | √         | √           |
+--------------------------------------------+-----------+-------------+
| Rooms, including toilet room               | 4         | 5^(2)^      |
+--------------------------------------------+-----------+-------------+
| Room size, except toilet room - m²         | 9         | 9           |
+--------------------------------------------+-----------+-------------+
| Closet --- 1.2 m^3^                        |           | 2           |
+--------------------------------------------+-----------+-------------+
| Shelves, 300 mm depth - m²                 | 1.1       | 1.1         |
+--------------------------------------------+-----------+-------------+
| Electrical lighting                        | √         | √           |
+--------------------------------------------+-----------+-------------+
| Heat and air conditioning, maintain        | √         | √           |
| temperature of 22±4 ºC                     |           |             |
+--------------------------------------------+-----------+-------------+
| Adequate electrical outlets                | √         | √           |
+--------------------------------------------+-----------+-------------+
| Surge protectors                           | √         | √           |
+--------------------------------------------+-----------+-------------+
| Adequate electricity                       | √         | √           |
|                                            |           |             |
| (120 and 240 volt, 60 cycle as applicable) |           |             |
+--------------------------------------------+-----------+-------------+
| Adequate potable water supply              | √         | √           |
+--------------------------------------------+-----------+-------------+
| Drinking water cooler with water supply    | √         |             |
+--------------------------------------------+-----------+-------------+
| Sparkproof exhaust fan --- 0.6 m^3^/s      |           |             |
+--------------------------------------------+-----------+-------------+
| 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   | √         | √           |
+--------------------------------------------+-----------+-------------+
| 1.8 meter high chain link fence with gate  | √         | √           |
| around building and parking area           |           |             |
+--------------------------------------------+-----------+-------------+

\(1\) As required.

\(2\) Includes 2 bedrooms.

Table 637-2

Minimum Facility Furnishings and Services

+---------------------------------------+---------------+-------------+
| **Property**                          | **Field**     | **Re        |
|                                       |               | sidential** |
|                                       | **Office**    |             |
|                                       |               | **Housing** |
+---------------------------------------+---------------+-------------+
| Table                                 | 1             |             |
|                                       |               |             |
| > 750 mm wide x 2.4 m long x 750 mm   |               |             |
| > high                                |               |             |
+---------------------------------------+---------------+-------------+
| File cabinet, 2-drawer, fire          | 1             |             |
|                                       |               |             |
| resistant, metal, with lock           |               |             |
+---------------------------------------+---------------+-------------+
| File cabinet, 4-drawer, metal         | 1             |             |
+---------------------------------------+---------------+-------------+
| Desk --- 1.1 m^2^                     | 2             |             |
+---------------------------------------+---------------+-------------+
| Desk lamp                             | 2             |             |
+---------------------------------------+---------------+-------------+
| Office chair                          | 5             |             |
+---------------------------------------+---------------+-------------+
| Storage cabinet                       | 1             |             |
|                                       |               |             |
| > 1.8 m wide x 900 mm wide x 450 mm   |               |             |
| > high                                |               |             |
+---------------------------------------+---------------+-------------+
| Fire extinguisher                     | 1             | 2           |
+---------------------------------------+---------------+-------------+
| Refrigerator, 0.28 m^3^               |               | 1           |
+---------------------------------------+---------------+-------------+
| Range and oven, standard 900 mm       |               | 1           |
+---------------------------------------+---------------+-------------+
| Kitchen table with 2 chairs           |               | 1 set       |
+---------------------------------------+---------------+-------------+
| Sofa, 1.8 m                           |               | 1           |
+---------------------------------------+---------------+-------------+
| Coffee table                          |               | 1           |
+---------------------------------------+---------------+-------------+
| Easy chair                            |               | 1           |
+---------------------------------------+---------------+-------------+
| End table                             |               | 1           |
+---------------------------------------+---------------+-------------+
| Table lamp                            |               | 1           |
+---------------------------------------+---------------+-------------+
| Double bed                            |               | 2           |
+---------------------------------------+---------------+-------------+
| Night stand                           |               | 2           |
+---------------------------------------+---------------+-------------+
| Night stand lamp                      |               | 2           |
+---------------------------------------+---------------+-------------+
| Dresser, 4-drawer, 900 mm             |               | 2           |
+---------------------------------------+---------------+-------------+

**637.04 Acceptance.** Facilities and services will be evaluated under
Subsections 106.02 and 106.04.

Measurement

**637.05** Measure the Section 637 items listed in the bid schedule
according to Subsection 109.02.

Payment

**637.06** The accepted quantity, will be paid at the contract price per
unit of measurement for the Section 637 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

Progress payments for each facility will be paid as follows:

**(a)** 60 percent of the item amount will be paid after the facility is
accepted for occupancy.

**(b)** Payment of the remaining 40 percent of the item amount will be
paid after final acceptance or when CO determines the facility is no
longer needed.

# DIVISION 700 Materials

## Section 701. --- CEMENT

**701.01 Hydraulic Cement.** Do not mix cement brands or types. Furnish
cement according to the following:

**(a) Portland Cement.** Conform to AASHTO M 85, type I, II, or V.

**(b) Blended Hydraulic Cement.** Conform to AASHTO M 240, type IS, IP
P, I(PM) or I(SM).

**701.02 Masonry and Mortar Cement.**

**(a) Masonry Cement.** Conform to ASTM C 91, type N, S, or M.

**(b) Mortar Cement.** Conform to ASTM C 1329, type N, S, or M.

##  {#section-3 .unnumbered}

## Section 702. --- ASPHALT MATERIAL

**702.01 Asphalt Binder.** Conform to AASHTO M 20, M 226, or M320.
Conform to Subsection 702.04.

**702.02 Cut-Back Asphalt.** Conform to Subsection 702.04.

**(a) Rapid-curing.** Conform to AASHTO M 81.

**(b) Medium-curing.** Conform to AASHTO M 82.

**702.03 Emulsified Asphalt.** Conform to Subsection 702.04. When
specified for tack coat, an equivalent anionic grade emulsion may be
substituted for a cationic grade and vice versa. The sieve test in
AASHTO M 140 and M 208 is not required.

**(a) Anionic emulsions.** Conform to AASHTO M 140. For RS-1h and RS-2h,
conform to AASHTO M 140 for RS-1 and RS-2, except conform the following
for the penetration on the residue.

Ductility, 25 ºC, 50 mm/min, AASHTO T 51 40 mm min.

**(b) Cationic emulsions.** Conform to AASHTO M 208. For CRS-1h and
CRS-2h, conform to AASHTO M 208 for CRS-1 and CRS-2, except conform to
the following for the penetration on the residue.

Ductility, 25 ºC, 50 mm/min, AASHTO T 51 40 mm min.

**(c) Quick-setting emulsions.** Conform to AASHTO M208.

**(d) Polymer modified emulsions.** For micro-surfacing, mill or blend
the polymer material into the asphalt or emulsifier solution before the
emulsification process. Use a polymer quick set emulsified asphalt
conforming to AASHTO M 208, ISSA 143, and the following:

**(1)** Residue by distillation, AASHTO T 59 62%min.

**(2)** Softening Point, AASHTO T 53 57 °C min.

**(3)** Penetration at 25 °C, ASTM D 2397 40-90

**702.04 Application Temperatures.** Apply asphalt within the
temperature ranges shown in Table 702‑1.

Table 702-1

Application Temperatures - Range ºC

+--------------------------+----------------------+--------------------+
| **Type and Grade**       | **Temperature        |                    |
|                          | Ranges**             |                    |
| **of**                   |                      |                    |
|                          | **Minimum -          |                    |
| **Asphalt**              | Maximum**            |                    |
+--------------------------+----------------------+--------------------+
|                          | **Spraying**         | **Mixing**         |
|                          |                      |                    |
|                          | **Temperatures**     | **Temperatures     |
|                          |                      | ^(1)^**            |
+--------------------------+----------------------+--------------------+
| **Cut-back asphalt**     |                      |                    |
+--------------------------+----------------------+--------------------+
| > MC-30                  | 30 - ^(2)^           | ---                |
+--------------------------+----------------------+--------------------+
| > RC or MC-70            | 50 - ^(2)^           | ---                |
+--------------------------+----------------------+--------------------+
| > RC or MC-250           | 75 - ^(2)^           | 60 - 80^(3)^       |
+--------------------------+----------------------+--------------------+
| > RC or MC-800           | 95 - ^(2)^           | 75 - 100^(3)^      |
+--------------------------+----------------------+--------------------+
| > RC or MC-3000          | 110 - ^(2)^          | 80 - 115^(3)^      |
+--------------------------+----------------------+--------------------+
| **Emulsified asphalt**   |                      |                    |
+--------------------------+----------------------+--------------------+
| > RS-1                   | 20 - 60              | ---                |
+--------------------------+----------------------+--------------------+
| > RS-2                   | 50 - 85              | ---                |
+--------------------------+----------------------+--------------------+
| > MS-1                   | 20 - 70              | 20 - 70            |
+--------------------------+----------------------+--------------------+
| > MS-2, MS-2h            | ---                  | 20 - 70            |
+--------------------------+----------------------+--------------------+
| > HFMS-1, 2, 2h, 2s      | 20 - 70              | 10 - 70            |
+--------------------------+----------------------+--------------------+
| > SS-1, 1h, CSS-1, 1h    | 20 - 70^(4)^         | 20 - 70            |
+--------------------------+----------------------+--------------------+
| > CRS-1                  | 50 - 85              | ---                |
+--------------------------+----------------------+--------------------+
| > CRS-2                  | 60 - 85              | ---                |
+--------------------------+----------------------+--------------------+
| > CMS-2, CMS-2h          | 40 - 70              | 50 - 60            |
+--------------------------+----------------------+--------------------+
| **Asphalt binder**       |                      |                    |
+--------------------------+----------------------+--------------------+
| > All grades             | 185 max.             | 185 max.           |
+--------------------------+----------------------+--------------------+

\(1\) Temperature of mix immediately after discharge.

\(2\) The maximum temperature at which fogging or foaming does not
occur.

\(3\) Temperature may be above flash point. Take precautions to prevent
fire or

explosion.

\(4\) For fog seals and tack coats.

**702.05 Material for Dampproofing and Waterproofing Concrete and
Masonry Surfaces.**

**(a) Primer.** Conform to ASTM D 41.

**(b) Asphalt.** For mop coat, conform to ASTM D 449, type III.

**(c) Waterproofing fabric.** Furnish asphalt saturated fabric
conforming to ASTM D 173.

**(d) Mortar.** Conform to Subsection 712.05(b).

**(e) Asphalt plank.** Conform to ASTM D 517 and the following:

**(1) Thickness.** 32 millimeters.

**(2) Width.** 225±75 millimeters. Use only one width of plank for a
single structure except for necessary closers.

**(3) Length.** 1 to 2.5 meters. Use length that permit the laying of
planks to the best advantage on the surface to be covered.

**(f) Asphalt roll roofing.** Conform to ASTM D 224, type II.

**702.06 Recycling Agent.** Conform to AASHTO R 14 or use an approved
petroleum product additive that restores aged asphalt to the required
specifications.

**702.07 Asphalt Mastic.** Conform to AASHTO M 243.M.

**702.08 Antistrip Additive.** Conform to the following:

**(a) Type 1.** Furnish commercially produced, heat stable liquid
products that when added to an asphalt have the chemical and physical
properties to prevent separation of the asphalt from aggregates.

**(b) Type 2.** Furnish cement conforming to Subsection 701.01 or fly
ash conforming to Subsection 725.04.

**(c) Type 3.** Furnish lime conforming to AASHTO M 303.

**702.09 Evaluation Procedures for Asphalt.** Evaluate under Subsection
106.04 subject to the following:

**(a) Shipping container.** Before loading, examine the shipping
container and remove all remnants of previous cargos that may
contaminate the asphalt.

**(b) Delivery ticket.** Furnish with each shipment 2 copies of the
delivery 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; and

**(11)** Specific gravity at 15 ºC

**(c) Sampling procedures.** Obtain samples of asphalt according to
AASHTO T 40 at the applicable sampling location as follows:

**(1) Asphalt used in direct application on the road.** Take samples
from each shipping container at the time of discharge into distributors
or other conveyances on the project.

**(2) Asphalt initially discharged into storage tanks on the project.**
Take samples from the line between the storage tank and the distributor
or the mixing plant after each delivery. Take samples after a sufficient
period of circulation to ensure samples are representative of the
material in the storage tank.

**702.10 Cold Asphalt Mix.** Conform to ASTM D 4215.

Do not use an aggregate asphalt mix that strips. For patching mixes, use
an asphalt grade and mix that remains pliable and workable at -10 ºC.

## Section 703. --- AGGREGATE

**703.01 Fine Aggregate for Concrete.** Furnish sand conforming to
AASHTO M 6, class B including the reactive aggregate supplementary
requirement, except as amended or supplemented by the following:

**(a)** Material passing 75-µm sieve, AASHTO T 11 3.0% max.

**(b)** Sand equivalent value, AASHTO T 176, 75 min.

> alternate method no. 2, reference method

For lightweight fine aggregate, conform to AASHTO M 195.

**703.02 Coarse Aggregate for Concrete.** Conform to AASHTO M 80, class
A, except as amended or supplemented by the following:

**(a)** Los Angeles abrasion, AASHTO T 96 40% max.

**(b)** Adherent coating, FLH T 512 or ASTM D 5711 1.0% max.

**(c)** Grading, AASHTO M 43 All sizes except Nos. 8, 89, 9, or 10

For bridge decks or surface courses, do not use aggregates known to
polish or carbonate aggregates containing less than 25 percent by mass
of insoluble residue as determined by ASTM D 3042.

For lightweight coarse aggregate, conform to AASHTO M 195.

**703.03 Granular Backfill.** Furnish aggregate for the following
installations.

**(a) Underdrain pipe with geotextile.** Furnish granular backfill
conforming to AASHTO M 80, class E and AASHTO M 43, no. 3, 4, 5, 7, 57,
or 67.

**(b) Underdrain pipe without geotextile.** Furnish granular backfill
conforming to AASHTO M 6, except the soundness test is not required.

**703.04 Permeable Backfill.** Furnish either sand conforming to
Subsection 703.15 or coarse aggregate consisting of sound, durable
particles of gravel, slag, or crushed stone conforming to Table 703‑1.

Table 703 ‑ 1

Permeable Backfill Gradation

+----------------------------+-----------------------------------------+
| **Sieve Size**             | **Percent by Mass Passing**             |
|                            |                                         |
|                            | **Standard Sieves**                     |
|                            |                                         |
|                            | **(AASHTO T 11 and T 27)**              |
+----------------------------+-----------------------------------------+
| 75 mm                      | 100                                     |
+----------------------------+-----------------------------------------+
| 19.0 mm                    | 50 - 90                                 |
+----------------------------+-----------------------------------------+
| 4.75 mm                    | 20 - 50                                 |
+----------------------------+-----------------------------------------+
| 75 µm                      | 0.0 - 2.0                               |
+----------------------------+-----------------------------------------+

**703.05 Subbase, Base, and Surface Course Aggregate.**

**(a) General.** Furnish hard, durable particles or fragments of crushed
stone, crushed slag, or crushed gravel conforming the following:

**(1)** Los Angeles abrasion, AASHTO T 96 50% max.

**(2)** Sodium sulfate soundness loss (5 cycles), 12% max.

AASHTO T 104

**(3)** Durability index (coarse), AASHTO T 210 35 min.

**(4)** Durability index (fine), AASHTO T 210 35 min.

**(5)** Fractured faces, ASTM D 5821 50% min.

**(6)** Free from organic matter and lumps or balls of clay

Do not use material that breaks up when alternately frozen and thawed or
wetted and dried.

Obtain the aggregate gradation by crushing, screening, and blending
processes as necessary. Fine aggregate, material passing the 4.75
millimeter sieve, shall consist of natural or crushed sand and fine
mineral particles.

**(b) Subbase or base aggregate.** In addition to (a) above, conform to
the following:

**(1)** Gradation Table 703-2

**(2)** Liquid limit, AASHTO T 89 25 max.

<table>
<colgroup>
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<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 6%" />
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<col style="width: 6%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="6"><p>Table 703-2</p>
<p>Target value Ranges for Subbase and Base Gradation</p></td>
<td rowspan="5"><strong>Percent by Mass Passing Designated Sieve (AASHTO
T 27 and T 11)</strong></td>
<td rowspan="5"><strong>Grading Designation</strong></td>
<td><strong>E (Base)</strong></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>100<sup>(1)</sup></td>
<td></td>
<td>62 – 90 (6)</td>
<td>436 – 74 (6)</td>
<td>12 – 26 (4)</td>
<td>4.0 – 7.0 (3)</td>
<td rowspan="6">(1) Statistical procedures do not apply.</td>
<td rowspan="6">( ) The value in the parentheses is the allowable
deviation (±) from the target values..</td>
</tr>
<tr class="even">
<td><strong>D (Base)</strong></td>
<td></td>
<td></td>
<td></td>
<td>100<sup>(1)</sup></td>
<td>86 – 100 (6)</td>
<td></td>
<td>51 – 82 (6)</td>
<td>36 – 64 (6)</td>
<td>12 – 26 (4)</td>
<td>4.0 – 7.0 (3)</td>
</tr>
<tr class="odd">
<td><strong>C (Base)</strong></td>
<td></td>
<td>100<sup>(1)</sup></td>
<td></td>
<td>80 – 100 (6)</td>
<td>64 – 94 (6)</td>
<td></td>
<td>40 – 69 (6)</td>
<td>31 – 54 (6)</td>
<td></td>
<td>4.0 –7.0 (3)</td>
</tr>
<tr class="even">
<td><strong>B (Subbase)</strong></td>
<td></td>
<td>100<sup>(1)</sup></td>
<td>97 – 100<sup>(1)</sup></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>40 – 60 (8)</td>
<td></td>
<td>4.0 – 12.0 (4)</td>
</tr>
<tr class="odd">
<td><strong>A (Subbase)</strong></td>
<td>100<sup>(1)</sup></td>
<td>97 – 100<sup>(1)</sup></td>
<td></td>
<td>65 – 79 (6)</td>
<td></td>
<td>45 – 59 (7)</td>
<td></td>
<td>28 – 42 (6)</td>
<td>9 – 17 (4)</td>
<td>4.0 – 8.0 (3)</td>
</tr>
<tr class="even">
<td colspan="3"><strong>Sieve Size</strong></td>
<td>63 mm</td>
<td>50 mm</td>
<td>37.5 mm</td>
<td>25 mm</td>
<td>19 mm</td>
<td>12.5 mm</td>
<td>9.5 mm</td>
<td>4.75 mm</td>
<td>425 μm</td>
<td>75μm</td>
</tr>
</tbody>
</table>

**(c) Surface course aggregate.** In addition to (a) above, conform to
the following:

**(1)** Gradation and plasticity index, AASHTO T 90 Table 703-3

**(2)** Liquid limit, AASHTO T 89 35 max.

Do not furnish material that contains asbestos fibers.

Table 703-3

Target Value Ranges for

Surface Course Gradation and Plasticity Index

+---------------------------+------------------------------------------+
| **Sieve Size**            | **Percent by Mass Passing**              |
|                           |                                          |
|                           | **Designated Sieve**                     |
|                           |                                          |
|                           | **(AASHTO T 27 and T 11)**               |
+---------------------------+------------------------------------------+
| 25 mm                     | 100^(1)^                                 |
+---------------------------+------------------------------------------+
| 19 mm                     | 97 - 100^(1)^                            |
+---------------------------+------------------------------------------+
| 4.75 mm                   | 41 - 71 (7)                              |
+---------------------------+------------------------------------------+
| 425 µm                    | 12 - 28 (5)                              |
+---------------------------+------------------------------------------+
| 75 µm                     | 9 - 16 (4)                               |
+---------------------------+------------------------------------------+
| Plasticity index          | 8 (4)                                    |
+---------------------------+------------------------------------------+

> \(1\) Statistical procedures do not apply.
>
> ( ) The value in the parentheses is the allowable deviation (±) from
> the target values.

**703.06 Crushed Aggregate.** Furnish hard, durable particles or
fragments of crushed stone or gravel conforming to the size and quality
requirements for crushed aggregate material normally used locally in the
construction and maintenance of highways by Federal or State agencies.
Furnish crushed aggregate with a maximum size of 25 millimeters as
determined by AASHTO T 27 and T 11. Furnish crushed aggregate uniformly
graded from coarse to fine and free of organic matter, lumps or balls of
clay, and other deleterious matter.

**703.07 Hot Asphalt Concrete Pavement Aggregate.**

**(a) Coarse aggregate (retained on a 4.75-millimeter sieve).** Furnish
hard, durable particles or fragments of crushed stone, crushed slag, or
crushed gravel conforming to the following:

**(1)** Los Angeles abrasion, AASHTO T 96 40% max.

**(2)** Sodium sulfate soundness loss (5 cycles), 12% max.

AASHTO T 104

**(3)** Fractured faces, ASTM D 5821 75% min.

**(4)** Durability index (coarse), AASHTO T 210 35 min.

For the surface course, do not use aggregates known to polish or
carbonate aggregates containing less than 25 percent by mass of
insoluble residue when tested according to ASTM D 3042.

**(b) Fine aggregate (passing a 4.75-millimeter sieve).** Furnish
natural sand, stone screenings, slag screenings, or a combination
thereof conforming to AASHTO M 29 including sulfate soundness and the
following:

**(1)** Durability index (fine), AASHTO T 210 35 min.

**(2)** Sand equivalent value, AASHTO T 176, 45 min.

alternate method no. 2, reference method

**(c) Composite aggregate blend.** Size, grade, and combine the
aggregate fractions in mix proportions conforming to the following:

**(1)** Gradation Table 703‑4

**(2)** Clay lumps and friable particles, AASHTO T 112 1.0% max.

**(3)** Reasonably free from organic or other deleterious material

**(d) Lightweight aggregate (slag).** Furnish crushed slag conforming to
the quality requirements of AASHTO M 195. Do not use any other kind or
type of lightweight aggregate as defined in AASHTO M 195.

Table 703‑4

Target Value Ranges for

Hot Asphalt Concrete Pavement Aggregate Gradation

+------------+---------+---------+---------+---------+-------+-------+
| **Sieve**  | **      |         |         |         |       |       |
|            | Percent |         |         |         |       |       |
| **Size**   | by Mass |         |         |         |       |       |
|            | Passing |         |         |         |       |       |
|            | Des     |         |         |         |       |       |
|            | ignated |         |         |         |       |       |
|            | Sieve** |         |         |         |       |       |
|            |         |         |         |         |       |       |
|            | **      |         |         |         |       |       |
|            | (AASHTO |         |         |         |       |       |
|            | T 27    |         |         |         |       |       |
|            | and     |         |         |         |       |       |
|            | AASHTO  |         |         |         |       |       |
|            | T 11)** |         |         |         |       |       |
+------------+---------+---------+---------+---------+-------+-------+
|            | **      |         |         |         |       |       |
|            | Grading |         |         |         |       |       |
|            | Design  |         |         |         |       |       |
|            | ation** |         |         |         |       |       |
+------------+---------+---------+---------+---------+-------+-------+
|            | **A**   | **B**   | **C**   | **D**   | **E** | **F** |
+------------+---------+---------+---------+---------+-------+-------+
| 37.5 mm    | 1       |         |         |         |       |       |
|            | 00^(1)^ |         |         |         |       |       |
+------------+---------+---------+---------+---------+-------+-------+
| 25 mm      | 97-1    | 1       | 1       |         |       |       |
|            | 00^(1)^ | 00^(1)^ | 00^(1)^ |         |       |       |
+------------+---------+---------+---------+---------+-------+-------+
| 19 mm      | ---     | 97-1    | 97-1    | 1       | 100   |       |
|            |         | 00^(1)^ | 00^(1)^ | 00^(1)^ | ^(1)^ |       |
+------------+---------+---------+---------+---------+-------+-------+
| 12.5 mm    | ---     | 7       | \*(5)   | 97-1    | 9     |       |
|            |         | 6-88(5) |         | 00^(1)^ | 7-100 |       |
|            |         |         |         |         | ^(1)^ |       |
+------------+---------+---------+---------+---------+-------+-------+
| 9.5 mm     | 5       | ---     | \*(6)   | ---     | \*(5) | 100   |
|            | 3-70(6) |         |         |         |       | ^(1)^ |
+------------+---------+---------+---------+---------+-------+-------+
| 4.75 mm    | 4       | 4       | \*(7)   | 5       | \*(6) | 33-   |
|            | 0-52(6) | 9-59(7) |         | 7-69(6) |       | 47(6) |
+------------+---------+---------+---------+---------+-------+-------+
| 2.36 mm    | 2       | 3       | \*(5)   | 4       | \*(6) | 7-    |
|            | 5-39(4) | 6-45(5) |         | 1-49(6) |       | 13(4) |
+------------+---------+---------+---------+---------+-------+-------+
| 600 µm     | 1       | 2       | \*(4)   | 2       | \*(4) | ---   |
|            | 2-22(4) | 0-28(4) |         | 2-30(4) |       |       |
+------------+---------+---------+---------+---------+-------+-------+
| 300 µm     | 8-16(3) | 1       | \*(3)   | 1       | \*(3) | ---   |
|            |         | 3-21(3) |         | 3-21(3) |       |       |
+------------+---------+---------+---------+---------+-------+-------+
| 75 µm      | 3-8(2)  | 3-7(2)  | 3-8(2)  | 3-8(2)  | 3     | 2     |
|            |         |         |         |         | -8(2) | -4(2) |
+------------+---------+---------+---------+---------+-------+-------+

\(1\) Statistical procedures do not apply.

\* Contractor specified target value.

( ) The value in the parentheses is the allowable deviation (±) from the
target values.

**703.08 Open‑Graded Asphalt Friction Course Aggregate.** Conform to
Subsection 703.07 grading F and the following:

**(a)** 2 or more fractured faces, ASTM D 5821 75% min.

**(b)** 1 or more fractured faces, ASTM D 5821 90% min.

**(c)** Flakiness index, ASTM D 4791 30 max.

**703.09 Reserved.**

**703.10 Asphalt Surface Treatment Aggregate.** Furnish hard, durable
partiles or fragments of crushed stone, crushed slag, or crushed gravel.
Use only one type of aggregate on a project.

Size, grade, and combine the aggregate fractions in mix proportions
conforming to the following:

**(a)** Gradation Table 703-7

**(b)** Los Angeles abrasion, AASHTO T 96 40% max.

**(c)** Sodium sulfate soundness loss, 12% max.

AASHTO T 104

**(d)** Fractured faces, ASTM D 5821 90% min.

**(e)** Flat and elongated particles, 10% max.

1:3 ratio & 9.5 mm sieve calculated

by mass, weighted average, ASTM D 4791

**(f)** Durability index (coarse), AASHTO T 210 35 min.

**(g)** Durability index (fine), AASHTO T 210 35 min.

**(h)** Clay lumps and friable particles, AASHTO T 112 1.0% max.

Do not use lightweight aggregate according to AASHTO M 195.

Table 703‑7

Target Value Ranges for

Single and Multiple Course Surface Treatment Aggregate Gradation

+---------+---------+---------+---------+---------+---------+---------+
| **Sieve | **      |         |         |         |         |         |
| Size**  | Percent |         |         |         |         |         |
|         | by mass |         |         |         |         |         |
|         | passing |         |         |         |         |         |
|         | des     |         |         |         |         |         |
|         | ignated |         |         |         |         |         |
|         | sieve** |         |         |         |         |         |
|         |         |         |         |         |         |         |
|         | **      |         |         |         |         |         |
|         | (AASHTO |         |         |         |         |         |
|         | T 27    |         |         |         |         |         |
|         | and     |         |         |         |         |         |
|         | AASHTO  |         |         |         |         |         |
|         | T 11)** |         |         |         |         |         |
+---------+---------+---------+---------+---------+---------+---------+
|         | **      |         |         |         |         |         |
|         | Grading |         |         |         |         |         |
|         | Design  |         |         |         |         |         |
|         | ation** |         |         |         |         |         |
+---------+---------+---------+---------+---------+---------+---------+
|         | **A**   | **B**   | **C**   | **D**   | **E**   | **F**   |
+---------+---------+---------+---------+---------+---------+---------+
| 37.5 mm | 100(1)  |         |         |         |         |         |
+---------+---------+---------+---------+---------+---------+---------+
| 25 mm   | 90      | 100(1)  |         |         |         |         |
|         | -100(3) |         |         |         |         |         |
+---------+---------+---------+---------+---------+---------+---------+
| 19 mm   | 0-35(5) | 90      | 100(1)  |         |         |         |
|         |         | -100(3) |         |         |         |         |
+---------+---------+---------+---------+---------+---------+---------+
| 12.5 mm | 0-8(3)  | 0-35(5) | 90      | 100(1)  |         |         |
|         |         |         | -100(3) |         |         |         |
+---------+---------+---------+---------+---------+---------+---------+
| 9.5 mm  | ---     | 0-12(3) | 0-35(5) | 85      | 100(1)  | 100(1)  |
|         |         |         |         | -100(3) |         |         |
+---------+---------+---------+---------+---------+---------+---------+
| 4.75 mm | ---     | ---     | 0-12(3) | 0-35(5) | 85      | 85      |
|         |         |         |         |         | -100(3) | -100(1) |
+---------+---------+---------+---------+---------+---------+---------+
| 2.36 mm | ---     | ---     | ---     | 0-8(3)  | 0-23(4) | ---     |
+---------+---------+---------+---------+---------+---------+---------+
| 75 µm   | 0-1(1)  | 0-1(1)  | 0-1(1)  | 0-1(1)  | 0-1(1)  | 0-10(1) |
+---------+---------+---------+---------+---------+---------+---------+

\(1\) Statistical procedures do not apply.

( ) The value in the parentheses is the allowable deviation (±) from the
target values.

**703.11 Slurry Seal and Micro-Surfacing Aggregate.** Furnish natural or
manufactured sand, slag, crushed fines, or other mineral aggregate
conforming to AASHTO M 29 and the following:

**(a) Slurry seal aggregate.**

**(1)** Gradation Table 703-8

**(2)** Los Angeles abrasion, AASHTO T 96 35% max.

**(3)** Sand equivalent value, AASHTO T 176, 45 min.

> alternate method no. 2, reference method

**(4)** Smooth textured sand with \< 1.25% 50% max.

water absorption content by weight

of total combined aggregate

**(b) Micro-surfacing aggregate.**

**(1)** Gradation, type II or III Table 703-8

**(2)** Los Angeles abrasion, AASHTO T 96 30% max.

**(3)** Sand equivalent value, AASHTO T 176, 65 min.

> alternate method no. 2, reference method

**(4)** Sodium sulfate soundness, AASHTO T 104

Using NA~2~SO~4~ 15 max.

Using MgSO~4~ 25 max.

Table 703‑8

Slurry Seal and Micro-Surfacing Aggregate

Gradation^(1)^ and Application Rates^(2)^

+---------------------+---------------+---------------+----------------+
| **Sieve Size**      | **Percent by  |               |                |
|                     | mass passing  |               |                |
|                     | designated    |               |                |
|                     | sieve**       |               |                |
|                     |               |               |                |
|                     | **(AASHTO T   |               |                |
|                     | 27 and AASHTO |               |                |
|                     | T 11)**       |               |                |
+---------------------+---------------+---------------+----------------+
|                     | **Type of     |               |                |
|                     | Slurry Seal** |               |                |
+---------------------+---------------+---------------+----------------+
|                     | **I**         | **II**        | **III**        |
+---------------------+---------------+---------------+----------------+
|                     | **Gradation   |               |                |
|                     | R             |               |                |
|                     | equirements** |               |                |
+---------------------+---------------+---------------+----------------+
| 9.5 mm              | ---           | 100           | 100            |
+---------------------+---------------+---------------+----------------+
| 4.75 mm             | 100           | 90-100        | 70-90          |
+---------------------+---------------+---------------+----------------+
| 2.36 mm             | 90-100        | 65-90         | 45-70          |
+---------------------+---------------+---------------+----------------+
| 1.18 mm             | 65-90         | 45-70         | 28-50          |
+---------------------+---------------+---------------+----------------+
| 600 µm              | 40-65         | 30-50         | 19-34          |
+---------------------+---------------+---------------+----------------+
| 300 µm              | 25-42         | 18-30         | 12-25          |
+---------------------+---------------+---------------+----------------+
| 150 µm              | 15-30         | 10-21         | 7-18           |
+---------------------+---------------+---------------+----------------+
| 75 µm               | 10-20         | 5-15          | 5-15           |
+---------------------+---------------+---------------+----------------+
| Application         | 3.3 - 5.5     | 5.5 - 8.2     | 8.2 or more    |
| Rate^(2)^, kg/m²    |               |               |                |
+---------------------+---------------+---------------+----------------+

\(1\) Statistical procedures do not apply.

\(2\) Based on the dry mass of the aggregate.

**703.12 Choker Aggregate.** Furnish hard durable particles or fragments
of crushed gravel or crushed stone conforming to the following:

**(a)** Gradation Table 703-9

**(b)** Sand equivalent value, AASHTO T 176, 75 min.

> alternate method no. 2, reference method

**(c)** Free from organic matter and clay balls

Table 703‑9

Choker Aggregate Gradation^(1)^

+---------------------------+------------------------------------------+
| **Sieve Size**            | **Percent by Mass Passing**              |
|                           |                                          |
|                           | **Designated Sieve**                     |
|                           |                                          |
|                           | **(AASHTO T 27 and T 11)**               |
+---------------------------+------------------------------------------+
| 9.5 mm                    | 100                                      |
+---------------------------+------------------------------------------+
| 4.75 mm                   | 70 - 100                                 |
+---------------------------+------------------------------------------+
| 75 µm                     | 0.0 - 5.0                                |
+---------------------------+------------------------------------------+

\(1\) Statistical procedures do not apply.

**703.13 Blotter.** Furnish sound durable particles of gravel or crushed
stone conforming to the following:

**(a)** Material passing 9.5-mm sieve, AASHTO T 27 100%

**(b)** Liquid limit, AASHTO T 89 25 max.

**(c)** Free of organic matter and clay balls

**703.14 Aggregate for Aggregate-Topsoil Course.** Conform to the
following:

**(a)** Gradation AASHTO M 43, no. 57

**(b)** Quality AASHTO M 80, class E

**703.15 Sand.** Furnish clean material conforming to the following:

**(a)** Gradation AASHTO M 6

**(b)** Deleterious substances ASHTO M 6 class B

**703.16 Aggregate for Lean Concrete Backfill.** Furnish hard, clean,
durable, nonplastic, nonorganic, nonreactive aggregate.

**703.17 Superpave Asphalt Concrete Pavement Aggregate.** Furnish hard,
durable particles or fragments of crushed stone, crushed slag, or
crushed gravel conforming to the following:

**(a)** Los Angeles abrasion, AASHTO T 96 35% max.

**(b)** Sodium sulfate soundness loss of coarse 12% max.

and fine aggregate (5 cycles), AASHTO T 104

**(c)** Fractured faces, Table 703-10

ASTM D 5821

**(d)** Fine aggregate angularity, AASHTO T 304, Table 703-11

method A

**(e)** Flat and elongated particles, 3 to 1 ratio, Table 703-11

ASTM D 4791

**(f)** Sand equivalent value, AASHTO T 176, Table 703-11

alternate method no. 2, reference method

**(g)** Gradation See Table 703-12. Size, grade, and combine the
aggregate fractions in mix proportions that result in a composite blend
between the control points. Nominal maximum size is one sieve size
greater than the first sieve to retain more than 10 percent of the
combined aggregate. Test according to AASHTO T 11 and AASHTO T 27.

For the surface course, do not use aggregates known to polish or
carbonate aggregates containing less than 25 percent by mass of
insoluble residue when tested according to ASTM D 3042.

Table 703-10

Fractured Faces Coarse Aggregate Requirement

+-----------------------+-----------------------+-----------------------+
| **Traffic, million**  | **Depth from          |                       |
|                       | Surface**             |                       |
| **ESALs**             |                       |                       |
|                       | **Percent (minimum)** |                       |
+-----------------------+-----------------------+-----------------------+
|                       | **≤ 100 mm**          | **\> 100 mm**         |
+-----------------------+-----------------------+-----------------------+
| \< 0.3                | 55/-                  | -/-                   |
+-----------------------+-----------------------+-----------------------+
| 0.3 - \< 3            | 75/-                  | 50/-                  |
+-----------------------+-----------------------+-----------------------+
| \- \< 10              | 85/80                 | 60/-                  |
+-----------------------+-----------------------+-----------------------+
| \> 3 - 10             | 85/80                 | 60/-                  |
+-----------------------+-----------------------+-----------------------+
| 10 - \< 30            | 95/90                 | 80/75                 |
+-----------------------+-----------------------+-----------------------+
| ≥ 30                  | 100/100               | 95/90                 |
+-----------------------+-----------------------+-----------------------+

**Note:** \"85/80\" denotes that 85 percent of coarse aggregate has one
fractured face and 80 percent has two fractured faces.

Table 703-11

Superpave Aggregate Requirements

  ------------- --------------- -------------- ------------- --------------
  **Design      **Uncompacted                  **Sand        Flat and
  ESALs         Void Content of                Equivalent    Elongated
  (million)**   Fine Aggregate                 minimum**     (Percent),
                (percent),                                   maximum 3:1
                minimum**                                    Ratio

                **≤100 mm**     **\> 100 mm**                

  \< 3          40              40             40            10

  3 to \< 10    45              40             45            

  10 to \< 30   45              40             45            

  ≥ 30          45              45             50            
  ------------- --------------- -------------- ------------- --------------

Table 703-12

Superpave Aggregate Gradation

  ------------ --------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------
  **Sieve      **Nominal                                                                         
  Size**       Maximum                                                                           
               Aggregate Size                                                                    
               -- Percent                                                                        
               Passing**                                                                         

               **Grading                                                                         
               Designation**                                                                     

               **25.0 mm**                **19.0                **12.5                **9.5 mm** 
                                          mm**                  mm**                             

               **Min.**        **Max.**   **Min.**   **Max.**   **Min.**   **Max.**   **Min.**   **Max.**

  37.5 mm      100                                                                               

  25.0 mm      90              100        100                                                    

  19.0 mm      \*              \*         90         100        100                              

  12.5 mm      \*              \*         \*         \*         90         100        100        

  9.5 mm       \*              \*         \*         \*         \*         \*         90         100

  4.75 mm      \*              \*         \*         \*         \*         \*         \*         \*

  2.36 mm      \*              \*         \*         \*         \*         \*         \*         \*

  600 µm       \*              \*         \*         \*         \*         \*         \*         \*

  300 µm       \*              \*         \*         \*         \*         \*         \*         \*

  75 µm        3               8          3          8          3          8          3          8
  ------------ --------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------

**\*** Contractor specified target values. See Table 703-13 for
allowable deviations.

Table 703-13

Allowable Deviations for Target Value Gradations

  ---------------------- ------------------------- -----------------------
  **Gradation Range**                              **Allowable Deviation**

  **Minimum**            **Maximum**               

  70.1                   89.9                      4

  60.1                   70.0                      5

  55.1                   60.0                      6

  45.1                   55.0                      7

  40.1                   45.0                      6

  30.1                   40.0                      5

  21.1                   30.0                      4

  8.1                    21.0                      3

  0                      8.0                       2
  ---------------------- ------------------------- -----------------------

Table 703-14

Coarse and Fine Gradation Classification

  --------------------- ------------- ------------ ----------- -----------
  **Nominal Maximum     **Primary                              
  Aggregate Size**      Control Sieve                          
                        (PCS) for                              
                        Mixture                                
                        Nominal                                
                        Maximum Sieve                          
                        Size**                                 

                        **25.0 mm**   **19.0 mm**  **12.5 mm** **9.5 mm**

  **PCS**               4.75 mm       4.75 mm      2.36 mm     2.36 mm

  **PCS Control Point   40            47           39          47
  (% Passing)**                                                
  --------------------- ------------- ------------ ----------- -----------

**703.18 Shotcrete Aggregate.** For fine aggregate, furnish rounded
particles conforming to Subsection 703.01. For coarse aggregate, conform
to AASHTO M 80, class B, except as amended or supplemented by the
following:

**(a)** Los Angeles abrasion, AASHTO T 96 40 % max.

**(b)** Adherent coating, FLH T 512 1.0 % max.

Combine the aggregates to meet the designated gradation in Table 703-15

Table 703 - 15

Shotcrete Gradation Limits for Combined Aggregates

+-----------+---------------+-------------------+---------------------+
| **Sieve   | **Percent by  |                   |                     |
| Size**    | Mass Passing  |                   |                     |
|           | Designated    |                   |                     |
|           | Sieve**       |                   |                     |
|           |               |                   |                     |
|           | **(AASHTO T   |                   |                     |
|           | 27)**         |                   |                     |
+-----------+---------------+-------------------+---------------------+
|           | **Grading     |                   |                     |
|           | Designation** |                   |                     |
+-----------+---------------+-------------------+---------------------+
|           | **A**         | **B**             | **C**               |
+-----------+---------------+-------------------+---------------------+
| 19 mm     | ---           | ---               | 100                 |
+-----------+---------------+-------------------+---------------------+
| 12.5 mm   | ---           | 100               | 80-95               |
+-----------+---------------+-------------------+---------------------+
| 9.5 mm    | 100           | 90-100            | 70-90               |
+-----------+---------------+-------------------+---------------------+
| 4.75 mm   | 95-100        | 70-85             | 50-70               |
+-----------+---------------+-------------------+---------------------+
| 2.36 mm   | 80-100        | 50-70             | 35-55               |
+-----------+---------------+-------------------+---------------------+
| 1.18 mm   | 50-85         | 35-55             | 20-40               |
+-----------+---------------+-------------------+---------------------+
| 600 µm    | 25-60         | 20-35             | 10-30               |
+-----------+---------------+-------------------+---------------------+
| 300 µm    | 10-30         | 8-20              | 5-17                |
+-----------+---------------+-------------------+---------------------+
| 150 µm    | 2-10          | 2-10              | 2-10                |
+-----------+---------------+-------------------+---------------------+

**703.19 Recycled Asphalt Pavement.** Furnish recycled asphalt pavement
that is processed in some form (by crushing and screening) to produce a
well graded gradation and asphalt content. Process recycled asphalt
pavement so that no particle in the mixture made with recycled asphalt
pavement will exceed the mixture maximum aggregate size at the time of
production. Millings will be considered processed provided they have a
uniform gradation and asphalt content. Provide recycled asphalt pavement
material with a maximum of 2 percent deleterious materials.

## Section 704. --- SOIL

**704.01 Foundation Fill.** Furnish granular material free of excess
moisture, frozen lumps, roots, sod, or other deleterious material and
conforming to the following:

**(a)** Maximum particle size 50-mm

**(b)** Soil classification, AASHTO M 145 A-1-a

**(c)** Material passing 75-µm sieve, 6% max.

AASHTO T 27 and T 11

**704.02 Bedding Material.** Furnish material free of excess moisture,
muck, frozen lumps, roots, sod, or other deleterious material conforming
to the following:

**(a)** Maximum particle size 12.5 mm or half the corrugation

> depth, whichever is smaller

**(b)** Soil classification, AASHTO M 145 A-1, A-2-4, A-2-5, or A-3

**704.03 Backfill Material.** Furnish a well-graded, compactable
material free of excess moisture, muck, frozen lumps, roots, sod, or
other deleterious material conforming to the following:

**(a) For all structures and pipes other than plastic pipe:**

**(1)** Maximum particle size 75 mm

**(2)** Soil classification, AASHTO M 145 A-1, A-2, or A-3

**(b) For plastic pipe:**

**(1)** Maximum particle size 37.5 mm

**(2)** Soil classification, AASHTO M 145 A-1, A-2-4, A-2-5,

> or A-3

**704.04 Structural Backfill.** Furnish free draining granular material
free of excess moisture, muck, frozen lumps, roots, sod, or other
deleterious material conforming to the following:

**(a)** Maximum particle size 75 mm

**(b)** Material passing 75-µm sieve, 15% max.

AASHTO T 27 and T 11

**(c)** Liquid limit, AASHTO T 89 30% max.

**704.05 Topping.** Furnish a granular material free of excess moisture,
muck, frozen lumps, roots, sod, or other deleterious material conforming
to the following:

**(a)** Maximum particle size 100 mm

**(b)** Soil classification, AASHTO M 145 A‑1 or A-2-4

**704.06 Unclassified Borrow**. Furnish granular material free of excess
moisture, muck, frozen lumps, roots, sod, or other deleterious material
conforming to the following:

**(a)** Maximum particle size 600 mm

**(b)** Soil classification, AASHTO M 145 A‑1, A-3, or A‑2‑4

**704.07 Select Borrow.** Furnish granular material free of excess
moisture, muck, frozen lumps, roots, sod, or other deleterious material
conforming to the following:

**(a)** Gradation Table 704-1

**(b)** Liquid limit, AASHTO T 89 30 max.

Table 704-1

Select Borrow Gradation

+---------------------------+------------------------------------------+
| **Sieve Size**            | **Percent by Mass Passing Designated     |
|                           | Sieve**                                  |
|                           |                                          |
|                           | **(AASHTO T 27)**                        |
+---------------------------+------------------------------------------+
| 75 mm                     | 100                                      |
+---------------------------+------------------------------------------+
| 25.0 mm                   | 70-100                                   |
+---------------------------+------------------------------------------+
| 4.75 mm                   | 30-70                                    |
+---------------------------+------------------------------------------+
| 75 µm                     | 0-5                                      |
+---------------------------+------------------------------------------+

**704.08 Select Topping.** Furnish granular material free of excess
moisture, muck, frozen lumps, roots, sod, or other deleterious material
conforming to the following:

**(a)** Gradation, well graded coarse to fine Table 704-2

**(b)** Liquid limit, AASHTO T 89 30 max.

Table 704-2

Select Topping Gradation

+---------------------------+------------------------------------------+
| **Sieve Size**            | **Percent by Mass Passing Designated     |
|                           | Sieve**                                  |
|                           |                                          |
|                           | **(AASHTO T 27 and T 11)**               |
+---------------------------+------------------------------------------+
| 75 mm                     | 100                                      |
+---------------------------+------------------------------------------+
| 75 µm                     | 0-15                                     |
+---------------------------+------------------------------------------+

**704.09 Bed Course.** Furnish porous, free‑draining granular material
free of excess moisture, muck, frozen lumps, roots, sod, or other
deleterious material conforming to the following:

**(a)** Gradation, well graded coarse to fine Table 704-3

**(b)** Liquid limit, AASHTO T 89 30 max.

Table 704-3

Bed Course Gradation

+-------------------------+--------------------------------------------+
| **Sieve Size**          | **Percent by Mass Passing Designated       |
|                         | Sieve**                                    |
|                         |                                            |
|                         | **(AASHTO T 27 and T 11)**                 |
+-------------------------+--------------------------------------------+
| 12.5 mm                 | 100                                        |
+-------------------------+--------------------------------------------+
| 75 µm                   | 0 - 10                                     |
+-------------------------+--------------------------------------------+

**704.10 Select Granular Backfill.** Furnish sound, durable, granular
material free from organic matter or other deleterious material. Conform
to the following:

**(a) Quality requirements.**

**(1)** Gradation Table 704-4

**(2)** Angle of internal friction 34° min.

on the portion passing the 2-mm sieve,

AASHTO T 236

**Note:** Compact samples for AASHTO T 236 to 95 percent of the maximum
density determined according to AASHTO T 99, method C or D and corrected
for oversized material according to AASHTO T 99, Note 9.

**(3)** Sodium sulfate soundness loss (5 cycles), 15% max.

AASHTO T 104

**(4)** Plasticity index, AASHTO T 90 6 max.

**(b) Electrochemical requirements for MSE walls with metallic
reinforcements.**

**(1)** Resistivity, AASHTO T 288 3000 Ωcm min.

**(2)** pH, AASHTO T 289 5.0 to 10.0

**(3)** Sulfate content, AASHTO T 290 200 ppm max.

**(4)** Chloride content, AASHTO T 291 100 ppm max.

**Note:** Tests for sulfate and chloride content are not required when
resistivity is greater than 5000 ohm centimeters.

**(c) Electrochemical requirements for MSE walls with geosynthetic
reinforcements.**

pH, AASHTO T 289 5.0 to 10.0

Table 704-4

Select Granular Backfill Gradation

  --------------------------- -------------------------------------------
  **Sieve Size**              **Percent by Mass Passing Designated Sieve
                              (AASHTO T 27 and T 11)**

  100 mm                      100

  425 µm                      0 - 60

  75 µm                       0 - 15
  --------------------------- -------------------------------------------

**704.11 Reserved.**

**704.12 Crib Wall Backfill.** Furnish material according to Subsection
704.10, except conform to the gradation in Table 704-5.

Table 704-5

Crib Wall Backfill Gradation

+---------------------------+------------------------------------------+
| **Sieve Size**            | **Percent by Mass Passing Designated     |
|                           | Sieve**                                  |
|                           |                                          |
|                           | **(AASHTO T 27 and T 11)**               |
+---------------------------+------------------------------------------+
| 75 mm                     | 100                                      |
+---------------------------+------------------------------------------+
| 4.75 mm                   | 25 - 70                                  |
+---------------------------+------------------------------------------+
| 300 µm                    | 5 - 20                                   |
+---------------------------+------------------------------------------+
| 75 µm                     | 0 - 5                                    |
+---------------------------+------------------------------------------+

## Section 705. --- ROCK

**705.01 Gabion and Revet Mattress Rock.** Furnish hard, durable rock
that is resistant to weathering and reasonably free of organic and spoil
material. Conform to the following:

**(a)** Coarse durability index, AASHTO T 210 52 min.

**(b)** Unit mass of a filled basket 1600 kg/m^3^ min.

**(c)** Gradation:

**(1)** Baskets 0.3 meters or greater in the vertical dimension.

*(a)* Maximum dimension 200 mm

*(b)* Minimum dimension 100 mm

**(2)** Baskets less than 0.3 meters in the vertical dimension.

*(a)* Maximum dimension 150 mm

*(b)* Minimum dimension 75 mm

**705.02 Riprap Rock.** Furnish hard, durable, angular rock that is
resistant to weathering and water action and free of organic or other
unsuitable material. Do not use shale, rock with shale seams, or other
fissile or fissured rock that may break into smaller pieces in the
process of handling and placing. Conform to the following:

**(a)** Apparent specific gravity, AASHTO T 85 2.50 min.

**(b)** Absorption, AASHTO T 85 4.2% max.

**(c)** Coarse durability index, AASHTO T 210 50 min.

**(d)** Gradation for the class specified Table 705-1

Table 705-1

Gradation Requirements for Riprap

+---------+-------------------+-------------------+-------------------+
| **      | **Percent of Rock | **Mass**          | **Approximate     |
| Class** | by Mass**         |                   | Cubic**           |
|         |                   | **Kg**            |                   |
|         |                   |                   | **Di              |
|         |                   |                   | mension^(2)(3)^** |
|         |                   |                   |                   |
|         |                   |                   | **mm**            |
+---------+-------------------+-------------------+-------------------+
| 1       | 20                | 10 to 15          | 150 to 200        |
+---------+-------------------+-------------------+-------------------+
|         | 30                | 5 to 10           | 125 to 150        |
+---------+-------------------+-------------------+-------------------+
|         | 40                | 0.5 to 5          | 50 to 125         |
+---------+-------------------+-------------------+-------------------+
|         | 10 ^(1)^          | 0 to 0.5          | 0 to 50           |
+---------+-------------------+-------------------+-------------------+
| 2       | 20                | 25 to 50          | 200 to 250        |
+---------+-------------------+-------------------+-------------------+
|         | 30                | 10 to 25          | 150 to 200        |
+---------+-------------------+-------------------+-------------------+
|         | 40                | 1 to 10           | 75 to 150         |
+---------+-------------------+-------------------+-------------------+
|         | 10 ^(1)^          | 0 to 1            | 0 to 75           |
+---------+-------------------+-------------------+-------------------+
| 3       | 20                | 100 to 150        | 350 to 400        |
+---------+-------------------+-------------------+-------------------+
|         | 30                | 50 to 100         | 250 to 350        |
+---------+-------------------+-------------------+-------------------+
|         | 40                | 5 to 50           | 125 to 250        |
+---------+-------------------+-------------------+-------------------+
|         | 10 ^(1)^          | 0 to 5            | 0 to 125          |
+---------+-------------------+-------------------+-------------------+
| 4       | 20                | 250 to 350        | 450 to 500        |
+---------+-------------------+-------------------+-------------------+
|         | 30                | 100 to 250        | 350 to 450        |
+---------+-------------------+-------------------+-------------------+
|         | 40                | 10 to 100         | 150 to 350        |
+---------+-------------------+-------------------+-------------------+
|         | 10 ^(1)^          | 0 to 10           | 0 to 150          |
+---------+-------------------+-------------------+-------------------+
| 5       | 20                | 700 to 1000       | 650 to 700        |
+---------+-------------------+-------------------+-------------------+
|         | 30                | 350 to 700        | 500 to 650        |
+---------+-------------------+-------------------+-------------------+
|         | 40                | 25 to 350         | 200 to 500        |
+---------+-------------------+-------------------+-------------------+
|         | 10 ^(1)^          | 0 to 25           | 0 to 200          |
+---------+-------------------+-------------------+-------------------+
| 6       | 20                | 850 to 1600       | 700 to 850        |
+---------+-------------------+-------------------+-------------------+
|         | 30                | 500 to 850        | 550 to 700        |
+---------+-------------------+-------------------+-------------------+
|         | 40                | 50 to 500         | 250 to 550        |
+---------+-------------------+-------------------+-------------------+
|         | 10 ^(1)^          | 0 to 50           | 0 to 250          |
+---------+-------------------+-------------------+-------------------+

\(1\) Furnish spalls and rock fragments graded to provide a stable dense
mass.

\(2\) The volume of a rock with these cubic dimensions has a mass
approximately equal to the specified rock mass.

\(3\) Furnish rock with breadth and thickness at least one-third its
length.

**705.03 Rock for Masonry Structures.** Furnish sound, durable rock that
is native to the vicinity of the work or is similar in texture and color
to the native rock and has been proven satisfactory for the intended
use.

Furnish dimensioned masonry rock free of reeds, rifts, seams,
laminations, and minerals that may cause discoloration or deterioration
from weathering.

**(a) Sizes and shapes.** Do not use rock with depressions or
projections that might weaken it or prevent it from being properly
bedded.

When no dimensions are shown on the plans, furnish the rocks in the
sizes and face areas necessary to produce the general characteristics
and appearance indicated on the plans.

Unless otherwise specified, furnish rock fragments with the following
dimensions:

**(1)** Minimum thickness 125 mm

**(2)** Minimum width 300 mm or 1½ times the thickness, whichever is
greater

**(3)** Minimum length 1½ times the width

**(4)** Rocks with volume ≥ 0.03 m^3^ 50% min.

When headers are required, furnish headers with lengths no less than the
width of bed of the widest adjacent stretcher plus 300 millimeters.

**(b) Dressing.** Remove all thin or weak portions. Dress face rock bed
and joint lines to a maximum variation from true line as follows:

**(1)** Rubble masonry 40 mm

**(2)** Class B masonry 20 mm

**(3)** Class A masonry 5 mm

**(4)** Dimensioned masonry Reasonably true

**(c) Bed surfaces.** Dress face rock bed surfaces normal to the face to
a depth of 75 millimeters. Beyond that point, the departure from normal
may not exceed 25 millimeters in 300 millimeters for dimensioned masonry
or 50 millimeters in 300 millimeters for all other classes.

**(d) Joint surfaces.** For dimensioned masonry, dress face rock joint
surfaces normal to the bed surface. For all other classes of masonry,
dress face rock joint surfaces to form an angle with the bed surface of
not less than 45 degrees.

Dress face rock joint surfaces normal to the face to a depth of 50
millimeters. Beyond that point, the departure from normal may not exceed
25 millimeters in 300 millimeters.

Do not round corners at the meeting of the bed and joint lines in excess
of the following radii:

**(1)** Rubble masonry 40 mm

**(2)** Class B masonry 25 mm

**(3)** Class A masonry No rounding

**(4)** Dimensioned masonry No rounding

**(e) Arch ring rock joint surfaces.** Dress ring rock joint surfaces
radial to the arch or normal to the front face to a depth of 75
millimeters. Beyond that point, the departure from the radial or normal
may not exceed 20 millimeters in 300 millimeters.

Dress the back surface adjacent to the arch barrel concrete parallel to
the front face and normal to the intrados to a depth of 150 millimeters.
When concrete is placed after the masonry is constructed, vary adjacent
ring stones at least 150 millimeters in depth.

**(f) Finish for exposed faces.** Remove all drill or quarry marks from
exposed faces. Pitch face stones to the line along all beds and joints.
Finish the exposed faces as specified in the contract. The following
symbols are used to represent the type of surface or dressing specified:

**(1) Fine pointed (F.P.).** Make point depressions approximately 10
millimeters apart. Limit surface variations to 3 millimeters or less
from the pitch line.

**(2) Medium pointed (M.P.).** Make point depressions approximately
15 millimeters apart. Limit surface variations to 5 millimeters or less
from the pitch line.

**(3) Coarse pointed (C.P.).** Make point depressions approximately
30 millimeters apart. Limit surface variations to 10 millimeters or less
from the pitch line.

**(4) Split or seam face (S.).** Provide a smooth appearance, free from
tool marks, with no depressions below the pitch line, and no projection
exceeding 20 millimeters beyond the pitch line.

**(5) Rock faced (R.F.).** Provide an irregular projecting surface
without tool marks, concave surfaces below the pitch line, and
projections beyond the specified pitch line. For example, the
specification \"40 R.F.\" means no projections 40 millimeters beyond the
pitch line. Where a \"variable rock face\" is specified, uniformly
distribute stones of the same height of projection.

**705.04 Rock for Special Rock Embankment.**

**(a) Mechanically-placed embankments.** Furnish hard, durable rock that
is angular in shape, resistant to weathering, and graded in a
well-balanced range conforming to Table 705-2.

Table 705-2

Gradation for Mechanically-placed Rock

+----------------------+----------------------+------------------------+
| **Percent of Rock**  | **Mass**             | **Equivalent**         |
|                      |                      |                        |
| **Fragments by**     | **kg**               | **Cubic Dimension**    |
|                      |                      |                        |
| **Mass**             |                      | **mm**                 |
+----------------------+----------------------+------------------------+
| 50                   | Greater than 900     | Larger than 700        |
+----------------------+----------------------+------------------------+
| 50                   | 40 to 900            | 250 to 700             |
+----------------------+----------------------+------------------------+

**(b) Hand-placed embankments.** Furnish hard, durable rock that is
angular in shape, resistant to weathering, and graded in a well-balanced
range conforming to Table 705‑3.

Table 705-3

Gradation for Hand-placed Rock

+-----------------------+---------------------+------------------------+
| **Percent of Rock**   | **Mass**            | **Equivalent**         |
|                       |                     |                        |
| **Fragments by**      | **kg**              | **Cubic Dimension**    |
|                       |                     |                        |
| **Mass**              |                     | **mm**                 |
+-----------------------+---------------------+------------------------+
| 75                    | Greater than 75     | Larger than 300        |
+-----------------------+---------------------+------------------------+
| 25                    | 40 to 75            | 250 to 300             |
+-----------------------+---------------------+------------------------+

**705.05 Rock for Buttresses.**

**(a) General.** Furnish hard, durable, angular rock free of organic and
spoil material, resistant to weathering and water action. Furnish rock
with breadth and thickness at least one-third its length. Conform to the
following:

• Apparent specific gravity, AASHTO T 85 2.50 min.

• Absorption, AASHTO T 85 4.2% max.

• Coarse durability index, AASHTO T 210 52 min.

**(b) Mechanically-placed buttresses.** In addition to (a) above,
furnish rock graded in a well-balanced range conforming to Table 705-2.

**(c) Hand-placed buttresses.** In addition to (a) above, furnish rock
graded in a well-balanced range conforming to Table 705-3.

**705.06 Stone Curbing.**

**(a) Stone curb, type I.** Conform to the size and shape specified and
the following:

Furnish quarried limestone, sandstone, or granite from an approved
source. Use one type of stone throughout the project. Do not use stone
with visible drill marks on the exposed faces.

Saw or point the top surface of all vertical stone curb to an
approximate true plane with no depression or projection on that surface
of over 6 millimeters. Pitch the front and back arris lines straight and
true. Limit projections or depressions on the back surface to not exceed
a batter of 25 millimeters horizontal to 75 millimeters vertical.

Saw, point, or smooth quarry split the front exposed face of the
vertical stone curb and form to an approximately true plane. Limit
projections or depressions on the remaining face distance to 25
millimeters or less from the plane of the exposed face.

Square the ends of vertical stone curb with the top back and face and
finish so when the sections are placed end to end, no space more than 13
millimeters shall show in the joint for the full width of the top
surface and for the entire exposed front face. The remainder of the end
may break back no more than 100 millimeters from the plane of the joint.
Cut the joints of circular or curved stone curb on radial lines.

The minimum length of any segment of vertical stone curb is 1.2 meters.
However the length may vary where a depressed or modified section of
curb is required for driveways, crossings, closures, etc.

**(b) Stone curb, type II.** Slope stone curb shall conform to the
requirements for type I stone curb except as follows:

The maximum allowable projection or depression on a horizontal top
surface is limited to 13 millimeters. On other exposed faces, the
maximum allowable projection or depression is limited to 25 millimeters.

For unexposed surfaces, the maximum allowable projection or depression
from a true plane on a 0.5 meter length shall be 75 millimeters.

The maximum allowable space showing on exposed faces between adjacent
segments of slope stone curb is 19 millimeters. The minimum length of
any segment of slope stone curb is 0.5 meter.

## Section 706. --- CONCRETE AND PLASTIC PIPE

**706.01 Non-Reinforced Concrete Pipe.** Conform to AASHTO M 86M for the
diameters and strength classes specified.

**706.02 Reinforced Concrete Pipe.** Conform to AASHTO M 170M for the
diameters and strength classes specified. For precast reinforced
concrete end sections, conform to cited specifications to the extent
they apply.

**706.03 Perforated Concrete Pipe.** Conform to AASHTO M 175M, type 1 or
2 and AASHTO M 86M for the diameters and strength classes specified.

**706.04 Reinforced Arch-Shaped Concrete Pipe.** Conform to AASHTO M
206M for the diameters and strength classes specified.

**706.05 Reinforced Elliptically-Shaped Concrete Pipe.** Conform to
AASHTO M 207M for the diameters, placement design (horizontal or
vertical), and strength classes specified.

**706.06 Reinforced D-Load Concrete Pipe.** Conform to AASHTO M 242M for
the diameters specified.

**706.07 Precast Reinforced Concrete Box Sections.** Conform to AASHTO M
259M or M 273M, as applicable, for dimensions and loading conditions
specified.

**706.08 Plastic Pipe.** Furnish perforated and nonperforated plastic
pipe conforming to the following for the sizes and types specified. For
watertight joints, conform to ASTM D 3212.

**(a) Smooth wall polyethylene pipe.** Furnish 300- to 1050-millimeter
diameter pipe conforming to ASTM F 714 and minimum cell class, ASTM D
3350, 335434C.

**(b) Corrugated polyethylene pipe.** Furnish 300- to 1200-millimeter
diameter pipe conforming to AASHTO M 294. For sanitary sewer
applications, furnish AASHTO M 294, type S pipe with watertight joints.

**(c) Profile wall (ribbed) polyethylene pipe.** Furnish 450- to
1200‑millimeter diameter pipe conforming to ASTM F 894 and minimum cell
class, ASTM D 3350, 334433C or 335434C.

**(d) Corrugated polyethylene drainage tubing.** Furnish 75- to
250‑millimeter diameter tubing conforming to AASHTO M 252.

**(e) Smooth wall polyvinyl chloride pipe.** Furnish 100- to
375-millimeter diameter pipe conforming to AASHTO M 278 and minimum cell
class, ASTM D 1784, 12454B or 12364C. For sanitary sewer applications,
conform to ASTM D 3034.

**(f) Profile wall (ribbed) polyvinyl chloride pipe.** Furnish 100- to
1200‑millimeter diameter pipe conforming to AASHTO M 304 and minimum
cell class, ASTM D 1784, 12454C or 12364C. For sanitary sewer
applications, conform to ASTM F 794 or F 949.

**(g) Acrylonitrile‑butadiene‑styrene (ABS) pipe.** Conform to AASHTO M
264. For perforations, conform to AASHTO M 278.

## Section 707. --- METAL PIPE

**707.01 Ductile Iron Culvert Pipe.** Conform to ASTM A 716 for the
sizes specified.

**707.02 Metallic-Coated Corrugated Steel Pipe.** Furnish pipe, special
sections (such as elbows, branch connections, and prefabricated flared
end sections), and coupling bands conforming to AASHTO M 36 and either
AASHTO M 218, M 274, or M 289 for the dimensions and thicknesses
specified.

Fabricate underdrain pipe from steel sheets with a minimum thickness of
1.32 millimeters. Use any class of perforation specified in AASHTO M 36.

**707.03 Aluminum-Alloy Corrugated Pipe.** Furnish pipe, special
sections (such as elbows, branch connections, and prefabricated flared
end sections), and coupling bands conforming to AASHTO M 196 for the
dimensions and thicknesses specified.

Fabricate underdrain pipe from aluminum sheets with a minimum thickness
of 1.22 millimeters. Use any class of perforation.

**707.04 Asphalt-Coated Pipe.** Furnish pipe, special sections (such as
elbows, branch connections, and prefabricated flared end sections), and
coupling bands conforming to Section 707 as applicable for the kinds of
pipes to be coated.

Coat the pipe with asphalt material conforming to AASHTO M 190 for the
type of coating specified. Coat special sections (such as elbows, branch
connections, and end sections) and coupling bands according to AASHTO M
190. Coat flared end sections with an asphalt coating conforming to
AASHTO M 190, type A or a field applied asphalt mastic coating
conforming to AASHTO M 243.

**707.05 Steel Structural Plate Structures.** Furnish structures and
assembly fasteners for connecting plates conforming to AASHTO M 167 for
the sizes and types specified.

**707.06 Aluminum-Alloy Structural Plate Structures.** Furnish
structures and assembly fasteners for connecting plates conforming to
AASHTO M 219 for the sizes and types specified.

**707.07 Asphalt-Coated Structural Plate Structures.** Furnish
structures conforming to either Subsection 707.05 or 707.06 as
applicable. Coat with an asphalt coating conforming to AASHTO M 190,
type A or a field applied asphalt mastic coating conforming to AASHTO M
243.

If the asphalt coating is applied to the plates before field erection,
identify each plate\'s nominal metal thickness by painting the data on
the inside surface of the plates after coating. Other methods of plate
identification may be used if approved.

**707.08 Polymer-Coated Steel Pipe.** Furnish pipe, special sections
(such as elbows and branch connections), and coupling bands conforming
to AASHTO M 245, grade 250/250 and M 246, grade 250/250.

**707.09 Fiber-Bonded Asphalt Coated Steel Pipe.** Furnish pipe, special
sections (such as elbows, branch connections, and prefabricated flared
end sections), and coupling bands conforming to Subsection 707.02 except
use a zinc metallic coating impregnated with an aramid fiber composite
conforming to ASTM A 885M.

After fabrication, coat the pipe sections with asphalt material
according to AASHTO M 190 for the type of coating specified.

Coat coupling bands with a asphalt material according to AASHTO M 190,
type A. Coupling bands do not require fiber bonding.

**707.10 Slotted Drain Pipe.** Furnish pipe conforming to AASHTO M 36
and either AASHTO M 218, 274, or M 289 for the dimensions and
thicknesses specified. Fabricate the pipe with either angle slots or
grate slots and as shown on the plans.

Furnish grate assemblies for the grate slot drain conforming to ASTM
A 570M, grade 250. Galvanize slot angles and grate slot assemblies
according to Subsection 725.12.

**707.11 Metallic-Coated Spiral Rib Pipe.** Furnish pipe, special
sections (such as elbows and branch connections), and coupling bands
conforming to AASHTO M 36, type IR and IIR, AASHTO M 218, M 274, or M
289 for the dimensions and thicknesses specified.

**707.12 Aluminum-Alloy Spiral Rib Pipe.** Furnish pipe, special
sections (such as elbows and branch connections), and coupling bands
conforming to AASHTO M 196, type IR and IIR for the dimensions and
thicknesses specified.

**707.13 Concrete-Lined Corrugated Steel Pipe.** Furnish pipe, special
sections (such as elbows and branch connections), and coupling bands
conforming to Subsection 707.02 for the dimensions and thicknesses
specified. Fully line the pipe and special sections with concrete
according to ASTM A 849, class C.

**707.14 Invert-Paved Corrugated Steel Pipe.** Furnish pipe, special
sections (such as elbows and branch connections), and coupling bands
conforming to Subsection 707.02 for the dimensions and thicknesses
specified. Pave the invert of the pipe and special sections with
concrete or asphalt material according to ASTM A 849, class C or B, as
specified.

## Section 708. --- PAINT

**708.01 General.** Furnish a contrasting color for each coat of paint.
For the finish coat color, conform to Federal Standard 595 B. If
requested, provide color chips from the paint supplier.

**(a) Packaging.** Furnish paint in strong, substantial containers,
plainly marked with the following:

**(1)** Trade name or trade mark;

**(2)** Paint type, color, formulation, lot number, and date of
manufacture;

**(3)** Net mass;

**(4)** Volume including the percent of solids and the percent of
volatile organic compound (VOC);

**(5)** Storage requirements;

**(6)** Mixing instructions and equipment cleanup instructions; and

**(7)** Name and address of the manufacturer.

**(b) Volatile organic compound (VOC) content.** Conform to the
following VOC limits for both shop and field painting:

**(1)** Clear (unpigmented) coatings 450 g/L max.

**(2)** Other coatings 350 g/L max.

**(c) Lead content.** max. 0.06% by mass in the dried film

**(d) Other properties.** Furnish paint that:

**(1)** Does not show excessive settling in a freshly‑opened full can;

**(2)** Easily redisperses with a paddle to a smooth, homogeneous state
free of curdling, livering, caking, color separation, lumps, and skins;

**(3)** Does not skin within 48 hours in a ¾ filled, closed container;

**(4)** Brushes on easily;

**(5)** Possess good leveling properties;

**(6)** Shows no running or sagging tendencies when applied to smooth
steel vertical surfaces;

**(7)** Dries to a smooth uniform finish, free from roughness, grit,
unevenness and other surface imperfections;

**(8)** Shows no streaking or separation when flowed on clean glass; and

**(9)** Shows no thickening, curdling, gelling, or hard caking after 6
months of storage in a full, tightly‑covered container at a temperature
of 20 ºC.

**708.02 Paint for Timber Structures.**

**(a) Primer.** Conform to MPI no. 5 or 7.

**(b) Paint.** Conform to MPI no. 8, 9, 10, 11, 94, or 119.

**708.03 Paint for Concrete and Masonry Block Structures.** Conform to
MPI 10, 11, or 119. Color tint with universal or all purpose
concentrates.

**708.04 Paint for Steel Structures.** Conform to the following:

**(a) Inorganic zinc primer.** SSPC no. 20, type I

**(b) Vinyl wash primer.** SSPC no. 27

**(c) Aluminum vinyl paint.** SSPC no. 8

**(d) White or colored vinyl paint.** SSPC no. 9

**(e) Aliphatic urethane coating.** SSPC no. 36

**(f) Latex primer for steel surfaces.** SSPC no. 23

**(g) Acrylic latex coating.** SSPC no. 24

**(h) Epoxy coating.** SSPC no. 22

**(i) Alkyd primer.** SSPC no. 31

**(j) Silicone alkyd coating.** SSPC no. 21

**708.05 Penetrating Stain.** Conform to the following:

**(a)** Weatherometer on base 1000 h

material, ASTM G 23

**(b)** Acrylic dispersion 73.4% of nonvolatile vehicle

**(c)** Viscosity 58±2 Krebs units

**(d)** Solids volatile content 40.3

Store stain according to the manufacturer\'s recommendations.

## Section 709. --- REINFORCING STEEL AND WIRE ROPE

**709.01 Reinforcing Steel.**

**(a) General.** Furnish the following information with each shipment of
steel 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 physical tests;
and

**(7)** Consignee and destination of shipment.

**(b) Reinforcing bars.** Furnish deformed, grade 420 bars conforming to
AASHTO M 31M, M 42M, or M 53M.

**(c) Epoxy‑coated reinforcing bars.** Furnish bars conforming to
Subsection 709.01 (b). Conform to AASHTO M 284M.

Inspect the reinforcing bars after the near white blast cleaning. Reject
all bars with steel slivers or scabs. Selective sorting and rejection at
the fabricator\'s shop may avoid unnecessary delays and subsequent
rejection of bars during the precoating inspection at the coating
applicator\'s shop.

Coat epoxy coated reinforcing steel in a plant certified by CRSI as a
fusion bonded epoxy applicator.

**(d) Tie bars.** Furnish deformed, grade 420 bars conforming to AASHTO
M 31M or M 42M, except do not use AASHTO M 42M steel for tie bars bent
and restraightened during construction.

**(e) Hook bolts.** Furnish plain, grade 420 bars conforming to AASHTO M
31M or M 42M with M14 rolled threads or M16 cut threads. Furnish a
threaded sleeve nut capable of sustaining a minimum axial load of 67
kilonewtons.

**(f) Dowel bars.** Conform to AASHTO M 254, type A or B. Use plain
round bars, free from burring or other deformation restricting free
movement in the concrete. Paint half the length of each dowel bar with
one coat of tar paint. When the paint dries and immediately before
placing the dowels, lubricate the painted end to prevent concrete from
bonding to the painted end.

For expansion joints, furnish a dowel cap that snugly covers 50±5
millimeters of the dowel, has a closed end, and has a suitable stop to
hold the closed end 25 millimeters from the end of the dowel bar.

Lubricants for type B dowels may be rapid-curing cut-back asphalt,
medium setting emulsified asphalt, or a flaked graphite and vehicle.
Lubricants are not required for type A coated dowel bars.

Furnish dowel assemblies that hold dowel bars within 6-millimeter
tolerance vertically and horizontally during concrete placement and
permit unrestricted movement of the pavement slab.

Use wire conforming to AASHTO M 32M for dowel assemblies. Coat dowel
assemblies with the same material as the dowel bar. Recoat or repair
damaged coatings equivalent to the manufacturer\'s original coating.

**(g) Deformed steel wire.** Conform to AASHTO M 225M.

**(h) Welded steel wire fabric.** Conform to AASHTO M 55M.

**(i) Cold‑drawn steel wire.** Conform to AASHTO M 32M.

**(j) Welded deformed steel wire fabric.** Conform to AASHTO M 221M.

**(k) Fabricated deformed steel bar or rod mats.** Conform to AASHTO M
54M.

**(l) Low alloy steel deformed bars.** Conform to ASTM A 706M.

**709.02 Wire Rope or Wire Cable.** Conform to AASHTO M 30 for the size
and strength class specified.

**709.03 Prestressing Steel.** Fabricate from one of the following:

• Stress-relieved wire strand, AASHTO M 204M, type BA or WA

• Stress-relieved seven-wire strand, AASHTO M 203M, grade 1860

• High-strength steel bars, AASHTO M 275M, type II

Submit representative samples from prestressed members fabricated off
site. In the case of wire or strand, take the sample from the same
master roll.

**(a) Pretensioning method.** Furnish a sample at least 2 meters long of
each strand size from each coil.

**(b) Post‑tensioning method.** Furnish samples of the following
lengths.

**(1)** For wires requiring a head, 5 meters.

**(2)** For wires not requiring a head, sufficient length to make up one
parallel‑lay cable 1.5 meters long consisting of the same number of
wires as the cable to be furnished.

**(3)** For strands furnished with fittings, 1.5 meters between near
ends of fittings.

**(4)** For bars to be furnished with threaded ends and nuts, 1.5 meters
between threads at ends.

## Section 710. --- FENCE AND GUARDRAIL

**710.01 Barbed Wire.** Furnish galvanized wire conforming to AASHTO M
280 or aluminum coated wire conforming to AASHTO M 305, type I.

**710.02 Woven Wire.** Furnish galvanized fabric conforming to AASHTO M
279 or aluminum coated fabric conforming to ASTM A 584.

**710.03 Chain Link Fence.** Furnish fabric, posts, rails, ties, bands,
bars, rods, and other fittings and hardware conforming to AASHTO M 181.

Furnish 4.5-millimeter coiled spring steel tension wire conforming to
ASTM A 641M hard temper with a class 3 galvanized coating or an
aluminized coating having a minimum coating mass of 120 grams per square
meter of aluminum. Use the same coating on the tension wire as used on
the rest of the chain link fence.

**710.04 Fence Posts and Bollards.**

**(a) Wood.** Conform to AASHTO M 168.

Peel all bark, except for red cedar posts and bracing which do not
require peeling. Trim all knots flush with the surface and season the
wood.

For dimension lumber for fences, bollards, or gates, use timber that is
sound, straight, and reasonably free from knots, splits, and shakes.
Provide S4S finish.

**(b) Concrete.** Conform to Section 601.

**(c) Steel.** For line fence posts, conform to AASHTO M 281. For chain
link fence, conform to AASHTO M 181.

**710.05 Fence Gates.** For frame gates used with chain link fences,
conform to AASHTO M 181. Use the same chain link fabric in the gate and
the fence.

**710.06 Metal Beam Rail.** Conform to AASHTO‑AGC‑ARTBA *A Guide to
Standardized Highway Barrier Hardware*.

**(a) Galvanized steel rail.** Furnish W-beam or thrie beam rail
elements fabricated from corrugated sheet steel conforming to AASHTO M
180 for the designated shape, class, type, and mass of coating
specified.

**(b) Corrosion resistant steel rail.** Furnish W-beam or thrie beam
rail elements and associated weathering steel hardware conforming to the
following:

**(1)** Shapes and plates ASTM A 242

**(2)** Rail elements AASHTO M 180

**(3)** Fasteners AASHTO M 180

**710.07 Box Beam Rail.** Furnish steel box beam rail elements
conforming to the AASHTO‑AGC‑ARTBA *A Guide to Standardized Highway
Barrier Hardware*.

**710.08 Steel-Backed Timber Rail.** Furnish timber conforming to AASHTO
M 168. Fabricate the timber rail, blockouts, and posts from dry, well
seasoned, and dressed rough sawn Douglas fir, southern pine, or other
species having a stress grade of at least 10 megapascals. Treat the
timber rail, blockout elements, and posts according to AASHTO M 133.

Fabricate the steel backing elements from 9.5-millimeter structural
steel conforming to ASTM A 242. For fastener hardware, conform to ASTM A
242.

**710.09 Guardrail Posts.** Conform to AASHTO-AGC-ARTBA *A Guide to
Standardized Highway Barrier Hardware*.

Do not use a wood guardrail post that has a through check, shake, or end
slit in the same plane as, or a plane parallel to the bolt hole and
extending from the top of the post to within 75 millimeters or the bolt
hole.

For steel-backed timber rail posts, furnish 250 by 300-millimeter posts
conforming to Subsection 710.08.

**710.10 Guardrail Hardware.** Conform to the AASHTO‑AGC-ARTBA *A Guide
to Standardized Highway Barrier Hardware*.

For angles, channels, wide flanges, and plates not contained in the
above standard, conform to ASTM A 36M. For structural tubing for short
steel posts, conform to ASTM A 500 or ASTM A 513, grade 1008. Galvanize
soil plates and structural tubing according to AASHTO M 111M. Do not
punch, drill, cut, or weld the metal after galvanizing.

Manufacture reflector tabs from 4-millimeter aluminum or galvanized
steel sheets. Use an adhesive that resists peeling with a force of 0.89
kilograms per centimeter of width. Use mildew-resistant adhesive which
has no staining effect on retroreflective sheeting.

**710.11 Temporary Plastic Fence.** Furnish plastic noncorrosive fence
fabricated from polyethylene (HDPE) and UV stabilized for outdoor
weathering. Conform to the following:

**(a)** Height 1200 mm min.

**(b)** Mesh openings 80 to 85 mm

**(c)** Color International orange

**(d)** Mass 0.25 kg/m min.

## Section 711. --- CONCRETE CURING MATERIAL AND ADMIXTURES

**711.01 Curing Material.** Conform to the following:

**(a)** Burlap cloth AASHTO M 182

**(b)** Waterproof paper AASHTO M 171

**(c)** Polyethylene film AASHTO M 171

**(d)** Liquid membrane forming compounds AASHTO M 148, type 1-D or 2

**711.02 Air‑Entraining Admixtures.** Conform to AASHTO M 154.

**711.03 Chemical Admixtures.** Furnish water‑reducing, retarding,
set‑accelerating, and hydration stabilizing admixtures, or combinations
thereof, conforming to AASHTO M 194. For hydration stabilizing
admixtures, conform to AASHTO M 194, type B or D.

**711.04 Latex Modifier.** Furnish a homogeneous, nontoxic, film forming
polymeric emulsion with stabilizers added at the point of manufacture.
Conform to the following:

**(a)** Color white

**(b)** Styrene butadiene polymer type 68±4% styrene

> 32±4% butadiene

**(c)** Chlorides 0%

**(d)** Polymer particle size 0.15 to 0.25 µm avg.

**(e)** Emulsion stabilizers anionic and non-ionic surfactant

**(f)** Solids 46.5 to 49.0%

**(g)** Mass 1.00 to 1.02 kg/L

**(h)** pH 9 to 13

**(i)** Shelf life 2 years min.

**711.05 Concrete Coloring Agents.** Conform to ASTM C 979. Use only
coloring agents composed of synthetic or natural inorganic iron oxides.

## Section 712. --- JOINT MATERIAL

**712.01 Sealants, Fillers, Seals, and Sleeves.** Conform to the
following:

**(a) Joint sealants and crack fillers.** Furnish a commercial
certification identifying the batch and lot number, material, quantity
of batch, date and time of manufacture, and the name and address of the
manufacturer.

**(1)** Concrete joint-sealer, AASHTO M 173

hot-poured elastic type

**(2)** Joint sealants, hot-poured, ASHTO M 301

for rigid and asphalt pavement

**(3)** Crack filler, hot applied, for asphalt ASTM D 5078

concrete and rigid pavements

**(4)** For proprietary asphalt-rubber products, furnish the following:

*(a)* Source and grade of asphalt binder;

*(b)* Total granulated rubber content and mass, as percent of the
asphalt-rubber mixture;

*(c)* Granulated rubber type(s) and content of each type (if blend);

*(1)* Mass as a percent of combined rubber; and

*(2)* Gradation of granulated rubber.

*(d)* Type of asphalt modifier, if any;

*(e)* Quantity of asphalt modifier and mass as a percent of asphalt
binder;

*(f)* Other additives;

*(g)* Heating and application temperatures; and

*(h)* Manufacturer\'s recommended application procedures.

**(5)** Multi-component joint sealant, conforming to TT-S-00227E, type
I, class A or ASTM C 920, type M, grade P, class 25, use T. Provide
sealant matching the color of the adjacent sidewalk. Conform to the
sealant manufacturer's recommendations for use of primers.

**(6)** Flexible cellular joint filler ASTM D 1056, type 2, grade 4 or 5

**(b) Preformed expansion joint fillers.** Furnish in a single piece for
the depth and width required for the joint.

**(1)** Preformed expansion joint filler AASHTO M 33

for concrete (bituminous type)

**(2)** Preformed sponge rubber expansion AASHTO M 153 joint fillers for
concrete paving and structural

construction

**(3)** Preformed cork expansion joint AASHTO M 153

fillers for concrete paving and structural

construction^(1)^

**(4)** Preformed expansion joint fillers AASHTO M 213

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.** Conform to AASHTO M 220. Use a lubricant
conforming to ASTM D 2835, which was manufactured within 9 months of
use.

**(2) Circular concrete sewer and culvert pipes using rubber gaskets.**
Furnish oil resistant gaskets conforming to AASHTO M 315M and the
following:

*(a)* Minimum thickness Recommendation of

> drainage element manufacturer

*(b)* Tear resistance, N/mm, ASTM D 624 (die B)

*(1)* Ethylene propylene dimonomer 40 N/mm min.

(EPDM)

*(2)* Neoprene 20 N/mm min.

**(3) Resilient connectors between reinforced concrete manhole
structures and pipes.** Conform to ASTM C 923M.

**(4) Preformed flexible joint sealants for concrete pipe, manholes, and
precast box sections.** Conform to ASTM C 990M.

**(d) Foam filler.** Furnish an expanded polystyrene filler having a
compressive strength of not less than 70 kilopascals.

**(e) Silicone joint sealer.** Conform to ASTM D 5893, type NS.

**(f) Low-modulus silicone joint sealant.** Conform to ASTM D 5893, type
SL.

**(g) Backer rod.** Conform to ASTM D 5249, type 1. Use a compatible
sealant as recommended by the rod manufacture. For size of backer rod,
conform to Table 712‑2.

**712.02 Joint Mortar.** Conform to Subsection 712.05. Use the mortar
within 30 minutes after mixing.

**712.03 Watertight Gaskets.** For ring gaskets for rigid pipe, conform
to AASHTO M 198. For ring gaskets for flexible metal pipe, conform to
ASTM C 361M. For continuous flat gaskets for flexible metal pipe with
flat bands or bands with projections, conform to ASTM D 1056, grade SCE
41 and use a gasket with a thickness 13 millimeters greater than the
nominal depth of the pipe corrugations. For continuous flat gaskets for
flexible metal pipe with corrugated bands, conform to ASTM D 1056, grade
SCE 43 and use a 9-millimeter thick gasket.

Table 712‑2

Backer Rod Sizes

  ---------------------------------------- ------------------------------
  **Joint Width After Preparation**        **Rod Diameter**

  8 mm                                     9 mm

  9 mm                                     13 mm

  13 mm                                    16 mm

  16 mm                                    19 mm

  19 mm                                    25 mm

  25 mm                                    32 mm

  32 mm                                    38 mm

  38 mm                                    50 mm
  ---------------------------------------- ------------------------------

**712.04 Reserved.**

**712.05 Mortar for Masonry Beds and Joints.**

**(a) Type I mortar.** Furnish and proportion masonry mortar according
to ASTM C 270 proportion specifications. Mortar may be preblended or
mixed on site. Use only masonry cement mortar type M or S.

**(b) Type II mortar.** Furnish mortar and material for use in mortar
conforming to the following:

**(1)** Cement

*(a) Portland Cement* Subsection 701.01(a), type I, IA,

> II, IIA, III, or IIIA

*(b) Blended hydraulic cement* Subsection 701.01 (b), type IS,

> IS-A, IP, IP-A, I(PM) or I(PM)-A

*(c) Masonry cement* Subsection 701.02

**(2)** Fine aggregate Subsection 703.01or

> AASHTO M 45

**(3)** Lime ASTM C 207, type S or SA.

> Type N or NA, if tests show it not to be detrimental to mortar
> soundness.

**(4)** Water Subsection 725.01

**(5)** Air entraining admixture Subsection 711.02

**(6)** Composition Conform to the proportions for

> one of the mixes in Table 712-3. Uniformly mix with water to a
> spreading consistency.

**(7)** Compressive strength 14 MPa, 28-day min.

> AASHTO T 106

Table 712-3

Mortar Proportions by Volume

  ------------ ------------ ------------- ----------- ---------- --------------- ---------
  **Mortar**   **Portland   **Hydraulic   **Masonry   **Lime**   **Aggregate**   **Air
               Cement**     Cement**      Cement**                               (%)\***

  Cement --    1            ---           ---         ¼ to ½     Not less than   8-12
  Lime                                                           2-1/4 and not   
                                                                 more than 3     
                                                                 times total     
                                                                 volume of       
                                                                 cementous       
                                                                 material        

  Masonry      ---          ---           1           ---                        8-12
  Cement                                                                         

  Hydraulic    ---          1             ---         ¼ to ½                     8-12
  Cement                                                                         
  ------------ ------------ ------------- ----------- ---------- --------------- ---------

**\*** When air is required, determine air content per ASTM C 91 except
use the same material and proportions used in construction.

## Section 713. --- ROADSIDE IMPROVEMENT MATERIAL

**713.01 Topsoil.**

**(a) Furnished topsoil.** Furnish fertile, friable, free draining,
sandy loam soil that is free of subsoil, refuse, stumps, roots, brush,
weeds, rocks larger than 25 millimeters, or other substances detrimental
to the development of vegetative growth. Demonstrate that the soil can
sustain healthy crops of grass, shrubs, or other plant growth. Conform
to the following:

**(1)** Texture

*(a)* Organic matter, AASHTO T 267 3 to 10%

*(b)* Sand, AASHTO T 88 20 to 70%

*(c)* Silt, AASHTO T 88 10 to 60%

*(d)* Clay, AASHTO T 88 5 to 30%

**(2)** pH, AASHTO T 289 6 to 8

**(b) Conserved topsoil.** See Subsection 204.02(c).

**713.02 Agricultural Limestone.** Furnish calcic or dolomitic ground
limestone conforming to the standards of the Association of Official
Analytical Chemists International, applicable State and Federal
regulations, and the following:

**(a)** Purity (calcium and magnesium) carbonates 75% min.

**(b)** Gradation Table 713-1

Table 713-1

Agricultural Limestone Gradation

+---------------------------+------------------------------------------+
| **Sieve Size**            | **Minimum Percent by Mass**              |
|                           |                                          |
|                           | **Passing Designated Sieve**             |
|                           |                                          |
|                           | **(AASHTO T 27)**                        |
+---------------------------+------------------------------------------+
| 2.00 mm                   | 90                                       |
+---------------------------+------------------------------------------+
| 425 µm                    | 50                                       |
+---------------------------+------------------------------------------+

Granulated slag or other approved natural sources of lime may be used
provided the application rate is adjusted to equal the total
neutralizing power of the specified ground limestone.

**713.03 Fertilizer.** Furnish standard commercial grade dry formulated
fertilizer conforming to the standards of the Association of Official
Analytical Chemists International, applicable State and Federal
regulations, and required minimum percentages of available nutrients.

Supply the fertilizer in new, clean, sealed, and properly labeled
containers with name, mass, and guaranteed analysis of contents clearly
marked.

Liquid fertilizer containing the minimum percentage of available
nutrients may be used.

**713.04 Seed.** Conform to the Federal Seed Act, the Federal Noxious
Weed Act, and applicable State and local seed and noxious weed laws. Do
not use wet, moldy, or otherwise contaminated or damaged seed. Furnish
each seed type in separate sealed container. Clearly label each
container with the following:

**(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;

**(f)** Seed Origin;

**(g)** Noxious weeds present;

**(h)** Other crop seed;

**(i)** Inert matter;

**(j)** Name and address of seed distributor; and

**(k)** Mixture percent of each component.

Inoculate legume seed with approved cultures according to the
manufacturer\'s instructions.

**713.05 Mulch.**

**(a) Straw.** Furnish certified weed free straw from oats, wheat, rye,
or other grain crops that is free from mold or other objectionable
material. Furnish straw in an air‑dry condition suitable for placing
with mulch blower equipment.

**(b) Wood fiber.** Furnish processed wood fiber from wood chips
conforming to the following:

**(1)** Colored with a green dye noninjurious to plant growth;

**(2)** Readily dispersible in water;

**(3)** Nontoxic to seed or other plant material;

**(4)** Free of growth or germination inhibiting substances;

**(5)** Free of weed seed;

**(6)** Air dried to an equilibrium moisture content of 12±3 percent;

**(7)** Packaged in new labeled containers; and

**(8)** Packaged in a condition appropriate for mixing in a homogeneous
slurry suitable for application with power spray equipment

**(c) Grass straw cellulose fiber.** Furnish processed grass straw fiber
conforming to the following:

**(1)** Colored with a green dye noninjurious to plant growth

**(2)** Readily dispersible in water;

**(3)** Nontoxic to seed or other plant material;

**(4)** Free of growth or germination inhibiting substances;

**(5)** Free of weed seed;

**(6)** Air dried to a moisture content of 10±0.2 percent;

**(7)** Air dried to a uniform mass of ±5 percent;

**(8)** Packaged in new containers labeled with the manufacturer\'s name
and air-dry mass; and

**(9)** Packaged in a condition appropriate for mixing in a homogeneous
slurry suitable for application with power spray equipment.

**(d) Peat moss.** Furnish a granulated sphagnum peat moss conforming to
the following:

**(1)** Sticks, stones, and mineral matter 0%

**(2)** Partially decomposed stems 75% min.

and leaves of sphagnum

**(3)** Color brown

**(4)** Textured from porous fibrous to spongy fibrous

**(5)** pH 3.5 to 7.5

**(6)** Air-dried

**(e) Mature compost.** Furnish partially decomposed organic material,
such as leaves, grass, shrubs, and yard trimmings, cured for 4 to 8
weeks. Maturity is indicated by temperature stability and soil-like
odor. Furnish friable, dark brown, weed-free, and pathogen-free mature
compost conforming to the following:

**(1)** Carbon/nitrogen ratio 25/1 to 35/1

**(2)** Carbon/phosphorus ratio 120/1 to 240/1

**(3)** pH 6.0 to 7.8

**(4)** Water content 40% max.

**(5)** Particle size

> Seeding and sodding 12 mm max.
>
> Erosion control 25 mm max.

**(6)** Organic material 50% min.

**(7)** Man-made inserts (plastic, glass, metal) 2% max.

**(f) Straw for hydroseeding.** Furnish clean agricultural straw milled
to 25 millimeters or less in length. Dry the fibers to 10 percent
moisture for compaction. Bale in heat-sealed plastic bags.

**(g) Bonded fiber matrix hydromulch.** Furnish a mixture of long-wood
fibers and bonding agent which when hydraulically applied and dried
produce a matrix conforming to the following:

**(1)** Does not dissolve or disperse when wetted.

**(2)** Holds at least 1000 grams of water per 100 grams of dry matrix.

**(3)** Has no germination or growth inhibiting factors.

**(4)** Forms no water insensitive crust.

**(5)** Contains material that is 100 percent biodegradable.

**(6)** Colored with a green dye noninjurious to plant growth

**(h) Recycled pulp fiber.** Furnish cellulose fiber mulch products
manufactured from natural material diverted from the waste-stream of
manufacturing processes or produced from recycled material. These
include newsprint, chipboard, corrugated cardboard, wood chips, and
similar material. Process the material to eliminate substances that
inhibit seed germination and plant growth. Add a colored dye that is
non-injurious to plant growth and fades rapidly with exposure to light.
The fiber shall readily blend with water, grass seed, fertilizer, and
other additives to for a slurry suitable for application with power
spray equipment. Furnish a homogeneous mixture conforming to the
following:

**(1)** Synthetic, plastic, metal, or glass material 0%

**(2)** Weed Seed 0%

**(3)** Moisture content 15% max.

**(4)** Ash content 7% max.

**(5)** Organic matter 90 min.

**(6)** Boron 250 ppm max.

**(7)** Water-holding capacity 800 to 1200% by mass

**(8)** pH 4.0 to 8.5

**713.06 Plant Material.** Conform to the *American Standard for Nursery
Stock.*

**(a) Quality of plant material.** Furnish plants that are excellent
representatives of their normal species or varieties. Furnish nursery
grown stock that has been transplanted or root‑trimmed two or more times
according to the kind and size of plant. Furnish plants with a normally
developed branch system. Do not furnish plants with disfiguring knots,
sun-scald, injuries, abrasions of the bark, dead or dry wood, broken
terminal growth, or other objectionable disfigurements.

Furnish trees with reasonably straight stems and well branched and
symmetrical branches according to their natural habits of growth.

**(b) Plant names.** For scientific and common plant names, conform to
*Standardized Plant Names* as adopted by the American Joint Committee on
Horticultural Nomenclature. Legibly tag and identify all plants by name
and size.

**(c) Grading standards.** Conform to *American Standard for Nursery
Stock* as approved by ANSI.

**(d) Nursery inspection and plant quarantine.** Furnish plants that are
essentially free from plant diseases and insect pests.

Comply with all nursery inspection and plant quarantine regulations of
the states of origin and destination including Federal regulations
governing interstate movement of nursery stock. Provide a valid copy of
the certificate of inspection with each package, box, bale, or carload
shipped or otherwise delivered.

**(e) Balled and burlapped (B&B) plants.** Furnish plants from the
original and undisturbed soil in which the plants were grown. Dig B&B
plants to retain as many fibrous roots as possible. Wrap, transport, and
handle the plants so the soil ball and small and fibrous roots remain
intact.

**713.07 Cellular Confinement Systems.** Furnish a flexible honeycomb
3-dimensional structure fabricated from light stabilized polyethylene
plastic. Conform to the following:

**(a)** Functional longevity 120 months min.

**(b)** Cell area 200 to 300 cm^2^

**(c)** Sheet thickness, ASTM D 751 1.24 to 1.26 mm

**(d)** Density, ASTM D 792 0.941 to 0.960 g/cm^3^

**(e)** Carbon black content, ASTM D 1603 1.5 to 2.5 %

**(f)** Environmental stress crack resistance, 2000 hours min.

ASTM D 1693

**(g)** Conform to Table 713-2 for the depth specified.

Table 713-2

Cellular Confinement Systems

  --------------- -------------------- --------- ----------- ----------- ------------
  **Property**    **Specifications**                                     

  Nominal cell    50 mm                75 mm     100 mm      150 mm      200 mm
  depth                                                                  

  Cell joint      500 N min.           700 N     1000 N min. 1400 N min. 2000 N min.
  strength                             min.                              
  --------------- -------------------- --------- ----------- ----------- ------------

**713.08 Miscellaneous Planting Material.**

**(a) Stakes for bracing and anchoring.** Conform to the *American
Lumber Standards*. Fabricate stakes for bracing and anchoring trees from
rough cypress, cedar, locust, or other approved wood essentially free
from knots, rot, crossgrain, or other defects that would impair the
strength of the stake. Furnish stakes with a minimum 50 by 50‑millimeter
square cross-section and adequate length.

Furnish anchor stakes of the same size and quality as bracing stakes.
The diameter and length of the deadman is specified in the contract.

**(b) Hose.** Furnish 25-millimeter diameter garden or steam hose
(rubber and fabric) to be used with wire for bracing and anchoring
trees.

**(c) Wire.** Furnish 3.8-millimeter diameter soft annealed galvanized
steel wire for bracing and anchoring trees.

**(d) Wrapping material.** Furnish 100-millimeter wide rolls of
waterproof paper (triple lamination 30‑30‑30) or 150-millimeter wide
rolls of burlap for wrapping trees.

**(e) Twine.** Furnish 2-ply twine for trees 75 millimeters and less in
diameter and 3-ply twine for trees over 75 millimeters in diameter for
tying wrapping material to the trees.

**(f) Antidesiccant.** If approved, furnish a commercially available
antidesiccant emulsion to provide a film over plant surfaces that is
permeable enough to permit transpiration.

**(g) Tree wound dressing.** Furnish a commercially available product
with asphalt base and fungicide. Furnish material that is antiseptic,
waterproof, adhesive, and elastic. Do not use material that is harmful
to living tree tissue such as kerosene, coal tar, or creosote.

**713.09 Reserved.**

**713.10 Sod.** Furnish living vigorous sod of the type of grass and
thickness specified in the contract. Furnish sod with a dense root
system that is reasonably free from noxious weeds and grasses. Before
taking up the sod, cut the top growth to less than 75-millimeter height.

**713.11 Pegs for Sod.** Furnish square or round pegs of sound wood and
conform to the following:

**(a)** Length 200 mm min.

**(b)** Approximate cross-sectional area 600 mm^2^

**713.12 Stabilizing Emulsion Tackifiers.** Furnish a commercially
available product containing no solvents or other diluting agents toxic
to plant life. Conform to one of the following:

**(a)** Emulsified asphalt grades SS-1, SS-1h, CSS-1, or CSS-1h.

**(b)** Nonasphalt emulsions having a water soluble natural vegetable
gum, blended with gelling and hardening agents or a water soluble blend
of hydrophilic polymers, viscosifiers, sticking agents, and gums.

**(c)** Polyvinyl acetate using emulsion resins and containing 60±1
percent total solids by mass.

**713.13 Erosion Control Bales, Wattles, Logs, and Rolls.**

**(a) Straw bales.** Furnish bales tied with either commercial quality
baling wire or string. Conform to the following:

**(1)** Straw Subsection 713.05(a)

**(2)** Approximate length 1 meter

**(3)** Shape rectangular

**(4)** Approximate mass 30 kilograms

**(b) Wood excelsior bales.** Furnish bales of curled wood excelsior.
Tie the bales with either a commercial bailing wire, plastic, or string.
Conform to the following:

**(1)** Approximate dimensions 400 by 450 by 900 mm

**(2)** Approximate mass 33 kilograms

**(c) Excelsior fiber wattles, logs or rolls.** Furnish wattles, logs,
or rolls of curled excelsior fiber rolled into a cylindrical shape and
encased in a seamless photodegradable tubular netting. Conform to the
following:

**(1)** Diameter 300 mm min.

**(2)** Mass 1.36 kg/300 mm min.

**(d) Straw wattles, logs or rolls.** Furnish straw wattles that are
manufactured from weed free straw and wrapped in a tubular
photodegradable plastic netting made from 85% high density polyethylene,
14% ethyl vinyl acetate and 1% color for UV inhibition. Conform to the
following:

**(1)** Diameter 230 mm min.

**(2)** Netting strand thickness 0.75 mm

**(3)** Netting knot thickness 1.4 mm

**(4)** Mass of netting 29.3 to 35.8 g/m

**713.14 Sandbags.** Use clean, silt free material for sand filler.
Conform to the following:

**(a)** Bag material canvas or burlap

**(b)** Volume per bag 0.01 cubic meter min.

**713.15 Erosion Control Culvert Pipe.** Furnish culvert pipe fabricated
from corrugated metal, plastic, or concrete for use in diverting live
streams through work areas. Provide for AASHTO loading M18 on temporary
culvert pipe placed beneath the traveled way.

**713.16 Silt Fence.** Conform to AASHTO M 288.

**713.17 Temporary Rolled Erosion Control Products.** Furnish temporary
rolled erosion control products conforming to Table 713-3 and the
following. See the Erosion Control Technology Council website (ECTC.org)
for commercially available products that may conform to these
specifications.

**(a) Type 1.A, ultra-short term mulch control netting.** Furnish a
mulch control netting consisting of rapidly degrading photodegradable
synthetic mesh or woven biodegradable natural fiber netting with a
3-month typical functional longevity designed for use on geotechnically
stable slopes with gradients up to 1:5 and channels with shear stresses
up to 12 pascals.

**(b) Type 1.B, ultra-short term netless erosion control blanket.**
Furnish an erosion control blanket composed of processed rapidly
degrading natural or polymer fibers mechanically interlocked or
chemically adhered together to form a continuous matrix with a 3-month
typical functional longevity designed for use on geotechnically stable
slopes with gradients up to 1:4 and channels with shear stresses up to
24 pascals.

**(c) Type 1.C, ultra-short term single-net erosion control blanket and
open weave textile.** Furnish one of the following materials: (1) an
erosion control blanket composed of processed degradable natural or
polymer fibers mechanically bound together by a single rapidly
degrading, synthetic or natural fiber netting to form a continuous
matrix or (2) an open weave textile composed of processed rapidly
degrading natural or polymer yarns or twines woven into a continuous
matrix. The material must have a 3-month typical functional longevity
and be designed for use on geotechnically stable slopes with gradients
up to 1:3 and channels with shear stresses up to 72 pascals.

**(d) Type 1.D, ultra-short term double-net erosion control blankets.**
Furnish an erosion control blanket composed of processed natural or
polymer fibers mechanically-bound between two rapidly degrading,
synthetic or natural fiber nettings to form a continuous matrix, with a
3-month typical functional longevity designed for use on geotechnically
stable slopes with gradients up to 1:2 and channels with shear stresses
up to 84 pascals.

**(e) Type 2.A, short-term mulch control netting.** Furnish a mulch
control netting consisting of photodegradable synthetic mesh or woven
biodegradable natural fiber netting with a 12-month typical functional
longevity designed for use on geotechnically stable slopes up to 1:5 and
channels with shear stresses up to 12 pascals.

**(f) Type 2.B, short-term netless erosion control blanket.** Furnish an
erosion control blanket composed of processed degradable natural or
polymer fibers mechanically-interlocked or chemically-adhered together
to form a continuous matrix with a 12‑month typical functional longevity
designed for use on geotechnically stable slopes with gradients up to
1:4 and channels with shear stresses up to 24 pascals.

**(g) Type 2.C, short-term single-net erosion control blanket or open
weave textile.** Furnish one of the following materials: (1) an erosion
control blanket composed of processed degradable natural or polymer
fibers mechanically-bound together by a single degradable synthetic or
natural fiber netting to form a continuous matrix; or (2) an open weave
textile composed of processed degradable natural or polymer yarns or
twines woven into a continuous matrix. The material must have a 12-month
typical functional longevity and be designed for use on geotechnically
stable slopes with gradients up to 1:3 and channels with shear stresses
up to 72 pascals.

**(h) Type 2.D, short-term double-net erosion control blankets.**
Furnish an erosion control blanket composed of processed natural or
polymer fibers mechanically bound between two natural fiber or synthetic
nettings to form a continuous matrix with a 12‑month typical functional
longevity designed for use on geotechnically stable slopes with
gradients up to 1:2 and channels with shear stresses up to 84 pascals.

**(i) Type 3.A, extended term mulch control netting.** Furnish a mulch
control netting consisting of a slow degrading synthetic mesh or woven
natural fiber netting with a 24-month typical functional longevity
designed for use on geotechnically stable slopes with gradients up to
1:5 and channels with shear stresses up to 12 pascals.

**(j) Type 3.B, extended term erosion control blanket or open weave
textile.** Furnish one of the following materials: (1) an erosion
control blanket composed of processed slow degrading natural or polymer
fibers mechanically-bound together between two slow degrading synthetic
or natural fiber nettings to form a continuous matrix; or (2) an open
weave textile composed of processed slow degrading natural or polymer
yarns or twines woven into a continuous matrix. The material must have a
24-month typical functional longevity and be designed for use on
geotechnically stable slopes with gradients up to 1:1.5 and channels
with shear stresses up to 96 pascals.

**(k) Type 4, long-term erosion control blanket or open weave textile.**
Furnish one of the following materials: (1) an erosion control blanket
composed of processed slow degrading natural or polymer fibers
mechanically-bound together between two slow degrading synthetic or
natural fiber nettings to form a continuous matrix; or (2) an open weave
textile composed of processed slow degrading natural or polymer yarns or
twines woven into a continuous matrix. The material must have a 36-month
typical functional longevity and be designed for use on geotechnically
stable slopes with gradients up to 1:1 and channels with shear stresses
up to 108 pascals.

<table>
<colgroup>
<col style="width: 10%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 10%" />
<col style="width: 7%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 5%" />
<col style="width: 8%" />
<col style="width: 10%" />
<col style="width: 6%" />
<col style="width: 5%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="13"><p>Table 713-3</p>
<p>Temporary Rolled Erosion Control Products</p></td>
<td rowspan="13"><strong>Tolled Erosion Control Product
Type</strong></td>
<td><strong>Test Method</strong></td>
<td>N/A</td>
<td>ASTM D 4595</td>
<td>ASTM D6459 or other qualified independent test<sup>(7)</sup></td>
<td>ASTM D6460 or other qualified independent test<sup>(7)</sup></td>
<td rowspan="13">(1) Obtain max “C” factor and allowable shear stress
for mulch control nettings with the netting used in conjunction with
pre-applied mulch material.</td>
<td rowspan="13">(2) Functional longevities are for guidance only.
Actual functional longevities may vary based on site and climatic
conditions.</td>
<td rowspan="13">(3) Minimum average roll values, machine
direction.</td>
<td rowspan="13">(4) “C” factor calculated as ratio of soil loss from
rolled erosion control product protected slope (tested at specified or
greater gradient, v:h) to ratio of soil loss from unprotected (control)
plot in large-scale testing. These performance test values should be
supported by periodic bench scale testing under similar test conditions
and failure criteria using Erosion Control Technology Council (ECTC)
Test Method #2).</td>
<td rowspan="13">(5) Minimum shear stress the rolled erosion control
product (unvegetated) can sustain without physical damage or excess
erosion (&gt; 12.7-millimeter soil loss) during a 30-minute flow event
in large-scale testing. These performance test values should be
supported by periodic bench scale testing under similar test conditions
and failure criteria using ECTC Test Method #3.</td>
<td rowspan="13">(6) The permissible shear stress levels established for
each performance category are based on historical experience with
products characterized by Manning’s roughness coefficients in the range
of 0.01 to 0.05.</td>
<td rowspan="13">(7) Other large scale test methods determined
acceptable by the CO.</td>
</tr>
<tr class="even">
<td><strong>4</strong></td>
<td>36</td>
<td>1.82</td>
<td><p>0.25</p>
<p>at</p>
<p>1:1</p></td>
<td>108</td>
</tr>
<tr class="odd">
<td><strong>3.B</strong></td>
<td>24</td>
<td>1.45</td>
<td><p>0.25</p>
<p>at</p>
<p>1:1.5</p></td>
<td>96</td>
</tr>
<tr class="even">
<td><strong>3.A <sup>(1)</sup></strong></td>
<td>24</td>
<td>0.36</td>
<td><p>0.10</p>
<p>at</p>
<p>1:5</p></td>
<td>12</td>
</tr>
<tr class="odd">
<td><strong>2.D</strong></td>
<td>12</td>
<td>1.09</td>
<td><p>0.20</p>
<p>at</p>
<p>1:2</p></td>
<td>84</td>
</tr>
<tr class="even">
<td><strong>2.C</strong></td>
<td>12</td>
<td>0.73</td>
<td><p>0.15</p>
<p>at</p>
<p>1:3</p></td>
<td>72</td>
</tr>
<tr class="odd">
<td><strong>2.B</strong></td>
<td>12</td>
<td>0.73</td>
<td><p>0.10</p>
<p>at</p>
<p>1:4</p></td>
<td>24</td>
</tr>
<tr class="even">
<td><strong>2.A <sup>(1)</sup></strong></td>
<td>12</td>
<td>0.073</td>
<td><p>0.10</p>
<p>at</p>
<p>1:5</p></td>
<td>12</td>
</tr>
<tr class="odd">
<td><strong>1.D</strong></td>
<td>3</td>
<td>1.09</td>
<td><p>0.20</p>
<p>at</p>
<p>1:2</p></td>
<td>84</td>
</tr>
<tr class="even">
<td><strong>1.C</strong></td>
<td>3</td>
<td>0.73</td>
<td><p>0.15</p>
<p>at</p>
<p>1:3</p></td>
<td>72</td>
</tr>
<tr class="odd">
<td><strong>1.B</strong></td>
<td>3</td>
<td>0.073</td>
<td><p>0.10</p>
<p>at</p>
<p>1:4</p></td>
<td>24</td>
</tr>
<tr class="even">
<td><strong>1.A<sup>(1)</sup></strong></td>
<td>3</td>
<td>0.073</td>
<td><p>0.10</p>
<p>at</p>
<p>1:5</p></td>
<td>12</td>
</tr>
<tr class="odd">
<td><strong>Property</strong></td>
<td>Typical functional longevity<sup>(2)</sup> (months)</td>
<td>Minimum tensile strength<sup>(3)</sup> (kN/m)</td>
<td>Maximum “C” factor<sup>(4)</sup></td>
<td>Minimum permissible shear stress<sup>(5)(6)</sup> (Pa)</td>
</tr>
</tbody>
</table>

**713.18 Permanent Rolled Erosion Control Products.** Furnish permanent
turf reinforcement mats conforming to Table 713-4 and the following. See
the Erosion Control Technology Council website (ECTC.org) for
commercially available products that may conform to these
specifications.

**(a) Type 5.A, permanent turf reinforcement mat.** Furnish a
non-degradable turf reinforcement mat with sufficient thickness,
strength and void space for permanent erosion protection and vegetation
reinforcement on geotechnically stable slopes with gradients up to 2:1,
channels with design shear stresses up to 288 pascals, and other areas
where design flow conditions exceed the limits of natural vegetation.

**(b) Type 5.B, permanent turf reinforcement mat.** Furnish a
non-degradable turf reinforcement mat with sufficient thickness,
strength and void space for permanent erosion protection and vegetation
reinforcement on geotechnically stable slopes with gradients up to 2:1,
channels with design shear stresses up to 384 pascals, and other areas
where design flow conditions exceed the limits of natural vegetation.

**(c) Type 5.C, permanent turf reinforcement mat.** Furnish a
non-degradable turf reinforcement mat with sufficient thickness,
strength and void space for permanent erosion protection and void space
for permanent erosion protection and vegetation reinforcement on
geotechnically stable slopes up to 2:1[,]{.underline} channels with
design shear stresses up to 480 pascals, and other areas where design
flow conditions exceed the limits of natural vegetation.

Table 713-4

Permanent Turf Reinforcement Mats

+-------------------------+-------+------+-------+------------------+
| **Properties^(1)^**     | **R   |      |       | **Test Method**  |
|                         | olled |      |       |                  |
|                         | Er    |      |       |                  |
|                         | osion |      |       |                  |
|                         | Co    |      |       |                  |
|                         | ntrol |      |       |                  |
|                         | Pr    |      |       |                  |
|                         | oduct |      |       |                  |
|                         | T     |      |       |                  |
|                         | ype** |      |       |                  |
+-------------------------+-------+------+-------+------------------+
|                         | **    | **5  | **    |                  |
|                         | 5.A** | .B** | 5.C** |                  |
+-------------------------+-------+------+-------+------------------+
| Minimum tensile         | 1.82  | 2.19 | 2.55  | ASTM D4595       |
| strength^(2)(3)^        |       |      |       |                  |
| (kilonewtons per meter) |       |      |       |                  |
+-------------------------+-------+------+-------+------------------+
| UV stability            | 80    | 80   | 80    | ASTM D 4355      |
|                         |       |      |       |                  |
| (minimum % tensile      |       |      |       | (500-hour        |
| retention)              |       |      |       | exposure)        |
+-------------------------+-------+------+-------+------------------+
| Minimum thickness^(2)^  | 6.35  | 6.35 | 6.35  | ASTM D 6525      |
|                         |       |      |       |                  |
| (millimeters)           |       |      |       |                  |
+-------------------------+-------+------+-------+------------------+
| Minimum permissible     | 288   | 384  | 480   | ASTM D 6460 or   |
| shear stress^(4)^       |       |      |       | other qualified  |
| (pascals)               |       |      |       | independent      |
|                         |       |      |       | test^(5)^        |
+-------------------------+-------+------+-------+------------------+

\(1\) For turf reinforcement mats containing degradable components,
obtain all property values on the non-degradable portion of the matting
alone.

\(2\) Minimum average roll values, machine direction only.

\(3\) Field conditions with high loading and high survivability
requirements may warrant the use of turf reinforcement mats with tensile
strengths of 44 kilonewtons per meter or greater.

\(4\) Minimum shear stress the turf reinforcement mat (fully vegetated)
can sustain without physical damage or excess erosion (\>12.7-millimeter
soil loss) during a 30‑minute flow event in large-scale testing. These
performance test values should be supported by periodic bench scale
testing under similar test conditions and failure criteria using Erosion
Control Technology Council Test Method #3.

\(5\) Other large-scale test methods determined acceptable by the CO.

## Section 714. --- GEOTEXTILE AND GEOCOMPOSITE DRAIN MATERIAL

**714.01 Geotextile.** Use long-chain, synthetic polymers, composed at
least 95 percent by mass of polyolefins or polyesters, to manufacture
geotextile or the threads used to sew geotextile. Form the geotextile,
including selvedges, into a stable network such that the filaments or
yarns retain their dimensional stability relative to each other.

**(a) Physical requirements.** Conform to the following tables for the
type of geotextile specified:

**(1) Type I (A - F)** Subsurface drainage Table 714-1

**(2) Type II (A - C)** Separation Table 714-2

**(3) Type III (A - B)** Stabilization geotextile Table 714-3

**(4) Type IV (A - F)** Permanent erosion control Table 714-4

**(5) Type V (A - C)** Temporary silt fence Table 714-5

**(6) Type VI** Paving fabric Table 714-6

All property values, with the exception of apparent opening size (AOS),
in these specifications represent minimum average roll values in the
weakest principal direction (i.e., average test results of any roll in a
lot sampled for conformance or quality assurance testing shall meet or
exceed the specified values). Values for AOS represent maximum average
roll values.

Elevate and protect rolls with a waterproof cover if stored outdoors.
When using a geotextile for a permanent installation, limit the
geotextile exposure to ultraviolet radiation to less than 10 days.

**(b) Evaluation procedures.** Geotextile will be evaluated under
Subsection 106.03. Furnish a commercial certification including the name
of the manufacturer, product name, style number, chemical composition of
the filaments or yarns, and other pertinent information to fully
describe the geotextile.

When samples are required, remove a 1-meter long, full-width sample from
beyond the first outer wrap of the roll. Label the sample with the lot
and batch number, date of sampling, project number, item number,
manufacturer, and product name.

In addition, when geotextile joints are sewn, submit the seam assembly
description and a sample of the sewn material. This description shall
include the seam type, seam allowance, stitch type, sewing thread tex
ticket number(s) and type(s), stitch density, and stitch gauge. If the
production seams are sewn in both the machine and cross-machine
directions, provide sample sewn seams that are oriented in both the
machine and cross-machine directions. Furnish a sewn sample that has at
least 2 meters of sewn seam and is at least 1.5 meters wide. Sew the
sample seams with the same equipment and procedures that are used to sew
the production seams. For seams sewn on-site, conform to the
manufacturer\'s recommendations. Obtain approval of the seam before
installation.

<table style="width:100%;">
<colgroup>
<col style="width: 10%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 8%" />
<col style="width: 7%" />
<col style="width: 7%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 714-1</p>
<p>Physical Requirements for Subsurface Drainage Geotextile</p></td>
<td rowspan="6"><strong>Specifications <sup>(1)</sup></strong></td>
<td><strong>Type I-F</strong></td>
<td>800/500</td>
<td>720/450</td>
<td>300/175</td>
<td>300/175</td>
<td>2100/950</td>
<td>0.1</td>
<td>0.22 <sup>(2)</sup></td>
<td rowspan="6"><blockquote>
<p>50 % after 500 hours of exposure</p>
</blockquote></td>
<td rowspan="9">(1) The first values in a column apply to geotextiles
that break at &lt; 50 percent elongation (ASTM D 4632). The second
values in a column apply to geotextiles that break at ≥ 50 elongation
(ASTM D 4632).</td>
<td rowspan="9">(2) Maximum average roll value.</td>
<td rowspan="9">(3) The minimum average roll tear strength for woven
monofilament geotextile is 245 N.</td>
</tr>
<tr class="even">
<td><strong>Type I-E</strong></td>
<td>800/500</td>
<td>720/450</td>
<td>300/175</td>
<td>300/175</td>
<td>2100/950</td>
<td>0.2</td>
<td>0.25 <sup>(2)</sup></td>
</tr>
<tr class="odd">
<td><strong>Type I-D</strong></td>
<td>800/500</td>
<td>720/450</td>
<td>300/175</td>
<td>300/175</td>
<td>2100/950</td>
<td>0.5</td>
<td>0.43 <sup>(2)</sup></td>
</tr>
<tr class="even">
<td><strong>Type I-C</strong></td>
<td>1100/700</td>
<td>990/630</td>
<td>400<sup>(3)</sup>/250</td>
<td>400/250</td>
<td>2750/1350</td>
<td>0.1</td>
<td>0.22 <sup>(2)</sup></td>
</tr>
<tr class="odd">
<td><strong>Type I-B</strong></td>
<td>1100/700</td>
<td>990/630</td>
<td>400<sup>(3)</sup>/250</td>
<td>400/250</td>
<td>2750/1350</td>
<td>0.2</td>
<td>0.25 <sup>(2)</sup></td>
</tr>
<tr class="even">
<td><strong>Type I-A</strong></td>
<td>1100/700</td>
<td>990/630</td>
<td>400<sup>(3)</sup>/250</td>
<td>400/250</td>
<td>2750/1350</td>
<td>0.5</td>
<td>0.43 <sup>(2)</sup></td>
</tr>
<tr class="odd">
<td colspan="2"><strong>Units</strong></td>
<td>N</td>
<td>N</td>
<td>N</td>
<td>N</td>
<td>kPa</td>
<td>s<sup>-1</sup></td>
<td>Mm</td>
<td>%</td>
</tr>
<tr class="even">
<td colspan="2"><strong>Test Method ASTM</strong></td>
<td>D 4632</td>
<td>D 4362</td>
<td>D 4533</td>
<td>D 4833</td>
<td>D 3786</td>
<td>D 4491</td>
<td>D 4751</td>
<td>D 4355</td>
</tr>
<tr class="odd">
<td colspan="2"><strong>Property</strong></td>
<td>Grab strength</td>
<td>Sewn seam strength</td>
<td>Tear strength</td>
<td>Puncture strength</td>
<td>Burst strength</td>
<td>Permittivity</td>
<td>Apparent opening size</td>
<td>Ultraviolet stability</td>
</tr>
</tbody>
</table>

Table 714-2

Physical Requirements For Separation Geotextile

  ------------------ ----------------- ----------- ------------------ -------------- ----------
  **Property**       **Test Method     **Units**   **Specifications                  
                     ASTM**                        ^(1)^**                           

                                                   **Type II-A**      **Type II-B**  **Type
                                                                                     II-C**

  Grab strength      D 4632            N           1400/900           1100/700       800/500

  Sewn seam strength D 4632            N           1260/810           990/630        720/450

  Tear strength      D 4533            N           500/350            400^(3)^/250   300/180

  Puncture strength  D 4833            N           500/350            400/250        300/180

  Burst strength     D 3786            kPa         3500/1700          2700/1300      2100/950

  Permittivity       D 4491            s^-1^       0.02               0.02           0.02

  Apparent opening   D 4751            mm          0.60 ^(2)^         0.60 ^(2)^     0.60 ^(2)^
  size                                                                               

  Ultraviolet        D 4355            \%          50% after 500                     
  stability                                        hours of exposure                 
  ------------------ ----------------- ----------- ------------------ -------------- ----------

\(1\) The first values in a column apply to geotextiles that break at \<
50 percent elongation (ASTM D 4632). The second values in a column apply
to geotextiles that break at ≥ 50 percent elongation (ASTM D 4632).

\(2\) Maximum average roll value.

\(3\) The minimum average tear strength for woven monofilament
geotextile is 245 N.

Table 714-3

Physical Requirements For Stabilization Geotextile

  ---------------------- ------ --------- ------- ----------- ----------- ------------------ -------------- ----------------
  **Property**                  **Test            **Units**               **Specifications                  
                                Method                                    ^(1)^**                           
                                ASTM**                                                                      

                                                                          **Type III-A**                    **Type III-B**

  Grab strength          D 4632           N                   1400/900                       1100/700       

  Sewn seam strength     D 4632           N                   1260/810                       990/630        

  Tear strength          D 4533           N                   500/350                        400^(3)^/250   

  Puncture strength      D 4833           N                   500/350                        400/250        

  Burst strength         D 3786           kPa                 3500/1700                      2700/1300      

  Permittivity           D 4491           s^-1^               0.05                           0.05           

  Apparent opening size  D 4751           mm                  0.43 ^(2)^                     0.43 ^(2)^     

  Ultraviolet stability  D 4355           \%                  50% after                                     
                                                              500 hours                                     
                                                              of exposure                                   
  ---------------------- ------ --------- ------- ----------- ----------- ------------------ -------------- ----------------

\(1\) The first values in a column apply to geotextiles that break at \<
50 percent elongation (ASTM D 4632). The second values in a column apply
to geotextiles that break at ≥ 50 percent elongation (ASTM D 4632).

\(2\) Maximum average roll value.

\(3\) The minimum average tear strength for woven monofilament
geotextile is 245 N.

<table>
<colgroup>
<col style="width: 10%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 8%" />
<col style="width: 4%" />
<col style="width: 4%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 714-4</p>
<p>Physical Requirements for Permanent Erosion Control
Geotextile</p></td>
<td rowspan="6"><strong>Specifications <sup>(1)</sup></strong></td>
<td><strong>Type IV-F</strong></td>
<td>1100/700</td>
<td>990/630</td>
<td>400<sup>(3)</sup>/250</td>
<td>400/250</td>
<td>2750/1350</td>
<td>0.1</td>
<td>0.22 <sup>(2)</sup></td>
<td rowspan="6">50 % after 500 hours of exposure</td>
<td rowspan="9">(1) The first values in a column apply to geotextiles
that break at &lt;50 percent elongation (ASTM D 4632). The second values
in a column apply to geotextiles that break at ≥ 50 elongation (ASTM D
4632).</td>
<td rowspan="9">(2) Maximum average roll value.</td>
<td rowspan="9">(3) The minimum average roll tear strength for woven
monofilament geotextile is 245 N.</td>
</tr>
<tr class="even">
<td><strong>Type IV-E</strong></td>
<td>1100/700</td>
<td>990/630</td>
<td>400<sup>(3)</sup>/250</td>
<td>400/250</td>
<td>2750/1350</td>
<td>0.2</td>
<td>0.25 <sup>(2)</sup></td>
</tr>
<tr class="odd">
<td><strong>Type IV-D</strong></td>
<td>1100/700</td>
<td>990/630</td>
<td>400<sup>(3)</sup>/250</td>
<td>400/250</td>
<td>2750/1350</td>
<td>0.7</td>
<td>0.43 <sup>(2)</sup></td>
</tr>
<tr class="even">
<td><strong>Type IV-C</strong></td>
<td>1400/900</td>
<td>1260/810</td>
<td>500/350</td>
<td>500/350</td>
<td>3500/1750</td>
<td>0.1</td>
<td>0.22 <sup>(2)</sup></td>
</tr>
<tr class="odd">
<td><strong>Type IV-B</strong></td>
<td>1400/900</td>
<td>1260/810</td>
<td>500/350</td>
<td>500/350</td>
<td>3500/1750</td>
<td>0.2</td>
<td>0.25 <sup>(2)</sup></td>
</tr>
<tr class="even">
<td><strong>Type IV-A</strong></td>
<td>1400/900</td>
<td>1260/810</td>
<td>500/350</td>
<td>500/350</td>
<td>3500/1750</td>
<td>0.7</td>
<td>0.43 <sup>(2)</sup></td>
</tr>
<tr class="odd">
<td colspan="2"><strong>Units</strong></td>
<td>N</td>
<td>N</td>
<td>N</td>
<td>N</td>
<td>kPa</td>
<td>s<sup>-1</sup></td>
<td>mm</td>
<td>%</td>
</tr>
<tr class="even">
<td colspan="2"><strong>Test Method ASTM</strong></td>
<td>D 4632</td>
<td>D 4632</td>
<td>D 4533</td>
<td>D 4833</td>
<td>D 3786</td>
<td>D 4491</td>
<td>D 4751</td>
<td>D 4355</td>
</tr>
<tr class="odd">
<td colspan="2"><strong>Property</strong></td>
<td>Grab strength</td>
<td>Sewn seam strength</td>
<td>Tear strength</td>
<td>Puncture strength</td>
<td>Burst strength</td>
<td>Permittivity</td>
<td>Apparent opening size</td>
<td>Ultraviolet stability</td>
</tr>
</tbody>
</table>

Table 714-5

Physical Requirements For Temporary Silt Fence

  ------------------- ---------- ----------- -------------------- ----------- -----------
  **Property**        **Test     **Units**   **Specifications**               
                      Method                                                  
                      ASTM**                                                  

                                             **Type V-A**         **Type V-B  **Type V-C
                                                                  ^(2)^**     ^(3)^**

  Grab strength       D 4632     N                                            

  Machine direction                          400                  550         550

  Cross direction                            400                  450         450

  Permittivity        D 4491     s^-1^       0.05                 0.05        0.05

  Apparent opening    D 4751     mm          0.60 ^(1)^           0.60 ^(1)^  0.60 ^(1)^
  size                                                                        

  Ultraviolet         D 4355     \%          70% after 500 hours              
  stability                                  of exposure                      
  ------------------- ---------- ----------- -------------------- ----------- -----------

\(1\) Maximum average roll value.

\(2\) Elongation at break ≥ 50 percent elongation (ASTM D 4632).

\(3\) Elongation at break \< 50 percent elongation (ASTM D 4632).

Table 714-6

Physical Requirements For Paving Fabric

  --------------------------- ----------------- ----------- ------------------
  **Property**                **Test Method**   **Units**   **Specifications
                                                            Type VI**

  Grab strength               ASTM D 4632       N           500

  Ultimate elongation         ASTM D 4632       \%          50% at break

  Asphalt retention           ASTM D 6140       L/m^2^      0.90

  Mass per unit area          ASTM D 5261       G/m^2^      140

  Melting point               ASTM D 276        ºC          150
  --------------------------- ----------------- ----------- ------------------

**714.02 Geocomposite Drains.** Furnish a drainage core with a
subsurface drainage geotextile attached to or encapsulating the core.
Include all necessary fittings and material to splice one sheet, panel,
or roll to the next and to connect the geocomposite drain to the
collector and outlet piping.

For the drainage core, use long chain synthetic polymers composed at
least 85 percent by mass of polypropylene, polyester, polyamide,
polyvinyl chloride, polyolefin, or polystyrene. Fabricate the core in
sheets, panels, or rolls of adequate strength to resist installation
stresses and long-term loading conditions. Build the core up in
thickness by means of columns, cones, nubs, cusps, meshes, stiff
filaments, or other configurations.

Furnish geocomposite drains with a minimum compressive strength of 275
kilopascals when tested according to ASTM D 1621, procedure A. Furnish
splices, fittings, and connections with sufficient strength to maintain
the integrity of the system during construction handling and permanent
loading without impeding flow or damaging the core.

Elevate and protect sheets, panels, or rolls with a waterproof and
ultraviolet resistant cover if stored outdoors.

When using a geocomposite drain for a permanent installation, limit the
geocomposite exposure to ultraviolet radiation to less than 10 days.

Geocomposites will be evaluated under Subsection 106.03. When samples
are required, provide a 1-meter square sample from products supplied as
sheets or panels or a 1-meter length full-roll width sample from
products supplied in rolls. Label the sample with the lot and batch
number, date of sampling, project number, item number, manufacturer, and
product name.

**(a) Geocomposite underdrains.** The horizontal and vertical flow of
water within the core shall interconnect at all times for the full
height of the core. The drainage core with the geotextile fully
encapsulating the core shall provide a minimum flow rate of 1 liter per
second per meter of width when tested according to ASTM D 4716 under the
following test conditions:

**(1)** 350-millimeter long specimen;

**(2)** Applied load of 50 kilopascals;

**(3)** Gradient of 1.0;

**(4)** 100-hour seating period; and

**(5)** Rubber membrane between platens and geocomposite.

Firmly attach the geotextile to the core so folding, wrinkling, or other
movement cannot occur either during handling or after placement. Achieve
bonding using nonwater-soluble adhesive, heat sealing, or other methods
recommended by the manufacturer. Do not use adhesive on areas of the
geotextile fabric where flow is intended to occur.

If heat sealing is used, do not weaken the geotextile below the required
strength values. Extend the geotextile below the bottom of the core a
length sufficient to completely encapsulate the collector pipe.

**(b) Geocomposite sheet drains.** The horizontal and vertical flow of
water within the sheet drain shall interconnect at all times for the
full height of the core. The drainage core with the geotextile laminated
to one side of the core shall provide a minimum flow rate of 1 liter per
second per meter of width when tested according to ASTM D 4716 under
test conditions (1) through (5) in (a) above.

If core construction separates the flow channel into two or more
sections, only the flow rate on the in-flow face is considered in
determining the core\'s acceptability.

Firmly attach the geotextile to the core so folding, wrinkling, or other
movement cannot occur either during handling or after placement. Achieve
bonding using nonwater-soluble adhesive, heat sealing, or other method
recommended by the manufacturer. Do not use adhesive on areas of the
geotextile fabric where flow is intended to occur.

If heat sealing is used, do not weaken the geotextile below the required
strength values. Extend the geotextile below the bottom of the core
length sufficient to completely encapsulate the collector pipe.

**(c) Geocomposite pavement edge drains.** The geotextile shall tightly
encapsulate the geocomposite edge drain. The edge drains shall permit
in-flow from both sides. The drain core with the geotextile in place
shall provide a minimum flow rate of 3 liters per second per meter of
width when tested according to ASTM D 4716 under test conditions (1)
through (5) in (a) above, except the gradient shall be 0.1.

If the geocomposite polymer core separates the flow channel into two or
more parts, consider only the tested flow rate of the channel facing the
pavement.

All pipe and pipe fittings used for an outlet to the edge drain shall be
non-perforated plastic pipe conforming to Subsection 706.08.

The solvent cement for the outlet pipe and fittings shall be according
to ASTM D 2564. The material composition of the outlet fittings shall be
compatible for direct solvent welding to PVC.

## Section 715. --- PILING

**715.01 Untreated Timber Piles.** Conform to AASHTO M 168. Fabricate
the piles from the following species for the sizes and dimensions
specified in the contract:

**(a)** Douglas fir;

**(b)** Larch;

**(c)** Norway pine;

**(d)** Red oak; and

**(e)** Southern yellow pine.

Install steel straps along the length of the pile at not more than
3-meter centers. In addition, place a strap at 75, 150, and 300
millimeters from the tip and 2 additional straps within 600 millimeters
of the butt. Use 32-millimeter wide by 0.8-millimeter-thick steel
strapping material fabricated from cold-rolled, heat-treated,
high-tensile steel having a minimum tensile strength of 22 kilonewtons.

Hold straps in place with clips that are secured by crimping twice in
the clip length with a notch type sealer. Fabricate the clips from
57-millimeter by 0.9‑millimeter thick steel. The clip joint shall
develop at least 75 percent of the strap tensile strength. Straps shall
encircle the pile once and be tightened by hand-operated or
power-assisted tensioning tools.

**715.02 Treated Timber Piles.** Conform to AASHTO M 133, Use Douglas
fir or southern yellow pine for saltwater installations. Conform to
Subsection 715.01 steel strap requirements.

Use the pressure method procedure prescribed in AWPA Standard C1. Apply
the treatment to the piles after all millwork is completed.

Imprint legible symbols or legend on the end of all piles identifying
the name of the treating company and type and year of treatment
according to AWPA Standards M1 and M6.

**715.03 Concrete Piles.** Fabricate piles from class A (AE) concrete
conforming to Section 552. For billet steel and rail steel reinforcement
bars, conform to Subsection 709.01. For prestressing reinforcement
steel, conform to Subsection 709.03.

Construct precast concrete piles according to Section 552. Construct
prestressed concrete piles according to Section 553. When lifting
anchors are used, maintain at least a 25‑millimeter clearance from the
pile reinforcing steel or prestressing steel.

Use metal, plywood, or dressed lumber forms that are watertight, rigid,
and true to line. Use a 25-millimeter chamfer strip in all corners of
the forms.

Cast piles separately or, if alternate piles are cast in a tier, cast
the intermediate piles at least 4 days after the adjacent piles are
poured. Separate piles cast in tiers with tar paper or other suitable
separating material. Place concrete in each tier in a continuous
operation that prevents the formation of stone pockets, honeycombs, or
other defects. Leave forms in place for at least 24 hours.

Make piles straight so when a line is stretched from butt to tip on any
face, the line is no more than 25 millimeters from the face of the pile
at any point. Make the pile surface true, smooth, even, and free from
honeycombs and voids.

Remove lifting anchors to a depth of at least 25 millimeters below the
concrete surface and fill the resulting hole with concrete. Finish the
surface of each pile with a class 1 ordinary surface finish according to
Subsection 552.16. Cure the piles according to Sections 552 and 553 as
applicable.

If concrete test cylinders are made and tested according to Section 552,
do not move piles until the tests indicate a compressive strength of at
least 80 percent of the design 28-day compressive strength. Do not
transport or drive piles until tests indicate the minimum design 28-day
compressive strength is attained.

If concrete test cylinders are not made, do not move piles until they
have cured for at least 14 days at a minimum temperature of 15 ºC or 21
days at a minimum temperature of 4 ºC. Do not transport or drive piles
until cured for at least 21 days at a minimum of 15 ºC or 28 days at a
minimum of 4 ºC. When high‑early‑strength cement is used, do not move,
transport, or drive piles until cured for at least 7 days.

**715.04 Steel Shells.** Furnish either cylindrical or tapered pile
shells of spiral welded, straight-seam welded, or seamless tube steel
material. Use only one type of pile shell throughout a structure.
Conform to the following minimum shell wall thicknesses:

> • Outside cylinder diameter \< 350 mm 6 mm
>
> • Outside cylinder diameter ≥ 350 mm 10 mm
>
> • Tapered or fluted 4.5 mm

**(a) Shells driven without a mandrel.** For tapered or step tapered
cast-in‑place concrete piles, furnish shells having a minimum
300-millimeter diameter at cutoff and a minimum 200-millimeter diameter
tip. For constant diameter cast-in-place concrete piles, furnish shells
having a minimum nominal diameter of 270 millimeters.

Fabricate shells from not less than 4.5-millimeter plate stock
conforming to ASTM A 36M. Shells may be either spirally welded or
longitudinally welded and may be either tapered or constant in section.
Seal the tips as noted on the drawings.

**(b) Shells driven with a mandrel.** Furnish shells of sufficient
strength and thickness to withstand driving without injury and to resist
harmful distortion and buckling due to soil pressure after being driven
and the mandrel removed. Butt and tip dimensions are specified in the
contract.

**715.05 Steel Pipes.** Conform to the following:

**(a)** Steel pipe to be filled with concrete ASTM A 252, grade 2

**(b)** Closure plates for closed end piles ASTM A 36M

**(c)** Reinforced conical points AASHTO M 103M

for pipe closure at the tip

**(d)** Unfilled tubular steel piles for welded and ASTM A 252, grade 2

seamless steel pipe piles with chemical

properties conforming to ASTM A 53, grade B

**715.06 Steel H‑Piles.** Furnish steel H‑piles from rolled steel
sections of the mass and shape specified in the contract. Fabricate the
H-piles from structural steel conforming to ASTM A 36M, except do not
use steel manufactured by the acid‑bessemer process.

For copper‑bearing structural steel, furnish steel with 0.20 to 0.35
percent copper.

**715.07 Sheet Piles.** For steel sheet piles, conform to AASHTO M 202M
or ASTM A 572M. For all other sheet piles, conform to the requirements
prescribed above for the particular material specified. Make the joints
practically watertight when the piles are in place.

**715.08 Pile Shoes.** For timber piles, prefabricate shoes from cast
steel conforming to AASHTO M 103M.

**715.09 Splices.** For H or pipe piles, manufacture splices from
structural steel conforming to ASTM A 36M.

## Section 716. --- MATERIAL FOR TIMBER STRUCTURES

**716.01 Untreated Structural Timber and Lumber.** Conform to AASHTO M
168. Furnish an inspection certification from an agency accredited by
the American Lumber Standards Committee for the species and grade. Mark
all pieces with the inspection service, grade designation, species, and
inspector identity.

Season and dry all structural timber and lumber before fabrication. Do
not use material that is twisted, curved, or otherwise distorted.

Do not use boxed-heart pieces of Douglas fir or redwood in outside
stringers, floor beams, caps, posts, sills, or rail posts. Boxed-heart
pieces are defined as timber so sawed that, at any point in the length
of a sawed piece, the pith lies entirely inside the four faces.

**716.02 Hardware.** Machine bolts, drift bolts and dowels may be medium
steel. Fabricate washers from gray iron or malleable iron castings
unless structural washers are specified.

Use square-headed bolts and nuts. Use a standard commercial type of cut
or round nail. Use cut, round, or boat spikes as specified.

Galvanize all hardware according to AASHTO M 232 or cadmium plate all
hardware according to ASTM B 766, class 12, type III.

Use ring or shear-plate timber connectors conforming to AASHTO *Standard
Specifications for Highway Bridges* Division II, article 16.2.6, Timber
Connectors.

**716.03 Treated Structural Timber and Lumber.** Furnish wood according
to Subsection 716.01. Incise all wood and make all dimensional cuts and
holes in the wood before pressure treatment. Treat the wood and mark
each piece of treated timber according to AASHTO M 133. Treat glued
laminated timber members according to AWPA Standards C14 and C28. Use
the type of treatment and minimum net retention of preservative shown in
the plans.

Treat timber members according to *Best Management Practices for the Use
of Treated Wood in Aquatic Environments* as published by the Western
Wood Preservers Association.

All treated timber members must have a quality mark approved by the
American Lumber Standards Committee for individual pieces or sealed
pallets, assuring that treatment conforms to the appropriate AWPA
standards.

Provide a production certification for each lot of treated wood
according to Subsection 106.03. Indicate the preservative used,
penetration in millimeters, retention in kilograms per cubic meter
(assay method), and the "Best Management Practices" used in treating
timber members.

**716.04 Structural Glued Laminated Timber.** Furnish structural glued
laminated timber according to AITC 117. Fabricate according to the
combination and grade as indicated in the contract. Fabricate structural
glued laminated members according to ANSI/AITC A190.1, Structural Glued
Laminated Timber.

Manufacture members as industrial appearance grade for wet use
conditions, using a phenol-resorcinol resin type of adhesive throughout.
Use only single- or multiple-piece laminations with bonded edge joints.

## Section 717. --- STRUCTURAL METAL

**717.01 Structural Steel.**

**(a) Structural carbon steel.** Conform to the following:

**(1)** Primary bridge members AASHTO M 270M, grade 250T

**(2)** Fracture critical bridge members AASHTO M 270M, grade 250F

**(3)** Other shapes, plates, and bars AASHTO M 270M, grade 250

**(b) High-strength low-alloy structural (HSLA) steel.** Conform to the
following:

**(1)** Primary bridge members AASHTO M 270M, grade 345T

and welded members or 345WT

**(2)** Fracture critical bridge members AASHTO M 270M, grade 345F

and fracture critical welded members or 345WF

**(3)** Other shapes, plates, and bars AASHTO M 270M, grade 345

> or 345W

**(c) High-strength quenched and tempered (QT) steel.** Conform to the
following:

**(1)** Primary bridge members AASHTO M 270M, grade

> 485WT, 690T, or 690WT

**(2)** Fracture critical bridge members AASHTO M 270M, grade

> 485WF, 690F, or 690WF

**(3)** Other shapes, plates, and bars AASHTO M 270M, grade 485W,

> 690, or 690W

**(d) Bolts and nuts.** Conform to ASTM A 307.

**(e) High-strength bolts, nuts, and washers.** Conform to either AASHTO
M 164M or M 253M as specified.

**717.02 Steel Forgings.** Conform to AASHTO M 102M, classes C, D, F,
and G.

**717.03 Pins and Rollers.** Furnish pins and rollers more than 225
millimeters in diameter from annealed carbon‑steel forgings conforming
to AASHTO M 102M, class C.

Furnish pins and rollers 225 millimeters or less in diameter from either
annealed carbon‑steel forgings conforming to AASHTO M 102, class C or
cold finished carbon‑steel shafting conforming to AASHTO M 169, grade
1016 to 1030 inclusive, with a minimum Rockwell Scale B hardness of 85.
The hardness requirement may be waived if the steel develops a tensile
strength of 480 megapascals and a yield point of 250 megapascals.

For pin threads, conform to ANSI B1.1 Coarse Thread Series, class 2A.
Thread pin ends with a diameter of 35 millimeters or more with 6 threads
in 25 millimeters.

**717.04 Castings.**

**(a) Steel castings.** Conform to AASHTO M103M, grade 485-250.

**(b) Chromium alloy steel castings.** Conform to AASHTO M 163M, grade
CA-15.

**(c) Gray iron castings.** Conform to AASHTO M 105, class 30B, unless
otherwise specified. Make the castings free from pouring faults,
sponginess, cracks, blow holes, and other defects in positions affecting
strength and value for the service intended. Boldly fillet the castings
at angles and make the arrises sharp and perfect. Sand blast all
castings or otherwise effectively remove the scale and sand to present a
smooth, clean, and uniform surface.

**(d) Malleable iron castings.** Conform to ASTM A 47M, grade 35018,
unless otherwise specified. For workmanship, finishing, and cleaning,
conform to (c) above.

**717.05 Welded Stud Shear Connectors.** Conform to AASHTO M 169 and
AASHTO *Standard Specifications for Highway Bridges* Division II,
article 11.3.3, Welded Stud Shear Connectors.

**717.06 Steel Pipe.** Furnish galvanized steel pipe conforming to ASTM
A 53, type F, standard weight class, and plain ends for the designation
specified in the contract.

**717.07 Galvanized Coatings.** When specified, galvanize structural
steel according to AASHTO M 111M.

**717.08 Sheet Lead.** Furnish common desilverized lead conforming to
ASTM B 29. Furnish sheets in a uniform 6±1 millimeter thickness free
from cracks, seams, slivers, scale, and other defects.

**717.09 Steel Grid Floors.** Conform to ASTM D 5484, type I. Furnish
galvanized steel grid floors unless painting is specified.

**717.10 Bearings.**

**(a)** Elastomeric bearings, plain or laminated. Conform to AASHTO M
251.

**(b)** Elastomeric bearings, high load rotational confined. Conform to
ASTM D 5212.

**(c)** High load rotational spherical bearings. Conform to ASTM D 5977.

**717.11 Polytetrafluoroethylene (PTFE) Surfaces for Bearings.** When
PTFE surfaces are specified for bearings which are not listed in
Subsection 717.10, conform to the following:

**(a) PTFE resin.** Furnish virgin PTFE resin material conforming to
ASTM D 4895 and the following:

**(1)** Specific gravity 2.13 to 2.19

**(2)** Melting point 328 ºC ±1 ºC

**(b) Filler material.** Furnish milled glass fibers, carbon, or other
approved inert material.

**(c) Adhesive material.** Furnish epoxy resin adhesive conforming to
FSS MMM‑A‑134, FEP film, or an approved equal.

**(d) Unfilled PTFE sheet.** Furnish unfilled PTFE sheet made from PTFE
resin. Conform to the following:

**(1)** Tensile strength, ASTM D 638 19 MPa min.

**(2)** Elongation, ASTM D 638 200% min.

**(e) Filled PTFE sheet.** Furnish filled PTFE sheet made from PTFE
resin uniformly blended with filler material. For filled PTFE sheets
containing glass fibers or carbon, conform to Table 717-1.

**(f) Fabric containing PTFE fibers.** Furnish fabric made from oriental
multifilament PTFE fluorocarbon and other fibers. Use PTFE fibers,
conform to the following:

**(1)** Tensile strength, ASTM D 2256 165 MPa min.

**(2)** Elongation, ASTM D 2256 75% min.

Table 717-1

Filled Polytetrafluoroethylene Sheeting

  ------------------------ ------------- ------------------- --------------
  **Property**             **ASTM        **15% Glass         **25% Carbon**
                           Method**      Fibers**            

  Mechanical:                                                

  Min. tensile strength    D 638         14 MPa              9 MPa

  Min. elongation          D 638         150%                75%

  Physical:                                                  

  Min. specific gravity    D 792         2.20                2.10

  Melting point            D 638         327±10 ºC           327±10 ºC
  ------------------------ ------------- ------------------- --------------

**(g) Interlocked bronze and filled PTFE components.** Furnish a
phosphor bronze plate conforming to AASHTO M 108 with an
0.25-millimeter-thick porous bronze surface layer conforming to ASTM B
103M into which is impregnated a PTFE compound. Overlay the surface with
compounded PTFE not less than 25 micrometers thick.

**(h) PTFE metal composite.** Furnish virgin PTFE molded on each side
and completely through a 33-millimeter perforated stainless steel sheet
conforming to ASTM A 240, type 304.

**(i) Surface treatment.** For epoxy bonding, factory treat one side of
the PTFE sheet with a sodium napthalene or sodium ammonia process.

**(j) Stainless steel mating surface.** Conform to ASTM A 240, type 304
and the following:

**(1)** Thickness 0.91 mm min.

**(2)** Surface finish 0.5 µm root mean square max.

Polish or roll stainless steel mating surfaces as necessary to meet the
specified friction properties.

**717.12 Structural Aluminum Alloy.** Conform to the *Specifications for
Aluminum Structures* published by the Aluminum Association, Inc. For
aluminum expansion joint material, furnish aluminum extrusion alloy
6061‑T6.

**717.13 Aluminum Alloy for Bridge Rail.** Conform to AASHTO-AGC-ARTBA
*A Guide to Standardized Highway Barrier Hardware*.

**717.14 Aluminum Bolt Heads and Nuts.** Conform to American standard
heavy hexagon ANSI B18.2. For threads, conform to American standard
coarse series, class 2 fit, ANSI specification B1.1.

**717.15 Aluminum Welding Wire.** Conform to Table 717-2.

Table 717-2

Aluminum Welding Wire

  ------------------------- ------------------- ---------------------------
  **Alloys Series**         **Specification**   **Wire**

  3xxx and 6xxx             AWS 5.10            ER 4043

  3xxx, 5xxx, and 6xxx                          ER 5356

  5xxx and 6xxx                                 ER 5556 or ER 5183
  ------------------------- ------------------- ---------------------------

**717.16 Elastomeric Compression Joint Seals.** Conform to AASHTO M 297.

## Section 718. --- TRAFFIC SIGNING AND MARKING MATERIAL

**718.01 Retroreflective Sheeting.** Conform to ASTM D 4956.

Conform to ASTM D 4956 Supplemental Requirement S1, Fungus Resistance,
if specified. For reboundable retroreflective sheeting, conform to ASTM
D 4956 including Supplemental Requirement S2, Reboundable Sheeting
Requirements.

When an adhesive is used, use ASTM D 4956, backing class 1, 2, or 3.

**718.02 Reserved.**

**718.03 Plywood Panels.** Furnish exterior type B-B high-density
overlay plywood or better conforming to NIST specification PS‑1 for
construction and industrial plywood. Use 13-millimeter-thick plywood for
sign panels with a facial area 0.4 square meters or less and the
horizontal dimension no greater than the vertical dimension. Use
19‑millimeter thick plywood for larger panels.

Abrade, clean, and degrease the face of the plywood panel according to
methods recommended by the manufacturer of the retroreflective sheeting.
Treat the edges of the plywood panel with an approved edge sealant.

**718.04 Steel Panels.** Furnish 2-millimeter continuous coat galvanized
sheet steel blanks conforming to ASTM A 653M. Mill phosphatize the zinc
coating (designation G 90) to a thickness of 1.1±0.5 grams per square
meter of surface area.

Furnish panels with a substantially plane surface. Do not use twisted or
buckled panels. Clean, degrease, or otherwise prepare the panels
according to methods recommended by the sheeting manufacturer.

**718.05 Aluminum Panels.** Conform to ASTM B 209M, alloy 6061‑T6 or
5052-H38.

Fabricate all temporary panels and those permanent panels that are 750
by 750 millimeters or smaller from 2-millimeter-thick aluminum sheets.
Fabricate larger permanent panels from 3-millimeter thick aluminum
sheets.

The blanks shall be free from laminations, blisters, open seams, pits,
holes, or other defects that may affect their appearance or use. The
thickness shall be uniform and the blank commercially flat. Perform
shearing, cutting, and punching before preparing the blanks for
application of reflective material.

Clean, degrease, and chromate the blanks or otherwise properly prepare
the panels according to methods recommended by the sheeting
manufacturer.

**718.06 Plastic Panels.**

**(a) Plastic.** Furnish light, flexible, high-impact, and ultraviolet
chemical resistant polycarbonate material, or approved equal that will
accept adhesives, coatings, and retroreflective sheeting material as
recommended for such material.

Fabricate panels that are 600 by 600 millimeters or smaller from
2-millimeter-thick plastic blanks. Fabricate larger panels from
3-millimeter-thick plastic blanks.

The panels shall be flat and free of buckles, warps, and other defects.
Where multiple panels adjoin, the gap between adjacent panels shall not
be greater than 16 millimeters. Signs larger than 600 by 600 millimeters
shall have reinforcement stiffeners attached on the back for rigidity
and for mounting on the supports.

**(b) Fiberglass reinforced plastic.** Furnish fiberglass reinforced
thermoset polyester acrylic modified laminate sheets. Furnish sign panel
UV stabilized for outdoor weathering ability. The sign panel shall
accept adhesives, coatings, and retroreflective sheeting material as
recommended.

Furnish sign panel free of visible cracks, pinholes, foreign inclusions,
or surface wrinkles that would affect implied performance, alter the
specific dimensions of the panel, or otherwise affect the sign panels
serviceability.

Wipe sign panel surface clean with a slightly dampened cloth before
applying reflective sheeting.

Make fiberglass reinforced panels conform to the following mechanical
and physical properties:

**(1)** Average tensile strength, ASTM D 638M 69 MPa min.

**(2)** Average tensile modulus, ASTM D 638M 8.3 GPa min.

**(3)** Average flexural strength, ASTM D 790M 140 MPa min.

**(4)** Average flexural modulus, ASTM D 790M 8.3 GPa min.

**(5)** Average compression strength, 220 MPa min.

ASTM D 695M

**(6)** Average compression modulus, 9.7 GPa min.

ASTM D 695M

**(7)** Punch shear, ASTM D 732 90 MPa min.

**(8)** Thickness 3.4±0.1 mm

**(9)** Size, dimension \< 3.7 m, ASTM D 3841 ±3 mm

**(10)** Squareness in 3.7 m length, ±3 mm

ASTM D 3841

**(11)** Surfaces, top and bottom Smooth

**(12)** Color, visually uniform gray, N.7.5/ - N.8.5/

Munsel^R^ range

**(13)** Coefficient of lineal thermal expansion, 0.01 µm/mm/ºC max.

ASTM D 696

**(14)** Impact resistance, -54 to 100 ºC, 0.54 kg from 18.3 m

ASTM D 3841

**(15)** Flame resistance, ASTM D 635 25 mm max.

**(16)** Weather resistance, 3000±100 h, grade II min.

ASTM D 3841

**718.07 Extruded Aluminum Panels.** Furnish panels conforming to ASTM B
221M, aluminum alloy 6063‑T6. For panel thickness and fabrication,
conform to Subsection 718.05. The maximum allowable deviation from flat
on the face is 4 millimeters per meter.

**718.08 Signposts.** Furnish wood, steel, or aluminum signposts as
specified.

**(a) Wood posts.** Furnish posts from dry no. 1 grade Douglas fir,
southern or Ponderosa pine, hemlock, spruce, or western larch conforming
to AASHTO M 168. Treat the posts with water-borne preservative ACA,
ACZA, or CCA according to AWPA Standard C14 except the minimum
preservative retention is 6 kilograms per cubic meter.

**(b) Galvanized steel posts.** Furnish posts that are straight, smooth,
and free from defects affecting strength, durability, or appearance.
Conform to the following:

**(1) U-channel steel posts.** Furnish flanged, channel, galvanized
steel posts conforming to ASTM A 499, grade 60, and the following:

*(a)* Dimensions of U cross section

*(1)* Width of opened end of U 75 -- 90 mm

including flanges

*(2)* Width of closed end of U 25 -- 40 mm

*(3)* Depth of U 25 -- 50 mm

*(4)* Thickness of steel 3 -- 5 mm

*(b)* Punching. Starting 25 millimeters from the top and extending the
full length of the post, drill or punch 10-millimeter holes on
25-millimeter centers along the centerline of the bottom of the U.
Remove all burrs and sharp edges.

*(c)* Galvanizing after punching AASHTO M 111M

**(2) Square tubular steel posts.** Furnish square tubular galvanized
steel posts conforming to ASTM A 1011M, grade 55, or ASTM A 715, grade
60, and the following:

*(a)* Dimensions

*(1)* Outside dimensions 44.5 mm by 44.5 mm or

> 50.8 mm by 50.8 mm

*(2)* Wall thickness 2.1 mm

*(3)* Mass 2.5 -- 3.0 kg/m

*(b)* Punching. Starting 25 millimeters from the top and extending the
full length of the post, drill or punch 11-millimeter holes on
25-millimeter centers along the centerline of all four sides, in true
alignment and opposite each other directly and diagonally. Remove all
burrs and sharp edges.

*(c)* Galvanizing after punching ASTM A 635M, (inside and outside of
post) coating Z275

designation

**(c) Aluminum posts.** Furnish approved standard shapes and thicknesses
conforming to ASTM B 221M, alloy 6061‑T6, 6351‑T5, 6063-T6, or 6005‑T5.

**(d) Corrosion resistant steel posts.** Furnish post and breakaway
plates conforming to ASTM A 588 or ASTM A 242.

**718.09 Object Marker and Delineator Posts.** Furnish wood, steel, or
aluminum object marker and delineator posts. Delineator posts may also
be fabricated from plastic.

**(a) Wood posts.** Furnish 100 by 100-millimeter wooden posts
conforming to Subsection 718.08.

**(b) Steel posts.** Furnish flanged U‑channel steel posts weighing not
less than 3 kilograms per meter and conforming to ASTM A 36M. Galvanize
the posts according to AASHTO M 111M.

**(c) Aluminum posts.** Furnish standard shaped 3-millimeter-thick
aluminum posts conforming to ASTM B 221M, alloy 356.0‑T6.

**(d) Plastic posts.** Furnish flexible delineator posts made with high
impact resistant polymer material.

**718.10 Hardware.** For lag screws, washers, clip angles, wood screws,
shear plates, U-bolts, clamps, bolts, nuts, and other fasteners, use
galvanized steel or aluminum alloy.

For high-strength steel bolts, nuts, and washers, conform to Subsection
717.01. Galvanize steel hardware according to AASHTO M 232M.

For aluminum alloy bolts, nuts, and washers, conform to Subsections
717.13 and 717.14 as applicable.

Furnish oversize bolt heads and oversize neoprene or nylon washers for
plastic sign panels.

**718.11 Letters, Numerals, Arrows, Symbols, and Borders.** Colors will
be specified in the contract and shall conform to Subsection 718.01.

Form letters, numerals, and other units to provide a continuous stroke
width with smooth edges. Make the surface flat and free of warp,
blisters, wrinkles, burrs, and splinters. Conform to one of the
following:

**(a) Type L‑1 (screen process).** Apply letters, numerals, arrows,
symbols, and borders on the retroreflective sheeting or opaque
background of the sign by direct or reverse screen process. Apply
messages and borders of a color darker than the background to the paint
or the retroreflective sheeting by direct process. Produce messages and
borders of a color lighter than sign background by the reverse screen
process.

Use opaque or transparent colors, inks, and paints in the screen process
of the type and quality recommended by the retroreflective sheeting
manufacturer.

Perform the screening in a manner that results in a uniform color and
tone, with sharply-defined edges of legends and borders, and without
blemishes on the sign background that will affect intended use.

Air dry or bake the signs after screening according to manufacturer\'s
recommendations to provide a smooth hard finish. Any signs with blisters
or other blemishes will be rejected.

**(b) Type L‑3 (direct applied characters).** Cut letters, numerals,
symbols, borders, and other features of the sign message from the type
and color of the retroreflective sheeting specified and apply to the
sign background\'s retroreflective sheeting according to the
retroreflective sheeting manufacturer\'s instructions. For the
retroreflective sheeting minimum coefficient of retroreflection (R~A~),
conform to AASHTO M 268.

**718.12 Delineator and Object Marker Retroreflectors.** Furnish type 1
or type 2 retroreflectors that are ready for mounting. Furnish antitheft
hardware for mounting as required.

**(a) Type 1 (acrylic plastic lens).** Furnish a 4500-square millimeter
minimum acrylic plastic lens with prismatic optical elements and a
smooth, clear, transparent face. Fabricate the back from similar
material and fuse it to the lens around the entire perimeter to form a
homogenous unit. Permanently seal the units against the intrusion of
dust, water, or air. Conform to Table 718-1 regardless of the
orientation angle.

Table 718‑1

Minimum Coefficient of (Retroreflective) Luminous Intensity (R~I~)

Candelas per lux

  ---------------- --------------- ---------------- ------------ ------------
  **Observation    **Entrance      **White^(1)^**   **Yellow**   **Red**
  Angle º**        Angle º**                                     

  0.1              0               10.7             6.5          2.8

  0.1              20              4.2              2.3          1.1
  ---------------- --------------- ---------------- ------------ ------------

\(1\) Crystal, clear, or colorless are acceptable color designations.

Mount the retroreflector unit in a housing fabricated from
1.6-millimeter aluminum alloy 3003‑H‑14 or similar, or from cold rolled,
hot dip, galvanized steel, having a thickness of 1.6 millimeters.
Provide antitheft attachment hardware.

**(b) Type 2 (retroreflective sheeting).** Furnish a fungus resistant
type III, V, VII, VIII, or IX retroreflective sheeting with a class 1 or
2 adhesive backing conforming to ASTM D 4956. Attach the sheeting to an
aluminum or plastic support panel (target plate) of the size and
dimension specified.

**718.13 Conventional Traffic Paint.** Conform to AASHTO M 248.

**718.14 Waterborne Traffic Paint.** Furnish an acrylic water-based,
ready-mixed paint for use on asphalt and rigid pavements conforming to
the following:

**(a) Composition.** Furnish a paint composed of resin solids of 100
percent acrylic polymer with the exact formulation determined by the
manufacturer. Conform to the following:

**(1)** Pigment, % by mass, ASTM D 3723 45% to 55%

**(2)** Lead, chromium, cadmium, or barium 0%

ASTM D 3335 & D3718

**(3)** Volatile organic compounds, 150 g/L max.

ASTM D 2369

**(4)** Mass of paint, 1.44 kg/L min.

ASTM D 1475

**(b) Viscosity.** ASTM D 562 75-90 Krebs units

**(c) Drying time.**

**(1)** Dry to no pickup, ASTM D 711 10 minutes max.

**(2)** Drying to no track, 0.7 kg/L type 1 90 seconds max.

waterproofed glass beads,

0.38±0.03-mm wet film thickness at 54 ºC

**(d) Flexibility.** No cracking or flaking

ASTM D 522, using the 6.4 mm cylindrical mandrel

**(e) Dry opacity.** ASTM D 2805, contrast ratio at 0.96 min.

7.85 m^2^/L spreading rate

**(f) Color.**

**(1)** White, ASTM D 1729 match - FHWA standard

> highway white

**(2)** Yellow, ASTM D 1729 match - FHWA standard

> highway yellow

**(g) Daylight reflectance.** (Without glass beads)

**(1)** White, FTMS 141 method 6121 84% relative to

> magnesium ASTM E 1347 oxide standard

**(2)** Yellow, FTMS 141 method 6121 55% relative to

> magnesium ASTM E 1347 oxide standard

**(h) Bleeding ratio.** ASTM 969. 0.96 min.

Determine reflectance in accordance with

ASTM D 1347 immediately after drying.

Divide the average of 3 reflectance readings

of the paint over the bleeding surface by

the average of 3 readings over the non-bleeding

surface to determine the bleeding ratio.

**(i) Scrub resistance.** ASTM D 2486 300 cycles min.

**(j) Freeze-thaw stability.** ASTM D 2243

**(1)** Change in viscosity ±5 Krebs units max.

**(2)** Decrease in scrub resistance -10% max.

**(k) Storage stability.** During a 12 month storage period, conform to
the following:

**(1)** No excessive setting, caking, or increase in viscosity; and

**(2)** Readily stirred to a consistency for use in the striping
equipment.

**718.15 Epoxy Markings.** Furnish a 2-component, 100 percent solids
type system for hot-spray application conforming to the following:

**(a) Pigments.** Component A. Percent by mass.

**(1) White.**

*(a)* Titanium dioxide (TiO~2~), 18% min.

ASTM D 476, type II and type III

*(b)* Epoxy resin 75 to 82%

**(2) Yellow:**

*(a)* Chrome yellow (PbCrO~4~), 23% min.

*(b)* ASTM D 126, type III.

*(c)* Epoxy resin 70 to 77%

**(3) Non-Lead Yellow:**

*(a)* Titanium dioxide (TiO~2)~ 14% min.

ASTM D 476, type II and type III.

*(b)* Organic yellow 7 to 8%

*(c)* Epoxy resin 75 to 79%

**(b) Epoxy content.** Component A. Manufacturer\'s target

Mass per epoxy equivalent, ASTM D 1652 value ±50

**(c) Amine value.** Component B, Manufacturer\'s target

ASTM D 2074 value ±50

**(d) Toxicity.** Toxic or injurious fumes none

at application temperature

**(e) Color.** 0.38 millimeter film thickness specimen(cured).

**(1)** White, ASTM D 1729 match - FHWA standard

> highway white

**(2)** Yellow, ASTM D 1729 match - FHWA standard

> highway yellow

**(f) Directional reflectance.** (Without glass beads)

**(1)** White, ASTM E 1347 84% relative to

> magnesium oxide standard

**(2)** Yellow, ASTM E 1347 55% relative to

> magnesium oxide standard

**(g) Drying time.** 0.38 millimeter film thickness with beads.

**(1)** Laboratory at 22 ºC, ASTM D 711 30 minutes maximum

to no-pick-up condition

**(2)** Field at 25 ºC, viewed from 15 m 10 minutes maximum

to no-tracking condition

**(h) Abrasion resistance.** Wear index 82 max.

with a CS-17 wheel under a 1000 g load

for 1000 cycles, ASTM D 4060

**(i) Hardness.** Shore D hardness with 72- 75 to 100

to 96-hour cure at 22 ºC, ASTM D 2240

**(j) Storage.** When stored for up to 12 months, individual epoxy
components shall not require mixing before use.

**718.16 Polyester Markings.** Furnish a 2-component system conforming
to the following:

**(a) Directional reflectance.** (Without glass beads)

**(1)** White, ASTM E 1347 80% relative to

> magnesium oxide standard

**(2)** Yellow, ASTM E 1347 55% relative to

> magnesium oxide standard

**(b) Color.**

**(1)** White, ASTM D 1729 match FHWA standard

> highway white

**(2)** Yellow, ASTM D 1729 match FHWA standard

> highway yellow

**(c) Viscosity.** Uncatalyzed polyester 70 to 90 Krebs units

at -4 ºC, ASTM D 562

**(d) Bleeding.** ASTM D 969 6 minimum

**(e) Drying time in field.** Viewed from 15 m 45 minutes maximum

> to no-tracking condition

**718.17 Thermoplastic Markings.** Conform to AASHTO M 249.

**718.18 Preformed Plastic Markings.** Conform to ASTM D 4505, type I,
V, VI, or VII, grade A, B, C, D, or E.

**718.19 Glass Beads.** Conform to AASHTO M 247 for the type specified.
Table 1, Gradation of Glass Beads in AASHTO M 247 is supplemented by
Table 718-2. Treat glass beads with an adherence coating as recommended
by manufacturer.

Table 718-2

Gradation of Glass Beads

  ---------------------- --------------- -------------- -----------------
  **Sieve Size**         **Percent by                   
                         Mass Passing                   
                         Designated                     
                         Sieve (ASTM D                  
                         1214)**                        

                         **Grading                      
                         Designation**                  

                         **Type 3**      **Type 4**     **Type 5**

  2.36 mm                                               100

  2.0 mm                                 100            95 - 100

  1.7 mm                 100             95 - 100       80 - 95

  1.4 mm                 95 - 100        80 - 95        10 - 40

  1.18 mm                80 - 95         10 - 40        0 - 5

  1.0 mm                 10 - 40         0 - 5          0 - 2

  850 µm                 0 - 5           0 - 2          

  710 µm                 0 - 2                          
  ---------------------- --------------- -------------- -----------------

For type 3, 4, and 5 glass beads, also conform to the following:

**(a)** Treat beads with a reactive adherence coating as recommended by
the manufacturer.

**(b)** Roundness, FLH T 520 70% min/sieve size

**(c)** Refractive index, AASHTO M 247 1.50 - 1.55

**718.20 Raised Pavement Markers.**

**(a) Non-plowable, extended life, retroreflective, pavement markers.**
Conform to ASTM D 4280.

**(b) Plowable, retroreflective, pavement markers.** Conform to ASTM D
4383.

**718.21 Temporary Pavement Markings.**

**(a) Preformed retroreflective tape.** Furnish 100-millimeter wide tape
conforming to ASTM D 4592, type I (removable).

**(b) Raised pavement markers.** Furnish an L-shaped polyurethane marker
body with retroreflective tape on both faces of the vertical section,
capable of retroreflecting light from opposite directions, and with an
adhesive on the base.

Provide a minimum coefficient of retroreflection of 1200 candela per lux
per square meter at 0.1 degree observation angle and -4 degrees entrance
angle.

Fabricate the marker body from 1.5-millimeter minimum thickness
polyurethane. Fabricate the vertical leg about 50 millimeters high by
about 100 millimeters wide. Fabricate the base for the marker body about
30 millimeters wide.

Factory apply a 3-millimeter minimum thickness and 19-millimeter wide
pressure sensitive adhesive to the marker base and protect it with
release paper.

If approved, variations in design and dimensions will be permitted to
meet manufacturer\'s standards.

**718.22 Temporary Traffic Control Devices.** Use suitable commercial
grade material for the fabrication of the temporary traffic control
devices. Construct the devices from material capable of withstanding
anticipated weather, traffic conditions, and suitable for the intended
use. Do not use units used on other projects without approval.

**718.23 Epoxy Resin Adhesives.** Epoxy resin adhesives for bonding
traffic markers to rigid and asphalt concrete pavements shall conform to
AASHTO M 237.

## Section 719. --- Reserved

## Section 720. --- STRUCTURAL WALL AND STABILIZED EMBANKMENT MATERIAL

**720.01 Mechanically Stabilized Earth Wall Material.**

**(a) Concrete face panels.** Conform to Section 552 and the following:

**(1)** Use concrete class A(AE) with a minimum 30-megapascal, 28-day
compressive strength.

**(2)** Conform to Section 562 and fully support the units until the
concrete reaches a minimum compressive strength of 7 megapascals. The
units may be shipped and installed after the concrete reaches a minimum
compressive strength of 24 megapascals.

**(3)** Finish the front face of the panel with a class 1 finish
according to Subsection 552.16. Screed the rear face of the panel to
eliminate open pockets of aggregate and surface distortions in excess of
6 millimeters. Cast the panels on a flat area. Do not attach galvanized
connecting devices or fasteners to the face panel reinforcement steel.

**(4)** Clearly scribe on an unexposed face of each panel the date of
manufacture, the production lot number, and the piece mark.

**(5)** Handle, store, and ship all units in such a manner as to
eliminate the dangers of chipping, discoloration, cracks, fractures, and
excessive bending stresses. Support panels in storage on firm blocking
to protect the panel connection devices and the exposed exterior finish.

**(6)** Manufacture all units within the following tolerances:

*(a) Panel dimensions.* Position of panel connection devices within
25 millimeters. All other dimensions within 5 millimeters.

*(b) Panel squareness.* Squareness, as determined by the difference
between the 2 diagonals, shall not exceed 13 millimeters.

*(c) Panel surface finish.* Surface defects on smooth formed surfaces
1.5 meters or more in length shall not exceed 3 millimeters. Surface
defects on textured‑finished surfaces 1.5 meters or more in length shall
not exceed 8 millimeters.

Concrete face panels having any or all of the following defects will be
rejected.

• Defects that indicate imperfect molding.

• Defects indicating honeycombed or open texture concrete.

• Cracked or severely chipped panels.

• Color variation on front face of panel due to excess form oil or other
reasons.

**(b) Wire facing.** Fabricate from welded wire fabric conforming to
AASHTO M 55M, except that section 7.4. applies for all longitudinal and
transverse wire sizes. After fabrication, galvanize according to AASHTO
M 111M.

**(c) Backing mat.** Fabricate from welded wire fabric conforming to
AASHTO M 55M, except that section 7.4 applies for all longitudinal and
transverse wire sizes. After fabrication, galvanize according to AASHTO
M 111M.

**(d) Clevis connector.** Fabricate from cold-drawn steel wire
conforming to AASHTO M 32M and weld according to AASHTO M 55M. After
fabrication, galvanize according to AASHTO M 111M.

**(e) Connector bars.** Fabricate from cold-drawn steel wire conforming
to AASHTO M 32M. Galvanize according to AASHTO M 111M.

**(f) Fasteners.** Furnish 13-millimeter diameter, heavy hexhead bolts,
nuts, and washers conforming to AASHTO M 164M. Galvanize according to
AASHTO M 232.

**(g) Hardware cloth.** Fabricate with maximum 7-millimeter square mesh
openings from woven or welded galvanized steel wire fabric conforming to
ASTM A 740.

**(h) Reinforcing mesh.** Fabricate from cold-drawn steel wire
conforming to AASHTO M 32M. Weld the wire into the finished mesh fabric
according to AASHTO M 55M. After fabrication, galvanize according to
AASHTO M 111M. Repair all damage to the galvanized coating before
installation.

**(i) Reinforcing strips.** Fabricate from high-strength low-alloy
structural steel conforming to ASTM A 572M, grade 450, type 3. After
fabrication, galvanize according to AASHTO M 111M.

**(j) Tie strip.** Fabricate from hot-rolled steel conforming to ASTM A
570M, grade 50. Galvanize according to AASHTO M 111M.

**720.02 Gabion and Revet Mattress Material.**

**(a) Basket mesh.** Twist or weld the mesh from galvanized steel wire
conforming to ASTM A 641M, class 3 or aluminized steel wire conforming
to ASTM A 809. Use wire with a minimum tensile strength of 415
megapascals when tested according to AASHTO T 244. The galvanized or
aluminized coating may be applied after mesh fabrication. Make the mesh
openings with a maximum dimension less than 120 millimeters, an area
less than 7000 square millimeters, and a size less than the gabion or
revet mattress rock to be used with the mesh.

**(1) Gabion baskets (0.3 meter or greater in the vertical dimension).**
Fabricate the mesh for galvanized or aluminized coated baskets from
nominal-sized 3.0-millimeter or greater diameter wire and fabricate the
mesh for polyvinyl chloride coated baskets from nominal-sized
2.7-millimeter or greater diameter wire.

*(a) Twisted wire mesh.* Form the mesh in a uniform hexagonal pattern
with nonraveling double twists. For galvanized or aluminized coated
baskets, tie the perimeter edges of the mesh for each panel to a
3.9-millimeter or greater diameter selvedge wire. For polyvinyl chloride
coated baskets, tie the perimeter edges of the mesh for each panel to a
3.4-millimeter or greater diameter selvedge wire. Make the selvedge at
least the same strength as the body of the mesh. Furnish selvedge wire
from the same type of material used for the wire mesh.

*(b) Welded wire mesh.* For galvanized or aluminized coated baskets,
weld each connection to obtain a minimum average weld shear strength of
2600 newtons with no value less than 2000 newtons. For polyvinyl
chloride coated baskets, weld each connection to obtain a minimum
average weld shear strength of 2100 newtons with no value less than
1600 newtons.

Fabricate gabion baskets in the dimensions required with a dimension
tolerance of ±5 percent. Where the length of the basket exceeds 1.5
times its width, equally divide the basket into cells less than or equal
to the basket width using diaphragms of the same type and size mesh as
the basket panels. Prefabricate each basket with the necessary panels
and diaphragms secured so they rotate into place.

**(2) Revet mattresses (less than 0.3 meter in the vertical
dimension).** Fabricate the mesh from nominal-sized 2.2-millimeter or
greater diameter wire.

*(a) Twisted wire mesh.* Form the mesh in a uniform hexagonal pattern
with nonraveling double twists. Tie the perimeter edges of the mesh for
each panel to a 2.7-millimeter or greater diameter selvedge wire. Make
the selvedge at least the same strength as the body of the mesh. Furnish
selvedge wire from the same type of material used for the wire mesh.

*(b) Welded wire mesh.* Weld each connection to obtain a minimum average
weld shear strength of 1300 newtons with no value less than
1000 newtons.

Fabricate revet baskets in the dimensions required with a dimension
tolerance of ±5 percent in length and width and ±10 percent in height.
Where the length of the basket exceeds 0.5 times its width, equally
divide the basket into cells less than or equal to 0.5 times the basket
width using diaphragms of the same type and size mesh as the mattress
panels. Prefabricate each basket with the necessary panels and
diaphragms secured so they rotate into place.

**(3) Polyvinyl chloride coated baskets.** Use either a fusion bonded or
extruded coating to coat the galvanized or aluminized mesh. Conform to
the following:

*(a)* Color Black or gray

*(b)* Thickness 0.38 mm min.

*(c)* Specific gravity, ASTM D 792 1.20 to 1.40

*(d)* Tensile strength, ASTM D 638M 15.7 MPa min.

*(e)* Modulus of elasticity, ASTM D 638M 13.7 MPa min.

> at 100 strain

*(f)* Hardness --- shore \"A\", ASTM D 2240 75 min.

*(g)* Brittleness temperature, ASTM D 746 -9 ºC max.

*(h)* Abrasion resistance, ASTM D 1242, 12% max.

method B at 200 cycles, mass loss

CSI-A abrader tape, 80 grit

*(i)* Salt spray (ASTM B 117) and No visual effect

ultraviolet light exposure *(c)* ∆\< 6%

(ASTM D 1499 and G 23 using *(d)* ∆\< 25%

apparatus type E and 63 ºC) *(e)* ∆\< 25%

for 3000 hours *(h)* ∆\< 10%

*(j)* Mandrel bend, 360º bend at --18 ºC No breaks or

around a mandrel 10 times the wire cracks in

diameter coating

**(b) Permanent fasteners.**

**(1) Lacing wire.** Furnish nominal-sized 2.2-millimeter diameter wire
of the same type, strength, and coating as the basket mesh.

**(2) Spiral binders.** Form with wire having at least the same
diameter, type, strength, and coating as the basket mesh.

**(3) Alternate fasteners.** Furnish fasteners according to the basket
manufacturer\'s specification that remain closed when subjected to a
2600‑newton tensile force while confining the maximum number of wires to
be confined in the gabion structure or revet mattress. Submit
installation procedures and fastener test results.

**(c) Internal connecting wire.** Furnish lacing wire as described in
(b)(1) above or alternate stiffeners according to the basket
manufacturer\'s specification.

**720.03 Metal Bin Type Crib Walls.** Fabricate members from the type
and kind of material specified in the contract. Conform to the
following:

**(a)** Galvanized steel sheets AASHTO M 218

**(b)** Aluminum sheets AASHTO M 197

**(c)** Fiber-bonded steel sheets Subsection 707.09

**(d)** Aluminum coated steel sheets AASHTO M 274

**(e)** Bolts and nuts ASTM A 307, grade A

Furnish heavy hexagon heads and nuts without washers or hexagon heads
and nuts with 2 plate washers. Fabricate washers from 3.3-millimeter
thick round steel plate including coating with holes not more than 1.6
millimeters larger than the bolt diameter. Galvanize the bolts, nuts,
and washers according to AASHTO M 232M.

## Section 721. --- ELECTRICAL AND ILLUMINATION MATERIAL

**721.01 Electrical Material.** Conform to the following:

**(a) Conduit.** Conform to the following:

**(1) Nonmetallic conduit and duct couplings, elbows, bends, and
nipples.** For above ground and underground use without concrete
encasement, furnish rigid PVC, heavy wall conduit conforming to UL 651.
For solvent cement to join conduit, conform to ASTM D 2564.

**(2) Metallic conduit and duct, couplings, elbows, bends, and
nipples.** Furnish rigid galvanized steel conduit conforming to UL 6.
Uniformly coat the conduit on the outside with an asphalt mastic
conforming to AASHTO M 243 or a 0.5-millimeter PVC coating. Furnish
rigid, full-mass sherardized or galvanized threaded fittings.

**(3) Flexible conduit.** Furnish a watertight metallic conduit
conforming to UL 360, acceptable for equipment grounding. Furnish
insulated throat, grounding, malleable iron watertight fittings.

**(4) Conduit bodies, boxes, and fittings.** Furnish watertight,
galvanized steel conforming to UL 514 B.

**(b) Pull boxes, frames, and covers.** For boxes formed in concrete,
fabricate with cast iron or welded sheet steel having a minimum
thickness of 5 millimeters. Galvanize, inside and out, according to
AASHTO M 232M.

**(c) Wire and cable.** Furnish 600-volt stranded copper conductors,
insulation, and jackets. Label and color code the wire and cable to
identify its type, size, UL symbol, and manufacturer. Conform to the
following:

**(1)** Rubber-insulated wires and cables UL 44

**(2)** Thermoplastic-insulated wires and cables UL 83

**(3)** Thermoplastic-insulated underground feeder UL 493

and branch circuit cables

**(4)** Nonmetallic sheathed cable UL 719

**(5)** Service-entrance cables UL 854

**(6)** Machine-tool wires and cables UL 1063

**(7)** Reference standard for electrical wires, cables, UL 1581

and flexible cords

**(d) Circuit breakers and panels.** Conform to UL 489 and UL 67.
Furnish molded case thermal magnetic trip type breakers. Furnish panel
enclosures conforming to NEMA 3R, lockable with padlocks.

**(e) Safety disconnect switches.** Furnish heavy duty, NEMA 3R, safety
disconnect switches conforming to UL 98.

**(f) Grounding and bonding equipment.** Furnish 16-millimeter diameter,
2.5-meter long, copper-clad steel ground rods, ground clamps, grounding
and bonding bushings, and lock nuts conforming to UL 467.

**(g) Contactors and control transformers.** Furnish a magnetic,
60-ampere, 2-pole contactor with a 120-volt coil, equipped with control
switches for automatic actuation conforming to UL 508. Furnish
cadmium-sulfide type photocell controls for 120 or 240-volt operation,
as applicable; rated at 1000 watts resistive load or 1800 volt-amperes
inductive load; adaptable for pole-top mounting in a plug-in,
locking-type receptacle, conforming to UL 773; and with a built-in surge
protective device for protection from induced high-voltage and
follow-through currents.

Furnish single-phase, 240/480 volt primary, 120/240 volt secondary, dry
type, 60 hertz, 1 KVA transformers for indoor or outdoor use, conforming
to UL 506.

**(h) Secondary lightning arrester.** Furnish a secondary lightning
arrester rated for a maximum operating voltage of 650 volts RMS with a
bracket for mounting on the control cabinet backboard.

**(i) Service poles.** Furnish treated southern yellow pine, treated
Douglas fir, butt-treated western red cedar, or butt‑treated northern
white cedar service poles that is at least 9 meters long. Treat the
poles according to Subsection 716.03.

**(j) Meter cabinet.** Conform to local power company requirements.

**(k) Control cabinet.** Furnish a NEMA type IV cabinet, equipped with
door clamps on the unhinged sides, solid neoprene gasket, welded seams,
continuous hinge with stainless steel pin, stainless steel external
hardware, backboard for mounting apparatus, padlock with an outdoor,
tumbler-type padlocks keyed the same, supplied with 2 keys for each
lock. Furnish a cabinet constructed of one of the following:

**(1)** Code-gauge stainless steel, ASTM A 167, type 304: or

**(2)** Code-gauge aluminum sheet with mechanical properties equivalent
or exceeding ASTM B 209M, alloy 5052-H32.

**721.02 Lighting Material.** Conform to the following:

**(a) Poles.** Furnish 3-millimeter-thick round steel conforming to ASTM
A 595 or aluminum shafts conforming to ASTM B 429, alloy 6063-T6,
tapered uniformly at 12 millimeters per meter. Provide hand holes with
no rough edges and a reinforcing frame and cover designed to maintain
the required pole strength. Weld a 60- to 75‑millimeter outside diameter
vertical tenon, fabricated from the same material as the pole, and
welded at the top and on the same axis as the pole.

Furnish pole sections in minimum 4.5-meter lengths. Furnish pole
sections less than 21 meters in height in 2 sections or less; between 21
and 30 meters in 3 sections or less; and over 30 meters in 4 sections or
less.

Design and furnish poles capable of sustaining the following loadings:

**(1)** A horizontal load of 2.2 kilonewtons applied 450 millimeters
from the shaft top, in any direction, without failure of any component
part, and a maximum allowable vertical deflection of 7.5 percent of the
shaft length.

**(2)** A horizontal load of 220 newtons applied at the luminaire
attachment point and normal to the pole bracket member plane, with a
vertical load of 130 newtons on the luminaire supporting arm, and a
maximum allowable horizontal deflection of 10 percent of the luminaire
supporting arm\'s horizontal length.

**(3)** A vertical load of 440 newtons applied at the luminaire
attachment point, and a maximum allowable vertical deflection of 5.5
percent of the pole arm\'s horizontal length.

**(4)** A vertical load of 1.1 kilonewtons applied at the luminaire
attachment point, and no collapse or rupture of any portion of the
structure.

**(5)** The pole arm and luminaire mass with a maximum allowable
deflection from vertical at the top of the pole of 1 percent of the
total shaft length.

Prime the poles inside and out according to the fabricator\'s
recommendation. Use epoxy modified enamel matching FSS 595A color 27040
for the finish coat.

**(b) Pole arms.**

**(1) Material.** Furnish steel or aluminum. Use the same material as
the pole.

**(2) Type.** Furnish bracket type, truss or single member arms. Furnish
single member arms with a minimum diameter of 50 millimeters and the
same taper as the pole.

**(3) Connection.** Furnish a weather resistant connection to the pole
and a smooth raceway for wiring. Furnish all fittings for connection to
the pole.

**(c) Anchor bases.** Furnish a one-piece base dimensioned for adequate
pole mounting and structural support with holes for anchor bolts and
tapped holes for anchor bolt covers. Fabricate anchor bases from
material similar to the pole material and conform to the following:

**(1)** Steel casings AASHTO M 103M, grade 450-240

**(2)** Steel plate ASTM A 36M

**(3)** Aluminum castings ASTM B 26M, alloy SG70A-T6 (356-T6)

**(d) Bolts, nuts, and washers.**

**(1) Steel anchor bolts.** Conform to ASTM A 36M, except as amended by
*(a)* or *(b)* below:

*(a) (1)* Yield strength 380 MPa min.

*(2)* Tensile strength 520 to 650 MPa

*(3)* Elongation in 200 mm 18% min.

*(4)* Elongation in 50 mm 21% min.

*(5)* Area reduction 30% min.

*(b)* *(1)* Yield strength 725 MPa min.

*(2)* Tensile strength 680 to 1030 MPa

*(3)* Elongation in 50 mm 15% min.

*(4)* Area reduction 45% min.

**(2) Hex head bolts.** Conform to the following:

*(a)* 380 MPa yield anchor bolts AASHTO M 164

*(b)* 725 MPa yield anchor bolts ASTM A 354, grade BC

**(3) Nuts.** Conform to AASHTO M 291M. Furnish nuts appropriate for the
strength of the anchor bolt.

**(4) Washers.** Furnish flat, circular washers conforming to AASHTO M
293M.

Galvanize the top 300 millimeters of anchor bolts and all associated
hardware according to AASHTO M 232.

**(e) Anchor bolt covers.** Furnish a bolt cover for each anchor bolt
and 6‑millimeter stainless steel, Phillips-head or hex-head screws to
attach the cover to the base or pole.

**(f) Luminaires.** Operate luminaires on a 240-volt series circuit.
Furnish the following types of luminaires.

**(1) Conventional highway luminaires.** Furnish 250-watt, 100-volt,
high pressure sodium vapor lamps including all materials for a complete
installation. Furnish aluminum housings with refractor holder and
slipfitter. Furnish thermal shock-resistant glass prismatic refractors
with gaskets and clips. Furnish aluminum detachable reflectors with
ethylene propylene terpolymer gaskets.

Furnish internal regulator or auto regulator type ballast, with a power
factor greater than 90 percent, that will start lamps at a minimum
ambient temperature of -29 ºC.

**(2) Sign lighting luminaires.** Furnish deluxe white, 250-watt mercury
vapor lamps with a minimum rated life of 24,000 hours. Include all
material for a complete installation. Furnish die-cast aluminum housings
with mounting bracket and door assembly. Furnish thermal,
shock-resistant, borosilicate glass refractors with gaskets. Furnish
aluminum reflectors.

Furnish 120/240 volt, 60 hertz, constant-wattage ballasts with a power
factor greater than 90 percent, that will start lamps at a minimum
ambient temperature of --29 ºC.

## Section 722. --- ANCHOR MATERIAL

**722.01 Anchorage Devices.** For post-tensioning, furnish anchorage
devices capable of holding the prestressing steel at a load producing a
stress of not less than 95 percent of the guaranteed minimum tensile
strength of the prestressing steel.

Use a steel distribution plate or assembly to effectively distribute the
compressive stresses from the anchoring device to the concrete. If the
anchorage device is sufficiently large and is used with a steel grillage
embedded in the concrete, the distribution plate or assembly may be
omitted. Conform to the following:

**(a)** The final unit compressive stress on the concrete directly
beneath the plate or assembly shall not exceed 21 megapascals.

**(b)** Bending stresses in the plates or assemblies induced by the pull
of the prestressing shall not exceed the yield point of the material or
cause visible distortion in the anchorage plate when 100 percent of the
ultimate load is applied.

Furnish 2 anchorage devices (complete with distribution plates or
assemblies) for each size and type to be used.

**722.02 Ground Anchors.** Conform to the following:

**(a) Tendons.** For either single or multiple elements, conform to one
of the following:

**(1)** Steel strand uncoated seven-wire stress AASHTO M 203M

relieved for prestressed concrete

**(2)** Uncoated high-strength steel bar for AASHTO M 275M

prestressed concrete

**(3)** Steel strand uncoated seven-wire ASTM A 779 and

compacted stress relieved for AASHTO M 203M

prestressing concrete

(**b) Couplers.** Furnish couplers for tendon sections that are capable
of developing 95 percent of the minimum specified ultimate tensile
strength of the tendon.

**(c) Sheathing.** Conform to one of the following:

**(1) Unbonded length.**

*(a) Polyethylene tube.* Conform to ASTM D 1248, type II, III, or IV
with a minimum wall thickness of 1.5 millimeters.

*(b) Hot-melt extruded polypropylene tube.* Conform to ASTM D 4101, cell
classification PP 210 B5554211 with a minimum wall thickness of
1.5 millimeters.

*(c) Hot-melt extruded polyethylene tube.* Conform to ASTM D 3350 and
D 1248 high-density type III with a minimum wall thickness of
1.5 millimeters.

*(d) Steel tubing.* Conform to ASTM A 500 with a minimum wall thickness
of 5 millimeters.

*(e) Steel pipe.* Conform to ASTM A 53, schedule 40 minimum.

*(f) Plastic pipe.* Conform to ASTM D 1785, schedule 40 minimum.

**(2) Bonded length.**

*(a) High-density corrugated polyethylene tubing.* Conform to AASHTO
M 252 with a minimum wall thickness of 0.75 millimeters.

*(b) Corrugated, polyvinyl chloride tubes.* Conform to ASTM D 1784,
class 13464-B.

*(c) Fusion-bonded epoxy.* Conform to AASHTO M 284M with a minimum film
thickness of 0.4 millimeters.

**(d) Grease.** Conform to Table 3.2.1 of the PTI *Post Tensioning
Manual*. Formulate to provide corrosion inhibiting and lubricating
properties.

**(e) Grout.** Furnish a pumpable mixture of portland cement, sand,
water, and admixtures. Use type I, II or III portland cement conforming
to AASHTO M 85.

Chemical additives that control bleed or retard set may be used provided
the additives conform to Subsection 711.03 and are mixed according to
the manufacturer\'s recommendations.

For permanent ground anchors, furnish grout capable of reaching a cube
strength (AASHTO T 106) of 25 megapascals in 7 days. For soil nails,
furnish grout capable of reaching a cube strength of 10.5 megapascals in
3 days and 21 megapascals in 28 days.

Make grout cubes for testing from random batches of grout as directed.
Normally, strength testing for permanent ground anchors will not be
required as system performance will be measured by proof-testing each
anchor. Grout cube testing will be required if admixtures are used or
irregularities occur in anchor testing.

**(f) Centralizers.** Fabricate centralizers and spacers from any type
of material, except wood, that is not deleterious to the prestressing
steel.

**(g) Anchorage devices.** Conform to Section 3.2.3 of the PTI *Post
Tensioning Manual*. For strand tendons, design anchorage devices to
permit lift‑off testing without the jack engaging the strand. For
anchorage device bearing plates, furnish steel plates conforming to ASTM
A 36M or ASTM A 588M.

Extend a pipe or trumpet from the anchor plate a sufficient distance to
encapsulate the protective sheath. Furnish anchorage devices capable of
developing 95 percent of the minimum specified ultimate tensile strength
of the anchor tendon.

**722.03 Rock Bolts.** Conform to ASTM F 432.

**722.04 Soil Nails.**

**(a) Tendon.** Furnish deformed bars conforming to one of the
following:

**(1)** Deformed bars, grade 420 or 520 ASTM A 615

**(2)** Deformed bars, grade 1035 ASTM A 722

Provide new, straight, continuous, undamaged, bare, epoxy coated, or
encapsulated bars.

**(b) Coupler.** Furnish couplers that are capable of developing the
full ultimate tensile strength of the tendon as certified by the
manufacturer.

**(c) Fusion bonded epoxy coating.** Apply epoxy coating conforming to
ASTM A 775, with the exception of the bend test requirements.
Electrostatically apply the coating to a minimum thickness of 0.3
millimeters. The coating at the wall anchorage end of epoxy-coated bars
may be omitted over the length provided for threading the nut against
the bearing plate.

**(d) Encapsulation.** Furnish corrugated polyethylene pipe conforming
to AASHTO M 252 or corrugated polyvinyl chloride pipe conforming to ASTM
D 1784, class 13464-B.

## Section 723. --- Reserved

## Section 724. --- Reserved

## Section 725. --- MISCELLANEOUS MATERIAL

**725.01 Water.** Conform to the following:

**(a) Water for mixing or curing cement concrete, mortar, or grout.**
Conform to AASHTO M 157. Potable water of known quality may be used
without testing according to AASHTO T 26. Potable water is safe for
human consumption as defined by the public health authority having
jurisdiction.

**(b) Water for planting or care of vegetation.** Furnish water that is
free of substances injurious to plant life such as oils, acids,
alkalies, or salts.

**(c) Water for earthwork, pavement courses, dust control, and
incidental construction.** Furnish water free of substances detrimental
to the work.

**725.02 Calcium Chloride, Calcium Chloride Flakes and Magnesium
Chloride.**

**(a) Calcium chloride liquid.** Conform to AASHTO M 144, type L for the
specified concentration.

**(b) Calcium chloride flakes.** Conform to AASHTO M 144, type S, grade
1, 2, or 3, class A.

**(c) Magnesium chloride.** Furnish a brine solution conforming to the
following:

**(1)** Magnesium chloride by mass 28% minimum

**(2)** Water by mass 72% maximum

**(3)** Specific gravity, 1.290 to 1.330

AASHTO T 227

**725.03 Lime.**

**(a) Lime for masonry.** Furnish hydrated lime conforming to ASTM
C 207, type N.

**(b) Lime for soil stabilization and paving.** Conform to AASHTO M 216.

**725.04 Pozzolans.** Conform to the following:

**(a)** Fly ash AASHTO M 295, class C or F

**(b)** Ground iron blast-furnace slag AASHTO M 302, grade 100 or 120

**(c)** Silica fume (microsilica) AASHTO M 307

**725.05 Mineral Filler.** Conform to AASHTO M 17.

**725.06 Precast Concrete Curbing and Wheelstops.** Furnish units
conforming to the following:

**(a)** Concrete Section 601

**(b)** Reinforcing steel Subsection 709.01

**725.07 Clay or Shale Brick.** Conform to one of the following:

**(a)** Sewer brick AASHTO M 91, grade SM

**(b)** Building brick AASHTO M 114, grade SW

**725.08 Concrete Brick.** Conform to ASTM C 55, grade N-I.

**725.09 Concrete Masonry Blocks.** Furnish rectangular or segmented
concrete masonry blocks. When required, form the block ends to provide
an interlock at vertical joints. Conform to the following:

**(a)** Solid load-bearing blocks ASTM C 139

**(b)** Hollow load-bearing blocks ASTM C 90

**(c)** Nonload-bearing blocks ASTM C 129

**725.10 Cellular Concrete Blocks.** Conform to ASTM C 90, grade N-I or
N-II, normal mass except use concrete conforming to Section 601.

**725.11 Precast Concrete Units and Accessories.**

**(a) Reinforced concrete manholes sections.** Conform to AASHTO M 199M

**(b) Concrete barrier.** Conform to ASTM C 825.

**(c) Reinforced concrete crib wall members.** Conform to ASTM C 915.

**(d) Underground concrete utility structures.** Conform to ASTM C 858.

**(e) Concrete water and waste water structures.** Conform to ASTM C
913.

**(f) Solid concrete interlocking paving units.** Conform to ASTM C 936.

**(g) Other precast concrete units not covered by the preceding
requirements.** Cast the units in substantial permanent steel forms.
When reinforcing steel is required, conform to Section 709. Provide
additional reinforcement as necessary for handling the units. Use
concrete conforming to the following.

**(1)** Minimum design strength (f^'^~c~) 25 MPa min.

at 28-day strength, AASHTO T 22

**(2)** Air entrained concrete for precast

units exposed to freezing and thawing

environment. For air-entrained concrete,

conform to the following:

*(a)* 9.5 mm max. size aggregate 5% min.

*(b)* \> 9.5 mm max. size aggregate 4% min.

Cure the units according to AASHTO M 170M.

Sample for verification of required average compressive strength
(f^'^~cr~). Cast a sufficient number of concrete cylinders from each
unit or randomly selected from a production run of units to permit
compressive strength testing at 7, 14, and 28 days. Fabricate at least 2
cylinders for each test age. Each compressive strength test consists of
two or more cylinders tested according to AASHTO T 22 at the same age.
If the minimum required average (f^'^~cr~) strength requirement is met
at 7 or 14 days, the units may be used 14 days from date of casting.

Do not use precast concrete units when:

• Compressive strength as determined by AASHTO T 22 from each unit or
production run does not meet the minimum required average (f^'^~cr~)
strength requirement by the age of 28 days.

• Cracks, honeycombed, or patched areas are larger than 0.02 square
meters.

**725.12 Frames, Grates, Covers, and Ladder Rungs.** Fabricate metal
grates and covers to evenly bear on the frames. Correct bearing
inaccuracies by machining. Assemble all units before shipment. Mark all
pieces to facilitate reassembly at the installation site. Uniformly coat
all castings with a commercial preservative according to the
manufacturer\'s standard practice. Conform to the following:

**(a)** Gray iron castings AASHTO M 105

**(b)** Carbon steel castings AASHTO M 103M

**(c)** Structural steel ASTM A 36M

**(d)** Galvanizing AASHTO M 111M

**(e)** Malleable iron castings ASTM A 47M

**(f)** Aluminum alloy ladder rung material ASTM B 221M, alloy 6061‑T6

**(g)** Aluminum castings ASTM B 26M, alloy 356.0‑T6

**725.13 Corrugated Metal Units.** For steel corrugated units, conform
to AASHTO M 36M. For aluminum corrugated units, conform to AASHTO M 196.
For coatings, conform to the following:

**(a)** Asphalt-coated corrugated units AASHTO M 190, type A

**(b)** Polymer precoated corrugated units AASHTO M 245M,

> grade 250/250

**(c)** Fiber-bonded units Subsection 707.09

**725.14 Protective Coatings for Concrete.** Furnish protective coatings
for bridge decks, curbs, sidewalks, and concrete portions of bridge
railings conforming to one of the following:

**(a)** Boiled linseed oil ASTM D 260, type I or II

**(b)** Petroleum spirits (mineral spirits) ASTM D 235

**725.15 Polyvinyl Chloride (PVC) Pipe for Water Distribution Systems.**
Conform to the following for the designated sizes and strength
schedules:

**(a)** PVC pipe ASTM D 1785

**(b)** Solvent cement for pipe and fittings ASTM D 2564

**725.16 Polyethylene (PE) Pipe for Water Distribution Systems.**
Conform to ASTM D 2447 for the designated sizes and strength schedules.

**725.17 Cast Iron Soil Pipe and Fittings.** Conform to ASTM A 74, class
SV for the designated sizes.

**725.18 Seamless Copper Water Tube and Fittings.** Conform to ASTM B
88M, type L for the designated sizes.

**725.19 Plastic Lining.** Furnish a film or fabric that is serviceable
for the duration of the installation.

**725.20 Lignosulfonate.** Furnish a water solution with a base cation
of ammonia, calcium, or sodium. Conform to the following:

**(a)** Solids^(1)^ 50%

**(b)** Specific gravity 1.25

**(c)** pH, AASHTO T 289 4.5 min.

**Note:** (1) Determine the percentage of solids according to the
modified Technical Association of the Pulp and Paper Industry Standard T
650‑TM-84 or by a specific gravity/percent solids versus temperature
graph that correlates with the standard.

**725.21 Epoxy Resin Adhesives.** Conform to AASHTO M 235.

**725.22 Grout.** Furnish grout mixtures conforming to the following for
the type or types specified in the contract.

**(a) Expansive hydraulic sanded cement grout.** Furnish a mixture of
hydraulic cement, fine aggregate, water, expansive admixture, and/or
pozzolan, or additional admixtures, conforming to the following:

**(1)** 7-day compressive strength, AASHTO T 106 4 MPa

**(2)** Flow (time of efflux), ASTM C 939 16s to 26s

**Note:** A more fluid mix, having a flow cone time of efflux of 9 to 15
seconds, may be used during the initial injection.

Submit the following with the production certification:

• Current material certifications for the hydraulic cement, fine
aggregate, expansive admixture, and other grout additives; and

• Independent laboratory test results for 1-day, 3-day, and 7-day
strengths, flow cone times, shrinkage and expansion observed, and time
of initial set.

**(b) Polymer grout.** Furnish a polymer binder and fine aggregate in
the proportions recommended by the polymer manufacturer with a minimum
compressive strength of 25 Megapascals (3000 psi) in 4 hours.

**(c) Nonshrink grout.** Conform to ASTM C 1107.

**(d) Grout for Post-Tensioned Structures.** Conform to the requirements
of the *PTI Guide Specification for Grouting of Post-Tensioned
Structures.*

**(e) Sanded Hydraulic Cement Grout for Miscellaneous Applications.**
Furnish 1 part hydraulic cement and 3 parts sand. Thoroughly mix with
water to produce a thick, creamy consistency.

**(f) Neat hydraulic cement grout.** Furnish a grout consisting of a
mixture of hydraulic cement, water, and admixtures. Do not exceed a
water/cement ratio of 0.44. Fly ash, if used, shall not exceed 20% of
the cement by weight. Admixtures to reduce water content, improve the
flowability, control bleeding, or control shrinkage may be added
according to the manufacturer's recommendations. Admixtures shall be
free of chlorides, fluorides, sulphites, and nitrates.

**725.23 Reserved.**

**725.24 Color Coating.** Furnish a semiopaque colored toner containing
methyl methacrylate‑ethyl acrylate copolymer resins or equivalent
resins, solvents, and color‑toning pigments suspended in solution by a
chemical suspension agent. The color-toning pigments shall consist of
laminar silicates, titanium dioxide, and inorganic oxides. Conform to
the following:

**(a)** Mass per liter, ASTM D 1475 38 kg min.

**(b)** Solids by mass, ASTM D 2369 30% min.

**(c)** Solids by volume 21% min.

**(d)** Drying time, ASTM D 1640 30 minutes at 21 ºC

> and 50% max. humidity

**(e)** Color change, ASTM D 822, 1000 h No appreciable change

**(f)** Resistance to acids, alkalies, gasoline, Excellent

and mineral spirits, ASTM D 543

**(g)** Water vapor transmission from interior Transmittable

concrete, ASTM D 1653

**(h)** Exterior moisture absorption into the Reduces rate

concrete surface pores, FSS TT‑C‑555

**(i)** Oxidation over time None

**725.25 Explosives and Blasting Accessories.** Only use explosives and
initiating devices less than 1-year-old. Explosives and initiating
devices include, but are not necessarily limited to, dynamite and other
high explosives, slurries, water gels, emulsions, blasting agents,
initiating explosives, detonators, and detonating cord.

**725.26 Mineral Slurry (Drillers Mud).** Furnish commercially available
sodium bentonite or attapulgite in potable water. Use a mineral grain
size that remains in suspension with sufficient viscosity and gel
characteristics so the mixture is capable of transporting excavated
material to a suitable screening system.

**725.27 Form Liner.** Furnish a high quality product which attaches
easily to the forming system. Install the form liner so it does not
compress more than 6 millimeters at a concrete pour rate of 3650
kilograms per square meter.

**725.28 Aluminum-Impregnated Caulking Compound.** Conform to FSS
TT-C-598, grade 1.

**725.29 Reinforcing Fibers.** Use deformed steel or fibrillated
polypropylene fibers conforming to ASTM C 1116.