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Table of Contents

Table of Contents.............................................................................................................................1

Preface...........................................................................................................................................10

101 - Terms, Format, and Definitions...........................................................................................11

101.01 Meaning of Terms..........................................................................................................11

101.01 Meaning of Terms..........................................................................................................11

101.03 Abbreviations.................................................................................................................11

101.04 Definitions.....................................................................................................................11

101.04 Definitions.....................................................................................................................14

102 - Bid, Award, and Execution of Contract...............................................................................15

102 Bid, Award, and Execution of Contract..............................................................................15

103 - Scope of Work......................................................................................................................16

Deletions....................................................................................................................................16

104 - Control of Work...................................................................................................................17

Deletions....................................................................................................................................17

104.03........................................................................................................................................17

104.03 Specifications and Drawings.........................................................................................17

104.06 Use of Roads by Contractor...........................................................................................19

104.07 Other Contracts..............................................................................................................19

105 - Control of Material...............................................................................................................21

105.02 Material Sources............................................................................................................21

105.02(a) Government-provided sources..................................................................................21

105.02(a) Government Provided Sources..................................................................................21



105.02(a) Government-provided Sources..................................................................................21


105.02(a) Contractor-provided sources.....................................................................................22



105.05 Use of Material Found in the Work...............................................................................23

106 - Acceptance of Work.............................................................................................................24

106.01 Conformity with Contract Requirements.......................................................................24

106.01 Conformity with Contract Requirements.......................................................................26

106.07 Delete.............................................................................................................................28

107 - Legal Relations and Responsibility To the Public...............................................................29

107.02 Protection and Restoration of Property and Landscape.................................................29

107 - Legal Relations and Responsibility to the Public.................................................................30

107.05 Responsibility for Damage Claims................................................................................30

107.06 Contractor’s Responsibility for Work...........................................................................30


107.08 Sanitation, Health, and Safety.......................................................................................31

107 - Legal Relations and Responsibility to the Public.................................................................32

107.08 Sanitation, Health, and Safety.......................................................................................32

107.09 Legal Relationship of the Parties...................................................................................32

107.10 Environmental Protection..............................................................................................32


107.11 Protection of Forests, Parks, and Public Lands:............................................................34

108 - Prosecution and Progress......................................................................................................35

108 Delete..................................................................................................................................35

109 - Measurement and Payment..................................................................................................36

109 Deletions.............................................................................................................................36

109.02 Measurement Terms and Definitions.............................................................................36

109.03 Weighing Procedures and Devices................................................................................36

109.03 Weighing Procedures and Devices................................................................................37

151 - Mobilization.........................................................................................................................38

152 - Construction Survey and Staking.........................................................................................39

152.02 General...........................................................................................................................39

Table 152-1 Tolerances for reestablishing P-line, traverse, and elevations..............................42

Table 152-2 Cross section and slope stake tolerances...............................................................43

153 - Contractor Quality Control...................................................................................................44

153.02 Contractor Quality Control Plan....................................................................................44

153.04 Records..........................................................................................................................44

154 - Contractor Sampling and Testing.........................................................................................45

155 - Schedules for Construction Contracts..................................................................................46

155 Delete..................................................................................................................................46

156 - Public Traffic........................................................................................................................47

156.03 Accommodating Traffic During Work..........................................................................50

156.04 Maintaining Roadways During Work............................................................................50

156.08 Traffic and Safety Supervisor........................................................................................50

157 - Soil Erosion Control.............................................................................................................51

157.03 General...........................................................................................................................51

170 - Develop Water Supply and Watering...................................................................................52

171 - Weed and Disease Prevention..............................................................................................53

183 - P Line Survey.......................................................................................................................55

185 - Low Volume Road Design...................................................................................................58

201 - Clearing and Grubbing.........................................................................................................64

201.02 Material:.........................................................................................................................64

201.01 Description.....................................................................................................................64

201.04 Clearing. (c)...................................................................................................................64

201.04 Clearing..........................................................................................................................65

201.04 Clearing..........................................................................................................................65

201.06 Disposal.........................................................................................................................66

201.06 Disposal.........................................................................................................................66

201.06 Disposal.........................................................................................................................66

201.06 Disposal.........................................................................................................................67

201.06 Disposal.........................................................................................................................68

203 - Removal of Structures and Obstructions..............................................................................69

203.01 Description.....................................................................................................................69

203.02 Material..........................................................................................................................69

203.04 Removing Material........................................................................................................69

203.05 Disposing of Material....................................................................................................69



204 - Excavation and Embankment...............................................................................................72

204.06 Roadway Excavation.....................................................................................................84

204.06 Roadway Excavation.....................................................................................................84

204.09 Preparing Foundation for Embankment Construction...................................................84

204.10 Embankment Construction............................................................................................85

204.11 Compaction....................................................................................................................85

204.13 Sloping, Shaping, and Finishing....................................................................................86

204.13 Sloping, Shaping, and Finishing....................................................................................86

Table 204-2 Construction tolerances.........................................................................................86

204.14 Disposal of Unsuitable or Excess Material....................................................................87

204.15 Acceptance.....................................................................................................................87

Table 204-1 Sampling and Testing Requirements.....................................................................87

205 - Rock Blasting.......................................................................................................................88

205.03 Regulations....................................................................................................................88

205.06 Preblast condition survey and vibration monitoring and control...................................88

205.07 Test Blasting..................................................................................................................88

205.08 Blasting..........................................................................................................................88

208 - Structure Excavation and Backfill for Selected Major Structures.......................................90

208.04 General..........................................................................................................................90

209 - Structure Excavation and Backfill........................................................................................92

Section 209A. — STRUCTURE EXCAVATION AND BACKFILL FOR SELECTED MINOR STRUCTURES...........................................................................................................92

209.10 Backfill..........................................................................................................................96

209.11 Compacting....................................................................................................................96

Table 209-1 Sampling and Testing Requirements.....................................................................97

211 - Roadway Obliteration...........................................................................................................98

211.01. Description...................................................................................................................98

211.01 Description.....................................................................................................................98

211.02 Construction Requirements...........................................................................................99

212 - Linear Grading...................................................................................................................100

213 - Subgrade Stabilization........................................................................................................104

251 - Riprap.................................................................................................................................105

251.03 General........................................................................................................................105

252 - Special Rock Embankment and Rock Buttress..................................................................106

252.02. Material.......................................................................................................................106

252.03 Placing Rock................................................................................................................106

255 - Mechanically Stabilized Earth Walls.................................................................................107

255.02 Material........................................................................................................................107

255.06 Acceptance...................................................................................................................107

262 - Reinforced Soil Embankment............................................................................................108

262.01......................................................................................................................................108

262.02......................................................................................................................................108

Table 262-1 Sampling and Testing Requirements...................................................................112

301 - Untreated Aggregate Courses.............................................................................................113

301 Title Change......................................................................................................................113

301.01 Work............................................................................................................................113

301.02 Material........................................................................................................................113

301.03 General.........................................................................................................................113

301.04 Mixing and Spreading..................................................................................................114

301.05 Compacting..................................................................................................................114

301.06 Surface Tolerance........................................................................................................115

Table 301-1 Field Density Requirements................................................................................116

301.08(b) Plasticity Index........................................................................................................117

Table 301-1—Acceptance Sampling and Testing Requirements............................................118

301.09 Measurement................................................................................................................119

302 - Treated Aggregate Courses................................................................................................120

302 Delete................................................................................................................................120

303 - Road Reconditioning..........................................................................................................121

303.01 Work............................................................................................................................121

303.06 Aggregate Surface Reconditioning..............................................................................121

303.06 Asphalt and Aggregate Surface Reconditioning..........................................................121

303.07 Roadway Reconditioning.............................................................................................123

303.10 Measurement................................................................................................................123

306 - Dust Palliative....................................................................................................................124

306.03 General.........................................................................................................................124

306.04 Preparation and Application........................................................................................124

306.06 Acceptance...................................................................................................................124

Table 306-1—Sampling and Testing.......................................................................................125

320 - Stockpiled Aggregates........................................................................................................127

320.01......................................................................................................................................127

320.02......................................................................................................................................127

321 - Major Aggregate Courses...................................................................................................129

322 - Minor Aggregate Courses..................................................................................................137

324 - Minor Aggregate, Commercial Source..............................................................................144

401 - Superpave Hot Asphalt Concrete Pavement......................................................................150

401.16 (b)International roughness index (IRI)........................................................................150

Table 401-4 Type IV Pavement Roughness............................................................................150

402 - Hot Asphalt Concrete Pavement by Hveem or Marshall Mix Design Method..................152

402.03 (b)Submission..............................................................................................................152

403 - Hot Asphalt Concrete Pavement........................................................................................153

403.06 Surface Preparation......................................................................................................153

403.16 Pavement Smoothness.................................................................................................153

Table 403-1—Acceptance Sampling and Testing Requirements............................................154

404 - Minor Hot Asphalt Concrete..............................................................................................156

404.02 Composition of Mix (Job-Mix Formula).....................................................................156

404.04 Weather Limitations....................................................................................................156

404.06 Placing.........................................................................................................................156

404.07 Compacting (a)............................................................................................................156

404.07 Compacting (b)............................................................................................................157

404.09 Acceptance...................................................................................................................158

Table 404-1. Sampling and Testing Requirements..................................................................158

409 - Asphalt Surface Treatment.................................................................................................159

409.02 Material........................................................................................................................159

409.06 Weather........................................................................................................................159

409.06 Date & Time................................................................................................................159

409.08 Asphalt Application.....................................................................................................159

409.10 Fog Seal.......................................................................................................................159

409.11 Single Course Surface Treatments...............................................................................160

Table 409-1 Approximate Quantities of Material-Single Course Surface Treatment.............160

Table 409-2 Approximate Quantities of Material – Double Course Surface Treatments.......161

Table 409-3 Approximate Quantities of Material – Triple Course Surface Treatments.........161

409.13 Acceptance...................................................................................................................162

Table 409-4 Sampling and Testing Requirements...................................................................162

411 - Asphalt Prime Coat............................................................................................................164

411.06 Asphalt Application.....................................................................................................164

412 - Asphalt Tack Coat..............................................................................................................165

413 - Asphalt Pavement Milling..................................................................................................166

414 - Asphalt Pavement Crack and Joint Sealing........................................................................167

414.02 Material........................................................................................................................167

414.05 Crack Cleaning and Sealing.........................................................................................167

414.05 Asphalt Pavement Crack Sealing and Filling..............................................................167

430 - Asphalt Pavement Patching................................................................................................169

551 - Driven Piles........................................................................................................................174

551.03 Pile Driving Equipment..............................................................................................174

552 - Structural Concrete.............................................................................................................176

Table 552-3 Required Average Compressive Strength...........................................................179

553 - Prestressed Concrete...........................................................................................................181

554 - Reinforcing Steel................................................................................................................184

555 - Steel Structures...................................................................................................................185

556 - Bridge Railing....................................................................................................................186

571 - Prefabricated Bridges.........................................................................................................187

571.12......................................................................................................................................189

571.13......................................................................................................................................190

572 - Log Stringer Bridges..........................................................................................................191

573 - Bridge Repair.....................................................................................................................194

601 - Minor Concrete...................................................................................................................203

601.01......................................................................................................................................203

Table 601-2. Sampling and Testing Requirements..................................................................209

602 - Culverts and Drains............................................................................................................210

602.03 General.........................................................................................................................210

602.06 Laying Plastic Pipe......................................................................................................210

603 - Structural Plate Structures..................................................................................................211

603.03 General.........................................................................................................................211

603.04 Erecting........................................................................................................................211

607 - Cleaning, Reconditioning, and Repairing Existing Drainage............................................212

607.04 Cleaning Culverts in Place...........................................................................................212

617 - Guardrail.............................................................................................................................213

625 - Turf Establishment.............................................................................................................214

625.03 General.........................................................................................................................214

625.03 General.........................................................................................................................214

625.04 Preparing Seedbed.......................................................................................................214

625.05 Watering......................................................................................................................214

625.06 Fertilizing.....................................................................................................................214

625.07 Seeding........................................................................................................................215

625.08 Mulching......................................................................................................................216

625.09 Protecting and Caring for Seeded Areas......................................................................216

625.11 Measurement................................................................................................................217

625.04 Preparing Seedbed.......................................................................................................217

625.05 Watering......................................................................................................................217

625.07 Seeding. (a) Dry method..............................................................................................217

625.07 Seeding. (b) Hydraulic method....................................................................................217

Table 625-1. Fertilizer Application Rate.................................................................................218

633 - Permanent Traffic Control..................................................................................................219

633.02 Material........................................................................................................................219

633.03 General.........................................................................................................................219

633.05 Panels...........................................................................................................................219

634 - Permanent Pavement Marking...........................................................................................220

634.03 General.........................................................................................................................220

635 - Temporary Traffic Control.................................................................................................221

635.03 General.........................................................................................................................221

648 - Stream Simulation..............................................................................................................222

650 - Road Closure Devices........................................................................................................225

651 - Development of Pits & Quarries........................................................................................228

701 - Cement................................................................................................................................230

701.02 Masonry and Mortar Cement.......................................................................................230

703 - Aggregate...........................................................................................................................232

703.05 Subbase, Base, Surface Course, and Screened Aggregate..........................................232

703.10(e) Flakiness Index........................................................................................................237

703.10(i) Adherent Coating.....................................................................................................237

Table 703-2 Correction............................................................................................................237

Table 703-2 Correction............................................................................................................238

Table 703-7 Target Value Ranges...........................................................................................238

704 - Soil......................................................................................................................................239

704.02 Bedding Material.........................................................................................................239

704.02 Bedding Material.........................................................................................................239

705 - Rock....................................................................................................................................240

705.02 Riprap Rock................................................................................................................240

705.07 Streambed Simulation Rock..................................................................................241

705.08 Channel Rock...........................................................................................................242

709 - Reinforcing Steel and Wire Rope.......................................................................................244

712 - Joint Material......................................................................................................................246

712.01 Sealants, Fillers, Seals, and Sleeves..........................................................................246

712.01 Sealants, Fillers, Seals, and Sleeves............................................................................246

713 - Roadside Improvement Material........................................................................................247

713.05 Mulch...........................................................................................................................247

714 - Geotextile and Geocomposite Drain Material....................................................................248

Tables 714-1 and 714-4...........................................................................................................248

714.03 Geogrids.......................................................................................................................248

Table 714-7—Physical strength requirements for geogrids....................................................248

715 - Piling..................................................................................................................................249

715.08 Pile Shoes....................................................................................................................249

717 - Structural Metal..................................................................................................................250

717.01 Structural Steel..........................................................................................................250

718 - Traffic Signing and Marking Material...............................................................................252

718.02 Reserved......................................................................................................................252

718.02 Protective Overlay Film and Edge Film......................................................................252

718.05 Aluminum Panels.........................................................................................................252

718.08 (b)(2)(c)Signpost - Square tubular steel posts.............................................................252

718.14 (g)Waterborne Traffic Paint - Daylight reflectance....................................................252

718.15 (g)Epoxy Marking - Drying Time...............................................................................253

718.15 (a)Epoxy Markings Pigments......................................................................................253

725 - Miscellaneous Material......................................................................................................254

725.02 Calcium Chloride, Calcium Chloride Flakes and Magnesium Chloride.....................254

725.20 Lignin Sulfonate..........................................................................................................254

725.30 Bentonite......................................................................................................................254

725.04 Pozzolans....................................................................................................................254

Preface

Preface_wo_03_15_2004_m

Delete all but the first paragraph and add the following:

The Forest Service, US Department of Agriculture has adopted FP-03 for construction of National Forest System Roads.

101 - Terms, Format, and Definitions

101.00_nat_us_07_25_2005

101.01_nat_us_01_22_2009

101.01 Meaning of TermsDelete all references to the TAR (Transportation Acquisition Regulations) in the specifications.

101.01_nat_us_01_22_2009

101.01 Meaning of TermsDelete all references to the FAR (Federal Acquisition Regulations) in the specifications.

101.03_nat_us_06_16_2006

101.03 Abbreviations.

Add the following to (a) Acronyms:

AFPAMSHANISTNESCWCLIB

American Forest and Paper AssociationMine Safety and Health AdministrationNational Institute of Standards and TechnologyNational Electrical Safety CodeWest Coast Lumber Inspection Bureau

.

Add the following to (b) SI symbols:

mp Milepost

ppm Part Per Million

101.04_nat_us_03_29_2007

http://www.nist.gov/

101.04 Definitions.

Delete the following definitions and substitute the following:

Bid Schedule--The Schedule of Items.

Bridge--No definition.

Contractor--The individual or legal entity contracting with the Government for performance of prescribed work. In a timber sale contract, the contractor is the “purchaser”.

Culvert--No definition.

Right-of-Way--A general term denoting (1) the privilege to pass over land in some particular line (including easement, lease, permit, or license to occupy, use, or traverse public or private lands), or (2) Real property necessary for the project, including roadway, buffer areas, access, and drainage areas.

Add the following:

Adjustment in Contract Price--“Equitable adjustment,” as used in the Federal Acquisition Regulations, or “construction cost adjustment,” as used in the Timber Sale Contract, as applicable.

Change--“Change” means “change order” as used in the Federal Acquisition Regulations, or “design change” as used in the Timber Sale Contract.

Design Quantity--“Design quantity” is a Forest Service method of measurement from the FS-96 Forest Service Specifications for the Construction of Roads and Bridges. Under these FP specifications this term is replaced by the term “Contract Quantities”.

Forest Service--The United States of America, acting through the Forest Service, U.S. Department of Agriculture.

Neat Line--A line defining the proposed or specified limits of an excavation or structure.

Pioneer Road--Temporary construction access built along the route of the project.

Purchaser--The individual, partnership, joint venture, or corporation contracting with the Government under the terms of a Timber Sale Contract and acting independently or through agents, employees, or subcontractors.

Protected Streamcourse--A drainage shown on the plans or timber sale area map that requires designated mitigation measures.

Road Order--An order affecting and controlling traffic on roads under Forest Service jurisdiction. Road Orders are issued by a designated Forest Officer under the authorities of 36 CFR, part 260.

Schedule of Items--A schedule in the contract that contains a listing and description of construction items, quantities, units of measure, unit price, and amount.

Utilization Standards--The minimum size and percent soundness of trees described in the specifications to determine merchantable timber.

Add Figure 101-1—Illustration of road structure terms:

Figure 101-1—Illustration of road structure terms.

101.04_nat_us_11_06_2007

101.04 Definitions. Delete the following definitions:

Contract Modification

Day

Notice to Proceed

Solicitation

102 - Bid, Award, and Execution of Contract

102.00_nat_us_02_16_2005

102 Bid, Award, and Execution of Contract

Delete Section 102 in its entirety.

103 - Scope of Work

103.00_nat_us_02_16_2005

Deletions

Delete all but subsection 103.01 Intent of Contract.

104 - Control of Work

104.00_nat_us_06_16_2006

Deletions

Delete Sections 104.01, 104.02, and 104.04.

104.03_nat_us_01_22_2009

104.03 Specifications and Drawings.

Delete 104.03.

104.03_nat_us_02_22_2005

104.03 Specifications and Drawings.

Add the following:

(c) As-Built-Plans. Furnish one set of as built plans. The Government will provide one set of contract plans to be used exclusively for recording the as-built details of the project. Use red pencil or red ink to record the information on the as-built plans.

Note all additions or revisions to the location, character, and dimensions of the prescribed work shown on the contract plans. Line out all details shown that are not applicable to the completed work. Check off details shown that were incorporated into the completed work without change.

Retain the plans at the project site and, as work progresses, continually update them to reflect the as-built details. Upon request, make the plans available to the CO to review for compliance with these specifications.

Show the following types of changes on the as-built plans:

(1) Typical section(s)

(a) Revisions in dimensions (b) Revisions in materials

(2) Plan and profile

Revisions to the alignment Changes in the construction limits Revisions in location, type, and grade of road approaches Location and type of utilities Location, size, and type of underdrains Skew of culverts Channel changes

Location of monuments and permanent references Elevations for all aerial and underground crossings of utilities Location, length, and type of fencing

Revisions to grades, elevations, and stationing of intersection PIs Equations Culvert diameter, length, type, and stationing. On culvert extensions, indicate the

length of the existing pipe and the length of the extension. Location, length, stationing, and type of retaining walls Location, length, stationing, and end treatment of guardrail

(3) Bridge

(a) Stationing of bridge ends(b) Revisions to footing and seal elevations(c) Pile length, size, type, and tip elevation(d) Any changes in plan or dimensions including any major changes in reinforcing

(4) Miscellaneous

(a) Revisions to parking areas or turnouts(b) Final location, type and length of curbs, sidewalks, etc.

Furnish the as-built working plans to the CO before the final inspection. Correct all details found during the final inspection that are not shown on the as-built plans and return to the CO within 5 days.

104.03_nat_us_02_22_2005

104.03 Drawings and Specifications

Delete subsection 104.03

104.06_nat_us_02_17_2005

Add the following subsection:

104.06 Use of Roads by Contractor

The Contractor is authorized to use roads under the jurisdiction of the Forest Service for all activities necessary to complete this contract, subject to the limitations and authorizations designated in the Road Order(s) or described in the contract, when such use will not damage the roads or national forest resources, and when traffic can be accommodated safely.

104.07_nat_us_02_17_2005

Add Subsection.

104.07 Other Contracts.

Example: The Federal Highway Administration is administering and is intending to award a contract for the reconstruction of 3 1/2 miles of Salmon la Sac Road approximately 5 miles north

of this project. Schedule activities to assure no delays or interference to the operations of the Federal Highway Administration contract.

105 - Control of Material

105.02_nat_us_01_18_2007

105.02 Material Sources.

105.02(a) Government-provided sources.

Add the following:

Comply with the requirements of 30 CFR 56, subparts B and H. Use all suitable material for aggregate regardless of size unless otherwise designated. When required, re-establish vegetation in disturbed areas according to section 625.

105.02_nat_us_02_17_2005

105.02(a) Government Provided Sources.

If the Contractor elects to obtain material from (Material Source Number or name) the following applies:

(a)(b)

(c)

105.02_nat_us_02_17_2005


Pay (person or company) a royalty of ($$$) per cubic yard, or if the material is weighed, ($$$) per ton for material furnished from this source and incorporated into the work.

Make monthly royalty payments directly to: (owner of the source and address)

105.02_nat_us_03_29_2005


105.02(a) Government-provided Sources.

Add the following:

Complete any pit or quarry development specified for a designated source, even when material is not obtained from the source.

105.02_nat_us_03_08_2007


105.02(a) Contractor-provided sources.

Add the following:

All material (e.g., soil, gravel, sand, borrow, aggregate, etc.) transported onto National Forest System land or incorporated into the work will be weed-free. The Contracting Officer may request written documentation of methods used to determine the weed-free status of any and all materials furnished by the contractor. Contractor-provided expertise and methods to establish weed-free status must be appropriate for the weeds of concern in the local area. The following applies to this contract:

OPTION 1: LIST PROJECT-SPECIFIC WEEDS OR APPROPRIATE WEED LIST. YOU MAY INCLUDE ACCEPTABLE METHODS TO ESTABLISH “WEED-FREE” AS APPLICABLE TO YOUR PROJECT. DO THIS IN CONJUNCTION WITH YOUR UNIT WEED SPECIALIST.

Weeds specific to this project:

Weeds & methods specific to this project:

Weed species or

applicable weed list

Method

OPTION 2: REPLACE CONTRACTOR-DOCUMENTED DETERMINATION WITH FOREST SERVICE APPROVAL OF SOURCES BASED ON INSPECTIONBY A FS WEED SPECIALIST – MAKE SURE THIS IS COORDINATED WITH YOUR UNIT WEED SPECIALISTS. USE OF THIS OPTION COMMITS FOREST SERVICE RESOURCES.

A Forest Service weed specialist will inspect proposed sources to determine weed-free status. Provide the Contracting Officer written notification of proposed material sources _____ days prior to use. Written approval of the specific source will be provided to the contractor. If weed

species are present in the proposed source, appropriate mitigation measures may allow conditional use of the source as required by the Contracting Officer.

105.02_nat_us_02_17_2005


(a) Government-provided sources. Add the following:

Government-provided sources for this project are identified as follows:

(1) Government-provided mandatory sources.

Obtain material for use as (borrow/riprap/boulders/etc.) and in the production of aggregates under Sections (301/401/411/etc.) from (Material Source Number or name).

(2) Government-provided optional sources.

Material for use as (borrow/riprap/boulders/etc.) and in the production of aggregates under Sections (301/401/411/etc.) may be obtained from (Material Source Number or name).

105.02_nat_us_02_17_2005


There is no charge for material taken from (Material Source Number or name).

105.05_nat_us_05_12_2004

105.05 Use of Material Found in the Work.

Delete 105.05 (a) and (b) and the last sentence of the second paragraph and substitute the following:

Materials produced or processed from Government lands in excess of the quantities required for performance of this contract are the property of the Government. The Government is not obligated to make reimbursement for the cost of producing these materials.

106 - Acceptance of Work

106.01_nat_us_07_31_2007

106.01 Conformity with Contract Requirements.

Delete Subsection 106.01 and substitute the following:

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 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 manufacturer’s recommendations or to these specifications, whichever 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.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.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.

(a) Disputing Government test results. If the accuracy of Government test results is disputed, promptly inform the CO. If the dispute is unresolved after reasonable steps are taken to resolve the dispute, further evaluation may be obtained by written request. Include a narrative describing the dispute and a proposed resolution protocol that addresses the following:

(1) Sampling method;

(2) Number of samples;(3) Sample transport;(4) Test procedures;(5) Testing laboratories; (6) Reporting;(7) Estimated time and costs; and (8) Validation process.

If the evaluation requires additional sampling or testing be performed, mutually agree with the Government on witnessing procedures and on sampling and testing by a third party laboratory. Use a third party laboratory accredited by the AASHTO accreditation program. Provide proof of the laboratory’s accreditation for the test procedures to be used. Do not use the same laboratory that produced the disputed Government test results or that produced the test results used as a basis for the dispute.

The CO will review the proposed resolution protocol and may modify it before final approval and execution.

The Government will use the approved resolution protocol test results to determine the validity of the disputed testing. If the Government test results are validated, the Contractor will be responsible for all costs associated with developing and performing the resolution protocol. If the Government test results are not validated, the Government will be

responsible for all costs associated with developing and performing the resolution protocol. If the validity of the Government test results cannot be determined, the Contractor and Government will equally share all costs associated with developing and carrying out the resolution protocol.

(b) Alternatives to removing and replacing non-conforming work. As an alternative to removal and replacement, the Contractor may submit a written request to:

(1) Have the work accepted at a reduced price; or(2) 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.

106.01_nat_us_07_31_2007

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 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 manufacturer’s recommendations or to these specifications, whichever 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.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.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.

(a) Disputing Government test results. If the accuracy of Government test results is disputed, promptly inform the CO. If the dispute is unresolved after reasonable steps are taken to resolve the dispute, further evaluation may be obtained by written request. Include a narrative describing the dispute and a proposed resolution protocol that addresses the following:

(1) Sampling method;

(9) Number of samples;(10) Sample transport;(11) Test procedures;(12) Testing laboratories; (13) Reporting;(14) Estimated time and costs; and (15) Validation process.

If the evaluation requires additional sampling or testing be performed, mutually agree with the Government on witnessing procedures and on sampling and testing by a third party laboratory. Use a third party laboratory accredited by the AASHTO accreditation program. Provide proof of the laboratory’s accreditation for the test procedures to be used. Do not use the same laboratory that produced the disputed Government test results or that produced the test results used as a basis for the dispute.

The CO will review the proposed resolution protocol and may modify it before final approval and execution.

The Government will use the approved resolution protocol test results to determine the validity of the disputed testing. If the Government test results are validated, the Contractor will be responsible for all costs associated with developing and performing the resolution protocol. If the Government test results are not validated, the Government will be responsible for all costs associated with developing and performing the resolution protocol. If the validity of the Government test results cannot be determined, the Contractor and Government will equally share all costs associated with developing and carrying out the resolution protocol.

(b) Alternatives to removing and replacing non-conforming work. As an alternative to removal and replacement, the Contractor may submit a written request to:

(1) Have the work accepted at a reduced price; or(2) 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.

106.07_nat_us_05_11_2004

106.07 Delete Delete subsection 106.07.

107 - Legal Relations and Responsibility To the Public

107.02_nat_us_02_17_2005

107.02 Protection and Restoration of Property and Landscape.

Add the following:

Examples: (Include language to clarify or interpret permit or other requirements).

Do not work within the wetted perimeter of streams before July 1 or after September 15.

Do not work within 1000 feet of an occupied dwelling on any legal holiday or between 12 noon Saturday and 6 a.m. the following Monday.

Do not work (except hauling material) within 1500 feet of osprey nests between March 1 and May 31. No known active nests were located within the 1500 feet limit as of June 15, 1991. If a new nest is found, suspend work (except hauling material) within 1500 feet of the nest location. See Subsection 108.06.

107 - Legal Relations and Responsibility to the Public

107.05_nat_us_05_11_2004

107.05 Responsibility for Damage Claims.

Delete the entire subsection.

107.06_nat_us_06_16_2006

107.06 Contractor’s Responsibility for Work.Delete the following from the first paragraph.

“except as provided in Subsection 106.07”.


107.08_nat_us_05_11_2004

107.08 Sanitation, Health, and Safety.

Add the following:

Perform all operations in a prudent, conscientious, safe and professional manner. Ensure that all personnel involved in handling and packaging the hazardous waste are trained for the level of expertise required for the proper performance of the task and, in particular, in the areas of chemical incompatibility, general first aid procedures, and spills. Provide handling and personal protective equipment appropriate to ensure safe handling of the hazardous waste according to 29 CFR 1910.120). Notify the Forest Service of all hazardous material that may be brought onto the National Forest.

107 - Legal Relations and Responsibility to the Public

107.08_nat_us_03_29_2005

107.08 Sanitation, Health, and Safety


107.09_nat_us_06_16_2006

107.09 Legal Relationship of the Parties.


107.10_nat_us_06_16_2006

107.10 Environmental Protection.

Add the following:

Design and locate equipment repair shops, stationary refueling sites, or other facilities to minimize the potential and impacts of hazardous material spills on Government land.

Before beginning any work, submit a Hazardous Spill Plan. List actions to be taken in the event of a spill. Incorporate preventive measures to be taken, such as the location of mobile refueling facilities, storage and handling of hazardous materials, and similar information. Immediately notify the CO of all hazardous material spills. Provide a written narrative report form no later than 24 hours after the initial report and include the following:

Description of the item spilled (including identity, quantity, manifest number, and other identifying information).

Whether amount spilled is EPA or state reportable, and if so whether it was reported, and to whom.

Exact time and location of spill including a description of the area involved.

Containment procedures.

Summary of any communications the Contractor had with news media, Federal, state and local regulatory agencies and officials, or Forest Service officials.

Description of clean-up procedures employed or to be employed at the site including final disposition and disposal location of spill residue.

When available provide copies of all spill related clean up and closure documentation and correspondence from regulatory agencies.

The Contractor is solely responsible for all spills or leaks that occur during the performance of this contract. Clean up spills or leaks to the satisfaction of the CO and in a manner that complies with Federal, state, and local laws and regulations.


107.11_nat_us_02_17_2005

107.11 Protection of Forests, Parks, and Public Lands:

Add the following:

Add appropriate fire plan and equipment language.

108 - Prosecution and Progress

108.00_nat_us_02_16_2005

108 Delete.


109 - Measurement and Payment

109.00_nat_us_02_17_2005

109 Deletions

Delete the following entire subsections:

109.06 Pricing of Adjustments.

109.07 Eliminated Work.

109.08 Progress Payments.

109.09 Final Payment.

109.02_nat_us_06_16_2006

109.02 Measurement Terms and Definitions.

(b) Contract quantity.

Add the following:

Contract quantities will be adjusted only when there are errors in the original design of 15% or more.

Change the following:

“(b) Cubic yard” to “(c) Cubic yard”.

Add the following definition:

(p) Thousand Board Feet (Mbf). 1,000 board feet based on nominal widths, thickness, and extreme usable length of each piece of lumber or timber actually incorporated in the job. For glued laminated timber, 1,000 board feet based on actual width, thickness, and length of each piece actually incorporated in the job.

109.03_nat_us_02_17_2005

109.03 Weighing Procedures and Devices.

(c) Project weighing system. Add the following::

Manual scales may be used if approved in writing by the CO and if the method of weighing meets all other contract requirements.

109.03_nat_us_03_29_2005

109.03 Weighing Procedures and Devices.

(c) Project weighing system.

Add the following:

For aggregates weighed for payment, adjust scale weights of material to deduct the daily average moisture content in excess of 2 percentage points over optimum moisture as determined by AASHTO T 99 or the designated compaction method. If moisture determination is necessary, determine the daily average moisture content in accordance with AASHTO T 255, from not less than three representative samples of aggregate taken at random intervals each day that aggregate is being weighed.

151 - Mobilization

151.03_nat_us_08_05_2005

151.03 Payment

Delete the entire subsection and add the following:

151.03 Payment

Mobilization is considered an indirect cost of this contract and will not be compensated as a separate work item.

152 - Construction Survey and Staking

152.00_nat_us_08_05_2005

Description

152.01(c) Material.

Add the following:

Use required stake dimensions and materials. Pre-paint the top 2 inches of all stakes and lath, or mark them with plastic flagging. Use designated colors for paint or flagging. Mark all stakes with a stake pencil that leaves a legible imprint, or with waterproof ink.

Do not use aerosol spray paints.

Use moisture-resistant paper for survey notes. Keep notes in books with covers that will protect the contents and retain the pages in numerical sequence.

Construction Requirements

152.02 General.Delete the first two sentences.

Add the following:

When indicated on the plans, a preliminary survey line has been established on the ground. The project location line is established by offsets from this preliminary line.

Delete second sentence in second paragraph and replace with the following:

Reestablish missing reference, control lines, or stakes as necessary to control subsequent construction staking operations

152.03 Survey and Staking Requirements.

(b) Roadway cross-sections.

Replace the first two sentences with the following:

Take roadway cross-sections normal to centerline. When the centerline curve radius is less than or equal to 200 feet, take cross-sections at a maximum centerline spacing of 25 feet. When the centerline curve radius is greater that 200 feet take cross-sections at a maximum centerline spacing of 80 feet.

c) Slope Stakes & References:

Replace section with the following:

Slope stakes and references. When required, locate slope stakes on designated portions of the road. Locate the slope stake catch points and use them to establish clearing limits and slope stake references.

Mark slope stakes with the station, the amount of cut or fill, the horizontal distance to centerline, and the slope ratios.

Place slope reference stakes at least 10 feet outside the clearing limit and mark with the offset distance to the slope stake. Place sight stakes when required.

Prior to clearing and grubbing operations, move the slope stake outside the clearing limit to the slope reference stake. After clearing and grubbing and before excavation, reset the slope stakes in their original position.

Use the designated method to establish the slope stake catchpoint.

Method I—Computed Method. Use the template information shown in the plans or other Government-provided data to calculate the actual location of the catchpoint. The slope stake “catchpoint distance” provided may be used as a trial location to initiate slope staking. Recatch slope stakes on any section that does not match the staking report within the tolerances established in Table 152-2.

Method II—Catchpoint Measurement Method. Determine the location of slope stake catchpoints by measuring the catchpoint distances shown in the plans or other Government-provided data.

(d) Clearing and grubbing limits.

Add the following:

Establish clearing limits on each side of the location line by measuring the required horizontal or slope distances shown in the stake notes. Mark the clearing limits with flagging or tags on trees to be left standing, or on lath. Make markings intervisible, and no more than 90 feet apart.

After establishing clearing limits, move the location line stake outside the clearing limits for station identification purposes, and mark it with horizontal distance to location line

(e) Centerline reestablishment.

Replace with the following:

Reestablish centerline from instrument control points. The maximum spacing between centerline points is 25 feet when the centerline curve radius is less than or equal to 200 feet. When the centerline curve radius is greater than 200 feet, the maximum distance between centerline points is 80 feet.

(g) Culverts.

Replace subsection with the following:

Set culvert reference stakes at all culvert locations. Set a culvert reference stake on the centerline of the culvert 10 feet from each end or beyond the clearing limit, whichever is greater. Record the following on culvert reference stakes:

(1) Diameter, actual field measured length, and type of culvert.

(2) The vertical and horizontal distance from the reference stake to the invert at the ends of the culvert.

(3) Station of actual point where culvert intersects centerline.

When required, stake headwall for culverts by setting a hub with a guard stake on each side of the culvert on line with the face of the headwall. Perform this work after clearing is completed.

152.03 (l) Miscellaneous Survey and Staking.

Add the following:

(11) Cattleguards

(12) Drain Dips

(13) Erosion Control Measures

Replace Table 152-1 with the following two tables:

Table 152-1 Tolerances for reestablishing P-line, traverse, and elevations.

Precision Class

Minimum Position Closure Angular Accuracy (±)

L-Line Tangent Control Pointsa

(±)Vertical Closureb

(±)

A

(Bridges)1/10,000

2 sets, direct/reverse

10 second rejection limit

N/A0.02 ft or

0.02ft/1000ftc

B 1/5,000

2 sets, direct/reverse

20 second rejection limit

0.1 ft0.02 ft or

0.02ft/1000ftc

C 1/1,0001 set, direct/reverse

1 minute rejection limit0.2 ft 0.5ft/1000ftc

D 1/300Foresight and backsight; 15 minute rejection limitc

0.4 ft 1.0ft/1000ftc

E 1/100Foresight and backsight; 30 minute rejection limitc

0.8 ft 1.0ft/1000ftc

a. Accuracy of offset measurement.

b. Determine vertical closures at intervals not to exceed 2000 ft as measured along centerline.

c. Use greater value.

Table 152-2 Cross section and slope stake tolerances.

ItemTolerances

A B C D E

Allowable deviation of cross-section line projection from a true perpendicular to tangents, a true bisector of angle points, or a true radius of curves

(±)2o (±)3o (±)3o (±)5o (±)5o

Take cross-sections topography measurements so that variations in ground from a straight line connecting the cross-section points will not exceed

0.5 ft 1.0 ft 2.0 ft 2.0 ft 3.0 ft

Horizontal and vertical accuracy for cross-sections, in feet or percentage of horizontal distance measured from traverse line, whichever is greater.

0.1 ft or 0.4%

0.15 ft or 0.6%

0.2 ft or 1.0%

0.2 ft or 1.0%

0.3 ft or 1.0%

Horizontal and vertical accuracy for slope stake, slope stake references, and clearing limits. In feet or percentage of horizontal distance measured from centerline or reference stake, whichever is greater.

Slope reference stakes and slope stakes. 0.1 ft or 0.4%

0.15 ft or 0.6%

0.2 ft or 1.0%

0.2 ft or 1.0%

0.3 ft or 1.0%

Clearing limits 1.0 ft 1.0 ft 1.0 ft 1.5 ft 2.5 ft

153 - Contractor Quality Control

153.02_nat_us_02_17_2005

153.02 Contractor Quality Control Plan.

Add the following:

Submit written proposals for approval of alternate AASHTO or State approved test methods. Alternate methods may be allowed based on documented equivalence to the specified method.

153.04_nat_us_10_24_2007

153.04 Records.

Delete all but the first sentence

154 - Contractor Sampling and Testing

154.01_nat_us_05_24_2005

154.01 Description

Delete the last sentence of the first paragraph.

155 - Schedules for Construction Contracts

155.00_nat_us_05_11_2004

155 Delete.


156 - Public Traffic

156.00_nat_us_04_17_2007

Delete Section 156 in its entirety and replace with the following:

Description

156.01 This work consists of controlling and protecting public traffic adjacent to and within the project.

Material

156.02 Conform to the MUTCD and the following Sections and Subsections:

Construction sign panels 633

Retro-reflective sheeting 718.01

Temporary concrete barrier 618

Temporary plastic fence 710.11

Temporary traffic control devices 718.22

156.03 General. Unless otherwise provided for in Table 156-1, keep existing roads open to all traffic during road improvement work, and maintain them in a condition that will adequately accommodate traffic. Delays may not exceed ___ minutes at any one time followed by an open period of no less than ___ minutes.

Perform no work that interferes or conflicts with traffic or existing access to the roadway surface until a traffic control plan has been approved. Post construction signs and traffic control devices

in conformance with MUTCD. All required signs will be in place and approved prior to beginning work on project.

If the Contractor agrees in writing to allow public traffic to use a new road being constructed prior to completion, it will be considered an existing road for traffic control purposes.

156.04 Temporary Traffic Control. Install and maintain temporary traffic control devices adjacent to and within the project as required by the approved traffic control plan 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) All detours outside of clearing limits will be approved in writing by the Contracting

Officer as part of the traffic control plan.(c) Install only those traffic control devices needed for each stage or phase.(d) Relocate temporary traffic control devices as necessary.(e) Remove devices that no longer apply to the existing conditions.(f) Immediately replace any device that is lost, stolen, destroyed, or inoperative.(g) Keep temporary traffic control devices clean.(h) Remove all temporary traffic control devices upon contract completion or when

approved.(i) When required, 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. Flaggers must wear high visibility safety apparel as required by MUTCD 6E.02.

156.05 Temporary Closures. Road segments may be closed as shown in Table 156-1. The maximum consecutive days of closure shall be followed by a minimum number of consecutive days open to traffic as shown. Maintain traffic control devices during closure period(s). Appropriate barricades and signs will be erected and maintained as shown in the traffic control plan or as otherwise designated.

Prior to closing roads during construction, give written notice to the Contracting Officer at least 10 days in advance.

Table 156-1

Temporary Road Closures

Road Number

From Terminus

To Terminus

Maximum Consecutive

Days of Closure

Minimum Consecutive Days Open

156.06 Acceptance. Public traffic work will be evaluated under Subsection 106.02.

Measurement and Payment

156.07 Do not measure Public Traffic for payment. Compensation is made as an indirect payment.

156.03_nat_us_02_24_2005

156.03 Accommodating Traffic During Work.

Delete the following from the last paragraph:

according to Subsection 106.07(b)

156.04_nat_us_02_24_2005

156.04 Maintaining Roadways During Work.

(a) Add the following:

Do not construct detours outside of the clearing limits or use alternate route detours without the approval of the CO.

156.08_nat_us_02_24_2005

156.08 Traffic and Safety Supervisor.

Delete this subsection in its entirety.

157 - Soil Erosion Control

157.03_nat_us_02_24_2005

157.03 General Delete the entire subsection and replace with the following:

Prior to the start of construction, submit a written plan that provides permanent and temporary erosion control measures to minimize erosion and sedimentation during and after construction. Do not begin work until the necessary controls for that particular phase of work have been implemented. Do not modify the type, size, or location of any control. An alternate erosion control plan with all necessary permits may be submitted 30 days before intended use.

Incorporate all permanent erosion control features into the project at the earliest practicable time, as outlined in the approved plan.

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

170 - Develop Water Supply and Watering

170.00_nat_us_03_30_2005

Description

170.01 This work consists of developing an acceptable water supply, furnishing, hauling, and applying water.

Materials

170.02 Conform to the following subsection.

Water 725.01.


170.03 Development of Supply & Access. Develop water supplies and access to the water supplies as required. Use designated water sources or other approved water sources. Before using non-designated water sources, obtain all necessary permissions, water rights, and permits.

170.04 Equipment. Provide mobile watering equipment with watertight tanks of known capacity. Provide for positive control of water application from the driver’s position.

170.05 Application. Apply water uniformly without ponding or washing.

170.06 Acceptance. Developing water supplies and watering will be evaluated under Subsections 106.02 and 106.04.

Measurement

170.07 Measure the Section 170 items listed in the bid schedule according to Subsection 109.02.

Payment

170.08 The accepted quantities will be paid at the contract price per unit of measurement for the Section 170 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

171 - Weed and Disease Prevention

171.00_nat_us_03_30_2005

Description

171.01 This work consists of washing and treating construction equipment to remove seeds, plants, and plant fragments from the equipment before the equipment is used on National Forest System lands.

Material

171.02 Conform to the following Subsection:

Water 725.01


171.03 General . Notify the CO in writing at least 15 days before moving any construction equipment onto National Forest System lands. Construction equipment does not include cars, pickup trucks, and other vehicles that regularly travel between the construction site and areas outside of National Forest System lands.

Perform all work at a location designated on the plans or other locations approved in writing. Provide the CO with an opportunity to monitor the washing and inspection.

171.04 Equipment. Use a high pressure washing system.

For work on National Forest System lands, use a washing system that traps all wash water and either stores it for removal from National Forest System lands or recycles the water for continued use. If the equipment recycles the water, provide adequate filters for seed removal. Dispose of the filter material and removed seeds in an approved manner. Do not mix soaps, detergents, or other chemicals with the wash water.

For work at a commercial washing facility, use an approved facility.

171.05 Washing. Wash the sides, tops, and undercarriages of all construction equipment. Remove all seeds, plants, plant fragments, dirt, and debris from the construction equipment.

171.06 Inspection. Inspect the washed construction equipment, including the undercarriage, to ensure that the washing removed the dirt, debris, and seeds from the construction equipment. Rewash the construction equipment as necessary or as directed.

171.07 Acceptance. Weed prevention will be evaluated under Subsection 106.02.

Measurement

171.08 Do not measure weed prevention for payment.

Payment

171.09 Include all costs associated with the Section 171-Weed Prevention in the unit price for Section 151-Mobilization.

183 - P Line Survey

183.00_nat_us_03_30_2005

Description

183.01 This work consists of the P-line (preliminary line) survey of low volume roads, including staking the proposed line, traversing, taking profile levels (elevations), topographical cross sections, streamcourse channel and drainage-way sections, and recording and submitting all survey data.

Accomplish the design under the direction of a registered professional engineer or land surveyor as required by applicable State laws.


183.02 General. Accomplish the work under the direction of a registered professional engineer or registered land surveyor. Furnish technically qualified survey crews experienced in highway construction surveying and staking. Provide personnel capable of performing in a timely and accurate manner. Ensure that an acceptable crew supervisor is on the project whenever surveying is in progress. Furnish survey instruments and supporting equipment capable of achieving the specified tolerances. Obtain permission from the CO before operating motor vehicles on closed roads. All field notes and supporting documentation become the property of the Government upon completion of 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

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

183.03 Stakes. Use stakes with minimum nominal dimensions of 3/4 inch x 2 inch x 18 inches and planed or smooth sawn on the 2 inch faces will be used. Paint the top 2 inches of all stakes with fluorescent orange paint.

183.04 Survey Note Paper & Books. Use moisture-resistant paper for survey notes. Use books with covers that protect the contents and retain the pages in numerical sequence. Hand calculator/portable data recorder printouts may be accepted in lieu of hand recorded field notes.

183.05 Government Furnished Information. The government will furnish the Contractor copies of road location notes, design criteria, and available recovery notes to public land survey monuments.

183.06 Tolerance. Meet the following tolerances:

Distance: 1/100

Elevation : Nearest 2 inches or 1% grade each reading

References to Traverse: 2 adjacent points of intersection every 1000 feet

Cross-Section: All breaks of 24 inches or more; slope breaks of 5% or more + 2 percent tolerance.

Deflection Angles: 30 degrees or less + 2o tolerance

Typical survey instruments to achieve this level of accuracy are hand compass, clinometer or abney, woven cloth or plastic/fiberglass tape, and hand level. Provide effective quality control procedures to ensure that survey tolerances are achieved. Reference points of intersection at least every 1000 feet with at least two reference points for each points of intersection.

183.07 Survey Notes. Prepare field notes in an approved format. Furnish all survey notes at least weekly.

Ensure that manually recorded survey notes are legible. Delete errors by lining out. Record date, crew names and positions, instrumentation, and weather in the notes at the beginning of each day's work. Have the crew supervisor sign or initial each page of the notes.

Consecutively number electronically recorded survey notes. In a book meeting the requirements of 183.04 record the project name and for each day identifies identify the date, crew names and positions, instrumentation, weather, type of survey, stationing of sections between which survey was performed, and survey data or sketches that cannot be electronically recorded. Have the crew supervisor sign or initial each page of the notes.

183.08 P-Line Staking. The CO will mark with flags the approximate centerline of the road. Survey the preliminary line using the marked line as a guide. This P-line should represent the final centerline of the road, but not necessarily along smooth geometric curves. Do not deviate from the flagged line more than 6 feet.

At intersections with existing roads, survey the existing road 300 feet on each side of the intersection. Where the new road begins at the end of an existing road, survey 500 feet back along the existing road.

Set stakes solidly in the ground. Set preliminary line stakes at all breaks in ground profile and at all each streamcourse channel or drainage-way crossings, intersections with planned and existing roads, property boundaries, fence crossings, and as directed by the CO. Measure distances as horizontal distance. The maximum horizontal spacing between stakes is 80 feet. Mark stakes with the stationing of the point on the side facing the origin of the survey. Write on the stakes with a stake pencil that leaves an indentation in the wood or with waterproof ink.

183.09 Traverse. Measure and record the magnetic bearing or azimuth of foresights and backsights between each set of points of intersection to the nearest 1 degree.

183.10 Profile. Measure and record percent slope of foresights and backsights between each set of points of intersection to the nearest 1 percent.

183.11 Cross Sections. Survey cross sections at each staked point on the preliminary line. Survey and record measurements as percent slope and slope distance. Survey cross sections each

side of preliminary line for a minimum distance of 50 feet slope distance if the ground slope is less than 40 percent, 75 feet slope distance if the ground slope is 40 percent to 55 percent, and 100 feet slope distance if the ground slope is greater than 55 percent.

Survey cross sections along a line perpendicular to the preliminary line on tangents and bisecting the interior or exterior angle at points of intersection. Survey cross sections along streamcourse channels and drainage-ways. Survey and record the angle between the preliminary line and the streamcourse channel or drainage-way.

Survey and record readings along each cross section at each obvious break in ground slope. Where the ground slope is uniform, survey and record at least one reading on each side of preliminary line. Record slope as positive or negative, as referenced from the preliminary line.

Survey and record the locations of existing drainages, fences, roads, property boundaries, corner posts, and other features as directed by the CO within 100 feet slope distance of the preliminary line and those within or adjacent to the cross section.

183.12 Acceptance. Preliminary line survey will be evaluated under Subsection 106.02 and 106.04. Prior to final acceptance of the work, affix a State authorized seal by a registered professional engineer or land surveyor and sign all field books and any other survey documents, and attest in writing to the satisfactory completion of the project. Upon acceptance by the Engineer, all items will become the property of the Government.

Measurement


Payment


185 - Low Volume Road Design

185.00_nat_us_02_24_2005

Description

185.01 This work consists of the design of roads using non-geometric design methods. The design objective is to minimize quantities of excavation and embankment while conforming to the design standards and guidelines. The work includes furnishing all labor, transportation, materials, equipment, and other incidentals necessary to complete the design in accordance with these specifications and acceptable engineering practice.

Material

185.02 Government Furnished Information. The Contractor will be furnished access to the following information:

(a) Design Criteria, elements, and standards

(b) Survey notes

(c) Applicable portions of Forest Service Manuals and Handbooks

(d) Standard Specifications For Construction Of Roads And Bridges On Federal Highway Projects FP-03 and associated Forest Service Supplemental Specifications

(e) Environmental documentation for the road construction.

(f) Geotechnical investigation reports

(g) Sample plans, specifications and drawings.

(h) Applicable standard drawings and detail sheets

Design Requirements

185.03 General. Except for work performed under the requirements of a timber sale contract by the timber purchaser's employees, accomplish the design under the direction of a registered professional engineer. Furnish a design conforming to the design standards and criteria. Accomplish the objectives set forth in the appropriate environmental document. Keep all notes, stakes, design computations, specifications, and drawings in a neat and orderly manner.

185.04 Design Program: Use the__________computer program for all design. Use the same method of design computations for all portions of each road designed under this Section.

185.05 Field Review and Classification Notes. Before beginning the design, the Contractor visit the site and review the road location(s) to become familiar with the topography, drainage, and environmental conditions. Prepare classification notes for the road to provide information on clearing, grubbing, soils, rock, drainage, geotechnical investigation needs, potential disposal sites, and other necessary information.

Soils and rock will be classified in accordance with the following:

Material Type Classification

Organic Material Unsuitable

Soil and Loose Rock Common

Rock which can be moved Rippable (without blasting)

Rock that requires blasting Solid Rock

Boulders Boulders (list size range)

185.06 Design Criteria. The design criteria are those requirements such as management area direction, road management objectives, safety requirements, and traffic characteristics that govern selection of design elements and design standards. This information will be provided to the Contractor as background material that led to development of specific design elements and standards.

185.07 Design Elements and Standards. The Government will provide specific road design elements and standards for this project. See Forest Service Handbook FSH 7709.56 - Road Preconstruction Handbook, Chapter 4, to determine how to apply these elements and standards to the design process.

Basic road width will be specified in the design standards. Apply additional road width for turnouts, curve widening, and fill slough widening as shown in the design standards and/or derived from use of the furnished tables, to the basic width shown in the design standards to obtain total road width.

185.08 Specifications. Prepare the design and completed engineering drawings to be compatible with Standard Specifications For Construction Of Roads And Bridges On Federal Highway Projects FP-03 and associated Forest Service Supplemental Specifications.

In instances where the standard specifications are inadequate, prepare additional supplemental specifications to accomplish the intent of the design. Use the format and grammatical standards described in Subsection 101.01 of Standard Specifications For Construction Of Roads And Bridges On Federal Highway Projects FP-03. Obtain approval by the CO for all supplemental specifications.

185.09 Design Products. Furnish the following products:

(a) Engineering Drawings. Drawings shall meet the requirements of subsection 104.03 unless otherwise designated. In addition to paper copies, furnish 1 engineering drawings in electronic format for the specified computer program. Format drawings on 11 inch by 17 inch sheets, or as directed by the CO. Furnish drawings that conform to content and format of samples provided by the CO.

Assemble the sheets in the following order:

1. Title Sheet

2. Vicinity Map

3. Estimate of Quantities

4. Typical Sections

5. General Notes (incorporate notes provided by the CO)

6. Drainage Listing

7. Drainage Construction Details

8. Riprap Details

9. Typical Construction Staking Details

10. Plan and Profile Drawings

11. Pit Development Plan

Use a vertical scale of 1 inch equals 10 feet, and horizontal scale of 1 inch equals 100 feet on plan and profile drawings. On details, use scales appropriate to the area and the elevation change. Show the centerline alignment with stationing, natural ground profile with stations and elevation, centerline grade with station and elevation, north arrow, scale, road name and number, sheet number, turnouts, location of rolling dips, culvert location and dimensions, excavation and embankment and clearing quantities, and balance points if applicable.

(b) Specifications. Furnish an electronic copy in an approved format of the Specification list showing FP-03 and FS Supplemental Specifications.

(c) Staking Notes. Furnish one paper copy and one electronic copy in an approved format of construction staking notes. Include centerline grade elevation, centerline ground elevation, centerline cut or fill, template data left and right, slope ratios, offset from preliminary line to location line, preliminary line ground elevation, and information for trial catch points.

(d) Computations. Furnish calculations including quantities of clearing, excavation, compaction factors, haul, culvert lengths and diameters, aggregate base and surfacing, and seeding. Include subtotaled quantities by classification and the grand totals shown by material. Compute excavation quantities by the average end area method. Compute seeding by slope areas of cut and fill slopes. Compute aggregate base or surfacing by final in-place quantities using appropriate compaction factors. Compute clearing quantities as the horizontal area between clearing limits.

185.10 Preliminary Review. Upon completion of a preliminary design drawings, submit the design drawings and specifications to the CO. Allow 30 days per submission for review. 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 review starts over. The CO will provide comments and changes that are necessary for the design.

185.11 Formal Review. Submit modified drawings and specifications to the CO. Allow 30 days per submission for review. 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 review starts over.

Submit final engineering drawings, specifications, construction staking notes, and working documents used for design including plots, cross sections, notes and similar information. Return Government furnished data, references, and property. Affix a State authorized seal by a registered professional engineer and sign all field books, staking notes, drawings, and working documents in accordance with applicable State laws; and attest in writing to the satisfactory

completion of the project. Upon acceptance, all documents become the property of the Government

185.12 Acceptance. Road Design will be evaluated under Subsections 106.02 and 106.04.

Measurement

185.13 Measure the Section 185 items listed in the bid schedule according to Subsection 109.02 and 109.04.

Payment


201 - Clearing and Grubbing

201.00_nat_us_08_05_2009

201.02 Material:

Delete Tree wound dressing material reference.

201.03 General.

Delete the last sentence.

201.04 Clearing.

Delete the last sentence of (d).

201.01_nat_us_02_18_2005

201.01 Description

Replace with the following

This work consists of clearing and grubbing within clearing limits and other designated areas.

201.04_nat_us_02_22_2005

201.04 Clearing. (c)

Delete paragraph (c) and replace with the following:

(c) In areas outside the excavation, embankment, and slope rounding limits, cut stumps to within 12 inches or one-third of the stump diameter of the ground, whichever is higher, measured on the side adjacent to the highest ground. For timber sales, stump heights will meet the requirements of the Timber Sale contract.

201.04 Clearing.

Delete subsection (d) and replace with the following:

(d) Do not cut vegetation less than 3 feet tall and less than 3 inches in diameter, that is within the clearing limits but beyond the roadway and not in a decking area, and that does not interfere with sight distance along the road.

Add the following:

(e) Trim branches of remaining trees or shrubs to give a clear height of 14 feet above the roadbed unless otherwise indicated. Trim tree limbs as near flush with the trunk as practicable.

(f) Remove brush from log decks. Deck logs so that logs are piled parallel to one another; can be removed by standard log loading equipment; will not damage standing trees; will not interfere with drainage, and will not roll. Keep logs in log decks free of brush and soil.

201.04_nat_us_02_18_2005

201.04 Clearing.

Add the following:

When marked in advance, remove dead trees over 6 inches in diameter measured at 12 inches above the ground that lean toward the road and are tall enough to reach the roadbed.

201.04_nat_us_03_03_2005


201.04 Clearing.

Add the following:

Utilization standards for merchantable timber are listed below. Fall and buck merchantable material into lengths not to exceed _________ feet. Pieces (logs) meet utilization standards when such pieces would have met Utilization Standards if bucking lengths were varied to include such material.

Minimum Utilization Standards

Length Diameter (Inside Bark) at Small End _______% Net Scale in % of Gross Scale

______feet ______________inches

201.06_nat_us_11_04_2004

201.06 Disposal.

Delete the first sentence of this subsection and substitute the following:

Merchantable timber removed from Forest Service land is subject to the Forest Resources Conservation and Shortage Relief Act of 1990 (PL 101-382; 104 Stat. 714-726; 16 USC 620 et. seq.). Do not export timber from the United States or use in direct or indirect substitution for unprocessed timber exported from the United States, from private lands by Purchaser, or any person as defined in Section 493 (16 USC 620e) of the Act.

Unless Forest Service determines that circumstances warrant a written waiver or adjustment, (1) hammer brand all products on both ends with an assigned contract brand before removal from the project site, (2) hammer brand each product exempt from domestic processing on both ends with an exempt brand registered for use on exempt logs from National Forest, and (3) paint all domestic processing products on both ends with 2 inch circle of yellow paint according to Interim Specification 2400-400 (available upon request). Paint or brand products before removing them from project site unless approved by the CO. Brands and yellow paint must remain on logs until they are processed.

Contractor may remanufacture logs into different log lengths as approved. Repaint or rebrand all remanufactured pieces. Pay all surveillance costs except that Forest Service may waive such payment if such costs are minor and part of normal remanufacturing operations.

201.06_nat_us_11_09_2005

201.06 Disposal

Delete the first sentence of this paragraph and substitute the following:

Limb and deck logs that meet utilization standards at locations approved by the CO or otherwise designated. Deck logs according to 201.04 (f).

201.06_nat_us_02_18_2005

201.06 Disposal.


Dispose of merchantable timber designated for removal according to the provisions of the timber sale contract.

201.06_nat_us_05_12_2004

201.06 Disposal.


Buy all merchantable within the clearing limits on Forest Service land. Pay the Forest Service for the merchantable timber at the rates listed below.

Species Rate

______________ _____________

______________ _____________

Deck merchantable timber at approved locations according to 201.04(f).

Merchantable timber removed from Forest Service land is subject to the Forest Resources Conservation and Shortage Relief Act of 1990 (PL 101-382; 104 Stat. 714-726; 16 USC 620 et. seq.). Do not export timber from the United States or use in direct or indirect substitution for unprocessed timber exported from the United States, from private lands by Purchaser, or any person as defined in Section 493 (16 USC 620e) of the Act.

Unless Forest Service determines that circumstances warrant a written waiver or adjustment, (1) hammer brand all products on both ends with an assigned contract brand before removal from the project site, (2) hammer brand each product exempt from domestic processing on both ends with an exempt brand registered for use on exempt logs from National Forest, and (3) paint all domestic processing products on both ends with 2 inch circle of yellow paint according to Interim Specification 2400-400 (available upon request). Paint or brand products before removing them from project site unless approved by the CO. Brands and yellow paint must remain on logs until they are processed.

Contractor may remanufacture logs into different log lengths as approved. Repaint or rebrand all remanufactured pieces. Pay all surveillance costs except that Forest Service may waive such payment if such costs are minor and part of normal remanufacturing operations.

201.06_nat_us_02_23_2005

201.06 Disposal.


All merchantable timber within the clearing limits on Forest Service land is Government property. The contractor may buy any or all of the merchantable timber on Forest Service land within the clearing limits. Pay the Forest Service for the merchantable timber at the rates listed below:

Species Rate

______________ _____________

______________ _____________

Deck all merchantable timber at approved locations according to 201.04(f).

Merchantable timber on private land within the clearing limits belongs to the landowner. Deck merchantable timber according to 201.04(f) on each owner's property adjacent to the road in approved locations.

201.06_nat_us_02_23_2005

201.06 Disposal.


All merchantable timber within the clearing limits on either private or Government land remains the property of the landowners. Deck according to 201.04(f) on each owner's property adjacent to the road in approved locations.

203 - Removal of Structures and Obstructions

203.01_nat_us_02_25_2005

203.01 Description.

Delete and replace with the following:

This work consists of disposing of construction slash and debris, salvaging, removing, and disposing of buildings, fences, structures, pavements, culverts, utilities, curbs, sidewalks, and other obstructions.

203.02_nat_us_02_18_2005

203.02 Material.

Add the following:

Geotextile 714

203.04_nat_us_02_18_2005

203.04 Removing Material.

Replace the fourth and fifth paragraphs with the following:

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 12 inches 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 12 inches below subgrade elevation. Remove structures and obstructions outside the roadbed to 12 inches below finished ground or to the natural stream bottom.

203.05_nat_us_02_18_2005

203.05 Disposing of Material.

(b) Burn.

Delete the last sentence and add the following:

Deposit construction slash so that burning does not damage standing trees. Dispose of unburned material as directed by the CO.

203.05_nat_us_02_18_2005


Add the following:

(e) Windrowing Construction Slash. Place construction slash outside the roadway in neat, compacted windrows approximately parallel to and along the toeline of embankment slopes. Do not permit the top of the windrows to extend above subgrade. Use construction equipment to matt down all material in a windrow to form a compact and uniform pile. Construct breaks of at least 15 feet at least every 200 feet in a windrow. Do not place windrows against trees. Obtain approval for pioneer roads. A pioneer road may be constructed to provide an area for placement of windrows, provided the excavated material is kept within the clearing limits and does not adversely affect the road construction.

(f) Scattering. Scatter construction slash outside the clearing limits without damaging trees. Limb all logs. Place logs and stumps away from trees, positioned so they will not roll, and are not on top of one another. Limb and scatter other construction slash to reduce slash concentrations.

(g) Chipping or Grinding. Use an approved chipping machine to grind slash and stumps greater than 3 inches in diameter and longer than 3 feet. Deposit chips or ground woody material on embankment slopes or outside the roadway to a loose depth less than 6 inches. Minor amounts of chips or ground woody material may be permitted within the roadway if they are thoroughly mixed with soil and do not form a layer.

(h) Debris Mat. Use tree limbs, tops, cull logs, split stumps, wood chunks, and other debris to form a mat upon which construction equipment is operated. Place stumps upside down and blend stumps into the mat.

(i) Decking Firewood Material. Remove brush from decks. Limb and deck logs that do not meet Utilization Standards according to Subsection 201.04 as directed by the CO. Cut logs to lengths less than 30 feet. Ensure that logs stacks are stable and free of brush and soil.

(j) Removal to designated locations. Remove construction slash to designated locations.

(k) Piling. Pile construction slash in designated areas. Place and construct piles so that if the piles are burned, the burning will not damage remaining trees. Keep piles free of dirt from stumps. Cut unmerchantable logs into lengths of less than 20 feet.

(l) Placing Slash on Embankment Slopes. Place construction slash on completed embankment slopes to reduce soil erosion. Place construction slash as flat as practicable on the completed slope. Do not place slash closer than 2 feet below subgrade. Priority for use of available slash is for: (1) through fills; (2) insides of curves; and (3) ditch relief outlets.

(m) Hydrological Sensitive Placement. Where required use this method in combination with other designated methods to dispose of material to reduce erosion and to aid in re-vegetation:

1. Place windrow segments on contours, wrap in type I geotextile.2. Place logs as log erosion barriers on contours. Place logs so that 80% of their

length is on the ground surface.3. Scatter slash on bare or disturbed areas within or outside the clearing limits as

directed.

4. Scatter chips or ground woody material on bare or disturbed areas within or outside the clearing limits as directed.

Place stumps in swales or on sites to form planting pockets. Place windrow segments on contours, wrap in type I geotextile.

203.05_nat_us_02_24_2005


Add the following:

(e): Scattering. Scatter pieces of wood less than 3 inches in diameter and 3 feet in length within the clearing limits. Do not place construction slash in lakes, meadows, streams, or streambeds. Immediately remove construction slash that interferes with drainage structures.

203.08_nat_us_02_24_2005

203.08 Payment

Add the following:

Disposal of construction slash will be compensated under the designated pay item in Section 201.

204 - Excavation and Embankment

204.00_nat_us_03_26_2009

Replace Section 204 in its entirety with the following:

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 placing and compacting 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 704.03Select borrow 704.07Select topping 704.08Topping 704.05Unclassified borrow 704.06Water 725.01


204.04 Preparation for Roadway Excavation and Embankment Construction. Clear the area of vegetation and obstructions according to Sections 201 and 203.

204.05 Reserved.

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.

Retrieve material deposited outside of the clearing limits as directed by the CO. Place unsuitable material in designated areas.

(b) Rock cuts. Blast rock according to Section 205. Excavate rock cuts to 6 inches 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 6 inches below subgrade within the roadbed limits. Compact the scarified material according to Subsection 204.11.

(d) Pioneer Roads. Road pioneering, slash disposal, and grubbing of stumps may proceed concurrently with excavation. Conduct excavation and placement operations so material to be treated under Section 201 will not be incorporated into the roadway unless specified in the slash treatment method. Maintain drainage during pioneering operations.

Remove snow and ice in advance of the work and deposit beyond the roadway limits in a manner that will not waste material or generate sediment. Do not incorporate snow and ice into embankments. Place snow or ice in a manner to prevent resource damage.

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 4 feet high over natural ground. When designated, remove topsoil and break up the ground surface to a minimum depth of 6 inches 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 6 inches. Scarify or pulverize asphalt and concrete roads to 6 inches below the pavement. Reduce all particles to a maximum size of 6 inches 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 1V:3H. 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. Obtain written approval before beginning construction of embankments over 6 feet high at subgrade centerline. 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 flatter than 1V:1.75H with a tamping type roller or by walking with a dozer. For slopes 1V:1.75H 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 4 inches.

(b) Embankment within the roadway prism. Place embankment material in horizontal layers not exceeding 12 inches in compacted thickness. Incorporate oversize boulders or rock fragments into the 12-inch 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 12-inch layers may be placed in layers up to 24 inches thick. Incorporate oversize boulders or rock fragments into the 24-inch layer by reducing them in size or placing them individually according to (c) below. Place 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 24 inches in diameter as follows:

(1) Reduce rock to less than 48 inches 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. Fill all the voids between rocks.(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 24 inches in compacted thickness. Compact each layer according to Subsection 204.11.

204.11 Compaction. Compact the embankment using one of the following methods as specified:

(a) Compaction A. Use AASHTO T 27 to determine the amount of material retained on a Number 4 sieve. If there is more than 80 percent retained on the No. 4 sieve use procedure (1). If there is 50 to 80 percent retained on the No. 4 sieve use procedure (2). If there is less than 50 percent retained on the No. 4 sieve use procedure (3).

(1) 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 6feet per second and vibratory rollers at speeds less than 3 feet per second. Compact each layer of material full width with one of the following and until there is no visible evidence of further consolidation.

(a) Four roller passes of a vibratory roller having a minimum dynamic force of 40,000 pounds impact per vibration and a minimum frequency of 1000 vibrations per minute.(b) Eight roller passes of a 20-ton compression-type roller.(c) Eight roller passes of a vibratory roller having a minimum dynamic force of 30,000 pounds impact per vibration and a minimum frequency of 1000 vibrations per minute.

Increase the compactive effort for layers deeper than 12 inches as follows: For each additional 6 inches or fraction thereof, increase the number of roller passes in (a) above by four passes. For each additional 6 inches or fraction thereof, increase the number of roller passes in (b) and (c) above, by eight passes.

(2) Use AASHTO T 99 to determine the optimum moisture content of the portion of the material passing a No. 4 sieve. Multiply this number by the percentage of material passing a No. 4 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 6 feet per second and vibratory rollers at speeds less than 3 feet per second. Compact each layer of material full width according to (1) above.

(3) 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.

(b) Compaction B. Place material by end dumping to the minimum depth needed for operation of spreading equipment. Adjust the moisture content of the material to obtain a mass that will not visibly deflect under the load of the hauling and spreading equipment. Operate compaction equipment over the full width of each layer until there is no visible evidence of further consolidation or, if when a sheepsfoot roller is used, the roller “walks out” of the layer. Make at least three complete passes.

(c) Compaction C. Place material by end dumping to the minimum depth needed for operation of spreading equipment. Level and smooth each embankment layer before placing the next layers. Operate hauling and spreading equipment uniformly over the full width of each layer. Construct a solid embankment with adequate compaction by working smaller rock and fines in with the larger rocks to fill the voids, and by operating hauling and spreading equipment uniformly over the full width of each layer as the embankment is constructed.

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 18 inches 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. Slope rounding is not required on tolerance class D though M roads.

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 1⅓V:1H to 1V:2H. Construct the steps approximately 18 inches 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. Finish the roadbed to be smooth and uniform, and shaped to conform to the typical sections. Remove unsuitable material from the roadbed and replace it with suitable material. Finish roadbeds to the tolerance class shown in table 204-2.Ensure that the subgrade is visibly moist during shaping and dressing. Scarify to 6 inches below the bottom of low sections, holes, cracks, or depressions and bring back to grade with suitable material. Maintain proper ditch drainage.

For surfaced roads, remove all material larger than 6 inches from the top 6 inches of the roadbed.

For unsurfaced roads, use one of the following methods to finish the roadbed:

(1) Method A. Remove all material larger than 6 inches from the top 6 inches of the roadbed and replace with suitable material.(2) Method B. Use a vibratory grid roller or approved equal with a minimum weight of 10 tons. Roll at least 5 full-width passes or until there is no visible evidence of further consolidation.(3) Method C. For roads designated as Construction Tolerance Class K, L, or M, finish the roadbed by spreading the excavation. Eliminate rock berms.

204.14 Disposal of Unsuitable or Excess Material. Dispose of unsuitable or excess material at designated sites or legally off of 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.

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;(eTopsoil;(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; 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 the following as roadway excavation only:

(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 yard measure in its original position. If borrow excavation is measured by the cubic yard 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 if a pay item for slope rounding is included in the bid schedule. If a pay item for slope rounding is not included in the bid schedule slope rounding will be considered subsidiary to excavation.

(e) Waste. Measure waste by the cubic yard 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 yard in the hauling vehicle.

Payment


Tab

le 2

04-1

Sam

plin

g an

d T

estin

g R

equi

rem

ents

Rep

ortin

g T

ime

Bef

ore

usin

g in

wor

k

“

Bef

ore

plac

ing

next

Bef

ore

usin

g in

wor

k

“ “ “

Bef

ore

plac

ing

next

(1)

Min

imum

of 5

poi

nts

per p

roct

or

Split

Sa

mpl

e

Yes

, whe

n re

ques

ted

“ —

Yes

, whe

n re

ques

ted

“ “ “ —

Poin

t of

Sam

plin

g

Proc

esse

d m

ater

ial

befo

re

inco

rpor

atin

g in

wor

k

“

In-p

lace

Proc

esse

d m

ater

ial

befo

re

“ “ “

In-p

lace

Sam

plin

g Fr

eque

ncy

1 pe

r soi

l typ

e

1 pe

r soi

l typ

e bu

t no

t les

s tha

n 1

per

1 pe

r 600

0 yd

2 bu

t no

t les

s tha

n 1

per

1 pe

r soi

l typ

e bu

t no

t les

s tha

n 1

for

each

day

of

“ “1

per s

oil t

ype

but

not l

ess t

han

1 pe

r

1 pe

r 600

0 yd

2 bu

t no

t les

s tha

n 1

per

Tes

t Met

hods

Sp

ecifi

catio

ns

AA

SHTO

M 1

45

AA

SHTO

T 1

80,

met

hod

D(1

) or T

99,

AA

SHTO

T 3

10 o

r ot

her a

ppro

ved

AA

SHTO

M 1

45

AA

SHTO

T 2

7

AA

SHTO

T 8

9

AA

SHTO

T 1

80,

met

hod

D(1

) or T

99,

AA

SHTO

T 3

10 o

r ot

her a

ppro

ved

Cat

egor

y

— — — — — — — —

Cha

ract

eris

tic

Cla

ssifi

catio

n

Moi

stur

e-de

nsity

Com

pact

ion

Cla

ssifi

catio

n

Gra

datio

n

Liqu

id li

mit

Moi

stur

e-de

nsity

Com

pact

ion

Typ

e of

Acc

epta

nce

(Sub

sect

ion)

Mea

sure

d an

d te

sted

fo

r con

form

ance

(1

06.0

4)

Mea

sure

d an

d te

sted

fo

r con

form

ance

(1

06.0

4)

Mat

eria

l or

Prod

uct

Topp

ing

(704

.05)

&

uncl

assi

fied

borr

ow (7

04.0

6)

Sele

ct b

orro

w

(704

.07

& S

elec

t to

ppin

g (7

04.0

8)

Tab

le 2

04-1

(con

tinue

d)Sa

mpl

ing

and

Tes

ting

Req

uire

men

ts

Rep

ortin

g T

ime

Bef

ore

usin

g in

wor

k

“

Bef

ore

plac

ing

next

laye

r

Bef

ore

plac

ing

next

laye

r

(1)

Min

imum

of 5

poi

nts

per p

roct

or.

Split

Sa

mpl

e

Yes

, whe

n re

ques

ted

“ — —

Poin

t of

Sam

plin

g

Sour

ce o

f M

ater

ial

“

In-p

lace

In-p

lace

Sam

plin

g Fr

eque

ncy

1 pe

r soi

l typ

e

1 pe

r soi

l typ

e bu

t not

le

ss th

an 1

per

13

,000

yd3

1 pe

r 350

0 yd

2 but

not

le

ss th

an 1

per

laye

r

1 pe

r 250

0 yd

2

Tes

t Met

hods

Sp

ecifi

catio

ns

AA

SHTO

M 1

45

AA

SHTO

T 1

80,

met

hod

D(1

) or T

99,

m

etho

d C

(1)

AA

SHTO

T 3

10 o

r ot

her a

ppro

ved

proc

edur

es

AA

SHTO

T 3

10 o

r ot

her a

ppro

ved

proc

edur

es

Cat

egor

y

— — — —

Cha

ract

eris

tic

Cla

ssifi

catio

n

Moi

stur

e-de

nsity

Com

pact

ion

Com

pact

ion

Typ

e of

Acc

epta

nce

(Sub

sect

ion)

Mea

sure

d an

d te

sted

fo

r con

form

ance

(1

06.0

4)

Mea

sure

d an

d te

sted

fo

r con

form

ance

(1

06.0

4)

Mat

eria

l or

Prod

uct

Earth

em

bank

men

t (2

04.1

1, C

ompa

ctio

n A

)

Top

of su

bgra

de

(204

.11

Com

pact

ion

A)

Tab

le 2

04-2

C

onst

ruct

ion

Tol

eran

ces

Tol

eran

ce C

lass

(a)

M +2.0

(c)

(c)

+20

(a) M

axim

um a

llow

able

dev

iatio

n fro

m c

onstr

uctio

n sta

kes a

nd d

raw

ings

.(b

) Max

imum

allo

wab

le d

evia

tion

from

stak

ed sl

ope

mea

sure

d fro

m sl

ope

stak

es o

r hin

ge p

oint

s.(c

) Unl

ess o

ther

wise

show

n th

e ce

nter

line

alig

nmen

t and

subg

rade

ele

vatio

n, a

s bui

lt, h

ave

no h

oriz

onta

l cur

ves

with

a ra

dius

of l

ess t

han

80 fe

et, a

nd n

o ve

rtica

l cur

ves

with

a c

urve

le

ngth

of l

ess

than

80

feet

whe

n th

e al

gebr

aic

diffe

renc

e in

the

grad

e ch

ange

is le

ss th

an 1

0 pe

rcen

t, or

a c

urve

leng

th o

f les

s th

an 1

00 fe

et w

hen

the

alge

brai

c di

ffere

nce

of th

e gr

ade

chan

ge is

gre

ater

than

or e

qual

to 1

0 pe

rcen

t. Th

e ce

nter

line

grad

e is

not t

o ex

ceed

20

perc

ent i

n 10

0 fe

et o

f len

gth.

L +2.0

+3.0

+5.0

+20

K +2.0

+2.0

+3.0

+20

J

+2.0

+3.0

+3.0

+10

I

+2.0

+2.0

+2.0

+10

H +1.0

+1.5

+1.5

+10

G +1.5

+1.0

+1.5

+10

F +1.0

+1.0

+1.0

+5

E +1.0

+0.5

+1.0

+5

D +1.0

+0.5

+0.5

+5

C +1.0

+0.2

+0.5

+5

B +0.5

+0.2

+0.2

+5

A +0.5

+0.1

+0.2

+3

Roa

dbed

wid

th

(ft)

Subg

rade

el

evat

ion

(ft)

Cen

terli

ne

alig

nmen

t (ft)

Slop

es,

exca

vatio

n, a

nd

emba

nkm

ent

(% sl

ope(b

) )

204.05_nat_us_02_18_2005

204.05 Conserved Topsoil

Delete the entire paragraph.

204.06_nat_us_03_02_2005

204.06 Roadway Excavation

(a) General.

Add the following:

Retrieve material deposited outside of the clearing limits as directed by the CO. Place unsuitable material in designated areas.

204.06_nat_us_03_02_2005

204.06 Roadway Excavation.

Add the following:

d) Pioneer Roads. Road pioneering, slash disposal, and grubbing of stumps may proceed concurrently with excavation. Conduct excavation and placement operations so material to be treated under Section 201 will not be incorporated into the roadway unless specified in the slash treatment method. Maintain drainage during pioneering operations.

Remove snow and ice in advance of the work and deposit beyond the roadway limits in a manner that will not waste material or generate sediment. Do not incorporate snow and ice into embankments. Place snow or ice in a manner to prevent resource damage.

204.06_nat_us_03_02_2005

204.06 Roadway Excavation

(b) Rock Cuts.

Add the following:

When blasting rock, use blasting methods according to Subsection 205.08

204.09_nat_us_03_02_2005

204.09 Preparing Foundation for Embankment Construction.

Delete subsection (a) and replace it with the following:

(a) Embankment less than 4 feet high over natural ground. When designated, remove topsoil and break up the ground surface to a minimum depth of 6 inches by plowing or scarifying. Compact the ground surface according to Subsection 204.11.

204.10_nat_us_03_02_2005

204.10 Embankment Construction. Add the following:

Obtain written approval before beginning construction of embankments over 6 feet high at subgrade centerline.

(a) General.

Delete the third paragraph and add the following:

Compact embankment side slopes flatter than 1V:1.75H with a tamping type roller or by walking with a dozer. For slopes 1V:1.75H or steeper, compact the slopes as construction of the embankment progresses.

204.11_nat_us_04_11_2005

204.11 Compaction.

Delete the first paragraph and replace it with the following:

For compaction according to method (a), (b), or (c), use AASHTO T 27 to determine the amount of material retained on a Number. 4 sieve. For compaction methods (d) or (e) no sieve test is required.

Add the following compaction methods:

(d) Layer Placement Method (Hauling and Spreading Equipment). Place material by end dumping to the minimum depth needed for operation of spreading equipment. Level and smooth each embankment layer before placing the next layers. Operate hauling and spreading equipment uniformly over the full width of each layer. Construct a solid embankment with adequate compaction by working smaller rock and fines in with the larger rocks to fill the voids, and by operating hauling and spreading equipment uniformly over the full width of each layer as the embankment is constructed.

(e) Layer Placement (Roller Compaction) Method. Place material by end dumping to the minimum depth needed for operation of spreading equipment. Adjust the moisture content of the material to obtain a mass that will not visibly deflect under the load of the hauling and spreading equipment. Operate compaction equipment over the full width of each layer until visible deformation of the layer ceases or, in when a sheepsfoot roller is used, the roller “walks out” of the layer. Make at least three complete passes.

204.13_nat_us_03_02_2005

204.13 Sloping, Shaping, and Finishing.

(a) Sloping.

Add the following:

Slope rounding is not required on tolerance class D though M roads.

204.13_nat_us_03_02_2005

204.13 Sloping, Shaping, and Finishing.

Delete section (d) and add the following:

(d) Finishing. For surfaced roads, remove all material larger than 6 inches from the top 6 inches of the roadbed. For all roads, finish the roadbed to be smooth and uniform, and shaped to conform to the typical sections. Remove unsuitable material from the roadbed and replace it with suitable material. Finish roadbeds to the tolerance class shown in table 204-2.

Ensure that the subgrade for both surfaced and unsurfaced roads is visibly moist during shaping and dressing. Scarify to 6 inches below the bottom of low sections, holes, cracks, or depressions and bring back to grade with suitable material. Maintain proper ditch drainage.

For unsurfaced roads, use one of the following methods to finish the roadbed:

(1) Method A. Remove all material larger than 6 inches from the top 6 inches of the roadbed and replace with suitable material.

(2) Method B. Use a vibratory grid roller or approved equal with a minimum weight of 10 tons. Roll at least 5 full-width passes or until visible displacement ceases.

(3) Method C. For roads designated as Construction Tolerance Class K, L, or M, finish the roadbed by spreading the excavation. Eliminate rock berms.

Add Table 204-2—Construction Tolerances:

Table 204-2 Construction tolerances.Tolerance Class(a)

A B C D E F G H I J K L MRoadbed width (ft) +0.5 +0.5 +1.0 +1.0 +1.0 +1.0 +1.5 +1.0 +2.0 +2.0 +2.0 +2.0 +2.0

Subgrade elevation

(ft)

+0.1 +0.2 +0.2 +0.5 +0.5 +1.0 +1.0 +1.5 +2.0 +3.0 +2.0 +3.0 (c)

Centerline alignment (ft)

+0.2 +0.2 +0.5 +0.5 +1.0 +1.0 `+1.5 +1.5 +2.0 +3.0 +3.0 +5.0 (c)

Slopes, excavation, and embankment (% slope(b)

+3 +5 +5 +5 +5 +5 +10 +10 +10 +10 +20 +20 +20

a. Maximum allowable deviation from construction stakes and drawings.

b. Maximum allowable deviation from staked slope measured from slope stakes or hinge points.

c. Unless otherwise shown the centerline alignment and subgrade elevation, as built, have no horizontal curves with a radius of less than 80 feet, and no vertical curves with a curve length of less than 80 feet when the algebraic difference in the grade change is less than 10 percent, or a curve length of less than 100 feet when the algebraic difference of the grade change is greater than or equal to 10 percent. The centerline grade is not to exceed 20 percent in 100 feet of length.

204.14_nat_us_03_02_2005

204.14 Disposal of Unsuitable or Excess Material.

Delete the text of the first paragraph and substitute the following:

Dispose of unsuitable or excess material at designated sites or legally off of the project.

204.15_nat_us_02_07_2007

204.15 Acceptance

Table 204-1 Sampling and Testing Requirements.

Add the following note to the table:

(2) When compaction methods (d) or (e) are used AASHTO M 145, T 99, T 180, and T 310 are not required for earth embankment test methods.

205 - Rock Blasting

205.02_nat_us_05_13_2004

205.03 Regulations

Add the following:

(e) Forest Service Manual (FSM) 6745 Explosives and Blasting Materials.

205.06_nat_us_05_12_2004

205.06 Preblast condition survey and vibration monitoring and control.

Add the following:

Limit blasting induced vibrations in saturated soils or on steep slopes as designated or as directed by the CO.

Notify the owners of nearby utilities at least 24 hours before blasting.

205.07_nat_us_05_12_2004

205.07 Test Blasting.

Add the following:

Test blast at all new sources, when rock type changes, and when blast layout changes due to slope or other changes.

205.08_nat_us_05_12_2004

205.08 Blasting.

Delete the following:

Place a stake next to each hole with hole number and total depth drilled.

Do not stem the hole with drill cuttings.

Add the following:

(8) Halt blasting operations when any of the following conditions exist:

Precipitation exceeds 1 inch in any 24 hour period.

Precipitation exceeds 3 inches in any 96 hour period.

Precipitation exceeds 4 inches in any 144 hour period.

A landslide occurs within 300 feet of a blast site under any precipitation conditions.

208 - Structure Excavation and Backfill for Selected Major Structures

208.04_nat_us_08_05_2009


208.04 General.

Add the following to the end of the second sentence of the third paragraph:

"... to the CO a minimum of 5 days prior to beginning excavation work."

Add the following to the end of the third sentence of the third paragraph:

"...to the CO a minimum of 15 days prior to installation."

208.09 Foundation Preparation.

Add the following after the first paragraph:

The foundation elevation is defined as the bottom of footings, for spread footing placement; the bottom of the pile cap, for construction of pile foundations; and the toe of the wall, for construction of retaining walls, except wingwalls at bridges.

Replace all material from any over-excavation below the designated footing elevation with concrete, compacted gravel, or foundation fill at the direction of the CO.

When boulders or irregular, fractured, or seamed bedrock precludes excavation to the designated footing elevation without further loosening of previously solid material, the CO may order removal of such loose material and allow payment for concrete, gravel, or structural backfill that is required to restore foundation material to the designated elevation

208.13 Measurement.

Add the following to the second paragraph:

(f) Material excavated to construct end walls or wing walls which lie outside the excavation limits specified above.

Add the following paragraph:

Foundation over-excavation and the resulting replacement material will not be measured for payment unless the CO determines the over-excavation was unavoidable because of the nature of the material.

209 - Structure Excavation and Backfill

209.00_nat_us_03_24_2008

Section 209A. — STRUCTURE EXCAVATION AND BACKFILL FOR SELECTED MINOR STRUCTURES

Description

209A.01 This work consists of excavating, preparing foundations, backfilling, and subsequent removal of safety features for the construction of selected structures with or without a geogrid reinforcing mesh and welded wire facing.

Material

209A.02 Conform to the following Subsections:

Crushed Aggregate 703.06Backfill Material 704.03Structural backfill 704.04Geotextile type I-D 714.01Geogrids, Category 1, 2, 3, 4, 5 or 6 714.03Welded wire form 720.01(b)


209A.03 Preparation for Structure Excavation. Clear the area of vegetation and obstructions according to Sections 201 and 203.

209A.04 General. Excavate trenches or foundation pits to a width and length that allows room for work. When excavation is complete obtain written approval of the foundation. Ensure the foundation is firm with uniform density throughout its length and width. Foundation grade is the elevation at the bottom of any bedding for installing the structure.

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 2 feet below the surface of the finished ground.

Saw cut or mill existing pavements or concrete structures adjacent to the area to be excavated that are designated to remain.

Do not deposit excavated material in or near a waterway. Do not stockpile excavated material or allow equipment closer than 2 feet from the edge of the excavation.

Dispose of unsuitable or excess material at designated sites or legally off the project. If approved, suitable excavated material may be used as backfill material or structural backfill.

Remove all water as necessary to perform work.

Survey minor structures according to Subsection 152.03 (e) and (i), and verify the limits of the structure. Survey and establish controls within + 0.16 feet. Grade the foundation for a width equal to the length of the bottom geogrid layer.

209A.05 Foundation Preparation. Excavate any unsuitable material below foundation grade, and replace it with backfill material. Place backfill material in horizontal layers that, when compacted, do not exceed 6 inches in depth. Compact each layer according to Subsection 210.07.

Compact the foundation prior to placing backfill in Subsection 210.06

209A.06 Backfill. Place leveling course with crushed aggregate on the foundation grade when required. Backfill with structural backfill material. Place backfill in horizontal layers that do not exceed 6 inches in compacted thickness. Compact each layer according to Subsection 210.07.

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.

Ensure when placing the geotextile or geogrid layers that there are no voids below the layer. When placing geotextiles overlap the geotextile a minimum of one foot. When placing geogrid no overlap is required but ensure no gap between adjoining sheets is larger than one-inch. Do not operate equipment directly on top of or damage the welded wire form facing, geotextile, or geogrid elements. Place the geotextile and geogrid smooth and free of wrinkles or folds. Correct all damaged, misaligned, or distorted structure elements. Repair all damage to galvanized coating before installation.

Do not deviate from the design batter of the welded wire form by more than 1 inch per 10 feet of structure height.

209A.07 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, with a vibratory steel wheeled roller with a mass of at least 8 tons.

In places not accessible to the rollers compact with alternative equipment to obtain the required compaction requirements.

209A.08 Acceptance. See Table 210-1 for sampling and testing requirements.

Clearing and removal of obstructions will be evaluated under Sections 201 and 203.

Survey work will be evaluated under Subsection 106.02 and 106.04.

Material for the backfill material and structural backfill 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 and bracing will be evaluated under Subsections 106.02 and 106.04.

Welded wire forms, geotextiles, and geogrids will be evaluated under Subsection 106.02 and 106.03.

Placement of welded wire forms, geotextiles, and geogrids will be evaluated under Subsection 106.02 and 106.04.

Measurement

209A.09 Measure the Section 210 items listed in the bid schedule according to Subsection 109.02 and the following.

Measure structural excavation by the cubic yard in its original position according to Subsections 204.16 (a) (1) and (2). Do not include the following volumes in structure excavation:

(a) 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; or

(b) Material rehandled, except when the contract specifically requires excavation after embankment placement.

Measure backfill material and structural backfill by the cubic yard in place for the volume placed according to Subsection 204.16 (c).

Measure geotextile by the horizontal and vertical dimensions.

Payment

209A.10 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 210 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 will be full compensation for excavation to a depth of 6 feet below the lowest elevation shown on the plans for each minor structure. When the excavation exceeds 6 feet, either the Contractor or the CO may request an equitable price adjustment for the depth in excess of 6 feet.

209.10_nat_us_10_23_2007

209.10 Backfill.

(a) General.

Add the following:

Replace any pipe that is distorted by more than 5 percent of nominal dimensions, or that is ruptured or broken.

Do not place or backfill pipe that meets any of the following conditions until the excavation and foundation have been approved in writing by the CO:

Embankment height greater than 6 feet at subgrade centerline.

Installation in a protected streamcourse.

Round pipe with a diameter of 48 inches or greater.

Pipe arches with a span of 50 inches or greater.

Any box culvert of structure other than pipe culverts.

(b) Pipe culverts.

(1) Pipe culverts with compacted backfill.

Add the following:

Excavate an area on each side of the pipe as needed to effectively achieve compaction requirements. Backfill without damaging or displacing the pipe. Complete backfilling of the trench with suitable material.

209.11_nat_us_02_24_2005

209.11 Compacting.

Delete the subsection and add the following:

Compact backfill using designated compaction method A, B, or C:

Method A. Ensure that backfill density exceeds the density of the surrounding embankment.

Method B. Adjust the moisture content of the backfill material to a moisture content suitable for compaction. Compact each layer using appropriate compaction equipment until visual

displacement ceases. For compaction under sections 252, 254, 255, 257, 258 and 262 compact with a vibratory steel wheeled roller with a mass of at least 8 tons.

Method C. 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 in place density and moisture content according to AASHTO T 310 or other approved test procedures.

Table 209-1 Sampling and Testing RequirementsAdd the following:

(2) Compaction methods (A) and (B) do not require AASHTO T-99 or T-310 test methods for foundation fill.

211 - Roadway Obliteration

211.01_nat_us_08_05_2009

211.01. Description.

Add the following to the first sentence:

and revegetate all disturbed areas.

Delete the definition for (b) Method 2 and replace with the following:

Obliterate the first 150 feet of the roadway by restoring to approximate original ground contours. Keep excavated material within the original construction limits. Loosen the roadbed by ripping to a minimum of 18 inches. Remove all existing culverts and drainage structures. Remove and slope embankment material at localized drainages to restore natural drainage patterns. Construct driveable waterbars at designated locations. Scatter any available slash on obliterated roadway.

Add the following roadway obliteration methods:

(c) Method 3. Loosen the roadbed by scarifying to a maximum depth of 3 inches. Construct driveable waterbars at designated locations. Scatter any available slash on obliterated roadway. Eliminate all ruts and low spots that could hold water. Effectively close the road by installing or maintaining a gate, constructing a rock barrier or obliterating the first 150 feet of roadway to approximate ground contour.

(d) Method 4. Grade the roadbed to eliminate all ruts and low spots that could hold water. Close the road by installing or maintaining a gate.

211.01_nat_us_03_30_2005

211.01 Description.

Add the following to (a) Method 1:

Remove all pipes, bridges, and other structures.

Add the following to (b) Method 2:

Remove only designated pipes, bridges, and other structures. Cultivate the roadbeds and slopes according to Subsection 625.04.

211.02_nat_us_02_25_2005

211.02 Construction Requirements.

Add the following:

Limit disturbance to soils and vegetation. Slope all areas to drain and return water to natural watercourses. After removing pipes and bridges, obtain approval from CO before continuing work. Remove all fill material to the natural channel. Treat slash and clearing debris according to Subsection 203.05.

211.02 (a) Rigid material.

Add the following:

(3) Pipes and Bridges. Remove structures such as pipes and bridge components according to Subsection 203.05(a), or as approved.

212 - Linear Grading

212.00_nat_us_05_19_2005

Delete the entire specification and replace it with the following:

Description

212.01 This work consists of clearing and grubbing, excavation and embankment, and erosion control to construct roadways and associated features.


212.02 Clearing & Disposal. Protect construction stakes and construction control markers. Remove or treat all trees, snags, downed timber, brush, and stumps within the clearing limits.

Immediately remove slash deposited in stream courses.

Fell all dead trees that are outside the clearing limits and that lean toward the road and are tall enough to reach the roadbed.

Leave stump heights less than 12 inches or one-third of the stump diameter; whichever is greater, measured on the side adjacent to the highest ground. Leave felled trees outside the clearing limits in place, and treat them no further unless otherwise designated.

Utilization standards for merchantable timber are listed below. Fall and buck merchantable material into lengths not to exceed _________ feet. Pieces (logs) will be considered as meeting utilization standards when such pieces would have met Utilization Standards if bucking lengths were varied to include such material.

Minimum Utilization Standards

Diameter (Inside Bark)

Length at Small End

8 feet _____________ inches 33-1/3 Net Scale in % of Gross 2 Cubic Feet

Do not cut vegetation less than 3 feet in height and less than 3 inches in diameter that is within the clearing limits but beyond the roadway and not in a decking area and that does not interfere with sight distance along the road.

Merchantable Timber

Insert appropriate treatment method from 201.

Unmerchantable Timber and Large Construction Slash

Insert appropriate treatment method from 203.

212.03 Pioneering. Do not undercut the final back slope during pioneering operations. Deposit material inside the roadbed limits. Do not restrict drainage.

212.04 Grubbing. Within the clearing limits remove stumps with less than 6 inches of cover.

212.05 Excavation & Embankment. Construct the roadway to the required template. Protect backslopes from being undercut. Embankment may be placed by side casting and end dumping.

Locate and use borrow material, and remove and treat unsuitable or excess material.

Place rocks that are too large to be incorporated in the embankment outside the traveled way on the downhill side so that they will not roll, obstruct drainage, or hinder roadbed use and maintenance.

Leave slopes that are to be seeded in a roughened condition.

Use a crawler tractor with a dozer blade to shape and finish the roadbed. Provide for drainage of surface water, unless otherwise designated. Do not permit individual rocks in the roadbed to protrude more than 4 inches above the subgrade. A motor grader finish is not required.

Do not encroach on stream channels, 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 10 feet 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 100 feet. Compound curves are permitted. Traveled way tolerance is (+) 2 feet unless otherwise designated.

(b) Profile grade. Profile grade may be shifted a maximum of 5 feet 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.

212.06 Drainage. Install culverts and other drainage structures according to Section 602 and Section 209.

212.07 Erosion Control. Install erosion control measures and seeding according to the drawings and Section 625.

212.08 Acceptance. Linear grading will be evaluated under Subsections 106.02 and 106.04.

Clearing and slash and timber treatment will be evaluated under Sections 201 and 203.

Measurement

212.09 Measure the Section 212 items listed in the bid schedule according to Subsection 109.02 and the following.

Do not measure changes in the clearing and grubbing quantity caused by alignment adjustments under Subsection 212.04.

Payment

212.10 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 212 pay item listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

213 - Subgrade Stabilization

213.02_nat_us_09_06_2005

251 - Riprap

251.03_nat_us_08_05_2009


251.03 General.

Add the following:

Place riprap under or adjacent to structures before placing prefabricated superstructure units or constructing superstructure falsework unless otherwise approved by the CO.

251.08 Measurement.

Add the following:

Payment for excavation and embankment required for placement of riprap is indirectly included in the pay item for riprap.

252 - Special Rock Embankment and Rock Buttress

252.02_nat_us_05_13_2004

252.02. Material.

Add the following:

Geotextiles, Type IV (A, B, or C) 714.01

252.03 Placing Rock. Add the following:

Place geotextile according to Subsection 207.05. When geotexitle is in place, request approval before placing rock on geotextile.

255 - Mechanically Stabilized Earth Walls

255.02_nat_us_02_25_2005

255.02 Material.

Add the following:

Geocomposite Drains 714.02

Geogrids, Category 1, 2, 3, 4, 5 or 6 714.03

255.06 Acceptance.

Add the following to the fifth paragraph:

Sampling and testing requirements are shown in Table 255-1.

262 - Reinforced Soil Embankment

262.00_nat_us_05_14_2004

Description

262.01 This work consists of constructing reinforced soil embankments.

Material

262.02 Conform to the following Subsections:

Geogrid, category 1,2,3,4,5,or 6 714.03

Structural backfill 704.04

Select granular backfill 704.10

Reinforcing mesh 720.01(h)


262.03 General. Before beginning work, submit a work plan for acceptance. Allow at least 3 days for acceptance. Include procedures for stretching and staking the geogrid.

Excavate according to Section 209. Grade the foundation for a width equal to the length of reinforcing elements plus 18 inches. Where the embankment is set on a rocky foundation, place 6 inches of select granular backfill under the geogrid or reinforcing mesh. Dispose of unsuitable or excess excavation material according to Subsection 204.14.

The final limits and configuration of the excavation may vary, depending on the foundation materials encountered during excavation.

262.04 Reinforcing Elements. Place soil reinforcing elements at the specified elevation and alignment. Orient the reinforcing elements so that the maximum tensile strength available is in the direction of specified primary reinforcement.

Do not splice reinforcement elements in the primary direction. Overlap geogrids three ribs in the direction transverse to the primary direction, and attach with hog rings or other approved methods. Overlap reinforcing mesh one rib in the direction transverse to the primary direction.

Prevent wrinkle development or slippage of reinforcement elements during fill placement and spreading.

262.05 Backfilling. Install the base of the reinforced embankment within + 4 inches of the plan elevation or as directed by the CO. Backfill the stabilized volume with specified structural backfill or select granular backfill according to Subsection 209.10. Ensure that no voids exist below the geogrids or reinforcing mesh. Compact each layer according to Subsection 209.11, method (b). Do not use sheepsfoot rollers for compaction.

Do not damage or disturb the reinforcing elements. Do not operate equipment on the embankment with less than 6 inches of fill on top of the geogrid or reinforcing mesh. Correct all damaged, misaligned, or distorted reinforcing elements.

Backfill and compact behind the stabilized volume with structural backfill according to Subsection 209.10 and 209.11, method (b). At the end of each day's operation, slope the last lift of backfill away from the embankment face to direct surface runoff away from the face. Do not allow surface runoff from adjacent areas to enter the embankment construction area.

262.06 Embankment Slope Treatment. Treat the face of the reinforced slope for erosion control in according to Section 157.

262.07 Acceptance. Reinforcing elements will be evaluated under Subsections 106.02 and 106.03.

Construction of reinforced soil embankments and services will be evaluated under Subsections 106.02 and 106.04.

Select granular backfill and structural backfill will be evaluated under Subsections 106.02 and 106.04. See Table 262-1 for sampling and testing requirements.

Measurement

262.08 Measure the items listed in the bid schedule according to Subsection 109.02 and the following.

Measure reinforcing elements by the square yard in place.

Measure select granular backfill within the stabilized volume by the cubic yard in place.

Payment

262.01_nat_us_05_14_2004

Table 262-1 Sampling and Testing RequirementsMaterial

or Product

Type of Acceptance (Subsection)

Characteristic Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Backfill (704)

Measured and tested for conformance (106.04)

Classification AASHTO M 145 One per soil type

Source of material

Yes Before using in work

Gradation AASHTO T 27 & AASHTO T 11

“ “ “ “

Moisture-Density AASHTO T 180 Method D(1) or T99 Method C(1)

“ “ “ “

Compaction AASHTO T 310 or other approved procedures

Minimum two per Lift

In-place -- Before placing next layer

(1) Minimum of 5 points per proctor.

301 - Untreated Aggregate Courses

301.00_nat_us_03_03_2005

301 Title Change.

Change the title to: Section 301 Aggregate Courses

301.01_nat_us_03_03_2005

301.01 Work.

Add the following:

Work includes producing aggregate by pit-run, grid rolling, screening, or crushing methods, or placing Government-furnished aggregate. Work may include additive mineral filler, or binder.

301.02_nat_us_05_16_2005

301.02 Material.

Add the following:

Bentonite 725.30

Calcium Chloride Flake 725.02

Lignon Sulfonate 725.20

Magnesium Chloride Brine or Calcium Chloride Liquid 725.02

301.03_nat_us_09_14_2005

301.03 General.

Add the following:

Written approval of the roadbed is required before placing aggregate.

For pit run or grid-rolled material, furnish material smaller than the maximum size. No gradation other than maximum size will be required for pit-run or grid-rolled material. For grid rolling, use all suitable material that can be reduced to maximum size. After processing on the road, remove all oversize material from the road and dispose of it as directed by the CO.

Provide additives or binder, if required, at the proportions specified.

Develop and use Government furnished sources according to Section 105.

If the aggregate is produced and stockpiled before placement, handle and stockpiled according to Section 320. Establish stockpile sites at locations approved. Clear and grub stockpile sites according to Section 201.

301.04_nat_us_03_03_2005

301.04 Mixing and Spreading.

Delete the first sentence of the first paragraph and add the following:

Ensure that aggregate and any required additives, water, mineral filler, and binder are mixed by the specified method except, if crushed aggregate products are being produced and mineral filler, binder, or additives are required, uniformly blend following crushing. Control additive proportions to 0.5 percent dry weight.

(a) Stationary Plant Method. Mix the aggregate with other required materials in an approved mixer. Add water during the mixing operation in the amount necessary to provide the moisture content for compacting to the specified density. After mixing, transport the aggregate to the jobsite while it contains the proper moisture content, and place it on the roadbed or base course using an aggregate spreader.

(b) Travel Plant Method. After placing the aggregate for each layer with an aggregate spreader or windrow-sizing device, uniformly mix it with other required materials using a traveling mixing plant. During mixing, add water to provide the necessary moisture content for compacting.

(c) Road Mix Method. After placing the aggregate for each layer, mix it with other required materials at the required moisture content until the mixture is uniform throughout. Mix aggregate, water, and all other materials until a uniform distribution is obtained.

Spread the aggregate in a uniform layer, with no segregation of size, and to a loose depth that will provide the required compacted thickness.

When placing aggregate over geotextile, place aggregate in a single lift to the full depth specified.

Route and distribute hauling and leveling equipment over the width and length of each layer.

301.05_nat_us_05_17_2005

301.05 Compacting


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 the aggregate using one of the following methods as specified:

Compaction A. Operating spreading and hauling equipment over the full width of the travelway.

Compaction B . Operate rollers and compact as specified in Subsection 204.11(a)(1).

Compaction C . Moisten or dry the aggregate to a uniform moisture content between 5 and 7 percent based on total dry weight of the mixture. Operate rollers and compact as specified in Subsection 204.11(a)(1).

Compaction D . Compact to a density of at least 95 percent of the maximum density, as determined by AASHTO T 99, method C or D.

Compaction E. Compact to a density of at least 96 percent of the maximum density, as determined by the Modified Marshall Hammer Compaction Method (available upon request from USDA Forest Service, Regional Materials Engineering Center, P.O. Box 7669, Missoula, MT 59807).

Compaction F . Compact to a density of at least 95 per-cent of the maximum density, as determined by AASHTO T 180, method C or D.

Compaction G. Compact to a density of at least 100 percent of the maximum density as determined by the Modified Marshall Hammer Compaction Method (available upon request from USDA Forest Service, Regional Materials Engineering Center, P.O. Box 7669, Missoula, MT 59807).

For all compaction methods, blade the surface of each layer during the compaction operations to remove irregularities and produce a smooth, even surface. When a density requirement is specified, determine the in place density and moisture content according to AASHTO T 310 or other approved test procedures.

301.06_nat_us_03_03_2005

301.06 Surface Tolerance.

Add the following:

Thickness and Width requirements:

The maximum variation from the compacted specified thickness is ½ inch. The compacted thickness is not consistently above or below the specified thickness and the average thickness of 4 random measurements for any ½ mile of road segment is within + ¼ inch of the specified thickness.

The maximum variation from the specified width will not exceed +12 inches at any point. The compacted width is not consistently above the specified width and the average of any four random measurements along any ½ mile of road segment is within +4 inches of the specified width.

301.08_nat_us_02_07_2007

Table 301-1 Field Density Requirements.

Table 301-1: Delete laboratory and field density requirements for base, subbase, and surfacing and replace with the following:

Material or Product


Characteristic

Category Test Methods Specification

s

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Base and Subbase

Measured and tested conformance (Subsection 106.04)

Moisture Density ---

Method C --- AASHTO T 99 1 per type and source of material

Source of material

Yes Before using in work

Method C-1 --- R-1 Marshall “ “ “ “

Method D --- AASHTO T 180 “ “ “ “

Method D-1 --- R-1 Marshall “ “ “ “

Compaction ---

Method C, C-1, D, D-1

--- AASHTO T 310 or other approved

procedures

1 per 500 t In-place --- Before placing the next layer

Surfacing Measured and tested conformance (Subsection 106.04)

Moisture Density

Method C-1 --- R-1 Marshall “ “ “ Before using in work

Method D --- AASHTO T 180 “ “ “ “

Method D-1 --- R-1 Marshall “ “ “ “

Compaction

Method C, C-1, D, D-1

--- AASHTO T 310 or other approved procedures

1 per 500 t In-place --- Before placing the next layer

301.08_nat_us_03_30_2005

301.08(b) Plasticity Index.

Add the following to the first sentence:

“and under 703.05(c)(1)”.

301.08_nat_us_03_03_2005

Table 301-1: Add the following:

Table 301-1—Acceptance Sampling and Testing Requirements.Material or

ProductType of

Acceptance (Subsection)

Characteristic


s

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Subbase & Base Courses L, M, N, O,

P, Q, R

Measured and tested conformance

(Subsection 106.04)

Plastic Limit - AASHTO T 90 1 per each 1,000 T

From the windrow or

roadbed after processing

Yes 4 Hours

Table 301-1—Acceptance Sampling and Testing Requirements.

Material or Product


Characteristic


s

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Aggregate Width Measured and tested conformance

(Subsection 106.04)

Width - - 4 per each 0.5 mi

Roadbed after processing

- 4 Hours

Aggregate Thickness Measured and tested conformance

(Subsection 106.04)

Thickness - - 4 per each 0.5 mi

Roadbed after processing

- 4 Hours

Additive Measured and tested conformance

(Subsection 106.04)

Amount of Additive - 1 per each 1,000 T

From the windrow or

roadbed after processing

No 4 Hours

301.09_nat_us_07_07_2005

301.09 Measurement.

Replace the second paragraph with the following:

Measure aggregate by cubic yard compacted in place when payment is by contract quantities.

301.10_nat_us_03_03_2005

301.10 Payment

Delete the following:

adjusted according to Subsection 106.05

302 - Treated Aggregate Courses

302.00_nat_us_02_16_2005

302 Delete.


302.03_nat_us_08_12_2004

303 - Road Reconditioning

303.01_nat_us_03_02_2005

303.01 Work.

Delete and add the following:

This work consists of reconditioning ditches, shoulders, roadbeds, cattleguards, asphalt surfaces, and aggregate surfaces.

303.06_nat_us_08_05_2008

303.06 Aggregate Surface Reconditioning.

Delete and replace with the following:303.06 Asphalt and 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 6 inches, whichever is less, and remove surface irregularities. Reshape, finish, and compact the entire aggregate surface according to Subsection 301.05, Subsection 321.05, or Subsection 322.05 as applicable.

For asphalt surfaces, clean the existing surface of all loose material, dirt, or other deleterious substances by approved methods. Remove and dispose of unsuitable material that shows evidence of distress, excess asphalt material, or settlement in the roadbed. Patch the areas with approved material that conforms to and is compatible with the adjacent pavement structure. Perform the patch work according to Section 301, 404, 430, or other sections as applicable for the layer or courses being repaired. Clean and seal cracks in the existing asphalt surface according to Subsection 414.05. Correct surface irregularities exceeding 6 inches in depth with a specified aggregate. Place and compact the aggregate according to Subsections 301.04 and 301.05. Prelevel other dips, depressions, sags, excessive or nonexistent crown, or other surface irregularities with asphalt concrete according to Section 404. Spread and compact the asphalt concrete in layers parallel to the grade line not to exceed 2 inches in compacted depth.

Delete Table 303-1 and replace with the following:

303.07_nat_us_03_02_2005

Tab

le 3

03-1

Sam

plin

g an

d T

estin

g R

equi

rem

ents

Rep

ortin

gT

ime

Bef

ore

usin

g in

w

ork

“ “ “

Bef

ore

plac

ing

next

laye

r

(1) M

inim

um o

f 5 p

oint

s pe

r pro

ctor

.

Split

Sam

ple

Yes

, whe

n re

ques

ted

“ “ “ —

Poin

t of

Sam

plin

g

Proc

esse

d m

ater

ial b

efor

e in

corp

orat

ing

in

wor

k

“ “ “

In-p

lace

Sam

plin

gFr

eque

ncy

1 pe

r eac

h m

ixtu

re o

r ch

ange

in

mat

eria

l

“ “ “

1 pe

r 300

0 yd

2

Tes

t Met

hods

Sp

ecifi

catio

ns

AA

SHTO

T 9

9 (1

)

R-1

Mar

shal

l

AA

SHTO

T

180(1

)

R-1

Mar

shal

l

AA

SHTO

T 3

10

or o

ther

app

rove

d pr

oced

ures

Cat

egor

y

— — — — —

Cha

ract

eris

tic

Moi

stur

e-de

nsity

M

etho

d D

Moi

stur

e-de

nsity

M

etho

d E

Moi

stur

e-de

nsity

M

etho

d F

Moi

stur

e-de

nsity

M

etho

d G

In-p

lace

den

sity

&

moi

stur

e co

nten

t

Typ

e of

A

ccep

tanc

e (S

ubse

ctio

n)

Mea

sure

d an

d te

sted

for c

onfo

rman

ce

(106

.04)

Mat

eria

l or

Prod

uct

Exis

ting

Roa

dway

303.07 Roadway Reconditioning.

Add the following:

Remove cattleguard decks. Clean the deck and the area beneath the cattleguard of soil and other material to the bottom of the original foundation over the entire width of the installation. Reinstall the cattleguard deck.

303.11_nat_us_03_29_2005

303.10 Measurement

Modify the second paragraph as follows:

Measure ditch reconditioning and shoulder reconditioning by the mile, station, or foot horizontally along the centerline of the roadway for each side of the roadway.

306 - Dust Palliative

306.03_nat_us_03_02_2005

306.03 General.

Add the words “or rainy” after the word “foggy” in the third sentence.

306.04_nat_us_03_02_2005

306.04 Preparation and Application.

Add the following to the last paragraph:

When designated, begin compaction as soon as palliative has penetrated enough to prevent pickup of material. Operate rollers over the full width of each layer until visual displacement ceases.

306.06_nat_us_03_02_2005

306.06 Acceptance.

Add the following:

Submit certification and samples as specified in Table 306-1.

306.10_nat_us_03_02_2005

Add Table 306-1:

Table 306-1—Sampling and Testing.Material

or Product


Characteristic Test Method Specification

Sampling Frequency

Point of Sampling

Spilt Reporting Time

Production Certification (Subsection 106.03)

Chemical Composition

Subsection 725 1 per type of material

Source of materials

No Prior to construction

Toxicity Tests(1)

EPA Standard Operating Procedure 2022

“ “ “ “

Specific Gravity Chart (2) (liquid non-petroleum products only)

- “ “ “ “

Material Safety Data Sheet

- “ “ “ “

Quality - First load and determined by the CO thereafter

Hauling vehicle (3)

Samples submitted to the Government

During construction

Note: 1) 96-Hour static toxicity test using Daphnia and juvenal rainbow trout (Oncorhynchus mykiss).

2) Specific Gravity Chart: Correlation of Specific Gravity with percent solids of constituent presented in 1 percent increments beginning with a 5 percent solution up to, including, and exceeding 5 percent (or the solubility limit of the product) the proposed concentration of the undiluted product.

3) If the product is liquid, obtain a two-liter sample from the transfer load. If the product is solid obtain a 1-pound sample from the load.

320 - Stockpiled Aggregates

320.00_nat_us_12_19_2008

Description

320.01 This work consists of furnishing and placing aggregate in a stockpile at an existing site or constructing a new site and placing the aggregate at the new site.

Material

320.02 Conform to the following Section:

Aggregate 703

Provide the gradation and quality requirements specified in the Section identified in the pay item.


320.03 Stockpile Site. Prepare existing sites as necessary to accommodate the quantity of aggregate to be stockpiled.

For new sites, clear and grub according to Section 201. Grade and shape the site to a uniform cross-section that drains. Compact the floor of the site with at least three passes using compaction equipment conforming to Subsection 204.11. Place, compact, and maintain a minimum 6 inches of crushed aggregate over the stockpile site and access roads. Prevent contamination of the stockpiles.

320.04 Stockpile. After a representative quantity of aggregate is produced, submit proposed target values for the appropriate sieve sizes along with a representative 350-pound sample.

Set target values within the gradation ranges shown in Table 703-2 or 703-3 for the required grading.

Request site approval before stockpiling aggregates. Make the stockpiles neat and regular in shape. Make the side slopes no flatter than 1:1.5.

Build the stockpiles in layers not exceeding 3 feet thick. Complete each layer before depositing aggregates in the next layer. Do not allow aggregates from the one layer to run down over lower layers of the stockpile. Do not drop aggregates from a bucket or spout in one location to form a cone-shaped pile.

Construct stockpile layers by spreading aggregates with trucks or other approved pneumatic-tired equipment. Do not push aggregates into piles.

When operating trucks on stockpiles, avoid tracking dirt or other deleterious material onto the stockpiled material.

Space stockpiles far enough apart or separate stockpiles by suitable walls or partitions to prevent the mixing of the different aggregate gradations.

320.05 Acceptance. Aggregate for stockpiling will be evaluated under Subsection 301.08 and Table 301-1. The point of sampling will be the belt or stockpile.

Preparation of stockpile sites and construction of stockpiles will be evaluated under Subsections 106.02 and 106.04.

Clearing will be evaluated under Section 201.

Measurement

320.06 Measure the 320 items listed in the bid schedule according to subsection 109.02.

Payment

320.07 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 320 pay items listed in the bid schedule except the stockpiled aggregate.

321 - Major Aggregate Courses

321.00_nat_us_03_23_2006

Description

321.01 This work consists of constructing one or more courses of aggregate on a prepared surface. Work includes producing aggregate by grid rolling, screening, or crushing methods, or placing pit-run or Government-furnished aggregate. Work may include additive mineral filler, or binder.

Surface aggregate grading is designated as shown in Table 703-3.

Subbase and base aggregate grading is designated as shown in Table 703-2.

Screened aggregate grading is designated as shown in Table 703-16.

Material

321.02 Conform to the following Subsections:Aggregate 703.05Water 725.01Bentonite 725.30Calcium Chloride flake 725.02Magnesium Chloride or Calcium Chloride liquid 725.02Lignin Sulfonate 725.20


321.03 General. Prepare the surface on which the aggregate course is placed according to Section 204 or 303 as applicable.

Request approval of the roadbed in writing before placing aggregate.

Develop and use Government provided sources according to Section 105.

Develop, haul, and apply water in accordance with Section 170.

Submit a written quality control plan and perform the Contractor quality control and inspections according to Section 153.

After a representative quantity of subbase, base, or surface aggregate is produced, submit proposed target values for the appropriate sieve sizes along with a representative 75-pound sample at least two days before incorporating the aggregate into the work. Submit target values within the gradation ranges shown in Table 703-2 or 703-3 for the required grading. After reviewing the Contractor’s proposed target values the CO will determine the final values for the gradation and notify the Contractor in writing.

No quality requirements or no gradation other than maximum size will be required for pit run and grid-rolled material. For grid rolling, use all suitable material that can be reduced to maximum size.

After processing on the road, remove all oversize material from the road and dispose of it as directed by the CO.

Provide additives or binder, if required, at the proportions specified.

If the aggregate is produced and stockpiled before placement, handle and stockpiled according to Section 320. Establish stockpile sites at approved locations.

321.04 Mixing and Spreading. Mix the aggregate and adjust the moisture content to obtain a uniform mixture with a moisture content suitable for the specified compaction method. Spread and shape the mixture on the prepared surface in a uniform layer with no segregation of size, and to a loose depth that will provide the required compacted thickness.

Do not place in layers exceeding 6 inches in compacted thickness for aggregate base and surface courses or twice the maximum particle size for screened aggregate. When more than one layer is necessary, compact each layer according to Subsection 321.05 before placing the next layer. Route hauling and leveling equipment uniformly over the full width.


When additives are specified ensure that aggregate, additives, and any required water, mineral filler, and binder are mixed by the specified method. Control additive proportions to 0.5 percent dry weight.

Additive Mixing Methods:

(a) Stationary Plant Method. Mix the aggregate with other required materials in an approved mixer. Add water during the mixing operation in the amount necessary to provide the moisture content for compacting to the specified density. After mixing,

transport the aggregate to the jobsite while it contains the proper moisture content, and place it on the roadbed or base course using an aggregate spreader.

(b) Travel Plant Method. After placing the aggregate for each layer with an aggregate spreader or windrow-sizing device, uniformly mix it with other required materials using a traveling mixing plant or rotary mixer. During mixing, add water to provide the necessary moisture content for compacting to the specified density.

(c) Road Mix Method. After placing the aggregate for each layer, mix it with other required materials at the required moisture content for compacting to the specified density until a uniform distribution is obtained.

321.05 Compacting. 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.










321.06 Construction Tolerance. If grade finishing stakes are required, finish the surface to within ±0.05 feet 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 10-foot straightedge. Defective areas are surface deviations in excess of 1/2 inch in 10 feet 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.

Ensure that the compacted thickness is not consistently above or below the specified thickness. The allowable average thickness of four random measurements for any ½ mile of road segment is within + ¼ inch of the specified thickness. The maximum variation from the compacted specified thickness is ½ inch.

Ensure that the compacted width is not consistently above the specified width. The allowable average width of any four random measurements along any ½ mile of road segment is within +4 inches of the specified width. The maximum variation from the specified width will not exceed +12 inches at any point.

321.07 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 321.06.

321.08 Acceptance. See Table 321-1 or Table 321-2 as applicable, for sampling and testing requirements.

Aggregate gradation and surface course plasticity index will be evaluated under Subsection 106.04. If the aggregate is obtained from a Government stockpile then the above characteristics will be evaluated under Subsection 106.02. Other aggregate quality properties will be evaluated under Subsections 106.02 and 106.04. Placement of aggregate courses will be evaluated under Subsections 106.02 and 106.04.

The allowable upper and lower aggregate gradation limits are the Target Value plus or minus the allowable deviations shown in Tables 703-2 and 703-3.

The allowable upper and lower Plasticity index limits for surface courses are stated in 703.05(b).

Preparation of the surface on which the aggregate course is placed will be evaluated under Section 204 or 303 as applicable.

Measurement


Measure square yard width horizontally to include the top of aggregate width including designed widening. Measure the square yard length horizontally along the centerline of the roadway.

If the measurement for aggregate is by cubic yard using contract quantities then measure aggregate by the cubic yard in-place once compacted, otherwise measurement for aggregate by the cubic yard is measured by the cubic yard in the hauling vehicle.

Measure thickness perpendicular to the grade of the travelway.

Measure width perpendicular to the centerline.

Payment


Tab

le 3

21-1

Sam

plin

g an

d T

estin

g R

equi

rem

ents

Rep

ortin

g T

ime

Bef

ore

usin

gin

wor

k

“ “ “

48 h

ours

“

48 h

ours

“

Split

Sam

ple

Yes

, whe

n re

ques

ted

“ “ “ Yes “ Yes “

Poin

t of

Sam

plin

g

Sour

ce o

fm

ater

ial

“ “ “

From

win

drow

or

road

bed

afte

r pr

oces

sing

or

from

app

rove

d cr

ushe

r sam

plin

g de

vice “

From

win

drow

or ro

adbe

d af

ter

proc

essi

ng o

r fr

om a

ppro

ved

crus

her s

ampl

ing

devi

ce “

Sam

plin

gFr

eque

ncy

1 pe

r typ

e &

sour

ce o

f m

ater

ial

“ “ “

1 pe

r 100

0 to

ns “

1 pe

r 100

0 to

ns “

Tes

t Met

hods

Sp

ecifi

catio

ns

AA

SHTO

T 9

6

AA

SHTO

T 1

04

AA

SHTO

T 2

10

AST

M D

582

1

AA

SHTO

T 2

7&

T 1

1

AA

SHTO

T 8

9

AST

M D

5821

AA

SHTO

T 9

0

Cat

egor

y

— — — — __ — __ —

Cha

ract

eris

tic

LA a

bras

ion

(coa

rse)

Sodi

um su

lfate

so

undn

ess

loss

(c

oars

e &

fine

)

Dur

abili

ty in

dex

(coa

rse

& fi

ne)

Frac

ture

d fa

ces

Gra

datio

n

Liqu

id li

mit

Frac

ture

d fa

ces

Plas

ticity

inde

x

Typ

e of

A

ccep

tanc

e (S

ubse

ctio

n)

Mea

sure

d an

d te

sted

for c

onfo

rman

ce(1

06.0

4 &

105

)

Mea

sure

d an

d te

sted

for c

onfo

rman

ce(1

06.0

4)

Mea

sure

d an

d te

sted

for c

onfo

rman

ce(1

06.0

4)

Mat

eria

l or

Prod

uct

Agg

rega

te s

ourc

e qu

ality

703.

05

Subb

ase,

Bas

e, a

nd S

urfa

ce

cour

ses

Surf

ace

cour

se

Tab

le 3

21-2

Sam

plin

g an

d T

estin

g R

equi

rem

ents

Rep

ortin

g T

ime

48 h

ours

“ “

Split

Sam

ple

Yes “ “

Poin

t of

Sam

plin

g

From

the

win

drow

or

road

bed

afte

r pr

oces

sing

or

from

app

rove

d cr

ushe

r sam

plin

g de

vice “ “

Sam

plin

gFr

eque

ncy

1 ea

ch

per1

000

tons

“ “

Tes

t Met

hods

Sp

ecifi

catio

ns

AA

SHTO

T 9

0

AA

SHTO

T 8

9

AA

SHTO

T 2

7 &

T

11

Cat

egor

y

— — —

Cha

ract

eris

tic

Plas

tic L

imit

Liqu

id L

imit

Gra

datio

n

Typ

e of

A

ccep

tanc

e (S

ubse

ctio

n)

Mea

sure

d an

d te

sted

for c

onfo

rman

ce(1

06.0

4 )

Mat

eria

l or

Prod

uct

Scre

ened

Agg

rega

te

Tab

le 3

21-1

(con

tinue

d)Sa

mpl

ing

and

Tes

ting

Req

uire

men

ts

Rep

ortin

gT

ime

Bef

ore

usin

g in

w

ork

“ “ “

Bef

ore

plac

ing

next

laye

r

4 ho

urs

“ “

(1)

Min

imum

of 5

poi

nts

per p

roct

or.

Split

Sam

ple

Yes

, whe

n re

ques

ted

“ “ “ — — — —

Poin

t of

Sam

plin

g

Sour

ce o

f m

ater

ial

“ “ “

In-p

lace

Roa

dbed

afte

r co

mpa

ctio

n

“

From

win

drow

on ro

adbe

d af

ter

proc

essi

ng

Sam

plin

gFr

eque

ncy

1 pe

r typ

e an

d so

urce

of

mat

eria

l

“ “ “

1 pe

r 500

tons

4 pe

r eac

h 0.

5 m

ile “

1 pe

r 100

0 to

ns

Tes

t Met

hods

Sp

ecifi

catio

ns

AA

SHTO

T 9

9 (1

)

R-1

Mar

shal

l

AA

SHTO

T

180(1

)

R-1

Mar

shal

l

AA

SHTO

T 3

10

or o

ther

app

rove

d pr

oced

ures

— — —

Cat

egor

y

— — — — — — — —

Cha

ract

eris

tic

Moi

stur

e-de

nsity

M

etho

d D

Moi

stur

e-de

nsity

M

etho

d E

Moi

stur

e-de

nsity

M

etho

d F

Moi

stur

e-de

nsity

M

etho

d G

In-p

lace

den

sity

&

moi

stur

e co

nten

t

Wid

th

Thic

knes

s

Am

ount

of

addi

tive

Typ

e of

A

ccep

tanc

e (S

ubse

ctio

n)

Mea

sure

d an

d te

sted

for c

onfo

rman

ce

(106

.04)

Mea

sure

d an

d te

sted

for c

onfo

rman

ce

(106

.04)

Mat

eria

l or

Prod

uct

Subb

ase,

Bas

e, a

nd S

urfa

ce

Surf

ace

322 - Minor Aggregate Courses

322.00_nat_us_10_24_2007

Description

322.01 This work consists of constructing one or more courses of aggregate on a prepared surface. Work includes producing aggregate by grid rolling, screening, or crushing methods, or placing pit-run or Government-furnished aggregate.

Surface aggregate grading is designated as shown in Table 703-3.

Subbase and base aggregate grading is designated as shown in Table 703-2.

Screened aggregate grading is designated as shown in Table 703-16.

Material

322.02 Conform to the following Subsections:Aggregate 703.05Water 725.01




Develop, haul, and apply water in accordance to Section 170.

Submit target values within the gradation ranges shown in Table 703-2 or 703-3 for the required grading. After reviewing the proposed target values the CO will determine the final values for the gradation and notify the Contractor in writing.

No quality requirements or gradation other than maximum size will be required for pit run and grid-rolled material. For grid rolling, use all suitable material that can be reduced to maximum size.



322.04 Mixing and Spreading. Mix the aggregate and adjust the moisture content to obtain a uniform mixture with a moisture content suitable for the specified compaction method. Spread and shape the mixture on the prepared surface in a uniform layer with no segregation of size, and to a loose depth that will provide the required compacted thickness.

Do not place in layers exceeding 6 inches in compacted thickness for aggregate base and surface courses or twice the maximum particle size for screened aggregate. When more than one layer is necessary, compact each layer according to Subsection 322.05 before placing the next layer. Route hauling and leveling equipment uniformly over the full width.


322.05 Compacting. 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.








Compaction G. Compact to a density of at least 100 percent of the maximum density as determined by the Modified Marshall Hammer Compaction Method (available upon

request from USDA Forest Service, Regional Materials Engineering Center, P.O. Box 7669, Missoula, MT 59807).





Ensure that the compacted thickness is not consistently above or below the specified thickness. The maximum variation from the compacted specified thickness is ½ inch.

Ensure that the compacted width is not consistently above the specified width. The maximum variation from the specified width will not exceed +12 inches at any point.


322.08 Acceptance. See Table 322-1 or Table 322-2 as applicable, for sampling and testing requirements.

Aggregate gradation and surface course plasticity index will be evaluated under Subsection 106.04. If the aggregate is obtained from a Government stockpile then the above characteristics will be evaluated under Subsection 106.02. Other aggregate quality properties will be evaluated under Subsections 106.02 and 106.04. Placement of aggregate courses will be evaluated under Subsections 106.02 and 106.04.

The allowable upper and lower aggregate gradation limits are the Target Value plus or minus the allowable deviations shown in Tables 703-2 and 703-3.

The allowable upper and lower Plasticity index limits for surface courses are stated in 703.05(b).


Measurement






Payment


Tab

le 3

22-1

Sam

plin

g an

d T

estin

g R

equi

rem

ents

Rep

ortin

g T

ime

Bef

ore

usin

gin

wor

k

“ “ “

48 h

ours

Split

Sam

ple

Yes

, whe

n re

ques

ted

“ “ “ Yes

Poin

t of

Sam

plin

g

Sour

ce o

fm

ater

ial

“ “ “

From

win

drow

or

road

bed

afte

r pr

oces

sing

or

from

app

rove

d cr

ushe

r sam

plin

g de

vice

Sam

plin

gFr

eque

ncy

1 pe

r typ

e &

sour

ce o

f m

ater

ial

“ “ “

2 pe

r day

Tes

t Met

hods

Sp

ecifi

catio

ns

AA

SHTO

T 9

6

AA

SHTO

T 1

04

AA

SHTO

T 2

10

AST

M D

582

1

AA

SHTO

T 2

Cat

egor

y

— — — — —

Cha

ract

eris

tic

LA a

bras

ion

(coa

rse)

Sodi

um su

lfate

so

undn

ess

loss

(c

oars

e &

fine

)

Dur

abili

ty in

dex

(coa

rse

& fi

ne)

Frac

ture

d fa

ces

Sam

ple

Typ

e of

A

ccep

tanc

e (S

ubse

ctio

n)

Mea

sure

d an

d te

sted

for c

onfo

rman

ce(1

06.0

4 &

105

)

Mea

sure

d an

d te

sted

for c

onfo

rman

ce(1

06.0

4)

Mat

eria

l or

Prod

uct

Agg

rega

te s

ourc

e qu

ality

703.

05

Subb

ase,

Bas

e, a

nd S

urfa

ce

cour

ses

Tab

le 3

22-2

Sam

plin

g an

d T

estin

g R

equi

rem

ents

Rep

ortin

g T

ime

48 h

ours

Split

Sam

ple

Yes

Poin

t of

Sam

plin

g

From

win

drow

or

road

bed

afte

r pr

oces

sing

or

from

app

rove

d cr

ushe

r sam

plin

g de

vice

Sam

plin

gFr

eque

ncy

2 pe

r da

y

Tes

t Met

hods

Sp

ecifi

catio

ns

AA

SHTO

T 2

Cat

egor

y

—

Cha

ract

eris

tic

Sam

ple

Typ

e of

A

ccep

tanc

e (S

ubse

ctio

n)

Mea

sure

d an

d te

sted

for c

onfo

rman

ce(1

06.0

4 )

Mat

eria

l or

Prod

uct

Scre

ened

Agg

rega

te

Tab

le 3

22-1

(con

tinue

d)Sa

mpl

ing

and

Tes

ting

Req

uire

men

ts

Rep

ortin

gT

ime

Bef

ore

usin

g in

w

ork

“ “ “

Bef

ore

plac

ing

next

laye

r

(1)

Min

imum

of 5

poi

nts

per p

roct

or.

Split

Sam

ple

Yes

, whe

n re

ques

ted

“ “ “ —

Poin

t of

Sam

plin

g

Sour

ce o

f m

ater

ial

“ “ “

In-p

lace

Sam

plin

gFr

eque

ncy

1 pe

r typ

e an

d so

urce

of

mat

eria

l

“ “ “

3 pe

r da

y

Tes

t Met

hods

Sp

ecifi

catio

ns

AA

SHTO

T 9

9 (1

)

R-1

Mar

shal

l

AA

SHTO

T

180(1

)

R-1

Mar

shal

l

AA

SHTO

T 3

10

or o

ther

app

rove

d pr

oced

ures

Cat

egor

y

— — — — —

Cha

ract

eris

tic

Moi

stur

e-de

nsity

M

etho

d D

Moi

stur

e-de

nsity

M

etho

d E

Moi

stur

e-de

nsity

M

etho

d F

Moi

stur

e-de

nsity

M

etho

d G

In-p

lace

den

sity

&

moi

stur

e co

nten

t

Typ

e of

A

ccep

tanc

e (S

ubse

ctio

n)

Mea

sure

d an

d te

sted

for c

onfo

rman

ce

(106

.04)

Mat

eria

l or

Prod

uct

Subb

ase,

Bas

e, a

nd S

urfa

ce

324 - Minor Aggregate, Commercial Source

324.00_nat_us_08_28_2008

Section 324. – MINOR AGGREGATE COURSES – COMMERCIAL SOURCE

Description

324.01 This work consists of constructing one or more courses of aggregate on a prepared surface. Work includes producing aggregate by crushing methods.

Material

324.02 Conform to the following Subsections:Aggregate 703.06Water 725.01




Develop, haul, and apply water in accordance to Section 170.

Submit aggregate gradations for approval by the CO.



324.04 Mixing and Spreading. Mix the aggregate and adjust the moisture content to obtain a uniform mixture with moisture content suitable for the specified compaction method. Spread and shape the mixture on the prepared surface in a uniform layer with no segregation of size, and to a

loose depth that will provide the required compacted thickness. Place the mixture in a maximum compacted layer thickness of 6 inches.

When more than one layer is necessary, compact each layer according to Subsection 324.05 before placing the next layer. Route hauling and leveling equipment uniformly over the full width.

When placing aggregate over geotextile, place aggregate in a single lift to the full depth specified.324.05 Compacting. 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.







Compaction F . Compact to a density of at least 95 percent of the maximum density, as determined by AASHTO T 180, method C or D.






Ensure that the compacted thickness is not consistently above or below the specified thickness. The maximum variation from the compacted specified thickness is ½ inch.

Ensure that the compacted width is not consistently above the specified width. The maximum variation from the specified width will not exceed +12 inches at any point.


324.08 Acceptance. See Table 324-1 for sampling and testing requirements.

Aggregate gradation and surface course plasticity index will be evaluated under Subsection 106.03 and 106.04. Other aggregate quality properties will be evaluated under Subsections 106.02 and 106.03. Placement of aggregate courses will be evaluated under Subsections 106.02 and 106.04.


Measurement






Payment


Tab

le 3

24-1

Sam

plin

g an

d T

estin

g R

equi

rem

ents

Rep

ortin

g T

ime

Bef

ore

usin

gin

wor

k

“ “ “

48 h

ours

Split

Sam

ple

Yes

, whe

n re

ques

ted

“ “ “ Yes

Poin

t of

Sam

plin

g

Sour

ce o

fm

ater

ial

“ “ “

From

win

drow

or

road

bed

afte

r pr

oces

sing

or

from

app

rove

d cr

ushe

r sam

plin

g de

vice

Sam

plin

gFr

eque

ncy

1 pe

r typ

e &

sour

ce o

f m

ater

ial

“ “ “

2 pe

r day

Tes

t Met

hods

Sp

ecifi

catio

ns

AA

SHTO

T 9

6

AA

SHTO

T 1

04

AA

SHTO

T 2

10

AST

M D

582

1

AA

SHTO

T 2

Cat

egor

y

— — — — —

Cha

ract

eris

tic

LA a

bras

ion

(coa

rse)

Sodi

um su

lfate

so

undn

ess

loss

(c

oars

e &

fine

)

Dur

abili

ty in

dex

(coa

rse

& fi

ne)

Frac

ture

d fa

ces

Sam

ple

Typ

e of

A

ccep

tanc

e (S

ubse

ctio

n)

Mea

sure

d an

d te

sted

for c

onfo

rman

ce(1

06.0

3 &

105

)

Mea

sure

d an

d te

sted

for c

onfo

rman

ce(1

06.0

4)

Mat

eria

l or

Prod

uct

Agg

rega

te s

ourc

e qu

ality

703.

06

Subb

ase,

Bas

e, a

nd S

urfa

ce

cour

ses

Tab

le 3

24-1

(con

tinue

d)Sa

mpl

ing

and

Tes

ting

Req

uire

men

ts

Rep

ortin

gT

ime

Bef

ore

usin

g in

w

ork

“ “ “

Bef

ore

plac

ing

next

laye

r

(1)

Min

imum

of 5

poi

nts

per p

roct

or.

Split

Sam

ple

Yes

, whe

n re

ques

ted

“ “ “ —

Poin

t of

Sam

plin

g

Sour

ce o

f m

ater

ial

“ “ “

In-p

lace

Sam

plin

gFr

eque

ncy

1 pe

r typ

e an

d so

urce

of

mat

eria

l

“ “ “

3 pe

r da

y

Tes

t Met

hods

Sp

ecifi

catio

ns

AA

SHTO

T 9

9 (1

)

R-1

Mar

shal

l

AA

SHTO

T

180(1

)

R-1

Mar

shal

l

AA

SHTO

T 3

10

or o

ther

app

rove

d pr

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401 - Superpave Hot Asphalt Concrete Pavement

401.01_nat_us_08_12_2004

401.16 (b)International roughness index (IRI).

Delete the first sentence of subsection 401.16(b) and substitute the following:

For type III or IV pavement roughness, furnish an inertial profiler conforming to AASHTO PP 50 and validated according to AASHTO PP 49.

401.04_nat_us_08_12_2004

Delete Table 401-4 and substitute the following:

Table 401-4 Type IV Pavement Roughness

Table 401-4Type IV Pavement Roughness

Single Lift (1)

Percent Improvement

(%)

Pay Adjustment Factor (1)

Multi-Lift (2)

Percent Improvement

(%)

Pay Adjustment Factor (2)

Greater than 48.4 PAF = 12.50 Greater than 61.1 PAF = 12.5024.8 to 48.4 PAF = 0.5274(%) – 13.027 43.3 to 61.1 PAF = 0.6983(%) – 30.16812.4 to 24.7 PAF = 0.00 34.0 to 43.2 PAF = 0.000.9 to 12.3 PAF = 13.2609(%) – 40.435 25.4 to 33.9 PAF = 4.3605(%) – 148.260

Less than 0.9 Reject (3) Less than 25.4 Reject (3)

(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 lifts of pavement without milling, grinding or preleveling.(3) Pay adjustment factor when corrections are not allowed equals minus 37.5.

402 - Hot Asphalt Concrete Pavement by Hveem or Marshall Mix Design Method

402.03_nat_us_08_12_2004

402.03 (b)Submission.

Delete the first sentence of subsection 402.03(b) and substitute the following:

Submit written job-mix formulas with Form FHWA 1607 (Hveem) or Form 1622 (Marshall) for approval at least 28 days before production.

403 - Hot Asphalt Concrete Pavement

403.06_nat_us_05_17_2005

403.06 Surface Preparation.

Add the following:

Prelevel dips, depressions, sags, excessive or nonexistent crown, or other surface irregularities with hot asphalt concrete according to Section 404. Spread and compact the hot asphalt concrete in layers parallel to the grade line not exceeding 2 inches in compacted depth.

403.16_nat_us_03_02_2005

403.16 Pavement Smoothness.

Delete the heading and replace with the following:

Pavement Smoothness and Surface Tolerance

Add the following:

The maximum variation from the compacted width is 3 inches and the average width of 4 or measurements for any ½ mile of road segment is the specified width.

The maximum variation from the compacted specified thickness is ¼ inch and the average thickness of 4 measurements for any ½ mile of road segment is the specified thickness

403.17_nat_us_03_02_2005

Add the following:

Table 403-1—Acceptance Sampling and Testing Requirements.Material or

ProductType of

Acceptance (Subsection)

Characteristic


s

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Pavement Width Measured and tested conformance

(Subsection 106.04)

Width - - 4 per each 0.5 mile

Pavement after compaction

- 4 Hours

Pavement Thickness Measured and tested conformance

(Subsection 106.04)

Thickness - - 4 per each 0.5 mile

Pavement after compaction

- 4 Hours

403.17_nat_us_03_02_2005

403.17 Acceptance.

Modify Table 403-1 Sampling, Testing, and Acceptance Requirements as follows:

In the sampling frequency column for the characteristics: gradation, asphalt content, and compaction, add the following:

but no fewer than a minimum of 1 per shift

404 - Minor Hot Asphalt Concrete

404.02_nat_us_06_09_2006

404.02 Composition of Mix (Job-Mix Formula).

Delete the second paragraph and replace with the following:

Submit a job-mix formula and supporting documentation, test results, and calculations for the material to be incorporated into the work. Include copies of laboratory test results and mix design data that demonstrate that the properties of the aggregate, additives, and mixture meet the current requirements and criteria of Federal or state agencies. Ensure that the job-mix formula was performed no more than one year prior to placing the hot asphalt concrete. After reviewing the Contractor’s proposed job-mix formula, the CO will determine the final values for the job-mix formula to be used and notify the Contractor in writing.

404.04_nat_us_03_02_2005

404.04 Weather Limitations.

Change 35o F to 45o F:

404.06_nat_us_03_02_2005

404.06 Placing.

Add the following:

Do not place asphalt until the CO has approved in writing the area where it will be placed.

Delete the last sentence and replace with the following:

Offset the longitudinal joint of one layer at least 6 inches 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. Offset transverse joints in succeeding layers and in adjacent lanes at least 10 feet, where possible.

404.07_nat_us_03_02_2005

404.07 Compacting (a).


(a) Roadway paving. Thoroughly and uniformly compact the surface a minimum of three passes with rollers that meet one of the following requirements:

(1) Steel-wheeled rollers, other than vibratory type, capable of exerting a force of not less than 1.5 ton/feet of width of the compression roll or rolls.

(2) Vibratory steel-wheel rollers with a minimum mass of 5 ton, equipped with amplitude and frequency controls, and designed to compact asphalt concrete.

(3) Pneumatic-tire rollers with smooth tread tires of equal size that provide a uniform compacting pressure for the full width of the roller and capable of exerting a ground pressure of at least 80 lbf/in2.

Perform initial compaction while the mixture is above 250 °F. Perform finish rolling with steel-wheel rollers and continue until no roller tracks remain.

404.07_nat_us_03_02_2005

404.07 Compacting (b).


(b) Non-roadway paving. Compact by rolling with a hand-operated roller with a mass of least 1 ton. Perform initial compaction while the mixture is above 250 °F and continue until no roller tracks remain.

404.09_nat_us_03_02_2005

404.09 Acceptance.

Add the following to the second paragraph:

See Table 404-1 for sampling and testing requirements.

Table 404-1. Delete and replace with the following:

Table 404-1. Sampling and Testing Requirements.Material

or Product


Characteristic Category Sampling Methods

Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Asphalt Mixture (404.09)

- - - AASHTO T 168

Three minimum per project and at least one per 500 Cubic yards

Roadway prior to compaction

yes As soon as sampled

409 - Asphalt Surface Treatment

409.02_nat_us_05_12_2004

409.02 Material.

Add the following:

When designated, conform to applicable State department of transportation asphalt cement or emulsified asphalt requirements.

409.06_nat_us_05_12_2004

409.06 Weather.

Delete the first paragraph and replace with the following:

Apply surface treatments with aggregate only when ambient air and surface temperatures are above 60 °F and rising in the shade, when the weather is not foggy or rainy, and when rain is not forecast for at least 24 hours after application.

409.06 Date & Time.

Add the following.

Construct fog seal and single-course surface treatments between _____ (dates) and ______ and multiple-course surface treatments between ______ and ______.

409.08_nat_us_06_21_2005

409.08 Asphalt Application.

Add the following to the 3rd paragraph:

Ensure the length of spread is no more than what can be covered with aggregate within 1 minute of the asphalt application.

409.10 Fog Seal.

Add the following to the first paragraph:

Dilute by adding an equal amount of water to the emulsified asphalt. Do not cut the emulsified asphalt more than once.

409.11 Single Course Surface Treatments.

Add the following:

Do not permit traffic to travel over any Asphalt Surface Treatment until completion of rolling.

409.10_nat_us_08_12_2004


Table 409-1 Approximate Quantities of Material-Single Course Surface Treatment

Table 409-1Approximate Quantities of Material for

Single-Course Surface Treatment

Des

igna

tion

Nominal Maximum

Size of Aggregate

Aggregate Gradation (1)

Estimated Quantity of Aggregate (2)

pounds/yd2

Estimated Quantity of Emulsified Asphalt (3)

gallons/yd2

Estimated Quantity of

Asphalt Binder (3)

gallons/yd2

1A 3/4 inch B 40 – 49 0.40 – 0.55 0.27 – 0.381B 1/2 inch C 26 – 29 0.31 – 0.44 0.20 – 0.311C 3/8 inch D 20 – 26 0.20 – 0.35 0.13 – 0.241D No. 4 E 15 – 20 0.15 – 0.22 0.11 – 0.181E Sand F 9 – 15 0.11 – 0.18 0.09 – 0.15

(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.

409.11_nat_us_12_18_2004

Table 409-2 Approximate Quantities of Material – Double Course Surface Treatments

Delete Tables 409-2 and substitute the following:


Double Course Surface Treatments

Designation (Thickness)

Nominal Maximum

Size of Aggregate

Aggregate Gradation(1)

Estimated Quantity of Aggregate(2)

pounds/yd2


gallons/yd2

Estimated Quantity

of AsphaltBinder (3)

gallons/yd2

2A (1/2 inch)1st Application 3/8 inch D 26 – 35 0.20 – 0.31 0.11 – 0.222nd Application No. 4 E 9 – 15 0.31 – 0.40 0.18 – 0.29

2B (5/8 inch)1st Application 1/2 inch C 29 – 40 0.31 – 0.40 0.18 – 0.292nd Application No. 4 E 14 – 20 0.40 – 0.51 0.24 – 0.33

2C (3/4 inch)1st Application 3/4 inch B 40 – 49 0.35 – 0.51 0.22 – 0.332nd Application 3/8 inch D 20 – 26 0.51 – 0.60 0.33 – 0.42

(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 first application for the condition of the road.

409.12_nat_us_08_12_2004

Delete Tables 409-2 and substitute the following:

Table 409-3 Approximate Quantities of Material – Triple Course Surface Treatments


Triple Course Surface Treatments

Designation (Thickness)

Nominal Maximum

Size of Aggregate

Aggregate Gradation(1)

Estimated Quantity of Aggregate(2)

pounds/yd2


gallons/yd2

Estimated Quantity of

Asphalt Binder(3)

gallons/yd2

3A (1/2 inch)1st Application 3/8 inch D 26 – 35 0.20 – 0.31 0.11 – 0.222nd Application No. 4 E 9 – 15 0.24 – 0.35 0.15 – 0.273rd Application Sand F 9 – 15 0.20 – 0.31 0.11 – 0.22

3B (5/8 inch)1st Application 1/2 inch C 29 – 40 0.20 – 0.31 0.11 – 0.222nd Application 3/8 inch D 15 – 20 0.31 – 0.40 0.18 – 0.293rd Application No. 4 E 9 – 15 0.20 – 0.31 0.11 – 0.22

3C (3/4 inch)1st Application 3/4 inch B 35 – 46 0.24 – 0.35 0.15 – 0.272nd Application 3/8 inch D 20 – 26 0.31 – 0.40 0.18 – 0.293rd Application No. 4 E 9 – 15 0.24 – 0.35 0.15 – 0.27

(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 first application for the condition of the road.

409.13_nat_us_05_13_2004

409.13 Acceptance.

Delete the 2 nd paragraph and replace with the following :

Aggregate gradation for asphalt surface treatment will be evaluated under Subsection 106.04.

Table 409-4 Sampling and Testing Requirements.

Delete the last cell (4 th ) under Sampling Frequency and replace with the following :

1 per tanker truck and 1 per trailer

Delete the 2 nd and 3 rd cell under Type of Acceptance and replace with the following :

Measured and tested for conformance (106.04)

411 - Asphalt Prime Coat

411.06_nat_us_05_12_2004

411.06 Asphalt Application.

Add to the fifth paragraph:

If emulsified asphalt is used, use choker aggregate.

412 - Asphalt Tack Coat

412.07_nat_us_07_03_2007

Measurement

412.07 Acceptance


Emulsified asphalt will be evaluated under Subsections 106.02, 106.03, and 702.07.

413 - Asphalt Pavement Milling

413.01_nat_us_07_03_2007

Section 413. – ASPHALT PAVEMENT MILLING

Description

413.01

Add the following:

This work also includes cutting asphalt pavement.


413.03 Milling.

Add the following to the end of the first paragraph:

Prior to milling, cut existing asphalt pavement at the locations and to the extent shown on the plans. Cut the asphalt pavement to form a vertical face in unfractured asphalt surfacing.

Delete the first sentence of paragraph five and replace with the following:

Remove and completely recover all loose milled material.

Measurement

413.05


Do not measure asphalt pavement milling or asphalt pavement cutting.

Payment

Delete the first sentence and replace with the following:

Payment is indirect to Section 404 pay items listed in the Schedule of Items.

414 - Asphalt Pavement Crack and Joint Sealing

414.02_nat_us_05_12_2004

414.02 Material.

Add the following:

Backer Rod 712.01(g)

Low-modulus rubberized asphalt 712.01 (a) (7)

414.05_nat_us_05_12_2004

414.05 Crack Cleaning and Sealing.

Delete and replace with:

414.05 Asphalt Pavement Crack Sealing and Filling.

Crack seal and fill only when internal pavement temperatures are between 36 and 68 °F the road surface is dry, there is no frost in the road section, and the weather is not foggy or rainy.

Heat, mix, and apply the crack sealing and filling materials as recommended by the sealant manufacturer. Submit a copy of the manufacture’s recommendations to the CO prior to the start of work.

Prepare cracks between 1/4 inch and 1 inch and apply sealant by one of the following methods:

Crack Sealing - Rout and clean all cracks between 1/4 inch and 1 inch wide. Rout cracks to produce a reservoir with straight ½ inch vertical walls and a 1 1/2 inch wide flat bottom. Use a low-modulus rubberized asphalt. Completely fill the routed cross section flush with the pavement surface.

Crack Filling - Clean the crack between 1/4 inch and 1 inch wide. Prepare cracks to a depth of at least three times the crack width. Ensure crack sealing materials penetrates more than twice the crack width.

For cracks between 1/2 inch and 1 inch where sealant penetrates more than two times the crack width, use a backer rod.

For cracks with a width greater than or equal to 1 inch, clean and fill flush to the existing surface with asphalt mix according to Section 401, 402, 403, 404, or 417.

For cracks less than ¼ inch wide, clean and fill with CSS-1, SS-1, or joint sealant. Apply a sealant band less than 2 inches over the crack, such that the crack is centered under the band. Submit a copy of, and adhere to, the manufacture’s recommendations for heating and applying the joint sealant.

Clean cracks with a stream of air to remove all dirt, dust, or deleterious matter adhering to the crack walls or remaining in the crack cavity so that the crack is clean and dry when the sealant is

applied. Blow or brush dry material off the pavement surface. Avoid damage to the adjacent pavement.

Use approved methods to protect all seal materials from being picked up by traffic. Treat seal material tracked onto the road surface as directed by the CO.

430 - Asphalt Pavement Patching

430.00_nat_us_07_27_2007

Description

430.01 This work consists of performing full depth patching, patching with geotextiles, skin patching, spray-injection patching, and removal and replacement of asphalt berms.

Material


Minor Hot Asphalt Pavement 404.02

Asphalt Binder 702.01

Cutback Asphalt 702.02

Emulsified Asphalt 703.03

Application Temperatures 702.04

Cold Asphalt Mix 702.10

Aggregate 703.07 (a) and (b)

Choker Aggregate 703.12

Geotextile Type VI 714.01

Sand 703.15

Construction

430.03 Composition of Mix (Job-Mix Formula). Furnish either Minor Hot Asphalt Pavement or Minor Cold Asphalt Mix as approved by the CO.

430.04 Full Depth Patch.

Remove material to a minimum depth of 4 inches, or as necessary to reach firm support. If firm support for a patch is unavailable, notify the CO prior to placing any material.

Trim or mill the edges of the prepared hole to form a vertical face in un-fractured asphalt surfacing. Make the prepared hole rectangular, and clean it of all loose material. When the hole is dry, apply emulsified asphalt to the bottom and faces of the hole. Barricade prepared sites. Patch the sites immediately after the emulsified asphalt breaks. Place the asphalt concrete mixture in layers not exceeding 4 inches. Thoroughly compact each layer with hand or mechanical tampers or rollers. For hot asphalt concrete mixtures, compact the mix while it is above 230 °F.

Compact the finished surface with a steel-wheel roller or vibratory plate compactor. Ensure that the compacted patch is approximately 1/8 to 1/4 inches above the level of the adjacent pavement. Seal the edges of the completed patch with emulsified asphalt, and blot with fine sand.

430.05 Patching with Geotextile. Prepare the surface by digging out and patching according to Subsection 430.04 or by cleaning the surface, removing vegetation, and filling all cracks more than 1/4 inch wide with an approved crack-filling material. Remove excess crack-filling material. Spray the prepared surface with asphalt cement or emulsified asphalt according to the geotextile manufacturer’s direction. Immediately place the geotextile over the repaired area. Allow emulsified asphalt to break before placing geotextile. Extend the fabric a minimum of 6 inches beyond the repaired or patched area onto sound adjoining pavement. Use a minimum of 2 inches overlap where adjacent fabric panels are needed to cover the repaired area.

Do not place the asphalt concrete mixture until authorized by the CO. Uniformly distribute asphalt concrete mixture in layers not to exceed 2 inches compacted depth. Feather the edges of skin patches. When placing more than one layers, offset all joints at least 6 inches between layers. Compact each layer with an 8 to 10 ton steel roller. For hot asphalt concrete mixtures, compact the mix while it is above 230°F. Ensure that the completed patch does not have abrupt transitions that could adversely affect the steering of a passenger car traveling across the area. Provide transition tapers for skin patches that are 12 inches long per 1/8 inch thickness of patch in the direction on travel.

430.06 Skin Patches. Prepare the surface on which the skin patch is placed by cleaning the surface, removing vegetation, and filling all cracks more than 1/4 inch wide with an approved crack-filling material. Remove excess crack-filling material. Spray the surface with emulsified asphalt at the rate approved by the CO.

Apply the asphalt concrete mixture according to Subsection 430.05.

430.07 Spray-Injection Patching. Use an approved continuous process that cleans and dries the area to be patched, sprays a tack coat of binder on the sides and bottom of the pothole, place aggregate coated with emulsified asphalt, and covers the area with a choker aggregate.

430.08 Asphalt Berm. Remove damaged segments of berm and bevel exposed ends at approximately 45 degrees from vertical. Clean and patch the berm foundation as necessary. Coat the foundation and joining surfaces with emulsified asphalt. Place and compact asphalt mix to conform to the shape of the undamaged segment.

430.09 Waste Material. Dispose of all materials removed from potholes, patches, and berms in accordance with Subsection 203.05(a).

430.10 Acceptance. Asphalt concrete mixtures will be evaluated under Subsections 106.02 and 106.03. Geotextiles will be evaluated under Subsection 106.03. Spray-injection patching will be evaluated under Subsections 106.02 and 106.03.

Measurement


Payment

430.12 The accepted quantities will be paid at the contract unit price per unit of measurement for Section 430 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05

551 - Driven Piles

551.03_nat_us_08_05_2009


551.03 Pile Driving Equipment

(b) Approval of pile driving equipment.

Delete the first two paragraphs and replace with the following:

Furnish pile driving equipment of such size that the permanent piles can be driven with reasonable effort to the required lengths without damage. The energy of the driving equipment submitted for approval, as rated by the manufacturer, must be at least 10,000 foot-pounds.

(1) Equipment submittal.

Delete the last three sentences in the first paragraph.

(2) Wave equation. Omit this subsection.

551.04 Pile Lengths.

Delete first paragraph and replace with the following:

Furnish piles in accordance with the itemized pile order list shown on the plans. The order lengths may be longer than the Government estimates will remain in the structure, to provide a margin of safety in case piles have to be driven deeper than anticipated. All piling furnished and paid for is the property of the Government, including piling not driven to full penetration as directed by the CO. For cutoff pile lengths over 10 feet, deliver these to a storage area designated by the CO. For cutoff pile lengths less than 10 feet or any designated to be removed by the CO, remove the material from Forest Service land in accordance with Section 202.

Furnish pile lengths less than 60 feet long as one piece, unless field splices, at the contractors expense, are approved in writing at the time of material submittal.

551.06 Driven Pile Capacity.

Add the following at the end of the first paragraph:

Drive piles to the minimum tip elevations shown on the plans. If a pile reaches refusal above the minimum tip elevation shown on the plans, do not overdrive the pile. Refusal is defined as 7

blows/inch.

Delete paragraph two and subsections (a) and (b).

551.08 Preparation and Driving.


Drive piles to within 3 inches of plan location at cutoff elevation; provide a minimum of 9 inches cover to any cap face. Drive piles so that the axial alignment is within 1/4 inch per foot, 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 5 feet are driven. Do not pull laterally on piles or splice to correct misalignment. Do not splice a properly aligned section on a misaligned pile.

551.09 Splices.

(a) Steel Piles.

Delete the last sentence of the last paragraph and replace with the following:

Approved proprietary manufactured splices may be used in place of full penetration groove butt welds; submit manufacturer's literature and attachment instructions to the CO for approval.

551.16 Measurement.

Delete paragraph two and replace it with the following paragraphs:

Measure furnished piles by the linear foot as given in the pile order list.

Measure driven piles by the linear foot from the final pile tip elevation to the cutoff elevation.

552 - Structural Concrete

552.02_nat_us_06_20_2007

Material

552.02 Add the following:

Anchor bolts 717.01Dowels 717.17Epoxy resin adhesives 725.21High strength non-shrink grout 701.02Mortar 701.02Portland cement 701.01Sealants, fillers, seal, and sleeves 712.01


552.03 Composition (Concrete Mix Design).

Delete Tables 552-1, 2, and 3 and replace with the following:

Table 552-1Composition of Concrete

Class of Concrete

Minimum Cement Content

(pound per cubic yard)

Maximum W/C Ratio

Slump (1)

(inches)

Maximum Nominal Coarse

AggregateSize (5)

(inches)A 611 0.49 2 to 4 1½

A(AE) 611 0.44 1 to 4 1½B 517 0.58 2 to 4 2½

B(AE) 517 0.58 2 to 4 2½C 658 0.49 2 to 4 ¾

C(AE) 658 0.44 1 to 3 ¾D(AE)(2) 611 0.40 1 to 3 1½E(AE)(3) 611 0.40 4 to 6 (4) ¾

P (Prestressed) 658 0.44 0 to 4 1

P(AE) 658 0.44 0 to 4 1Seal 658 0.54 4 to 8 1½

(1) Maximum slump is 8 inches 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 0.037 gallons of modifier per pound of cement.(4) Measure the slump 4 to 5 minutes after the concrete is discharged from the mixer. (5) Meeting the processing requirements of AASHTO M43, Table 1 – Standard Sizes of Processed Aggregate.(6) Use Class P (AE) concrete in the entire depth of the top flange of all multi-beam bridge girders. In lieu of this, Class P (AE) concrete may be used for fabrication of the entire girder, and throughout the entire depth of prestressed slabs. In all cases, furnish concrete meeting the 28 day specified minimum concrete strength requirements for the prestressed members as shown on the plans, unless otherwise specified.

Table 552-2Minimum Air Content for Air Entrained Concrete

Nominal Maximum Aggregate Size (1)

As Delivered Minimum Air

Content (2) (3) (%)2½ inch 3.52 inch 3.5

1½ inch 4.01 inch 4.5¾ inch 4.5½ inch 5.5

(1) Meeting the processing requirements of AASHTO M 43, Table 1 – Standard Sizes of Processed Aggregate.(2) These air contents apply to the total mix. When testing these concretes, aggregates larger than 1½ inches are removed by handpicking or sieving, and air content is determined on the minus 1½-inch fraction of the mix. Air content of the total mix is computed from the value determined on the minus 1½-inch fraction.(3) For P(AE) concrete, the as delivered minimum air contents may be reduced 1.0 % and the maximum air content is 6.0 %

Table 552-3Required Average Compressive Strength (1)

Specified Compressive Strength (f’c)

(psi)

Required Average Compressive Strength

(f’cr)(psi)

Less than 3000 f’c + 1000

3000 to 5000 f’c + 1200Over 5000 1.10f’c + 700

(1) Use this table when there is not enough data available to establish a standard deviation

Delete the first paragraph after Table 552-2 and replace with the following:

Submit written concrete mix designs for approval at least 30 calendar days before production.

Add the following under the list of items to be included in the mix design submittal:

(y) Evaluation of potential aggregate reactivity

552.08 Delivery.

(a) Truck mixer/agitator.

Add the following:

Do not exceed 130 total revolutions at mixing speed, including both initial mixing and remixing. Do not exceed 300 total revolutions, including both mixing and agitating speed.

552.09 Quality Control of Mix.


At least 2 weeks prior to the start of concrete placement operations, arrange a pre-concrete placement conference. Coordinate attendance with the CO and any applicable subcontractors. Be prepared to discuss and/or submit the following:

(1) Proposed concrete placement schedule.

(2) Review approved concrete mix design and determination of batch weights.

(3) Discuss Section 153, Contractor Quality Control, minimum frequency schedule for process control sampling and testing (to be performed by the Contractor).

(4) Discuss batching, mixing, placing, and curing requirements.

(5) Discuss Subsections 106.03, Certification, and 106.05, Statistical Evaluation of Material for Acceptance.

552.11 Handling and Placing Concrete.

Add the following after the forth paragraph:

Use an approved form release agent to produce a minimum of staining, air holes, and hydration discoloration.

552.12 Construction Joints.

Add the following at the end of the first paragraph:

Provide form cleanout ports at construction joints.

552.18 Loads on New Concrete Structures.

Add the following paragraph:

Do not allow public traffic on the bridge until approaches, curbs, and bridge rail are completed and in-place. Erect barricades at each end of bridge spans when road approaches allow vehicles to drive directly onto the structure.

552.13_nat_us_08_12_2004


Table 552-3 Required Average Compressive Strength

Table 552-3

Required Average Compressive Strength When Data

Are Not Available to Establish a Standard Deviation

Specified Compressive

Strength (f’c)

(pounds per square inch)

Required Average Compressive Strength (f’cr)

(pounds per square inch)

Less than 3000 f’c + 1000

3000 to 5000 f’c + 1200

Over 5000 1.10f’c + 700

553 - Prestressed Concrete

553.02_nat_us_06_20_2007

Material

553.02 Material.

Add the following:

High strength non-shrink grout 725.22 (c)Load indicating washers 717.01(f)Mortar 712.05Structural steel 555

553.03 Method Approval.


Fabricate prestressed concrete members by pretensioning in a fabricating plant that is certified by the Prestressed Concrete Institute (PCI) for the type of pretensioning required by the contract. Submit a report for approval at least 30 days before starting prestressing that shows the following:

Add the following to the list of items to be submitted with the report:

(k) Calculations to validate supporting prestressed members while in storage or transit at locations different from those indicated on the contract drawings;

(l) Documentation and details for all desired changes or deviations from the contract.

Add the following paragraph after item (1):

To meet requirements of subsection 153.02 (b), all phases, furnish a Quality Control (QC) Report prepared by the fabricating plant upon delivery of the prestressed members to the job. Include certification that the quality and quantity of the furnished prestress members conforms to the contract. Affix the seal and signature of the professional engineer most directly responsible for the plant's quality control organization, whether a member of the QC organization or not, on the report.

553.05 Concrete.


As a minimum use air-entrained Class P(AE) concrete according to Section 552 for the top 2 inches of the precast member.

Ensure that threaded inserts required by the contract develop the full tensile strength of the bars or bolts they secure. Provide lifting devices of adequate strength to safely lift the girders at locations shown in the contract or on the girder shop drawings, if different from the contract.

Delete the third paragraph and replace with the following:

Rough cast the top surface of members against which concrete will be cast . Finish surfaces to be covered with a waterproofing membrane deck seal to a smooth surface free of ridges and other projections. Finish surfaces that will be paved with an asphalt concrete wearing surface or that will not receive any wearing surface with a transverse stiff broom finish.

Add the following at the end of this subsection:

Submit all concrete cylinder test results and temperature curing records as part of the fabricating plant's QC report, except 28 day concrete strength test results may be submitted later when prestressed girders are authorized to be shipped before that date.

553.06 Tensioning.

Delete the last sentence in the eighth paragraph and replace with the following:

Stress and anchor prestressing steel at the initial stress called for by the approved stressing calculations.

553.07 Pretensioned Members.

(b) Releasing steel.

Add the following:

Paint cut ends of strands using an epoxy paint or a zinc-rich paint.

553.08 Storing, Transporting and Erecting.

Add the following at the end of the subsection:

Use high-pressure water blasting to remove all debris and paste in the keyways immediately prior to placing mortar. Remove all free-standing water and allow keyways to completely surface dry. Use mortar in keyways between multibeam members and to patch defects,

blockouts, or other areas on the concrete roadway portion of the structure 1 inch or more in depth and over 1 inch in width. Patch smaller areas on the concrete roadway and set anchor bolts and dowels with high-strength, non-shrink grout.

Strike off exposed grout or mortared surfaces flush and apply the same surface texture finish as the surrounding concrete as soon as the grout or mortar has sufficiently set. Cure the grout or mortar in accordance with manufacturer’s recommendations.

Meet the requirements of AWS D1.1-Structural Welding Code when field welding.

554 - Reinforcing Steel

554.03_nat_us_06_20_2007


554.03 Order Lists.


Do not submit order lists or bending diagrams for approval.

554.08 Placing & Fastening.

Delete the first sentence and replace with the following:

Place, fasten, and support the bars according to the CRSI Manual of Standard Practice. Use precast concrete blocks or metal supports, but only use precast mortar blocks in areas permanently hidden from view in the completed structure.

Measurement 554.11 Method.

Add the following to the end of the second paragraph:

Do not measure or include reinforcing steel fabricated into the prestressed member.

555 - Steel Structures

555.18_nat_us_07_03_2007


555.18 Welding.

Add the following at the start of the first sentence.

"Unless otherwise provided for in the supplemental specifications or shown on the plans, ... "

556 - Bridge Railing

556.01_nat_us_07_03_2007

Description

556.01

Add the following:

Prior to acceptance of the completed structure, clean the bridge and approach rail of all foreign matter, including dirt, cement paste and petroleum products, leaving these surfaces in the same condition as when they left the fabricator. Use hand tool, solvent and blast cleaning as required but use power tool cleaning only as approved.

Material.

556.02

Add the following:

Galvanized coating repair 717.07Structural steel tubing 717.01(h)

556.05 Steel Railing.

Add the following at the beginning of the first sentence.

"Except as provided for in the supplemental specifications or shown on the plans, ... "

Add the following:

For galvanized rail, galvanize in accordance with AASHTO M111, and furnish nuts, bolts, and washers galvanized in accordance with AASHTO M 232. Repair minor abrasions, cuts and all damaged areas with a galvanized coating in accordance with 717.07.

571 - Prefabricated Bridges

571.00_nat_us_03_15_2005

Description

571.01 This work consists of designing, fabricating, delivering, and installing a prefabricated modular bridge superstructures, or transporting and installing Government-furnished prefabricated, modular superstructures and components. The work also includes constructing caps, bearings, and abutments including excavation and backfill and anchoring bridge superstructures to abutments as required

Materials

571.02 Requirements. Furnish materials that meet the requirements specified in the following sections:

Bridge Railing 556

Structural Metal 717

Prestressed Concrete 553

Reinforcing Steel 554

Steel Structures 555

Structural Concrete 552

Timber Structures 557

Material for Timber Structures 716

Concrete compressive strength, structural steel tensile strength, finish and designation, timber species, grade, and treatment, and other material specifications shall be as required or if not listed in the contract documents, take them from the manufacturer’s drawings, and have them approved by the CO prior to fabrication.


571.03 Design Requirements. For required loadings use the most recent AASHTO “Standard Specifications for Highway Bridges”.

When design of the structure is required, submit plans and calculations signed by a professional engineer registered in the state where the bridge will initially be located or in the state where the fabricator’s offices are located.

Use durable materials to allow removal, transportation, and re-installation without using specialized construction equipment. When required, design bridges to allow transportation by air or pack animals and complete construction by manual labor. Use design techniques and fabrication methods to minimize field installation difficulties. Fabricate primary components from steel.

Rig main superstructure components with permanent lifting devices to facilitate efficient installation and removal of these items. Place lifting devices so as not to interfere with traffic.

571.04 Design Drawings. When furnishing a prefabricated bridge superstructure, submit design drawings, calculations, or shop drawings at least 21 days in advance of the start of fabrication to allow time for review and correction of any changes and approval by the CO. Include plan, elevation, and section views of the modular bridge superstructure, dimensions of all components, welding and connection details, and general and specific notes regarding design and construction.

When Government-furnished prefabricated bridge superstructure components are specified, material lists, installation information, and manufacturer’s instructions will be furnished by the Government.

571.05 General. Perform excavation, backfill, and embankment work under Sections 204 and 209.

Dispose of all debris resulting from operations in accordance with Section 203.

571.06 Performance. Notify the CO at least before delivering the bridge.

If the prefabricated superstructure is not installed immediately upon delivery to the project site, provide appropriate equipment and labor to unload and stack, support, and store all material at the delivery point. Support and stack all components to prevent damage. Furnish and install blocking to support all components at least 12 inches above the ground.

Furnish all tools, devices, special equipment, and material needed for installation in well-marked watertight containers suitable for long-term, outdoor storage.

571.07 Abutments and Approaches. Construct required caps, bearing, and abutments according to Division 500. Construct approaches including excavation and backfill according to sections 204 and 209.

571.08 Contractor-Furnished Prefabricated Bridge Superstructure. Furnish the following items for approval prior to delivery of the bridge component:

(a) Supplier or inspection agency certification of wood species and grade of all timber and a conformance certificate for all sawn and glued laminated members.

(b) Certification by an approved inspection and testing agency of wood treatment, listing method of treatment, type of preservative, retention, and penetration. Supplier certification is permitted if each piece is stamped or branded with a legible American Wood Preservers Bureau quality mark.

(c) Certification of structural steel, fasteners, and hardware.

(d) Certification of galvanizing process used.

(e) Steel fabricator certification that steel fabrication and quality control meet the requirements of the AISC Code of Standard Practice; and that all welding meets the requirements of ANSI/AASHTO/AWS D 1.5 Bridge Welding Code.

(f) A complete list of all bridge components, hardware, and fasteners.

(g) Complete instructions and drawings. Provide drawings that are black line, of reproducible quality, on ANSI sheet size D (24 inches by 36 inches). Furnish the same information in an approved electronic format.

Mark each major component of the bridge superstructure with the same permanent serial number in a location that is clearly visible, both when stacked in storage and erected at the site.

Assemble bridge superstructure prior to delivery to assure proper fit-up of all components. Notify the CO of the assembly 2 weeks before assembly.

571.09 Government-Furnished Prefabricated Bridge Superstructure. For Government-furnished prefabricated bridge units, transport all material from the storage site(s) to the bridge site, and install the superstructure complete and in place, including connection of all girders, diaphragms, railings, panels, transoms, and other elements.

Upon taking possession of the Government-furnished units at the storage site, assume liability for damage resulting from handling, transporting, or erecting the units in place, until final acceptance of the project.

571.10 Non-pressure Epoxy Grout Anchors. Furnish non-pressure epoxy grout to cement anchor dowels and bolts. At least 15 days prior to use submit for approval manufacture’s test information on the non-pressure epoxy grout proposed for use.

Immediately prior to placing dowels or bolts, clean drill hole of dust and other material. Fill hole halfway with grout. Insert dowels by rotating it though one complete turn while tapping it down. Insert bolts according to manufacture’s instructions. If necessary add more grout to fill the hole.

571.11 Acceptance. Furnish a production certification for timber, including glued-laminated lumber, structural steel, and fabricated steel. Furnish a certification for all wood treatment, fasteners, hardware, galvanizing processes, and non-pressure epoxy grout.

Measurement


Payment

571.13 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 571 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

572 - Log Stringer Bridges

572.00_nat_us_05_12_2004

Description

572.01 This work consists of building log bridges, including abutments, piers, and superstructures and associated excavation and backfill.

Materials

572.02 Conform to the following Sections and Subsections:

Geotextiles 714.01

Reinforcing Steel 554

Structural Concrete 552

Timber Structures 557

572.03 Logs. Use designated trees for logs. Use logs used for stringers that are of the correct species and within the dimensional tolerance. Use high quality logs, that are straight, sound, and free of windshake, decay, or excessive twist (spiral grain with a slope of grain relative to the longitudinal axis of the log exceeding 1 in 8). Ensure that knots in the middle half of the stringer length do not significantly affect structural capacity. Obtain approval for all logs to be used in the structure.

572.04 Timber & Lumber. Furnish structural lumber and timber that meets the required species, grades, and dimensions.

572.05 Aggregate. Furnish aggregate for crib abutments, decking, or surfacing.


572.06 General. Perform clearing and grubbing according to Section 201. Perform excavation and embankment according to Section 204. Perform structure excavation and backfill according to Section 209.

Handle all logs and timber carefully to prevent damage to the wood.

Dispose of all debris and excess material at approved locations.

Construct abutments and piers as required.

572.07 Performance. Construct bridge superstructures and substructures as required with attention paid to erection, fit-up, and connection. Obtain written approval for all deviations from the plans.

Place timber caps to obtain even and uniform bearing over the tops of supporting posts or piles and with post and pile ends in true alignment. Secure all caps.

Match stringers for size at the bearings and place them in position so that the crown is up. Alternate stringers butt to tip. Locate any knots that may affect the strength of the member in the top portion of the stringer.

Cut stringers to length with a square cut. Cut or hew the bottom surface of the small end of the stringer logs only to the depth necessary to achieve the required bearing area. Block or shim tip ends that are smaller than the largest tip and shim or block as necessary to provide uniform bearing area.

Notch all logs together, including face logs, tie logs, mudsills, and anchor logs and drift pin all connections.

Place geotextile and aggregate to construct a running surface.

Measurement

572.08 Measure the Section 572 items listed in the bid schedule according to Subsection 109.02 and the following:

Measure untreated and treated timber and lumber by the cubic yard of timber and lumber in place in the completed structure. Compute the quantities from nominal cross section dimensions and actual lengths.

Payment

572.09 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 572 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

573 - Bridge Repair

573.00_nat_us_05_12_2004

Description

573.01 This work consists of minor bridge repair and the repair of other concrete structures.

Material


Air-entraining admixtures 711.02

Chemical admixtures 711.03Coarse aggregate 703.02

Curing material 711.01

Fine aggregate 703.01

Fly ash 725.04

Joint fillers 712.01

Portland cement 701.01

Precast concrete curbing 725.06

Precast concrete units 725.11

Reinforcing steel 709.01

Structural steel 717.01

Water 725.01

Epoxy Resin Adhesives 725.21


573.03 General. Perform excavation and backfill work under Section 209.

a) Concrete Removal: Remove loose concrete from the designated areas. Use jack hammers that weigh less than 30 pounds. Use chipping hammers that weigh less than 15 pounds to remove concrete from beneath reinforcing bars. Operate jack hammers and mechanical chipping tools at an angle less than 45 degrees from the slab surface.

Use hand tools (hammers and chisels) to finish the cavity.

Inspect the cavity for remaining defective concrete by tapping with a hammer or steel rod on the concrete and listening for dull or hollow sounds. Dull or hollow sounds indicate defective concrete. In areas where tapping produces a dull or hollow sound, remove additional concrete until tapping produces a solid tone. Make the entire cavity at least 1 inch deep. Saw cut edges of cavity to avoid feather edging. Prepare surface of cavity by sandblasting, grinding, or water blasting. Remove dust, dirt, and loosely bonded material resulting from cleaning. Allow cavity surfaces to dry.

For spalls to be repaired that are adjacent to joints and existing cracks insert preformed joint filler to the working faces of the spall. Trim filler to fit shape of the working faces of joint or crack so epoxy material is prevented from bypassing filler. Where practicable, extend filler horizontally and vertically into joint or crack opening. Secure filler strip in place prior to and during placement of epoxy concrete. Apply a bond breaker to working faces at keyed joints. Keep bond breaker off of concrete surface to be bonded. After the epoxy concrete has completely cured, saw out the top 1 inch of the preformed joint filler and install liquid joint sealer.

(b) Reinforcing Steel: Clean all exposed reinforcing steel that is to remain in place. Remove all rust and corrosive products, including oil, dirt, concrete fragments, laitance, loose scale, and other coating of any character that would destroy or inhibit the bond with the new concrete.

When cleaned reinforcing steel will be exposed for more than seven days before placing the concrete, protect the steel from corrosion and contamination. Clean or replace all corroded or contaminated reinforcing steel.

Prevent cutting or damaging reinforcing steel designated to remain in place. Repair or replace any damaged bars.

(c) Forms: 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 2.5 tons per cubic yard.

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.

573.04 Epoxy Concrete and Mortar Composition:

Use the appropriate epoxy grout for the application.

Surfaces where a non- sagging epoxy resin is needed:

ASTM C 881, Type III, Grade 1 or 2, Class B or C without mineral filler. For walls and ceilings use ASTM C 881, Type III, Grade 3, Class B or C with filler.

Non-Pressure Epoxy Grout:

ASTM C 881 Type IV, Grade [2] [3], Class [B] [C] with or without mineral

filler.

Crack Sealer for Pressure Grouting:

ASTM C 881, Type IV, Grade 1, Class [B] [C] without filler.

Crack Surface Sealer for Pressure Grouting:

ASTM C 881, Type IV, Grade 3, Class [B] [C] with mineral filler.

Aggregate: Provide dry aggregate. For material passing No. 200 sieve provide a non-plastic material composed of a minimum of 75 percent limestone dust, talc or silica inert filler. Epoxy concrete: Furnish fine aggregate meeting the requirements of 703.01. Epoxy mortar: Furnish fine aggregate meeting the requirements of AASHTO M-45.

Job Mix Formula: At least 15 days before work commences, submit a job-mix formula for each use of epoxy concrete or epoxy mortar. Include test reports with the mix design. Identify the source of the materials and include the proportions of aggregates and epoxy resin. When determining job mix, use samples of materials to be used on the job.

573.05 Mixing and Placing Materials.

Make batches small enough to ensure placement before binder sets. Mix materials according to manufacturer's recommendations.

Halt work when weather conditions detrimentally affect the quality of patching or bonding concrete. Apply epoxy resin materials only when the contact surfaces are completely dry and if the atmospheric and surface material. Follow manufacturer's instructions for weather conditions and temperature ranges.

Do not permit vehicular or heavy equipment traffic on the pavement in the work area during the curing period

(a) Epoxy Concrete: Prime dry cavity surfaces with epoxy resin using a stiff bristle brush. Make coating approximately 0.02 inch thick. Place epoxy concrete while primer is still tacky and in layers not exceeding 1 inch thick. Use vibratory floats, plates, or hand tampers to consolidate the concrete. Level each layer and screed the final surface to match the adjoining surfaces. Remove excess epoxy concrete on adjacent surfaces before the concrete hardens. Do not feather epoxy concrete out onto adjacent surfaces.

(b) Epoxy Mortar: Prime surfaces with epoxy resin binder. Scrub prime coat into surface with a stiff bristle brush. Make coating approximately 0.02 inch thick. Place epoxy mortar while primer is still tacky. Apply at a thickness recommended by the manufacturer. Work mortar into place and consolidate thoroughly so that contact surfaces are wetted by the mortar. Finish surface of mortar to the required texture. Do not feather epoxy mortar onto adjacent surfaces.

(c) Cementing Dowels: Immediately prior to placing the dowel, clean hole of dust and other deleterious material with high pressure air. Fill hole halfway with grout. Insert dowel in hole and rotate it at least one complete turn while tapping it down. If necessary add more grout to fill hole.

d) Epoxy Grout for Cracks: Apply epoxy grout at a thickness recommended by the manufacturer. Work grout into place and consolidate thoroughly so that contact surfaces are wetted by the grout. Finish surface of grout to the required texture. Do not feather epoxy grout onto adjacent surfaces.

e) Pressure Grouting of Cracks: Clean each crack of dust, dirt, loose concrete and unsound material. Insert a valve at both ends of each crack, at the junction of two cracks, and along the length of each crack at 20 inch intervals. Apply crack surface sealer between the valves. After crack surface sealer has hardened and cured, pump crack sealer into valve at one end of crack. For vertical surfaces start at lowest valve and work upwards. As crack sealer appears at next valve, pinch closed pumping valve and move to next valve and commence pumping. Continue procedure until other end of crack is reached. Avoid delays in pumping operation. After crack sealer has hardened and cured grind valves off flush with concrete surface. Coat areas around valves with crack surface sealer and allow to harden and cure.

f) Curing: Cure epoxy materials according to manufacturer's recommendations. Furnish a representative sample of each batch of epoxy resin and aggregate. Clearly identify samples by designated name, specification number, batch number, project contract number, intended use and quantity involved. Check each repaired area for cracks, spalls, popouts and loss of bond between repaired area and surrounding concrete. Check each repaired area for voids by tapping with a hammer or steel rod and listening for dull or hollow sounds. Immediately repair defects.

573.06 Acceptance. Material for minor concrete structures including concrete, reinforcing steel, and structural steel for minor structures will be evaluated under Subsections 106.02 and 106.03. For confirming commercial certifications of compressive strength, AASHTO T 23 is modified to allow the 28-day cure in a waterproof mold.

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


Payment

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

601 - Minor Concrete

601.00_nat_us_02_27_2007

Delete the entire specification and replace it with the following:

Description

601.01 This work consists of constructing minor concrete structures.

Material


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 702.01

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. Use the designated concrete composition:

(a) Method A. Submit a mix design showing the proposed masses of aggregate, water, and cement per cubic yard of concrete a minimum of 7 days prior to beginning placement. Proportion the cement, aggregate, and water to obtain concrete with good workability.

Composition of Minor Structure Concrete

Property Specification Test Method

Slump 4 in maximum AASHTO T 119

Air content 5 to 7 percent AASHTO T 152 or T 196

28-day compressive strength 3000 psi AASHTO T 23 and T 22

(b) Method B. Submit the following information a minimum of 7 days prior to beginning placement:

(1) Type, grading, and sources of aggregate.

(2) Type and source of cement, blended cement, or fly ash.

(3) Saturated surface dry weights of the fine and coarse aggregate in pounds per cubic yard of concrete.

(4) Weight of mixing water in pounds per cubic yard of concrete.

(5) Weight of cement in pounds per cubic yard of concrete.

(6) Admixture type, quantity, and certification by manufacturer.

(7) Air content.

(8) Slump.

(9) 28-day compressive strength.

Furnish concrete containing not less than 680 pound of cement per cubic yard. Ensure that slump is 4 inches or less, as determined by AASHTO T 119.

(c) Method C. Make the concrete using a dry, preproportioned, blended, and bagged mix meeting the requirements of ASTM C 387 and mixed at the jobsite according to the manufacturer’s recommendations.

(d) Fly Ash- or Pozzolan-Modified Concrete. Fly ash may be substituted for cement at the rate of 20 ounces of fly ash per 16 ounces of Portland cement. After substitution, reduce the design aggregate volumes by an amount equal to the net increase in volume of the combined cement and fly ash. Replace no less than 10 percent and no more than 20 percent of the weight of Portland cement required with fly ash at the above rate. For purposes of controlling the maximum water/cement ratio of 0.49, make the water/cement ratio for fly-ash-modified concrete the ratio of the weight of water to the combined weights of Portland cement and 60 percent of the weight of the fly ash.

Extend the standard 28-day curing period for compressive-strength tests for fly-ash modified concrete by 1 day (rounded to the nearest whole day) for each 1.5 percent of Portland cement replaced with fly ash at the selected rate. (Example: If the maximum of 20 percent cement is replaced, the curing period for cylinders is 41 days.)


601.04 General. Perform excavation and backfill work according to 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 with a mass of 2.5 ton per cubic yard.

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. Place all reinforcing steel in position and ensure that it is securely held in place by approved supports during placing of concrete. Do not place concrete until the grading, forms, and steel reinforcements have been inspected and approved by the CO. Provide 24 hours written notice prior to placement of any concrete.

Place reinforcing steel according to Section 554.

Discharge all concrete prepared using methods A and B into the forms within the time limits shown in table 601-1. These time limits are based on jobsite ambient air temperature, cement type, and admixture used. Begin counting time from when the cement is introduced into the aggregate. Discharge concrete prepared using method C into the forms within 1-1/2 hours after introducing water to the mixture. Do not retemper concrete. When required cement must be added to the mixer at the jobsite. Do not mix or place concrete when the temperature is, or is expected to be, less than 40 °F unless adequate provisions are made to protect the concrete.

Place concrete to avoid segregation. Use high-frequency internal vibrators for consolidating concrete in the forms. Operate vibrators to produce concrete free of voids, but do not hold them in one place long enough to result in segregation or formation of laitance on the surface.

Method C concrete may be rodded instead of internally vibrated as necessary to remove voids.

Do not use aluminum pipe, conduit, or troughs for transporting concrete. When concrete is pumped, take samples from the discharge stream at the point of placement. Do not apply water to plastic concrete surfaces during finishing operations.

Table 601-1 Concrete discharge time limits. Cement Type With and Without Admixtures Time limit (hour)

< 85 oF1 >85 oF1

Type I, IA, II, or IIA 2.0 1.5

Type I, IA, II, or IIA with water reducing or retarding admixture

3.0 2.0

Type III 1.5 1.0

Type III with water reducing or retarding admixture 2.0 1.51 Ambient air temperature.

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 according to Subsection 552.16 class 2 rubbed finish.

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 106.03. The concrete mixture's slump, air content, unit mass, and temperature will be evaluated under Subsections 106.02 and 106.04. See Tables 552-1 and 552-2 for specification limits.

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


Payment


The concrete lump sum item will be prorated based on the progress of the work under this Section.

601.02_nat_us_03_02_2005

Table 601-2. Sampling and Testing Requirements.Material

or Product


Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Concrete Measured and tested for conformance (106.04)

Unit Weight - AASHTO T 121 One set per 32 cubic yards but not less than one per day

Point of discharge

- Upon completion of project

Air content - AASHTO T 152 or AASHTO T 196

“ “ - “

Slump - AASHTO T 119 “ “ - “

Temperature - Field Measured “ “ - “

Compressive strength

- AASHTO T 22 & AASHTO T 23

“ Discharge stream at point of placement

- “

602 - Culverts and Drains

602.03_nat_us_09_06_2005

602.03 General.

Add the following:

Ensure that the final installed alignment of all pipe allows no reverse grades, and does not permit horizontal and vertical alignments to vary from a straight line drawn from center of inlet to center of outlet by more than 2 percent of pipe center length or 1.0 feet, whichever is less.

602.06_nat_us_08_05_2009

602.06 Laying Plastic Pipe. Delete the second paragraph and substitute the following:

Provide soil-tight bell and spigot joints for plastic pipe culverts.

603 - Structural Plate Structures

603.03_nat_us_03_02_2005

603.03 General.

Add the following:

Do not place or backfill structure until the CO has approved in writing the excavation and foundation. Submit four sets of shop drawings of the long-span structure to the CO at least 21 days before planned construction. Accompany shop drawings with all calculations used to determine the size, shape, location, and spacing of stiffening ribs, thrust beams, or other special structural features.

603.04_nat_us_03_02_2005

603.04 Erecting.

Add to the third paragraph:

Torque all bolts before beginning the backfill.

607 - Cleaning, Reconditioning, and Repairing Existing Drainage

607.04_nat_us_03_02_2005

607.04 Cleaning Culverts in Place.

Add the following:

If approved by the CO, all or part of the pipe designated to be cleaned in-place may be removed, cleaned, and re-laid in accordance with Section 602. In these cases, furnish all material required to replace damaged pipe and joints and relay the pipe.

617 - Guardrail

617.02_nat_us_07_03_2007

Material617.02

Add the following:

Galvanized coating repair 717.07


617.03 Posts.

Replace the first paragraph with the following:

Fabricate all timber components of guardrail as detailed in Subsection 557.04. Pressure treat all timber as detailed in Subsection 716.03, using creosote, pentachlorophenol (any solvent), ammoniacal copper zinc arsenate (ACZA), or chromated copper arsenate (CCA – Type A, B, or C) in conformance with AASHTO M 133. Provide grading certification and pressure treatment test results, and meet the Best Management Practices (BMP’s) requirements of Subsection 716.03. Field treat cuts or abrasions made in fabricated timber after treatment in accordance with Subsection 557.04.

617.04 Rail Elements.

(a) Steel rail.

Replace the third paragraph with the following:

Repair all scrapes, cuts and other damaged coating areas on galvanized surfaces that are through to the base metal with galvanized coating repair.

617.05 Terminal Sections.

Add the following to the end of the second sentence:

"... unless otherwise shown on the plans."

625 - Turf Establishment

625.03_nat_us_02_25_2005

625.03 General.

Delete the first subsection and add the following:

Apply turf establishment to finished slopes and ditches between __________ and ________. Do not seed during windy weather or when the ground is excessively wet, frozen, snow covered, extremely dry, cloddy, hard pan, or is otherwise untillable.

625.03_nat_us_07_02_2007

625.03 General.Delete this subsection and replace with the following:

Apply turf establishment to prepared ground or any disturbed area between (Date1) and (Date2). Apply turf establishment to the areas shown on the plans or worklists within XX days after completion of ground disturbing activities. Unless otherwise specified in writing by the CO apply turf establishment after each XXXX foot section of road has been constructed to template lines. Seeded areas damaged by construction activities shall be reseeded within 10 days of the damage. Do not seed during windy weather or when the ground is excessively wet, frozen, or snow covered.

Assure that all seed and mulch used in the work conforms to the weed free requirements of Section 713.

625.04 Preparing Seedbed. Delete entire subsection and replace with the following:

Ensure that the surface soil is in a roughened condition favorable for germination and growth.

625.05 WateringDelete entire subsection.

625.06 Fertilizing. Delete entire subsection and replace with the following:

Apply fertilizer having a chemical analysis as listed below by the following methods.

(a) Dry Method. Apply the fertilizer with approved mechanical equipment. Hand operated methods are satisfactory on areas inaccessible to mechanical equipment.

(b) Hydraulic method. Use hydraulic-type equipment capable of providing a uniform application using water as the carrying agent. Add fertilizer to the slurry and mix before adding seed. Add the tracer material when designated by the CO.

Fertilizer. Apply fertilizer at the rate of XXXX pounds per acre. Insure that the fertilizer meets the following chemical analysis:

Nutrient Percent

Nitrogen, N . . . . . . . . . . . . . XXXXXX

Phosphorus, P205 . . . . . . . . . XXXXXX

Potassium, K . . . . . . . . . . . . . XXXXXX

625.07 Seeding. Delete the first sentence and add the following.

Apply seed mix by the following methods:

(a) Dry method. Delete the third sentence.

Add the following after subsection (b).

Seed Mix. Furnish and apply the following kinds and amounts of pure live seed:

Quantity of Pure

Type of Seed Live Seed (Lbs/Acre)

1. __________________________________ __________________

2. __________________________________ __________________

3. __________________________________ __________________

4. __________________________________ __________________

5. __________________________________ __________________

6. __________________________________ __________________

7. __________________________________ __________________

Total __________________

Determine the pounds of seed to be furnished per acre by dividing the pounds of pure live seed required per acre by the product of the percent purity and percent germination.

625.08 Mulching. Delete the entire subsection and replace with the following:

Apply Mulch within XX hours after seeding by the following methods.

(a) Dry Method. Apply mulch with a hand spreader or a spreader utilizing forced air at a rate of XXXX pounds per acre. Anchor the mulch with an approved stabilizing emulsion tackifier at a rate of XX gallons per acre. Do not mark or deface structure, pavements, utilities, or plant growth with tackifier.

(b) Hydraulic Method. Apply mulch in a separate application from the seed using hydraulic-type equipment according to Subsection 625.07(b).

Apply wood fiber or grass straw cellulose fiber mulch at a rate of XXXX pounds per acre.

Apply bonded fiber matrix hydraulic mulch at a minimum rate of XXXX pounds per acre. Apply so no hole in the matrix is greater than 0.04 inches. Apply so that no gaps exist between the matrix and the soil.

Inaccessible areas may be mulched by hand. Apply mulch uniformly over the entire disturbed area.

625.09 Protecting and Caring for Seeded AreasDelete the first sentence and add the following:

Protect and care for seeded areas until final acceptance.

625.11 Measurement. Delete the entire Subsection and replace with the following:

Measure the Section 625 items listed in the bid schedule according to Subsection 109.02.

625.04_nat_us_02_25_2005

625.04 Preparing Seedbed.

Delete “2 inches in diameter and larger,” from the second sentence.

625.05_nat_us_03_02_2005

625.05 Watering.

Delete the entire subsection and add the following:

Maintain moisture as follows:

Describe watering requirements for the project here.

625.05_nat_us_03_30_2005

625.05 Watering. Delete the entire subsection

625.07_nat_us_02_25_2005

625.07 Seeding. (a) Dry method.

Remove the last sentence “Lightly compact the seedbed within 24 hours after seeding.”

625.07 Seeding. (b) Hydraulic method.

Add the following:

Apply fertilizer conforming to Subsection 713.03 at the rates shown in Table 625-1. Fertilize areas inaccessible to hydro-type equipment by hand.

Table 625-1. Fertilizer Application Rate. Type Quantity per Slurry Unit

: : __lbs

: : __lbs

Apply the seed mixture at the rate of __________ kilograms of live seed per __________ (hectare/slurry unit). Include a tracer material consisting of either wood fiber mulch or grass cellulose fiber mulch to provide visible evidence of uniform application. Add the tracer to the slurry at a rate of __________ (400 pound per acre or 100 pound per slurry unit). Seed areas inaccessible to hydro-type equipment by hand.

633 - Permanent Traffic Control

633.02_nat_us_03_03_2005

633.02 Material.

Add the following subsections

Protective Overlay Film 718.02

Edge Film 718.02

633.03_nat_us_03_03_2005

633.03 General.

Delete the subsection and add the following:

Furnish traffic control devices and guide signs according to the MUTCD, approved USDA-FS and state supplements, the current edition of USDA-FS EM-7100-15 Sign and Poster Guidelines for the Forest Service, and Standard Highway Signs published by FHWA. Submit the sign list for approval before ordering.

633.05_nat_us_03_03_2005

633.05 Panels.

Add the following:

Apply protective overlay film and top edge film as required and according to with manufacturer’s recommendations.

Delete the sentence: “Use antitheft fasteners where possible” in the fifth paragraph and replace it with the following: “For each sign panel use at least one antitheft fastener.”

634 - Permanent Pavement Marking

634.03_nat_us_03_03_2005

634.03 General.

Add the following:

On single lane roads apply pavement markings according to the manufacturer’s recommendations and in a direction consistent with safe application.

635 - Temporary Traffic Control

635.03_nat_us_05_13_2004

635.03 General.

Add the following:

Install temporary traffic control signs to temporary posts or approved temporary sign mounts.

648 - Stream Simulation

648.00_nat_us_04_17_2008

648 – Streambed Simulation

Description

648.01 This work consists of placing rock and fill to simulate a natural streambed, profile and cross section though road stream crossings. The placement of Channel Rock for: fish rest stop, rock bands, rock weirs, stream bank rocks, and other in stream rock structures, is included within this specification.

Material

648.02 Conform to the following Subsections.

Foundation Fill 704.01

Stream Bed Simulation Material 705.07

Channel Rock 705.08


648.03 General. Place streambed simulation material on a prepared surface to form a well-graded, low permeability mass, similar in appearance and texture to the natural streambed. Do not drive metal track or rubber tired equipment directly on metal or concrete structure surfaces.

648.04 Placed Streambed Simulation Material and Channel Rock.

(a) Method A, Machine Placed. Place stream simulation rock in one or more layers with a layer depth less than 1 ½ times the maximum dimension of the stream simulation rock. Place stream simulation by methods that do not cause segregation or damage to the prepared surface. Place or rearrange individual rocks by mechanical methods to obtain a compact low permeability mass matching streambed simulation details. Fill voids before placing the next lift. Place fish rest stop, rock bands, rock weirs, stream bank rocks, and other in stream rock structures as designated.

(b) Method B, End Dumped. Dump stream simulation rock in one or more layers with a layer depth less than 1 ½ times the maximum dimension of the stream simulation rock. Distribute larger rocks throughout the mass of stone. Obtain a uniformly dense, compact, low permeability bed with a surface matching stream simulation bed details. Fill voids before placing the next lift. Place fish rest stop, rock bands, rock weirs, stream bank rocks, and other in stream rock structures as designated.

(c) Method C, Hand Placed. Place stream simulation rock using hand labor. Material may be hand carried, or carried in wheelbarrows and end dumped to obtain its full thickness. Compact each load using hand operated or hand operated mechanical equipment to obtain a uniformly dense, compact, low permeability bed with a surface matching stream simulation bed details. Fill voids before placing the next lift. Place fish rest stop, rock bands, rock weirs, stream bank rocks, and other in stream rock structures as designated.

648.04 Foundation fill. Fill all voids left during placement of Channel Rocks and Streambed Simulation adjacent to footings, concrete structures or corrugated pipes with foundation fill. Use water pressure, metal tamping rods, and similar hand operated equipment to force material into all surface and subsurface voids between the structure and rocks and between individual rocks.

648.05 Acceptance. Placing streambed simulation material will be evaluated under Subsections 106.02 and 106.04.

Measurement

648.06 Measure the items listed in the bid schedule according to Subsection 109.02.

Payment

648.07 The accepted quantities, measured as provided in Subsection 109.02, will be paid at the contract unit price per unit of measurement for Section 648 pay items listed in the bid schedule.

Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05

650 - Road Closure Devices

650.00_nat_us_06_28_2007

Description

650.01 Work. Furnish and install, or install only, road closure devices using fabricated gates and accessories, combination post and rail barriers, concrete barriers, earth mound barriers, and other devices.

Materials

650.02 Requirements. Furnish materials to be used in fabricating gates and barriers. Ensure that all hardware is galvanized in accordance with AASHTO M 232 and meets the requirements of ASTM A 307. Furnish plain or cut washers that are American Standard Washers.

Furnish timber posts, rails, and lumber that meet the requirements of AASHTO M 168. Provide timber of the species and type, and rate of preservative treatment.

Furnish concrete that meets the requirements of Subsection 601.03, method B or C.

Construct earth mound barriers from excavated material adjacent to the barrier location, or from other designated locations.

Construction

650.03 Performance. Place road closure devices at designated locations. Construct all devices to the required dimensions. In assembling gates, perform required welding in accordance with the best modern practice and the applicable requirements of AWS D1.1.

After assembly, clean non-galvanized steel pipe gates and paint them with one coat of zinc-rich primer and two coats of exterior enamel of the required type and color.

Set all posts vertically and embed them to the required depth. Place concrete for embedment against undisturbed earth within an excavation sized to achieve the embedment dimensions. Compact the backfill in 6 inch layers to finished grade.

Furnish and install all signs and/or reflective warning markers accessory to the road closure device.

650.04 Acceptance. Construction of road closure devices will be evaluated under Subsections 106.02 and 106.04.

Measurement

650.05 Measure the items listed in the bid schedule according to Subsection 109.02.

Payment


651 - Development of Pits & Quarries

651.00_nat_us_03_02_2005

Description

651.01 This work consists of clearing, grubbing, stripping topsoil, removing overburden, constructing access roads, conducting restoration activities, and performing other incidental work required for pit or quarry development.


651.02 General. Submit a plan of operations according to Section 105. Perform all work in accordance with Sections 105, 201, 203, 204, 625, and 635, landscape preservation requirements, and the approved pit and quarry development plan of operations. Perform the work in accordance with MSHA 30 CFR, part 56.

651.03 Acceptance. Developing pits and quarries will be evaluated under Subsections 106.02 and 106.04.

Measurement


Payment

701 - Cement

701.02_nat_us_08_05_2009

701.02 Masonry and Mortar Cement.(b) Mortar Cement.

Add the following:

Use this mortar in bridge deck and prestressed multi-beam girder keyways instead of high strength non-shrink grout; and, when approved, as a structural repair mortar.

Keep mortar in the original manufacturer's labeled containers until used. Protect as specified for Portland cement in 701.01. Do not use mortar after the expiration date shown on the container or 1 year from date of purchase, whichever date occurs first.

Store, mix, place and cure in accordance with the manufacturer's instructions; submit a copy in advance of use to the CO.

Furnish mortar that is a chemical action concrete of the magnesium ammonium phosphate family and requires no curing under ambient temperatures of 36° - 100° F. Require recommendation by its manufacturer specifically for use in prestressed concrete bridge member keyways that are to be part of the finished wearing and running surface of the bridge, subjected to normal roadway contaminants and conditions promoting wear of normal bridge deck concrete.

Typical properties of the mortar, when tested neat without aggregate, are as follows, except when noted:

Compressive strength (ASTM C 109 modified) of 6000 psi at 24 hours at 72° F or above, and when used below 50° F, 5000 psi.

Modulus of elasticity (ASTM C 469) at 7 and 28 days of 4177 ksi and 4554 ksi. Freeze-thaw durability (ASTM C 666, Procedure A Modified) of a relative dynamic

modulus greater than 80 percent after 300 cycles. Scaling resistance to deicing chemicals (ASTM C 672) after 5 and 25 cycles at a rating of

0, shall show no surface scaling; after 50 cycles at a rating of 1.5 shall show only slight surface scaling.

Sulfate resistance (ASTM C 1012) length change after 52 weeks shall be no greater than 0.9 percent.

Coefficient of thermal expansion (CRD-C 39-81) when run with 1inch x 1 inch x 11 inch bars and neat mixes without aggregate, shall be within 10 percent of 7150 psi/degree Fahrenheit.

Flexural strength (ASTM C 78 Modified) of 3 inch x 4 inch x 16 inch prisms shall be 3.8 550 psi at 24 hours for the mortar only, and 670 psi with 3/8 inch pea gravel.

Submit independent tests for the mortar recommended for use from 50° - 100° F, when used to fill test specimens conforming to the Government's bridge box beam test keyway, showing the following results:

Lateral (horizontal) shear between adjacent members: Range of 14 k/ft of keyway Vertical shear between adjacent members: 16 k/ft of keyway Direct tension between adjacent members: 6 k/ft of keyway.

Submit independent tests for the mortar recommended for use from 36° - 50° F, when used to fill test specimens conforming to the Government's bridge box beam test keyway, showing the following results:

Lateral (horizontal) shear between adjacent members: Range of 2.4 k/ft of keyway Vertical shear between adjacent members: 6 k/ft of keyway Direct tension between adjacent members: 4 k/ft of keyway.

Two products that meet these requirements are BASF/Master Builders Technologies Regular Set-45 [for use below 50° F] and Set-45 Hot Weather Formula [for use from 50° - 100° F].

Use Set-45 Hot Weather Formula in air temperatures from 50° - 100° F. Use Regular Set-45 only in air temperatures below 50° F. When used in temperatures below 36° F, use approved weather precautions designed to prevent the mortar from freezing. Except when used in bridge deck keyways and blockouts, Regular Set-45 may be extended by the addition of 20 pounds of washed and clean 3/8 inch minus pea gravel per 50 pound bag when placed in thicknesses over 1.5 inches, or when approved by the CO.

Unless using one of the two products described above, submit products proposed for use to the CO for approval, and accompany them with the manufacturer’s submittals substantiating all requriements in this section, including (1) graphs or charts showing the time, temperature, humidity, and curing requirements to achieve mortar strengths equal to the adjacent concrete; and (2) complete recommendations for storage, mixing, application and curing procedures.

703 - Aggregate

703.05_nat_us_08_14_2009

Delete 703.05 and replace with the following:

703.05 Subbase, Base, Surface Course, and Screened Aggregate.

(a) Subbase or base aggregate. Furnish hard, durable particles or fragments of crushed stone, crushed slag, or crushed gravel conforming the following:

(1) Gradation Table 703-2(2) Liquid limit, AASHTO T 89 25 max.(3) Plastic limit, AASHTO T 90 Nonplastic(4) Los Angeles abrasion, AASHTO T 96 40% max.(5) Sodium sulfate soundness loss (5 cycles), 12% max.

AASHTO T 104(6) Durability index (coarse), AASHTO T 210 35 min.(7) Durability index (fine), AASHTO T 210 35 min.(8) Fractured faces, ASTM D 5821 50% min.(9) 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 No. 4 sieve, shall consist of natural or crushed sand and fine mineral particles.

(b) Surface course aggregate. Furnish hard, durable particles or fragments of crushed stone, crushed slag, or crushed gravel conforming the following:

(1) Gradation Table 703-3(2) Liquid limit, AASHTO T 89 35 max.(3) Plastic Index, AASHTO T 90

a) If the percent passing the No. 200 sieve is less than 12% 2 to 9b) If the percent passing the No. 200 sieve is greater than 12% Less than 2

(4) Los Angeles abrasion, AASHTO T 96 40% max.(5) Sodium sulfate soundness loss (5 cycles), 12% max.

AASHTO T 104(6) Durability index (coarse), AASHTO T 210 35 min.(7) Durability index (fine), AASHTO T 210 35 min.(8) Fractured faces, ASTM D 5821 75% min.(9) Free from organic matter and lumps or balls of clay


Do not furnish material that contains asbestos fibers.

Obtain the aggregate gradation by crushing, screening, and blending processes as necessary. Fine aggregate, material passing the No. 4 sieve, shall consist of natural or crushed sand and fine mineral particles.

(c) Screened aggregate – Furnish hard, durable particles or fragments of stone, slag, or gravel conforming the following:

(1) Gradation Table 703-16

(2) Plastic Index, AASHTO T 90 Less than 9

(3) Los Angeles abrasion, AASHTO T 96 55% max.(4) Free from organic matter and lumps or balls of clay.


Obtain the aggregate gradation by crushing, screening, and blending processes as necessary.


Tab

le 7

03-2

Tar

get V

alue

Ran

ges f

or S

ubba

se a

nd B

ase

Gra

datio

nPe

rcen

t by

Mas

s Pas

sing

Des

igna

ted

Siev

e (A

ASH

TO

T 2

7 an

d T

11)

Gra

ding

Des

igna

tion

E (B

ase)

100

62 –

90

(6)

36 –

74

(6)

12 –

26

(4)

4.0

– 7.

0 (3

)

( ) T

he v

alue

in th

e pa

rent

hese

s is t

he a

llow

able

dev

iatio

n (

) fro

m th

e ta

rget

val

ues..

D (B

ase)

100

86 –

100

(6)

51 –

82

(6)

36 –

64

(6)

12 –

26

(4)

4.0

– 7.

0 (3

)

C (B

ase)

100

80 –

100

(6)

64 –

94

(6)

40 –

69

(6)

31 –

54

(6)

4.0

–7.0

(3)

B (S

ubba

se)

100

97 –

100

40 –

60

(8)

4.0

– 12

.0 (4

)

A (S

ubba

se)

100

97 –

100

65 –

79

(6)

45 –

59

(7)

28 –

42

(6)

9 –

17 (4

)

4.0

– 8.

0 (3

)

Siev

e Si

ze

2½ in

ch

2 in

ch

1½ in

ch

1 in

ch

3/4

inch

1/2

inch

3/8

inch

No.

4

No.

40

No.

200


Tab

le 7

03-3

Tar

get V

alue

Ran

ges f

or S

urfa

ce G

rada

tion

Perc

ent b

y M

ass P

assi

ng D

esig

nate

d Si

eve

(AA

SHT

O T

27

and

T 1

1)

Gra

ding

Des

igna

tion

U

100

71 –

90

(6)

50 –

68

(7)

34 –

51

(6)

19 –

30

(5)

8.0

– 15

.0 (4

)

( ) T

he v

alue

in th

e pa

rent

hese

s is t

he a

llow

able

dev

iatio

n (

) fro

m th

e ta

rget

val

ues.

If th

e pl

astic

ity in

dex

(PI)

is g

reat

er th

an 0

, the

TV

rang

e fo

r the

No.

200

siev

e si

ze is

8-1

2 (4

).

T 100

71 –

91

(6)

43 –

60

(7)

30 –

46

(6)

16 –

28

(5)

8.0

– 15

.0 (4

)

S 100

72 –

92

(6)

51 –

71

(6)

36 –

53

(7)

26 –

40

(6)

14 –

25

(5)

8.0

– 15

.0 (4

)

H

97 -

100

80 –

92

(6)

58 –

70

(7)

28 –

40

(6)

16 –

26

(5)

9.0

– 14

.0 (4

)

G 100

97 -

100

70 –

80

(6)

51 –

63

(7)

28 –

39

(6)

19 –

27

(5)

10.0

– 1

6.0

(4)

F 100

97-1

00

76-8

9 (6

)

56-6

8 (6

)

43-5

3 (7

)

23-3

2 (6

)

15-2

3 (5

)

10.0

-16.

0 (4

)

Siev

e Si

ze

1 1/

2 in

ch

1 in

ch

3/4

inch

1/2

inch

3/8

inch

No.

4

No.

8

No.

16

No.

40

No.

200

Add Table 703-16:

Table 703-16

Gradation Requirements for Screened Aggregate

Sieve Size

Percent by Mass Passing Designated Sieve (AASHTO T 27 and T 11)

Grading DesignationL M N O P Q R

6 inch 100 100

4 inch 100 100

3 inch 100 100

2 inch 100

No. 4 15-45 15-45 15-45

703.06_nat_us_03_02_2005

703.10(e) Flakiness Index.


Flakiness Index, FLH T 508 30% max.

703.10(i) Adherent Coating.

Add the following:

Adherent coating on the aggregate, FLH T 512 0.5% max.

703.07_nat_us_03_02_2005

Table 703-2 Correction

Include the following substitution

In Table 703-2, delete the “436 – 74 (6)” percent by mass passing for grading E (base) No. 4 sieve size and substitute “36 – 74 (6).”

Table 703-2 Correction

Include the following substitution

In Table 703-2, delete the “436 – 74 (6)” percent by mass passing for grading E (base) No. 4 sieve size and substitute “36 – 74 (6).”

703.10_nat_us_03_02_2005


Table 703-7 Target Value Ranges

Table 703-7Target Value Ranges for

Single and Multiple Course Surface Treatment Aggregate Gradation

SievePercent by Mass Passing Designated Sieve

(AASHTO T 27 & T 11)Size Grading Designation

A B C D E F1½ inch 100(1)

1 inch 90-100(3) 100(1)

¾ inch 0-35(5) 90-100(3) 100(1)

½ inch 0-8(3) 0-35(5) 90-100(3) 100(1)

⅜ inch — 0-12(3) 0-35(5) 85-100(3) 100(1) 100(1)

No. 4 — — 0-12(3) 0-35(5) 85-100(3) 85-100(1)

No. 8 — — — 0-8(3) 0-23(4) —

No. 200 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.

704 - Soil

704.02_nat_us_03_02_2005

704.02 Bedding Material.


Furnish a well graded, free draining material free of excess moisture, muck, frozen lumps, roots, sod, or other deleterious material conforming to the following:

(a) Maximum particle size 3 inch or half the corrugationdepth, whichever is smaller

(b) Material passing No. 200 sieve, 10% max.AASHTO T 27 and T 11

704.02_nat_us_03_02_2005

704.02 Bedding Material.


Furnish a well graded, free draining material free of excess moisture, muck, frozen lumps, roots, sod, or other deleterious material conforming to the following:

(a) Maximum particle size 1/2 inch or half the corrugationdepth, whichever is smaller

(b) Material passing No. 200 sieve, 10% max.AASHTO T 27 and T 11

705 - Rock

705.02_nat_us_08_05_2009

705.02 Riprap Rock.

Delete Table 705-1 and replace it with the following:

Gradation Requirements for Riprap Class Percent of

Rock by MassMass

(pounds)Approximate Cubic

Dimension b,c (inches)

120 22 to 33 6 to 830 11 to 22 5 to 640 1 to 11 2 to 510a 0 to 1 0 to 2


320 220 to 330 14 to 1630 110 to 220 10 to 1440 11 to 110 5 to1010a 0 to 11 0 to 5


4a20 770 to1353 20 to 2430 330 to 770 16 to 2040 33 to 330 7 to1610a 0 to 33 0 to 7


620 1870 to 3520 28 to 3430 1100 to 1870 22 to 2840 110 to 1100 10 to 2210a 0 to 110 0 to 1020 4400 to 5940 35 to 39

7 30 2200 to 4400 28 to 3540 220 to 2200 14 to 2810a 0 to 220 0 to 14


(a) Furnish spall and rock fragments graded to provide a stable dense mass.(b) The volume of a rock with these cubic dimensions has a mass approximately equal to

the specified rock mass.(c) Furnish rock with breadth and thickness at least one-third its length.

705.07_nat_us_04_17_2008

Add the following:

705.07 Streambed Simulation Rock.

(a) General. Furnish a mixture of soil, gravel, cobble, and boulders to simulate a natural streambed. The cobbles and boulders should be hard, durable rock that conforms to test values in 705.02.

Table 705-5 – Gradation requirements for Streambed Simulation Material, inches or sieve size

Bed Class100%

passing84%

passing50%

passing16%

passing10%

passing

2 5 2 3/4 1/4 No. 10

4 10 4 1 3/4 1/2 No. 10

6 14 6 2 1/2 3/4 No. 10

8 22 8 3 1 No. 10

10 24 10 4 1 No. 10

12 30 12 5 1 1/2 No. 10

14 36 14 6 1 3/4 No. 10

16 42 16 7 2 No. 10

20 48 20 8 3 No. 10

24 60 24 10 3 No. 10

36 72 36 14 4 No. 10

48 96 48 18 6 No. 10

705.08_nat_us_04_17_2008

705.08 Channel Rock.

(a) General. Furnish hard, durable rock that consists of intact blocks without open fractures, foliation, or other planes of weakness. Conform to test values in 705.02.

(b) Sized and shapes. Furnish rocks that are generally cubical, tabular, or rectangular in shape, with dimensions as designated, or as specified in the following table:

Table 705-6 gradation requirement for Channel Rock

Rock Size

(Man Rock)

Mass (Pounds) Approximate Cubic Dimension (inches)

1 50-200 12-18

2 200-700 18-28

3 700-2000 28-36

4 2000-4000 36-48

5 4000-6000 48-54

6 6000-8000 54-60

(c) Color. Furnish rocks with a color indigenous to the area. Rocks should be free of machine-made scratches, mars, or other damage to the visible surface. If requested, submit a 12 in sample of rock that is representative of the rock color for approval by the CO.

709 - Reinforcing Steel and Wire Rope

709.01_nat_us_07_03_2007

709.01 Reinforcing Steel.

(b) Reinforcing bars.

Delete paragraph one and replace with the following:

Furnish deformed, grade 60 bars conforming to AASHTO M 31.

(d) Tie bars.


Furnish deformed, grade 60 bars conforming to AASHTO M 31.

(e) Hook bolts.


Furnish plain, grade 60 bars conforming to AASHTO M 31 with M14 rolled threads or M16 cut threads. Furnish a threaded sleeve nut capable of sustaining a minimum axial load of 15,000 pounds.

709.02 Wire Rope Or Wire Cable.


Furnish wire rope or wire cable, and associated fittings, conforming to AASHTO M 30. Furnish 0.75 inch diameter Type II wire rope, with Class C zinc coating, unless otherwise shown on the plans.

709.03 Prestressing Steel.

Delete all to subsection (a) and replace with the following:

Fabricate from one of the following:

Seven-wire uncoated strand conforming to AASHTO M 203, Grade 270, Supplement I, low relaxation strand, minimum ultimate tensile strength 270 ksi, unless shown otherwise on the plans.

Epoxy coated seven-wire strand, ASTM A 882, Grade 270, low relaxation strand, minimum ultimate tensile strength 270 ksi, unless shown otherwise on the plans.

High tensile strength wire, AASHTO M 204, Type BA or WA, Supplement I (low relaxation), unless shown otherwise on the plans.

High strength steel bars, AASHTO M 275M, Type II, minimum ultimate tensile strength 150 ksi, unless shown otherwise on the plans.

712 - Joint Material

712.01_nat_us_08_05_2009

712.01 Sealants, Fillers, Seals, and Sleeves.

(b) Preformed expansion joint fillers.

Add to the end of the first sentence:

except on abutment, pier cap or other bent more than one piece may be used.

712.01_nat_us_03_02_2005

712.01 Sealants, Fillers, Seals, and Sleeves.

(a) Joint sealants and crack fillers.

Add the following:

(7) Low-Modulus Rubberized Asphalt. Conform to ASTM D 3405 and the following.

Cone Penetration, 75oF 100-150

Cone Penetration, -0oF 25 minimum

Flow, 140oF, 5h 3/8 in. maximum

Resilience 30-60%

Bond, -20oF, 200% extension Pass 3 Cycles

Recommended Pour Temperature 380oF

Safe Heating Temperature 410oF

Asphalt Compatibility Pass

713 - Roadside Improvement Material

713.05_nat_us_03_02_2005

713.05 Mulch.

Add the following:

Assure that mulch used on the project is certified noxious weed free by the appropriate authority in the jurisdiction of use.

714 - Geotextile and Geocomposite Drain Material

714.03_nat_us_02_25_2005

Tables 714-1 and 714-4.

Add the following note to both tables:

(4) Woven slit film will not be allowed.

Add the following:

714.03 Geogrids.

Furnish geogrids consisting of polymeric materials such as polypropylene, polyethylene, or polyester formed into a stable network of bars or straps fixed at their junctions such that the bars retain their relative position to each other.

Elevate and protect rolls with a waterproof cover if stored outdoors.

(a) Physical requirements. Furnish geogrid treated to resist ultraviolet degradation, and conforming to the physical strength requirements shown in table 714-7 according to ASTM D 4595 for the specified geogrid category. Strength values shown in table 714-7 represent minimum average roll values and are for the direction of primary reinforcement. Ensure that the aperture size for all geogrids is between ¾ to 3 inches.

(b) Evaluation procedures. Geogrids will be evaluated under Subsection 106.03. Furnish a certification and a sample of the geogrid.

Table 714-7—Physical strength requirements for geogrids.Category Minimum Ultimate Strength at Breakage (lbs/ft)

1 890

2 1985

3 2875

4 4110

5 5475

6 8215

715 - Piling

715.08_nat_us_08_05_2009

715.08 Pile Shoes.


Furnish pile shoes for steel H-piles, cutting shoes for open-end pipe piles, conical points for closed-end piles, and protectors for steel sheet piles that are cast-in-one piece steel conforming to AASHTO M 103 Grade 450-240 or higher quality grade or high strength cast steel conforming to ASTM A 148, any grade. Fasten shoes to the piles as recommended in writing by the shoe manufacturer; submit a copy of the manufacturer's fastening recommendations in advance.

717 - Structural Metal

717.01_nat_us_08_05_2009

717.01 Structural Steel

(e) High-Strength Bolts, Nuts, & Washers.


Conform to either AASHTO M164 or AASHTO M253, as specified. Use Type 3 bolts in combination with unpainted weathering structure steel. Conform to AASHTO M293 (ASTM F 436) for hardened steel washers.

Add the following subsections:

(f) Load-Indicating Washers.

Furnish load-indicating washers (Compressible-washer-type DTI's) conforming to ASTM F 959, Type 8.8 or 10.9. Use Type 8.8 with AASHTO M 164 bolts and with ASTM F 568, Class 8.8 tie rods; use Type 10.9 with AASHTO M 253 bolts. When galvanizing is shown on the plans, furnish DTI's mechanically galvanized to conform to AASHTO M 298, Class 50, Type I. When used with other components that are weathering steel or are to be coated the color of weathering steel, furnish DTI's protectively coated with baked epoxy in a black color.

(g) Steel Anchor Bolts.

Furnish steel anchor bolts of the dimensions shown on the plans. Furnish steel anchor bolts that conform to AASHTO M314, Grade 40 unless otherwise shown on the plans. Ensure that the exposed portion of the bolt is zinc coated by hot dip or mechanical deposition.

(h) Structural Steel Tubing.

Furnish structural steel tubing that conforms to ASTM A500, grade B or ASTM A501 unless otherwise shown on the plans.

717.07 Galvanized Coatings

Add the following:

Furnish hot-dipped galvanized hardware and fasteners conforming to AASHTO M 232 and mechanically galvanized hardware and fasteners conforming to AASHTO M 298.

Repair damaged galvanized surfaces by power or hand tool cleaning, followed by 2 brush applications of zinc rich 2 component paint meeting FS TT-P-641, FS TT-P-1046A or MIL-P-21035. Single component brush or spray-on zinc or galvanizing compounds are not permitted. A source for TT-P-641 paint is Far West Paint Company, Tukwila, WA 206-244-8844.

718 - Traffic Signing and Marking Material

718.02_nat_us_03_02_2005

718.02 Reserved.

Replace this section with the following:

718.02 Protective Overlay Film and Edge Film.

Protective overlay film will be a high performance flouropolymer film such as 3M Scotchlite Premium Protective Overlay Film Series 1160 or approved equal.

Edge film will be a pressure-sensitive, premium-quality, clear, ultraviolet-resistant, 3 inches wide vinyl film.

718.05_nat_us_08_05_2009

718.05 Aluminum PanelsDelete the third paragraph and replace with the following:

Clean, degrease and properly prepare the panels according to methods recommended by the sheeting manufacturer. Conversion coatings will conform to ASTM B-921 or ASTM B-449.

718.08_nat_us_03_27_2007

718.08 (b)(2)(c)Signpost - Square tubular steel posts

Delete the existing subsection and substitute the following:

(c) Galvanizing after punching ASTM A 653M, (inside and outside of post) coating Z275 designation

718.14_nat_us_03_02_2005

718.14 (g)Waterborne Traffic Paint - Daylight reflectance


(g) Daylight 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

718.15_nat_us_03_27_2007

718.15 (g)Epoxy Marking - Drying Time


(g) Drying time. 15 mil film thickness with beads.

(1) Laboratory at 72o F, ASTM D 711 30 minutes maximum to

no-pick-up condition

(2) Field at 77 oF, viewed from 50 feet 10 minutes maximum to

no-pick-up condition

718.15_nat_us_03_27_2007

718.15 (a)Epoxy Markings Pigments


(2) Yellow.

(a) Chrome yellow (PbCrO4), 23% min.

ASTM D 126, type III.

(b) Epoxy resin 70 to 77%

725 - Miscellaneous Material

725.02_nat_us_03_02_2005

725.02 Calcium Chloride, Calcium Chloride Flakes and Magnesium Chloride.

Add the following:

Ensure that the material does not exceed the following chemical constituents: phosphorous, 25.00 ppm; cyanide, 0.20 ppm; arsenic, 5.00 ppm; copper 0.20 ppm; lead 1.00 ppm; mercury 0.05 ppm; chromium 0.50 ppm; cadmium 0.20 ppm; barium 10.00 ppm; selenium 5.00 ppm; zinc 10.00 ppm; sulfate 4.3 percent maximum; nitrate 5.0 percent maximum.

725.20 Lignin Sulfonate.

Add the following:

Ensure that the material does not exceed the following chemical constituents: phosphorous, 25.00 ppm; cyanide, 0.20 ppm; aresenic, 5.00 ppm; copper 0.20 ppm; lead 1.00 ppm; mercury 0.05 ppm; chromium 0.50 ppm; cadium 0.20 ppm; barium 10.00 ppm; selenium 5.00 ppm; zinc 10.00 ppm.

725.30 Bentonite.

Add:

Furnish bentonite as sodium montmorillonite (sodium bentonite) in the form of a powder that meets the following requirements:

a) Ensure that colloid content by AASHTO T88 is 60 percent minimum.

b) Ensure that a sieve analysis in accordance with AASHTO T27 on a dry, unwashed, pulverized sample yields the following:

c) A minimum of 95% passing the No. 4 sieve.

A minimum of 15 percent passing the No. 200 sieve.

725.04_nat_us_08_05_2009

725.04 Pozzolans.

Delete paragraph (a) and replace with the following:

(a) Fly ash AASHTO M295, class C or F, except the loss on ignition must not exceed 3.0%.

725.21 Epoxy Resin Adhesives


Furnish epoxy resin adhesives conforming to AASHTO M 235, which are moisture resistant and are the appropriate M 235 type (intended use), grade (viscosity), class (temperature range) and color for the intended use.

725.22 Grout.

(c) Nonshrink grout.

Add the following:

Where grout placement is confined and the grout cannot flow sideways, a mortar meeting the requirements of subsection 701.02 (b) may be used in lieu of a high-strength non-shrink grout. Use only at manufacturer’s suggested temperature ranges.

Keep grout in the original manufacturer's labeled containers until used. Provide protection requirements as specified for cement in 701.01. Do not use grout after the expiration date shown on the container or 1 year from date of purchase, whichever date occurs first.

Store, mix, place and cure grout in accordance with the manufacturer's instructions; submit a copy to the CO in advance of use. Do not place grout when the air temperature is below 41° F or above 86° F.

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