ATCH_3_Phase4.doc

ATCH 3 AG-0355-S-09-0004

West Fork Rock Creek Road #2071 Phase 3&4

Beartooth Ranger District, Custer National Forest

C-2 – STANDARD SPECIFICATIONS PHASE 4

“Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” (FP-03), U.S. Customary version, are included in this solicitation by reference only. The requirements contained in these specifications are hereby made part of this solicitation and any resultant contract..

Copies of the “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” are available and for sale at the address below.

Superintendent of Documents, U.S. Government Printing Office, Internet: bookstore.gpo.gov Phone: (toll free) 866.512.1800 Fax: 202.512.2250 Mail: Stop SSOP, Washington, DC 20402-0001

Following is a listing of referenced specifications for this Project:

101 through 109 – General Requirements

FP-03

151 – Mobilization

152 – Construction Surveying & Staking

153 – Contractor Quality Control

154 – Contractor Sampling and Testing

156 – Public Traffic

157 – Soil Erosion Control

158 – Watering for Dust Control

201 – Clearing and Grubbing

202 – Additional Clearing and Grubbing

203 – Removal of Structures and Obstructions

204 – Excavation and Embankment

205 – Rock Blasting

208 – Structure Excavation and Backfill for Selected

Major Structures

209 – Structure Excavation and Backfill

255 – Mechanically-Stabilized Earth Walls

301 – Untreated Aggregate Courses

403 – Hot Asphalt Concrete Pavement

411 – Asphalt Prime Coat

412 – Asphalt Tack Coat

413 – Asphalt Pavement Milling

552 – Structural Concrete

556 – Bridge Railing

557 – Timber Structures

602 – Culverts and Drains

607 – Cleaning, Reconditioning and Repairing

Existing Drainage Structures

617 – Guardrail

619 – Fences, Gates, and Cattle Guards

625 – Turf Establishment

633 – Permanent Traffic Control

634 – Permanent Pavement Markings

635 – Temporary Traffic Control

Note: Any additional specifications referenced in the above standard specifications are also applicable to this contract.

C-3 – SPECIAL PROJECT SPECIFICATIONS

The following metric Special Project Specifications are applicable to this contract and are physically included in this section. Unit conversion is the responsibility of the contractor:

FP-03-SPS – Preface

FP-03 SPS 101 – Terms, Format, and Definition

3/03

FP-03 SPS 102 – Bid, Award, and Execution of Contract

FP-03 SPS 103 – Scope of Work

FP-03 SPS 104 – Control of Work

FP-03 SPS 105 – Control of Material

FP-03 SPS 106 – Acceptance of Work

FP-03 SPS 107 – Legal Relations and Responsibility to the Public

FP-03 SPS 108 – Prosecution and Progress

FP-03 SPS 109 – Measurement and Payment

FP-03 SPS 152 – Construction Surveying and Staking

FP-03 SPS 153 – Contractor Quality Control

FP-03 SPS 155 – Schedules for Construction Contracts

FP-03 SPS 156 – Public Traffic

FP-03 SPS 157 – Soil Erosion Control

FP-03 SPS 158 – Watering for Dust Control

FP-03 SPS 201 – Clearing and Grubbing

FP-03 SPS 203 – Removal of Structures and Obstructions

FP-03 SPS 204 – Excavation and Embankment

FP-03 SPS 205 – Rock Blasting

FP-03 SPS 209 – Structure Excavation and Backfill

FP-03 SPS 255 – Mechanically-Stabilized Earth Walls

FP-03 SPS 301 – Untreated Aggregate Courses

FP-03 SPS 303 – Dust Palliative

FP-03 SPS 602 – Culverts and Drains

FP-03 SPS 607 – Cleaning, Reconditioning and Repairing

FP-03 SPS 617 – Guardrail

FP-03 SPS 625 – Turf Establishment

FP-03 SPS 633 – Permanent Traffic Control

FP-03 SPS 635 – Temporary Traffic Control

FP-03 SPS 702 – Asphalt Material

7/04

FP-03 SPS 704 – Soil

FP-03 SPS 710 – Fence and Guardrail

FP-03 SPS – Waste Rock Disposal/Material Processing Area

4/04

FP-03 SPS – Bridge Repair

12/03

FP-03 SPS – Modified Thrie-Beam Guardrail

7/04

FP-03 SPS – Guardrail Manufacturer’s Installation Instructions

7/04

FP-03 SPS – Additive/Deductive Item #1 – Additional Paving Phase III 3/04

Preface

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

101.01 Meaning of Terms.

Add the following:

Delete all references in FP-03 to Transportation Acquisition Regulations (TAR). For Timber Sales, delete all references in FP-03 to Federal Acquisition Regulations (FAR).

101.03 Abbreviations.

Add the following to (a) Acronyms:

AFPA

MSHA

NIST

NESC

WCLIB

American Forest and Paper Association Mine Safety and Health Administration National Institute of Standards and Technology National Electrical Safety Code West Coast Lumber Inspection Bureau

101.04 SI Symbols.

Add the following to (b) SI Symbols:

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, methods of measurement, 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.

102 - Bid, Award, and Execution of Contract

102 Delete

Delete Section 102 in its entirety.

103 - Scope of Work

103 Delete

Delete all but subsection 103.01 Intent of Contract.

104 Control of Work.

Delete sections 104.01, 104.02, and 104.04.

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.

104.05 Load Restrictions.

Add the following:

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.

104.06 Other Contracts.

Add Subsection.

There may be a hazardous fuels reduction contract occurring in the vicinity. It is the Contractors responsibility to work together and to cooperate on use of roads.

105 - Control of Material

105.02 Material Sources.

105.02(a) Government Provided Sources.

Add the following:

There are no Government provided sources for this project.

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.

106 - Acceptance of Work

106.07 Partial and Final Acceptance

Delete subsection 106.07.

107 - Legal Relations and Responsibility To the Public

107.05 Responsibility for Damage Claims.

Delete the entire subsection.

107.09 Legal Relationship of the Parties.

Delete the entire subsection.

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 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.

108 - Prosecution and Progress

Delete Section 108 in its entirety.

109 - Measurement and Payment

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.

Measurement Terms and Definitions.

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.

Delete the following entire subsections:

109.06 Pricing of Adjustments.

109.07 Eliminated Work.

109.08 Progress Payments.

109.09 Final Payment.

152 - Contractor Survey and Staking

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.

Replace the first paragraph with the following:

Horizontal and vertical control points have been set and are included in the plans, for use in establishing control for completion of each element of the work. It is the contractor’s responsibility to reestablish missing or disturbed control points prior to construction.

Delete the second paragraph:

152.03 Survey and Staking Requirements.

(b) Roadway Cross Sections: Delete this section.

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. The designated method for this project is Method I.

· 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. Method II shall be used for culvert staking on this contract.

(d) Clearing and grubbing limits.

Add the following:

Establish clearing limits on each side of the location line by measuring from the slope stakes. The clearing limits are shown in the typical sections. Mark the clearing limits with flagging or tags on trees to be left standing, or on lath. Make markings intervisible, and in no case 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.

(i) Retaining Wall

In the 2nd and 3rd sentences, change 25 feet to 20 feet.

152.03 (l) Miscellaneous Survey and Staking.

Add the following:

(11) Road Closure Gate

Replace Table 152-1 with the following two tables:

Use Precision Class B for this project.

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

A

(Bridges)

10 second rejection limit

0.02ft/1000ftc

20 second rejection limit

0.02ft/1000ftc

1 minute rejection limit

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.

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.

153 - Contractor Quality Control

153.02 Contractor Quality Control Plan.

Add the following:

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

153.04 Records.

Delete all but the first paragraph.

155 - Schedules for Construction Contracts

Delete Section 155 in its entirety.

156 - Public Traffic

156.03 Accommodating Traffic During Work. Add the following:

Traffic accommodation specifications are pending evaluation of safety and cost concerns.

Submit a Traffic Control Plan to the CO according to section 104.03 for approval 30 days prior to beginning construction activities.

156.04 Maintaining Roadways During Work.

(a) Add the following:

The following road closures are allowed on the project:

Prior to Friday preceding Memorial Day weekend, the road may be closed from 7:00 a.m. to 7:00 p.m. daily for construction of the mechanically stabilized earth wall. From 7:00 p.m. to 7:00 a.m. keep the road open to the traveling public, with delays caused by construction limited to 30 minutes. Construction caused traffic delays exceeding 30 minutes must be approved by the CO. Submit requests for traffic delays exceeding 30 minutes to the CO at least 3 business days prior to road closure.

Starting Friday preceding Memorial Day weekend and extending through the rest of the construction season, the road must remain open to the traveling public. Delays to the traveling public caused by construction are limited to 30 minutes. Construction caused traffic delays exceeding 30 minutes must be approved by the CO. Submit requests for traffic delays exceeding 30 minutes to the CO at least 3 business days prior to road closure.

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

156.06 Limitations on Construction Operations.

Replace Section (i) with the following:

Add the following:

(k) Do not perform construction operations on the following days:

Memorial Day Weekend (Saturday – Monday)

July 4th.

Labor Day Weekend (Saturday – Monday)

156.08 Traffic and Safety Supervisor. Delete this section in its entirety.

Section 157. — SOIL EROSION CONTROL

157.03 General Replace the first paragraph with the following:

Provide permanent and temporary erosion control measures to minimize erosion and sedimentation during and after construction. Meet the requirements of section 107 and the Montana Pollutant Discharge Elimination System (MPEDS). Comply with the “Environmental Assessment for West Fork of Rock Creek Road Project”. Comply with all Forest Service, Federal, State and County laws and regulations with respect to treatment and disposal of pollutants and all additional requirements, including Stormwater Best Management Practices (BMP).

Where necessary, construct silt fencing, intercepting ditches, sumps, bypass channels, barriers, settling ponds, or other means as requested and approved to prevent muddy water and eroded materials from leaving the work areas or from entering streams or watercourses or from damaging permanent installations. Do not deposit or store excavated materials in or near watercourses where, in the opinion of the CO, they could be washed away by storm or normal surface runoff.

Perform construction activities in a manner to prevent solid matter, contaminants, debris and other objectionable pollutants and wastes from entering streams, flowing or dry watercourses, lakes and underground water sources. Such pollutants and wastes include, but are not limited to, refuse, garbage, cement, concrete, sewage effluent, industrial waste, oil and other petroleum products. Dispose of sanitary wastes in a manner conforming to all State and Federal requirements.

Add the following to the second paragraph:

BMP devices shown on the plans are general guidelines. It is the Contractor’s responsibility to place accepted BMP devices at appropriate locations to meet all State and Federal requirements.

Section 158. — WATERING FOR DUST CONTROL

158.01 Replace this section with the following:

This work consists of furnishing and applying water or dust palliative for the control of dust caused by the work and public travel.

158.03 General Add the following:

At the contractor’s discretion, dust palliative may be used in place of water. If dust palliative is used, conform to section 306.

158.05 Replace this section with the following:

Do not measure water for dust control separately.

Payment

158.06 Replace this section with the following:

Separate payment is not made for Watering for Dust Control. Include the cost of Watering for Dust Control in the price bid for other items in the contract.

201 - Clearing and Grubbing

Construction Requirements

201.03 General. Delete the last sentence.

201.04 Clearing.

Add the following:

Utilization standards for merchantable timber are listed below. Fall and buck merchantable material. Deck logs in locations designated by the COR.

Minimum Utilization Standards – Lodgepole Pine

Diameter (Inside Bark) 4 ½ Feet From Ground

33-1/3 Net Scale in % Gross

2 Cubic Feet

6 inches

Minimum Utilization Standards – Other Species

Diameter (Inside Bark) 4 ½ Feet From Ground

33-1/3 Net Scale in % Gross

2 Cubic Feet

8 inches

201.04 Clearing. (c)

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.

201.04 Clearing.

Delete subsection (d) and add 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.

(e) 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.

201.06 Disposal.

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

All merchantable timber within the 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.

203.05 Disposing of Material.

Add the following:

(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.

204 - Excavation and Embankment

204.06 Roadway Excavation.

Add the following:

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 in the roadway unless specifically included in the slash treatment method.

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 frozen material, snow, or ice into the embankment. Do not place frozen material, snow or ice in a manner to cause damage.

204.06 Roadway Excavation

(b) Rock Cuts.

Add the following:

When blasting rock, use blasting methods according to Subsection 205.08

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

204.11 Compaction.

Delete this section and replace it with the following:

Compact to 95% of maximum density. Determine maximum density according to AASHTO T 99. Measure in place density according to AASHTO T 238.

204.13 Sloping, Shaping, and Finishing.

(a) Sloping.

Add the following:

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

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. Bring low sections, holes, cracks, or depressions to grade with suitable material. Maintain proper ditch drainage.

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.

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.

Add Table 204-2—Construction Tolerances:

Use Construction Tolerance A for this project.

Table 204- 2- Construction tolerances.

Tolerance Class(a)

Subgrade elevation

(ft)

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.

205 - Rock Blasting

205.03. Add the following:

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

205.03. Add the following:

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

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 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.

209 - Structure Excavation and Backfill

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.

(b) Pipe culverts.

(1) Pipe culverts with compacted backfill.

Add the following:

On each side of the pipe, place an area of compacted material at least as wide as the diameter of the pipe. Compact the backfill without damaging or displacing the pipe. Complete the backfilling of the trench with suitable material.

209.10 Backfill.

(a) General.

Add the following:

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.

209.11 Compacting.

Delete the subsection and add the following:

Compact backfill using designated compaction method 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 Requirements

Add the following:

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

Backfill Material Compaction Sampling Frequency: Change to 1 per lift.

251 - Riprap

251.07 Acceptance.

Replace the first sentence with the following:

There are no testing and sampling requirements for riprap on this project.

251.08 Measurement.

Replace with the following:

Do not measure riprap separately.

251.09 Payment.

Replace with the following:

Riprap is not paid separately. Include the cost of placing one site rock as riprap in the price bid for other items in the contract.

Section 255. Mechanically-Stabilized Earth Walls

Delete section 255 in its entirety and replace with the following:

Description

255.01

This work shall consist of furnishing, assembling, and filling woven wire mesh soil reinforcement units used in Mechanical Stabilized Earth (MSE) structures, as specified in the contract documents in conformity with the dimensions, lines and grades shown on the plans, and as approved determined by the CO. Work elements will consist of MSE wall embankment excavation, placement of gabion faced MSE wall units with wire reinforcements, backfilling gabion baskets and placing Select Backfill to grade. Work will also require allowing public vehicular traffic through the construction zone at specified intervals according to Section 156. Work requires control of rockfall and maintaining safe working conditions during excavation and backfill operations. A geotechnical report has been prepared and may be provided at request. The report is not part of the Contract Documents but is available as information to perspective bidders. Perspective bidders are encouraged to perform their own investigation as required to assess site conditions and excavation requirements for the project.

Materials

255.02 Gabion wall units

Gabion faced MSE wall units to consist of Terramesh( System components as manufactured by MACAFERRI or equivalent components. Proof of equivalency requires submittal of industry standard stability calculations for MSE wall design using proposed equivalent system units. Submittal to be signed and stamped by a Professional Engineer registered in the State of Montana.

255.02.1 Woven Mesh

255.02.1.1 Wire:

All tests on the mesh and lacing wire must be performed prior to manufacturing the mesh.

Tensile strength: the wire used for the manufacturing of Terramesh( System and the lacing wire shall have a maximum tensile strength of 75,000psi (515 MPa), in accordance with ASTM A641-97.

Elongation: the test must be carried out on a sample at least 12 in. (30 cm) long. Elongation shall not be less than 12%, in accordance with ASTM A370-92.

Zinc coating: minimum quantities of zinc according to ASTM A641-97, Class III soft temper coating.

Adhesion of zinc coating: the adhesion of the zinc coating to the wire shall be such that, when the wire is wrapped six turns around a mandrel having four times the diameter of the wire, it does not flake or crack when rubbing it with the bare fingers, in accordance with ASTM A641-97.

255.02.1.2 PVC (Polyvinyl Chloride) Coating

Specific density: 81-84 pcf (1.30x103-1.35x103 kg/m3,) in accordance with ASTM D792;

Hardness: between 50 and 60 Shore D, according to ASTM D 2240;

Tensile strength: not less than 2,985 psi (20.6 MPa), according to ASTM D412-98;

Modulus of elasticity: not less than 2,700 psi (18.6 MPa), according to ASTM D412-98;

Abrasion resistance: the percentage of the weight loss shall be less than 12%, according to ASTM D1242-92.

Creeping corrosion: max. penetration of corrosion of the wire from a square cut end shall be less than 1 in. (25 mm) when the specimen has been immersed for 2,000 hrs in a 5% solution HCl (hydrochloric acid 12 Be).

The accelerated aging tests are:

Salt spray test: test period 3,000 hours, test method ASTM B117-94;

Exposure to UV rays: test period 3,000 hours at 145°F (63°C), test method ASTM D1499-92a and ASTM G23-93 apparatus Type E;

Brittleness temperature: no higher than 15°F (- 9°C), or lower temperature when specified by the purchaser, when tested in accordance with ASTM D746.

The properties after aging tests shall be as follows:

Appearance of coated mesh: no cracking, stripping or air bubbles, and no appreciable variation in color;

Specific Gravity: variations shall not exceed 6%;

Hardness: variations shall not exceed 10%;

Tensile strength: variations shall not exceed 25%;

Modulus of elasticity: variations shall not exceed 25%;

Abrasion resistance: variations shall not exceed 10%;

255.02.1.3 Galvanized and PVC coated wire mesh (8 x 10 mesh type):

PVC coating thickness: Nominal – 0.02 in (0.5 mm), Minimum – 0.015 in (0.38 mm) Mesh Wire: Diameter – 0.106 inch (2.70 mm) internal, 0.146 inch (3.70 mm) external

Selvedge Wire: Diameter – 0.134 inch (3.40 mm) internal, 0.174 inch (4.40 mm) external

Mesh Opening: Nominal Dimension D = 3.25 inches (82.55mm), as per Fig. 1.

255.02.1.4 Galvanized and PVC coated lacing wire and internal connecting wires. (Connecting wires are used in gabion style baskets on exterior of structure):

PVC coating thickness: Nominal – 0.02 inch (0.5 mm), Minimum – 0.015 inch (0.38 mm) Lacing wire: Diameter – 0.087 inch (2.20 mm) internal, 0.127 inch (3.20 mm) external

Stiffener wire: Diameter - 0.087 inch (2.20 mm) internal, 0.127 inch (3.20 mm) external

The procedure for using lacing wire consists of cutting a sufficient length of wire (+/- 3 ft) (+/- 1m), and first looping and/or twisting the lacing wire to the wire mesh. Proceed to lace with alternating double and single loops through every mesh opening approximately every 6 inches (150 mm), pulling each loop tight and finally securing the end of the lacing wire to the wire mesh by looping and/or twisting.

255.02.1.5 Spenax Fasteners (Overlapping Fasteners):

Overlapping stainless steel fasteners may be used in lieu of lacing wire for basket assembly and installation. The spacing of the fasteners during all phases of assembly and installation shall be in accordance with spacing based on 1,200 lbs (544.31 kg). pull apart resistance for PVC coated mesh and with a nominal spacing of 4 inches (100 mm), and not to exceed 6 inches (150 mm).

Stainless steel Fasteners: diameter: 0.120 inch (3.05 mm), according to ASTM A313, Type 302, Class I. Tensile strength: 222,000 to 253,000 psi (156 – 178 kg/mm2) in accordance with ASTM A313-92.

Proper installation of rings: A properly formed Spenax fastener shall have a nominal overlap of one (1) inch after closure (Fig. 2).

255.02.2 Tolerances

Wire:

Zinc coating, in accordance with ASTM A641-97, Class III soft temper coating.

Terramesh unit: ± 5 % on the length, width, and height.

Mesh opening: Tolerances on the hexagonal, double twisted wire mesh opening shall not exceed ± 10% on the nominal dimension D values (see Fig.1):

255.02.3 Fabrication Terramesh( System shall be manufactured with all components mechanically connected at the production facility. The external face, reinforcing panel, and lid of the Terramesh( shall be woven into a single unit. The ends, back, and diaphragm shall be factory connected to the base. All perimeter edges of the mesh forming the basket shall be selvedged with wire having a larger diameter.

The facing element of a Terramesh( unit is divided into two cells by means of a diaphragm positioned at approximately 3-ft (1 m) centers. The diaphragm shall be secured in position to the base so that no additional lacing is necessary at the job-site.

Fig. 3

255.02.4 Rock

Rock for the facing section of gabion units shall be hard, angular to round, durable and of such quality that they shall not disintegrate on exposure to water or weathering during the life of the structure, in accordance with ASTM D6711. The rocks shall range between 4 inches (100 mm) and 8 inches (200 mm). Each range of sizes may allow for a variation of 5% oversize rock by number of particles, or 5% undersize rock by number of particles, or both. The size of any oversize rock shall allow for the placement of minimum of three layers of rock must be achieved when filling the 3 feet (1 m) high units and a minimum of two layers for the 1.5 feet (0.50 m) high units.

255.02.5 MSE Wall Select Backfill

Mechanically stabilized earth structures shall be made of a good quality, well graded, free draining, and granular material. Backfill to consist of the following gradation or approved alternate:

Select Granular Backfill Gradation

Submittal: Submitt laboratory test results conforming to Table 255-07

255.02.6 Geotextile & Drain Pipe

Place perforated 6” diameter corrugated drain pipe with washed drain rock along base of gabions. Extend drains to daylight every 50 feet for free draining system. Washed drain rock shall be placed 1 ft around drain pipe to ensure proper drainage.

Geotextile to be utilized between Gabion Baskets and MSE wall backfill shall be a Non-woven drainage geotextile conforming to the following specification:

Permittivity

1.7 Gal/min/ft2 Sec-1

U.S. Sieve Number

All property values, with the exception of apparent opening size (AOS), in these specifications represent minimum average roll values in the weakest principal direction (i.e., average test results of any roll in a lot sampled for conformance or quality assurance testing shall meet or exceed the specified values). Values for AOS represent maximum average roll values.

Elevate and protect rolls with a waterproof cover if stored outdoors. When using a geotextile for a permanent installation, limit the geotextile exposure to ultraviolet radiation to less than 10 days.

Submittal: Prior to acceptance Contractor to Submitt manufactures conformance report providing MARV’S and sample of proposed material.

Construction Requirements

255.03 General.

Survey according to Section 152, and verify the limits of the wall installation. Prepare and submit proposed wall construction and traffic control plan to COR prior to proceeding. Prepare and submit installation drawings according to Subsection 104.03. Excavate for wall placement according to 255.04. Place gabions faced system units according to 255.05. Placement of gabion units requires mandatory site visit by gabion wall system Manufactures representative; one visit at the onset of basket placement and one visit at at 40% completion of construction of the MSE wall. Backfill according to 255.06. Grade the foundation for a width equal to the length of reinforcing elements plus 18 inches. Where the wall is set on a rocky foundation, place 6 inches of select granular backfill under the reinforcing mesh or strips.

255.04 Excavation.

Excavate to limits and grades as shown on the plans and MSE wall excavation details (Sheet D-10). Excavation may consist of removal of large boulders and possible blasting of large boulders. Blasting to be performed according to Section 205. At Contractors choice, excavated material may be processed to specified gradations and utilized for select backfill for MSE wall and gabion basket fill. Excess or oversized material to be wasted at designated waste rock area approximately 0.2 miles from site. Contractor responsible to perform investigations as required for determining processing requirements of excavated material. If bedrock is encountered prior to achieving excavation limits, limits of gabion baskets and reinforment lengths to be assessed by the Engineer and adjusted accordingly. Foundation conditions to be assessed by Registered Professional Geotechncial Engineer. Minimum reinforcement embedment lengths are shown in table 255.04-1. Reinforcement lengths may be shortened as approved by Geotechnical Engineer by cutting or folding as specified according to 255.03.9.

Table 255.04-1

*Minimum Embedment lengths

Wall Height

(ft) Minimum embedment length (ft)

*Minimum lengths to be confirmed after analysis by Geotechnical Engineer

When excavation is complete, foundation conditions to be inspected and approved by geotechnical engineer as to the character and suitability of the foundation material prior to placement of baskets and backfill. The foundation shall provide a firm foundation of uniform density throughout its length and width.

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.

255.05 Gabion wall unit placement

255.05.1 General

Gabion wall system components to be constructed as specified and in accordance to the manufacture recomendations. Placement of gabion units requires mandatory site visits by gabion wall system manufacture’s representative; one visit at the onset of basket placement and one visit at 40% completion of the MSE wall. Partial payment for MSE wall construction to be withheld until initial site visit by Manufacture’s representative is complete.

255.05.2 Assembly

System units are supplied folded flat and packed in bundles. The facing section of the units are assembled individually by erecting the sides, back, ends, and diaphragm, ensuring that all panels are in the correct position, and the tops of all sides are satisfactorily aligned. The four corners of the basket shall be connected first, followed by the internal diaphragm to the outside walls. All connections shall be made using lacing wire or ring fasteners as previously described in Section 255.02.1.4 and Section 255.02.1.5. The use of ring fasteners shall be done in accordance with the manufacturer’s recommendations as specified in Section 255.02.1.5.

Following assembly of the facing section the reinforcing panel shall be unfolded to the required length and the shipping folds removed. They can be removed by placing the fold over a 2 inches x 4 inches (50.8 cm x 10.16 cm) board and walking along the sides.

255.05.3 Installation

Prior to installing the assembled units, the foundation on which the units are to be placed shall be cut or filled and graded to the lines and grades shown on the construction drawings. Surface irregularities, loose material, and vegetation shall be removed during the preparation of the foundation.

The units are carried to their final position and connected with the adjoining empty units along the vertical and top edges of their contact surfaces using the same connecting procedure(s) described in Section 255.05.2. Whenever a structure requires more than one layer of units, the upper layer shall be connected to the top of the lower layer along the front and back edges of the contact surface using the same connecting procedure(s) described in Section 255.05.2. In the same manner, interconnect each vertical layer of baskets to the underlying layer of baskets along the front, back, and sides. Stagger the vertical joints between baskets of adjacent rows and layers by at least one cell length.

255.05.4 Filling of the Facing Section

The facing section shall be filled with rock as specified in Section 255.02.4. During the filling operation some manual stone placement is required to minimize voids. For vertical or near vertical structures the exterior of the basket to be carefully hand placed to give a neat, flat, and compact appearance. Care shall be taken when placing fill material to assure that the sheathing on the PVC coated baskets will not be damaged.

The cells shall be filled in stages so that local deformation may be avoided. That is, at no time shall any cell be filled to a depth exceeding 1-ft (0.30 m) higher than the adjoining cell. It is also recommended to slightly overfill the baskets to allow for settlement of the rock.

255.05.5 Internal Connecting Wires

Internal connecting wires should be used when a structure requires layers of System to be stacked on top of each other.