Special project specification.doc

SPECIAL PROJECT SPECIFICATION

SECTION 104 - MAINTENANCE FOR TRAFFIC

104.01 ROADS TO BE CONSTRUCTED.

Contractor may close the following existing roads to all but emergency traffic in accordance with the following requirements:

Road

Maximum Time

Special

Number

Length of Closure

Requirements

40N51 May be closed for duration of project Traffic control devices shall be inplace during construction signs shall meet MUTCD and be in place as directed by the engineer

104.02 USE OF ROADS BY CONTRACTOR.

Contractor shall abate dust on all roads used for hauling construction materials to promote safe use of said roads and to prevent excessive loss of road material.

If water is used for dust abatement, complete abatement once for each hauling day shall satisfy this requirement; except that if hauling exceeds 10 loads per day, water shall be applied to dusting roads continuously while hauling. Other products suitable for dust abatement may be used when authorized by the Engineer.

If other major users are using roads simultaneously with Contractor, Contractor and said users shall agree on a maintenance plan and arrangements for accomplishing the work. This plan shall be submitted by Contractor and approved by the Engineer. If Contractor cannot agree with other users, Forest Service will direct Contractor to perform his share of the work, as determined by the Engineer.

R5-5 104-1

5/89

SECTION 601A - MOBILIZATION

DESCRIPTION

601.01A WORK. This work consists of moving personnel, equipment, material, and incidentals to the project and performing all work necessary before beginning work at the project site. Mobilization includes the obtaining of permits, insurance, and bonds.

Cleaning of Equipment for Noxious Weeds. To prevent the spread of noxious weeds on National Forest Land, Contractor shall ensure that all equipment moved onto National Forest Land is free of soil, seeds, vegetative matter or other debris that could contain or hold seeds. Contractor shall employ steam cleaning or use of a high pressure hose to ensure compliance with the terms of this specification, and shall notify Forest Service prior to moving each piece of equipment onto National Forest land. Notification will include identifying the location of the equipment's most recent operations. Upon request of Forest Service, arrangements will be made for Forest Service to inspect each piece of equipment prior to it being placed into service If the Engineer determines that noxious weeds are present in a project, cleaning may also be required before moving between work areas within the same project.

Contractor shall certify, in writing, compliance with the terms of this specification prior to each start-up of operations. Measures taken to ensure compliance for equipment present at start-up, and planned to be taken for equipment to be moved in later, will be identified in the certification. For the purposes of this specification, "equipment" includes all machinery except for log trucks, chip vans, pickup trucks, cars, or other vehicles used to transport personnel on a daily basis.

Cleaning of Equipment for Port-Orford-Cedar. To prevent the spread of Phytophora lateralis root rot in Port-Orford-cedar, Contractor shall clean before use on Project Area any vehicles or equipment from the natural range of Port-Orford-cedar in Oregon or the Smith River drainage in California or Bluff Cr. drainage on the Six rivers N.F. Cleaning shall consist of the removal of soil by steam cleaning or use of a high pressure hose. Cleaning shall be inspected and approved by the Forest Service.

MEASUREMENT

601.02A METHOD. Mobilization will be measured by the lump sum.

PAYMENT

601.03A BASIS. The accepted quantity, measured as provided above, will be paid at the contract price per unit of measurement for the pay item listed below that is shown in the schedule of items. Payment will be full compensation for the work prescribed in this Section.

The mobilization lump sum will be paid as follows:

(a) Bond premiums will be reimbursed after receipt of the evidence of payment.

(b) 50% of the lump sum, not to exceed 5% of the original contract amount, will be paid following completion of 5% of the original contract amount not including mobilization and bond premiums.

(c) Payment of the remaining portion of the lump sum, up to 10% of the original contract amount, will be paid following completion of 10% of the original contract amount not including mobilization and bond premiums.

(d) Any portion of the lump sum in excess of 10% of the original contract amount will be paid after final acceptance.

Payment will be made under:

Pay Item

Pay Unit 601A (01) Mobilization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . L.S.

R5-5

4/2000

601A-1

SPECIAL PROJECT SPECIFICATIONS

SECTION 603 - METAL PIPE:

603.06 JOINING PIPES.

Add to the last sentence of the first paragraph:

"...,or as otherwise SHOWN ON THE DRAWINGS."

603.10. METHOD.

Delete the second paragraph and substitute:

Except where otherwise SHOWN ON THE DRAWINGS, excavation for pipe installation will be considered incidental to the work of installing metal pipe, and will not be measured or paid for separately.

R5

9/89

SECTION 605A - PREFABRICATED UNDERDRAIN

DESCRIPTION

605A.01 WORK

This work consists of furnishing and installing, or installing only, prefabricated underdrains using geotextile and drain core.

MATERIALS

605A.02 REQUIREMENTS

The prefabricated drain assembly shall have a drain core with both sides wrapped in nonwoven geotextile with provisions for insertion of perforated corrugated polyethylene pipe. The nonwoven geotextile shall completely encase and shall be securely fastened around the pipe. The nonwoven geotextile shall meet the physical requirements of Section 720, Table 720-1 for "Separation", except for the following:

Elongation at Failure less than or equal

ASTM D1682

to 80 percent

The drain core shall provide, from both faces, continuous open channels that allow water flow parallel to the plane of the core. Under a lateral stress of one ton per square foot the core drainage system shall carry a minimum of one gallon per minute per linear foot of drainage assembly.

During shipment and storage, the prefabricated drain assembly shall be wrapped in burlap or similar heavy-duty protective covering. The storage area shall provide protection from mud, dirt, dust, debris and direct sunlight.

CONSTRUCTION

605A.03 TRENCHES

Trenches shall be excavated to the dimensions and grades SHOWN ON THE DRAWINGS and as adjusted to meet field conditions. The trench walls shall be free of all protruding rocks greater than three inches and roots. The surface to receive the prefabricated drain assembly shall be prepared so that it has a uniform surface. Excavated material from the trenches covered in this section shall be utilized or disposed of as SHOWN ON THE DRAWINGS.

605A.04 INSTALLATION

The prefabricated drain shall be installed in accordance with the manufacturer's directions and as SHOWN ON THE DRAWINGS. No backfill shall be placed until the installation has been inspected and approved by the Engineer. When backfilling, care shall be taken to not damage the prefabricated drain. Rocks larger than three inches shall not be placed closer than six inches from the prefabricated drain. Backfill shall be compacted to at least 85 percent of maximum density except for the top foot above the prefabricated drain which shall be compacted to at least 95 percent of maximum density as determined by AASHTO T-99, Method C or D.

R5-5 605A-1

5/98

SECTION 605A - PREFABRICATED UNDER DRAIN

Select material shall be placed adjacent to and in contact with prefabricated drain. Select material shall be granular and contain no rocks larger than three inches.

The minimum overlap at adjoining sheets both horizontally and vertically shall be six inches for drain core and one foot for geotextile. When making a horizontal lap, the geotextile shall be removed to expose both plastic fins, the fins overlapped and the geotextile placed back over the fins and fastened together.

Couplers, tees, crosses and other fittings shall be joined securely with the pipe and prevented from coming apart by at least one complete wrap of two inch wide duct tape at each joint. Any portion of the prefabricated drain damaged during installation shall be removed and replaced.

605A.05 DRAIN OUTLETS

Trenches for drain outlets shall be excavated to the width and depth SHOWN ON THE DRAWINGS and adjusted to meet field conditions. Pipe shall be laid in the trench with all ends firmly joined.

605A.06 OUTLET BACKFILL

The Contractor shall obtain the Engineer's approval of the Drain Outlet installation prior to placing backfill in accordance with Subsection 603B.06, Method A.

MEASUREMENT

605A.07 METHOD

The method of measurement, as described in Section 106, will be DESIGNATED in SCHEDULE OF ITEMS.

Measurement for the square foot of Prefabricated Drain assembly installed shall be made along slope lines. No allowance will be made for laps. Backfill and granular material are incidental to this pay item and will not be paid separately.

605A.08 BASIS

The accepted quantities will be paid for at the contract unit price for each pay item shown in the SCHEDULE OF ITEMS.

Pay Item Pay Unit 605A(01) Prefabricated Drain (includes Geotextile and DrainCore)…………..S.F.

605A(27) Inch, Polyethylene (PE) Drain Pipe, perforated. . . ….... . . . . . . . . . .L.F.

605A(28) Inch, Polyethylene (PE) Drain Pipe, non-perforated. . . . . . . . . . . . . L.F.

605A-1

SPECIAL PROJECT SPECIFICATION

SECTION 613A - REINFORCED SOIL RETAINING WALLS

DESCRIPTION

613A.01 WORK.

This work shall consist of constructing reinforced soil backfill retaining walls using Reinforced Earth (trademark - Reinforced Earth Corporation), Retained Earth (trademark - VSL Corporation), Welded Wire Mesh (trademark - Hilfiker Company), or other system approved by the Engineer.

The wall system to be used shall be optional with the contractor, subject to the requirements of this specification.

613A.02 WALL SYSTEM.

Six sets of computations, specifications, and drawings shall be submitted by the contractor to the Engineer at least 21 days before preparation of wall materials.

The contractor's submittal shall include:

(a) Engineering computations for design of footings and structural members, based on soils information SHOWN ON THE FOREST SERVICE DRAWINGS.

(b) Specifications for all materials to be incorporated into the work, for the methods to be employed in the construction of walls, for construction tolerances, and for compaction of foundations and backfill material.

(c) Drawings defining locations and sizes of wall footings, facing elements, soil reinforcements, the arrangement of components in the completed wall, and details of connections.

Construction of walls shall not start until these submittals have been approved by the Engineer.

MATERIALS

613A.03 CONCRETE, REINFORCING STEEL, WIRE, AND CONNECTIONS.

Materials will be approved by the Engineer in accordance with Subsection 613A.02.

613A.04 SELECT GRANULAR BACKFILL MATERIAL.

All backfill material used in the structure volume shall be free of organic or otherwise deleterious materials and shall meet the following gradation limits as determined by AASHTO T 27:

Sieve Size

Percent Passing

6 inches

3 inches

100 - 75

No. 200

0 - 15

613A-1

This material shall exhibit an angle of internal friction of not less than 25 degrees as determined by standard triaxial or direct shear testing methods. Material pH shall be greater than 4.5 and less than 9.5.

Material meeting the above specifications shall be obtained from sources SHOWN ON THE DRAWINGS.

613A.05 CERTIFICATION.

The contractor or supplier shall furnish a copy of all test results and a Certificate of Compliance confirming that the materials comply with the applicable contract specifications. Approval will be based on the Certificate of Compliance, accompanying test results, and inspection by the Engineeer.

CONSTRUCTION REQUIREMENTS

613A.06 WALL EXCAVATION.

Excavation shall be in accordance with the requirements of Section 206 and the limits and construction stages SHOWN ON THE DRAWINGS.

613A.07 FOUNDATION PREPARATION.

The foundation for the structure shall be graded level for a width equal to or exceeding the length of soil reinforcing material, or as SHOWN ON THE DRAWINGS. In situ, or compacted density of the foundation soil shall be as specified in the design submittals in accordance with Section 613A.02.

Leveling footings, if any, shall be constructed as shown on the shop drawings.

613A.08 WALL ERECTION.

Wall erection shall be in accordance with the procedures, specifications, tolerances, and shop drawings approved by the Engineer according to Subsection 613A.02.

613A.09 WALL BACKFILL.

Backfill placement shall closely follow the erection of each wall facing lift. Soil reinforcement shall be placed as shown in the shop drawings. Backfill compaction shall be accomplished without displacement or distortion of soil reinforcements or wall facing elements. Compaction within three feet of the wall face shall be achieved by light mechanical tampers.

MEASUREMENT

613A.10 METHOD.

The method of measurement, as described in Section 106, will be DESIGNATED IN THE SCHEDULE OF ITEMS.

PAYMENT

613A.11 BASIS.

The accepted quantities will be paid for at the contract unit price for each pay item shown in the

SCHEDULE OF ITEMS.

Pay Item

Pay Unit

613A(01) Reinforced Soil Retaining Wall--Front face. . . . . . . .Square Foot

613A(02) Select Granular Backfill . . . . . . . . . . . . . . . . . . . . . .Cubic Yard

SECTION 613D – REINFORCED EMBANKMENT

DESCRIPTION

613D.01 WORK

This work shall consist of furnishing and installing a geosynthetic reinforced embankment, constructed in accordance with these specifications and in conformance with the lines, grades, design and dimensions SHOWN ON THE DRAWINGS or DESIGNATED ON THE GROUND.

MATERIALS

613D.02 FABRIC ACCEPTANC TESTS AND REQUIREMENTS

Fabric material shall be nonwoven needle-punched geotextile. The fabric shall have the certifiable minimum average values requirements shown in Table 613D-1. The properties will be determined in accordance with the test procedures shown in Table 613D-1 for each mill run or manufacturing lot for the fabric shipped to the site.

The contractor shall furnish the Engineer, in duplicate, a mill certificate of affidavit signed by a legally authorized official from the company manufacturing the cloth. The mill certificate of affidavit shall attest that the cloth has been tested and meets the chemical, physical, manufacturing, and testing requirements stated in this specification. A sample of 5 square yards of the fabric shall be furnished to the Engineer from each fabric roll for verification testing. The samples shall be labeled with the lot and batch number, date of sampling, project number, specifications, manufacturer, and project name.

Table 613D – 1 – Physical and Mechanical Properties for Fabric

MIN. AVE. VALUE

Roll Width (ft)

12.0

613D

SPECIAL PROJECT SPECIFICATION

SECTION 613D – REINFORCED EMBANKMENT

613D.03 GEOGRID ACCEPTANCE TESTS AND REQUIREMENTS

The geogrid shall be a regular network of integrally connected tensile elements with aperture geometry sufficient to permit significant mechanical interlock with the surrounding soil or rock. The geogrid structure shall be dimensionally stable and able to retain its geometry under construction stresses and shall have a high resistance to damage during construction, to ultraviolet degradation, and to all forms of chemical and biological degradation encountered in the soil being reinforced.

The contractor shall furnish the Engineer, in duplicate, a mill certificate of affidavit signed by a legally authorized official from the company manufacturing the geogrid. The mill certificate of affidavit shall attest that the geogrid has been tested and meets the chemical, physical, manufacturing, and testing requirements stated in the specification. A sample of 5 square yards of the geogrid shall be furnished to the Engineer from each geogrid roll for verification testing. The samples shall be labeled with the lot and batch number, date of sampling, project number, specifications, manufacturer, and project name.

The geogrid should possess the design properties listed in the table below.

Table 613D-3 – Geogrid Design Properties

This specification fits Miragrid 2XT geogrid or equivalent

613D.04 EXCAVATION AND EMBANKMENT

Excavation shall be in accordance with SECTION 206. Embankment fill shall be in accordance with SECTION 203 using local or on-site material, unless otherwise SHOW ON THE DRAWINGS. Excavated material shall be utilized or disposed of as SHOWN ON THE DRAWINGS, or as directed by the Engineer.

The Contractor shall notify the Engineer sufficiently in advance of the beginning of any clearing, grubbing, or excavation so that cross-sectional elevations and measurements may be taken of the undisturbed ground. The natural ground adjacent to the embankment shall not be disturbed unless authorized by the Engineer.

SPECIAL PROJECT SPECIFICATION

SECTION 613D – REINFORCED EMBANKMENT

Prior to starting excavation operation in any area, all necessary clearing and grubbing in that area shall have been performed in accordance with SECTION 201. Boulders, logs, and any other objectionable material encountered in excavation shall be removed.

The embankment foundation shall be excavated to the lines and grades or elevation SHOWN ON THE DRAWINGS or DESIGNATED ON THE GROUND.

After excavation is completed, the Contractor shall notify the Engineer to that effect and no part of the embankment shall be placed until the Engineer has approved the depth of the excavation and the character of the foundation material in writing.

CONSTRUCTION

613D.05 FOUNDATION PREPARATION

The foundation for the embankment shall be graded level for a width equal to or exceeding the length of the soil reinforcing material or as SHOWN ON THE DRAWINGS. When foundation material is natural earth, the top one foot for a width equal to or exceeding the length of soil reinforcing material or as SHOWN ON THE DRAWINGS, shall be compacted to 95 percent of the maximum density as determined by AASHTO T-180, Method C or D. The foundation shall be approved in writing by the Engineer before placement of any reinforcing material or backfill.

613D.06 GENERAL

Construction of the reinforced embankment shall begin at the lowest portion of the excavation. Layers of geosynthetic and embankment fill material shall be placed horizontally as SHOWN ON THE DRAWINGS. Each layer shall be completed before the next layer is started. The construction sequence and procedure for installation of the reinforcing material shall conform to the manufacturer’s recommendations.

613D.07 GEOTEXTILE PLACEMENT

The geotextile shall be placed with no wrinkles or folds and manually pulled taut prior to drain rock placement. Fabric splices transverse to the wall will be allowed provided the minimum overlap is 2 feet. Fabric splices longitudinal to the wall face will not be allowed. Displacement of the geotextile shall be prevented. The geotextile shall be secured in accordance with the requirements of SUBSECTION 720.04, as needed.

613D.08 GEOGRID PLACEMENT

The geogrid shall be installed in accordance with the manufacturer’s recommendations or as SHOWN ON THE DRAWINGS. Geogrid splices longitudinal to the wall face will not be allowed. The roll direction of the geogrid should be laid in the direction of main reinforcement. The contractor shall be responsible for correct orientation. The geogrid shall be placed within the layers of the compacted soil as shown on the plans or as directed by the Engineer.

SPECIAL PROJECT SPECIFICATION

SECTION 613D – REINFORCED EMBANKMENT

613D.09 EMBANKMENT PLACEMENT

The embankment fill material shall be placed and spread on the geosynthetic by methods that will not cause damage to the geosynthetic. Compaction equipment shall be operated over the full width of each layer until at least 95 percent of ASSHTO T-99, Method C or D, compaction is attained.

A minimum cover of 12 inches shall be maintained at all times between the hauling and spreading equipment and the geotextile. No layer shall exceed 12 inches before compaction.

A borrow site has been designated as SHOWN ON THE DRAWINGS in the event that there is not enough onsite material to complete the embankment.

613D.10 Maximum Particle Size.

Maximum size of rock particles incorporated into the embankment shall be 8 inches. Oversize particles shall be broken to suitable size and utilized in the embankment or moved to locations approved by the Engineer.

613D.11 Geosynthetic Repair.

Any damaged Geosynthetic shall be repaired or replaced as directed by the Engineer before any additional work will be allowed.

613D.12 CONSTRUCTION TOLERANCES

Embankments shall be constructed to tolerances SHOWN ON THE DRAWINGS, in accordance with SECTION 203.16. Geosynthetic shall be placed in layers spaced as SHOWN ON THE DRAWINGS, plus or minus 3 inches. Spacing of consecutive layers shall not be consistently greater than the specified spacing. Lengths and widths of geosynthetic shall be SHOWN ON THE DRAWINGS, plus or minus 0.5 feet. The base of the excavation shall be completed to within +6 inches of the staked elevations unless directed by the Engineer.

MEASUREMENT

613D.13 METHOD

The method of measurement, as described in SECTION 106, will be designated in the SCHEDULE OF ITEMS.

Geosynthetics, when paid separately, will be measured by the square yard utilized, including overlap.

SPECIAL PROJECT SPECIFICATION

SECTION 613D – REINFORCED EMBANKMENT

PAYMENT

613D.14 BASIS

The accepted quantities will be paid for at the contract unit price for each pay item shown in the SCHEDULE OF ITEMS

PAY ITEM

PAY UNIT

613D(01) Reinforced Embankment C. Y.

613D(02) Geotextile S. Y.

613D(03) Geogrid S. Y.

SECTION 625 - SEEDING AND MULCHING is revised as follows:

625.03 SEEDING SEASONS. Unless approved otherwise, the normal seasonal date for seeding is:

September 1 to October 15

625.05 APPLICATION METHODS FOR SEED, FERTILIZER, AND LIMESTONE. Delete the first paragraph and substitute the following:

Material shall be placed by the method(s) shown in the SCHEDULE OF ITEMS.

(a) Hydraulic Method. Delete the first sentence and substitute the following:

The seed and fertilizer shall be mixed with water to produce a slurry and then applied under pressure at the following rates.

1. Fertilizer - Ammonium phosphate 16-20-0 400 pounds per acre

2. Seed Mixture

Luna pubescent wheatgrass

48 pounds per acre

(Agropyron trichophorum 'Luna')

Crested wheatgrass

12 pounds per acre

Rose clover

18 pounds per acre

(Trifolium hirtum)

TOTAL

78 pounds per acre

(b) Dry Method. Delete the second paragraph and substitute the following:

When vegetative mulch is applied simultaneously with the seed and fertilizer, the seed and fertilizer shall be applied at the rates shown above for the hydraulic method. If vegetative mulch is applied after seeding and fertilizing, the seeding rate can be reduced by half but the fertilizer application rate shall remain the same.

625.06 APPLICATION OF MULCH. Add the following to subparagraph (a):

Vegetative mulch may be applied simultaneously with the seed and fertilizer.

Wood cellulose or grass straw fiber mulch shall be applied at 1500 pounds per acre.

12/03

625-1

Add the following to subparagraph (b):

Mulch shall be Rye or Barley Straw applied at the rate of 3,000 pounds per acre. On slopes one and one half to one and steeper, mechanical methods of mulch anchoring shall not be required provided a "smoothing operation" has not been performed on the constructed fill slope.

Before the straw is obtained, Contractor shall furnish evidence that the mulch has been certified weed-free by the applicable County or State agency. Clearance shall be obtained from the County Agricultural Commissioner prior to the application of mulch to the site.

12/03

625-1

SPECIAL PROJECT SPECIFICATION

SECTION 703 - AGGREGATES

703.06 AGGREGATE FOR BASE OR SURFACE COURSES.

Item (d) Crushed Aggregate:

Change the title from "Crushed Aggregate" to "Crushed Aggregate for Surface Course". Delete "base or" in the first line of the first paragraph, and in the titles of Tables 703-3 and 703-4, and eliminate the entire column of figures and words, titled "Base" under "Requirement" in Table 703-3. In the last item of Table 703-3, "Sand Equivalent", delete "(Alternative Method Number 2)".

Delete "50 percent" in the first and fourth line of the third paragraph and substitute "75 percent".

Add at the end of Subsection 703.06:

(e) Crushed Aggregate for Base Course. Crushed aggregate for base course shall be crushed stone, slag or gravel, and shall be free of organic matter and other deleterious substances. At least 25 percent by weight of the aggregate retained on the No. 4 sieve shall consist of crushed particles having at least one fractured face.

Crushed aggregate for base course shall meet the following quality requirements:

Resistance (R-Value), AASHTO T 190 . . . . . . . . . . . . . . 78 Minimum

Sand Equivalent, AASHTO T 176 . . . . . . . . . . . . . . . . . . 30 Minimum

Durability Index, Coarse and Fine, AASHTO T 210 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 Minimum

Crushed aggregate for base course shall meet the requirements of Table 703-4A below, for the grading shown in the SCHEDULE OF ITEMS.

Table 703-4A.--Crushed aggregate grading requirements for base course

Percent Passing

(AASHTO T 11 AND T 22)

2 inch

1 ½ inch

1 inch

¾ inch

No. 4

No. 30

No. 200

90 - 100

50 - 85

25 - 45

10 - 25

2 - 9

90 - 100

35 - 55

10 - 30

2 - 9

703-3

SECTION 713 - ROADSIDE IMPROVEMENT MATERIALS is revised as follows:

713.04 SEED. Add the following to the second paragraph:

"If the manufacturer's instructions have not been specifically written for California, the rate of innoculation shall be four times that recommended by the manufacturer. In no case shall seed be innoculated more than three weeks before use under SECTION 625."

Add the following:

Seed shall be certified to be free of noxious weeds by the Siskiyou County Agricultural Commissioner.

R5-5

713-1 MARCH 1986

SPECIAL PROJECT SPECIFICATION

SECTION 720 – GEOTEXTILES is revised as follows:

Add the following column to Table 720-1:

(J)

Heavy Riprap, Buttress, And Gabions

Yes

Yes

200 min

35 min

70-100

350 min

120 min

0.25 min

8 min

90 min

720.07 TEST METHODS

Abrasion Resistance. Change ASTM D 1175 to ASTM D 4157 and ASTM D 4158.

Thickness Test. Change ASTM D 1910 to ASTM D 3773-6 and ASTM D 3882-3.

720-1 12/86