Attachment_01_SOW_and_Specs.pdf

Poison Spider Trailhead Access Road Rehabilitation 8/22

STATEMENT OF WORK (SOW) AND TECHNICAL SPECIFICATIONS

FOR

ACCESS ROAD REHABILITATION

AT

POISON SPIDER TRAILHEAD NEAR MOAB, UTAH

AUGUST 2022

SECTION 01009

GENERAL INFORMATION AND REQUIREMENTS

PART 1 - GENERAL

1.1 SUMMARY

Construction shall adhere to the plans, specifications, and this Statement of Work (SOW) unless modified in writing by the Contracting Officer. The Contractor will not be compensated for any modifications unless it receives written authorization from the Contracting Officer to make such modification(s) before performing the work.

A. Description of Work: Contractor shall furnish all labor, equipment, supplies, and materials to perform the following work:

Hauling and placing untreated base course as specified in plans, specifications, and SOW o Material shall conform with requirements of Federal Highways Standard Specifications FP-14 Sections 301 and 703.05 (attached) Contractor shall be responsible for meeting testing requirements of the above section (see FP-14 Table 301-1; attached) o Material shall be graded according to Table 703-2, category D (Base) o Finished gravel shall have a clean, well-graded appearance

Hauling and placing riprap as specified in plans, specifications, and SOW o Contractor may use onsite boulders as riprap material as directed by the Contracting

Officer (CO) or Contracting Officer’s Representative (COR) o Material sourced off-site shall conform with requirements of Federal Highways Standard

Specifications FP-14 Sections 251 and 705.02 (attached) Contractor shall be responsible for meeting testing requirements of the above section (see FP-14 Table 301-1; attached) o Material shall conform with FP-14 Section 703.05 (attached)

Contractor shall be responsible for meeting testing requirements of the above section (see FP-14 Table 251-1; attached) o Material shall be graded according to Table 705-1, Class 3 Install drainage pipe under paleontological trail crossing o Excavate rock as required to place pipe

The following work shall be considered as bid additives.

1. Improving site drainage as specified in plans, specifications, and SOW. Work includes:

a. Ditch excavation

b. Placing riprap in excavated section

2. Replace existing information kiosk in kind

3. Removing damaged fencing at the north side of the access road entrance

Determination of award for any bid additives is at the sole discretion of the CO. Contractor shall furnish all labor, equipment, supplies, and materials to perform any work required by any awarded bid additives.

B. Period of Performance: Performance period for this contract will be 90 days from Notice to Proceed. Payment for this work shall be in accordance with the bid schedule (see below).

C. Place of Performance: Location – Poison Spider Trailhead and trailhead access road, on the east side of Utah, adjacent to State Route 279, 4 miles south of Hwy 95 (10 miles travel southwest of Moab, UT; see attached map). (38°32'0.25"N, 109°36'27.45"W)

D. Access: Site is accessed via Utah State Route 279, a paved road. Contractor may access the site to the extent required to perform this work during normal working hours (Monday-Friday, 7:30 a.m. to 5:00 p.m. excluding Federal holidays). Contractor may stage equipment in trailhead parking lot.

E. Specific Requirements:

a. Safety and Liability: Government assumes no responsibility for injuries or damages suffered by Contractor, its officers, agents, or employees, while engaged in the performance of this Contract. Contractor agrees to take reasonable measures to provide for the safety and security of its own workforce, and for the safety and security of all others present at the work site while engaged in the performance of this Contract. The contractor shall assume any liability for any injury incurred by contractor personnel while working on site. Construction equipment shall be in good working order and shall be operated safely at all times.

b. Site Cleanup and Restoration: The contractor shall ensure the work site and areas around the work site are free of any debris and materials upon completion of work each day, as well as at the completion of the job. Site cleanup also requires raking out any tracks and cleaning any fluid spills from construction vehicles before final inspection. Contractor shall remove and properly dispose of all materials and equipment at the completion of the job.

c. Warranty: The Contractor warrants that the work performed under this Agreement conforms to the contract requirements and is free from any defect in equipment, material, design, finish, or workmanship performed by or the responsibility of the Contractor. This warranty shall continue for a period of two (2) years from the date of final acceptance. The Contractor shall remedy at the Contractor's expense any loss of or damage to the work product when such loss or damage is incurred as the result of Contractor's failure to conform to contract requirements, any defect in materials, design or workmanship, or the result of Contractor's negligence. The Contractor's warranty with respect to a work product being replaced or repaired shall run for a period of one year from the date that such replacement or repair is accepted

d. DOT Coordination: Contractor to coordinate traffic control and permitting, in advance, with the Utah Department of Transportation (UDOT) to determine any special needs regarding traffic control, signage, and flagging. Online permit required. Permit can be found on UDOT’s Encroachment permits page:

https://udot.utah.gov/connect/business/permits/encroachment-permits/.

1.2 QUALITY ASSURANCE

A. Codes and Standards: The work shall comply with codes and standards applicable to each type of work and as listed in the individual sections of these specifications. This Contract incorporates materials, applications, and tests by reference, with the same force and effect as when they were given in full text.

B. Conflict: Where a conflict occurs between reference documents and project specifications, the project specifications shall govern.

1.3 GOVERNMENT-FURNISHED EQUIPMENT AND MATERIALS

A. There are no Government-furnished materials or equipment involved in this work.

1.4 PROJECT/SITE CONDITIONS

A. Field Measurements: Contractor will field-verify locations, measurements, and layout for final placement of untreated base course, fence and rock removal, and drainage features.

B. Environmental Considerations: Contractor shall provide for adequate erosion, air pollution, and excessive noise pollution controls. Contractor shall adhere to all Federal, State, and Local highway load limitations when transporting demolished material.

C. See figures below for illustrations of common site conditions. Images may not represent all pertinent site conditions. Contractor to field-verify all relevant site conditions.

D. Location Map

1.5 SEQUENCING AND SCHEDULING

A. Work Schedule: The schedule shall be submitted at the pre-work conference. As a minimum, the estimated start and completion dates shall be shown in the schedule.

PART 2: PRODUCTS

(There are no applicable requirements.)

PART 3: EXECUTION

3.1 PROJECT MEETINGS

A. Pre-Work Conference:

1. Will be held prior to the start of work. The Contractor will be notified in advance of meeting time, date, and place. The purpose will be to review required work, project drawings and specifications, construction schedules, payroll and payments, and administrative provisions of the Contract.

2. The Contractor, any subcontractors, and the persons responsible for coordination of the work shall be present at the meeting.

B. Final Inspection:

1. To be held at the project site, or as determined by the Contracting Officer.

2. Notify the Contracting Officer in writing at least 2 working days before the completion date so the Government can schedule final inspection.

3. The Contractor’s site superintendent shall be present during this inspection.

4. BLM reserves the right to inspect the construction process to ensure project is built to acceptable standards of quality.

3.2 PREPARATION

A. Work Layout: The Government will identify work locations. The Contractor shall exercise care to prevent any disturbance or damage beyond the work limits.

B. Work Limits: Will be established by the Contracting Officer’s Representative.

PART 4: MEASUREMENT AND PAYMENT

4.1 BID SCHEDULE (BASE BID)

A.

ITEM

NO.

DESCRIPTION UNIT

TOTAL

QTY

UNIT

COST

TOTAL COST

1 Mobilization/Demobilization LS 1 $

Drainage Pipe (18” dia. CMP galvanized;

16 ga. w/ coup) LF 15

3 Riprap TON 240 $

4 Untreated Base Course (3/4”); 9” depth TON 1430 $

TOTAL

(Base) $_____________

BID SCHEDULE (BID ADDITIVES)

B.

ITEM

NO.

DESCRIPTION UNIT

TOTAL

QTY

UNIT

COST

TOTAL COST

1 Ditch Excavation LF 430 $

2 Remove Existing Fencing LS 1 $

3 Replace Existing Information Kiosk LS 1

TOTAL

(Additives) $_____________

4.2 BASIS OF PAYMENT

A. Measurement of pay items shall be as listed in the bid schedules.

END OF SECTION

02370-1

INDEX OF SPECIFICATIONS AND TABLES

FP-14 SECTION 251— RIPRAP

FP-14 TABLE 251-1— SAMPLING, TESTING, AND ACCEPTANCE REQUIREMENTS

FP-14 SECTION 301— UNTREATED AGGREGATE COURSES

FP-14 TABLE 301-1— SAMPLING, TESTING, AND ACCEPTANCE REQUIREMENTS

FP-14 SECTION 703.05—SUBBASE, BASE, AND SURFACE COURSE AGGREGATE

FP-14 TABLE 703-2—TARGET VALUE RANGES FOR SUBBASE AND BASE GRADATION

FP-14 SECTION 705.02—RIPRAP

FP-14 TABLE 705-1—GRADATION REQUIREMENTS FOR RIPRAP

STANDARD

SPECIFICATIONS

FOR CONSTRUCTION OF

ROADS AND BRIDGES

ON FEDERAL HIGHWAY

PROJECTS

FP-14

U.S. Department of Transportation Federal Highway Administration

Federal Lands Highway

DIVISION 250

SLOPE REINFORCEMENT

AND RETAINING WALLS

Section 251

Section 251. — RIPRAP

Description

251.01 This work consists of furnishing and placing riprap for bank protection, slope protection, drainage structures, and erosion control.

Riprap acceptance methods are designated according to Table 251-1. If no acceptance method is designated, use Method A.

Riprap classes are designated according to Table 705-1.

Geotextile filters are designated according to Table 714-1.

Material

251.02 Conform to the following Subsections:

Geotextile 714.01 Neat hydraulic cement grout 725.13(a)(2) Riprap 705.02

Construction Requirements

251.03 General. Perform the work under Section 209. Dress the slope to produce a smooth surface. If geotextile filter is required, place according to Section 207.

251.04 Placed Riprap. Placed riprap is rock placed on a prepared surface to form a well-graded mass.

Place riprap to its full thickness in one operation to avoid displacing the underlying material. Do not place riprap material by methods that cause segregation or damage to the prepared surface. Place or rearrange individual rocks by mechanical or hand methods to obtain a dense uniform blanket with a reasonably smooth surface.

251.05 Keyed Riprap. Keyed riprap is rock placed on a prepared surface and set into place by impact pressure.

Place rock for keyed riprap according to Subsection 251.04. Set the riprap into place by exerting impact pressure with a hydraulic-powered bucket or an approximate 5000-pound (2000-kilogram) flat-faced mass.

Repeated impacts should be made until the rock is firmly seated and forms a reasonably uniform surface without reducing the effective sizes of the rocks. Do not use impact pressure on riprap below the water surface.

251.06 Grouted Riprap. Grouted riprap is rock placed or keyed on a prepared surface with the voids filled with grout.

Place rock for grouted riprap according to Subsection 251.04 or 251.05. Thoroughly moisten the rocks and wash excess fines from the riprap or to the underside of the riprap. Do not place grout unless the air temperature is at or above 35 °F (1 °C) within the near-surface voids of the riprap. Place the grout in a manner to prevent segregation. Begin placing grout at the lowest elevation of the riprap. Fill voids without unseating the rocks. Do not exceed 5-foot (1.5-meter) thickness for each layer of grouted riprap. Allow 3 days curing time before adding the next layer of riprap and grout. Provide weep holes through the grouted riprap as required. Keep the grouted riprap moist for 3 days after the work is completed and protect it from freezing for at least 7 days after grouting.

251.07 Acceptance. See Table 251-1 for sampling, testing, and acceptance requirements.

Rock for riprap will be evaluated under Subsections 106.02 and 106.04.

Material for grout will be evaluated under Subsections 106.02 and 106.03.

Acceptance Method A riprap construction will be evaluated under Subsection 106.02.

Acceptance Method B riprap construction will be evaluated under Subsections 106.02 and 106.04.

Placing grout will be evaluated under Subsection 106.02.

Geotextile filters will be evaluated under Section 207.

Structure excavation and backfill will be evaluated under Section 209.

Measurement

251.08 Measure the Section 251 pay items listed in the bid schedule according to Subsection 109.02 and the following as applicable:

When measuring riprap by the cubic yard (cubic meter), measure in place.

Payment

251.09 The accepted quantities will be paid at the contract price per unit of measurement for the Section 251 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

Table 251-1 Sampling, Testing, and Acceptance Requirements

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Remarks

Source Riprap

(705.02) Measured and tested for conformance

(106.04 & 105)

Apparent specific gravity & absorption

– AASHTO

T 85

1 per material type

Source of material

Yes Before using in work

Soundness using sodium sulfate

– AASHTO

T 104

LA abrasion – AASHTO T 96

Production Riprap

(705.02) Process control

(153.03) Size

Methods A & B

– See Note (2) 1 per 100 yd3 (80 m3) per Class

In-place " " –

Measured and tested for conformance (106.02 & 106.04)

Gradation(1)

Method B

– FLH

T 521 1 per

1000 yd3 (800 m3) per Class

Stockpile or in-place(3)

No 24 hours

(1) Notify CO at least 7 days before performing test.

(2) Verify riprap class by confirming that the largest accessible rock has an intermediate dimension greater than the upper limit of the D85 size range specified in Table 705-1.

(3) Point of sampling to be approved by CO.

DIVISION 300

AGGREGATE AND BASE

COURSES

Section 301

Section 301. — UNTREATED AGGREGATE COURSES

Description

301.01 This work consists of constructing one or more courses of aggregate on a prepared surface.

Subbase and base aggregate grading is designated according to Table 703-2. Surface course aggregate grading is designated according to Table 703-3.

Material

301.02 Conform to the following Subsections:

Subbase, base, and surface course aggregate 703.05 Water 725.01(c)

Construction Requirements

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

After a representative quantity of aggregate is produced, submit proposed target values for the appropriate sieve sizes along with a representative 300-pound (150-kilogram) sample at least 14 days before incorporating the aggregate into the work.

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

301.04 Mixing and Spreading. Determine the optimum moisture content according to AASHTO T 180, Method D. Mix the aggregate and adjust the moisture content to obtain a uniform mixture with a moisture content within 2 percent of the optimum moisture content. Spread and shape the mixture on the prepared surface in a uniform layer.

Do not place the mixture in a layer exceeding 6 inches (150 millimeters) in compacted thickness. When more than one layer is necessary, compact each layer according to Subsection 301.05 before placing the next layer. Route hauling equipment uniformly over the full width of the surface to minimize rutting or uneven compaction.

301.05 Compacting. Determine the maximum density of the mixture according to AASHTO T 180, Method D.

Compact each layer full width. Roll from the sides to the center, parallel to the centerline of the road.

Along curbs, headers, walls, and places not accessible to the roller, compact the material with approved tampers or compactors.

Compact each layer to at least 95.0 percent of maximum density. Determine the in-place density and moisture content according to AASHTO T 310 or other approved test procedures.

301.06 Surface Tolerance. If grade finishing stakes are required, finish the surface to within ±0.05 feet (±10 millimeters) from staked line and grade elevation.

If grade finishing stakes are not required, shape the surface to the required template and check the surface with a 10-foot (3-meter) straightedge. Defective areas are surface deviations in excess of ½ inch (13 millimeters) in 10 feet (3 meters) between two contacts of the straightedge with the surface.

Correct defective areas by loosening the material, adding or removing material, reshaping, and compacting.

301.07 Maintenance. Maintain the aggregate course to the correct line, grade, and cross-section by blading, watering, rolling, or combination thereof until placement of the next course. Correct defects according to Subsection 301.06.

301.08 Acceptance. See Table 301-1 for sampling, testing, and acceptance requirements; including the category for quality characteristics.

Aggregate gradation and surface course plasticity index will be evaluated under Subsection 106.05. Other aggregate quality properties will be evaluated under Subsections 106.02 and 106.04.

(a) Aggregate gradation. The upper and lower specification limits are equal to the calculated mean of all test results plus or minus the allowable deviations shown in Tables 703-2 and 703-3, except as follows:

(1) If the calculated mean value for a tested sieve exceeds the maximum gradation value shown in Table 703-2 or 703-3, then the upper specification is equal to the maximum gradation value plus the allowable deviation, and the lower specification is equal to the maximum gradation value minus the allowable deviation.

(2) If the calculated mean value for a tested sieve is less than the minimum gradation value shown in Table 703-2 or 703-3, then the upper specification is equal to the minimum gradation value plus the allowable deviation and the lower specification is equal to the minimum gradation value minus the allowable deviation.

(b) Plasticity index. The upper and lower specification limits for surface courses are shown in Subsection 703.05(c)(3).

Construction of untreated aggregate courses will be evaluated under Subsections 106.02 and 106.04.

Measurement

301.09 Measure the Section 301 pay items listed in the bid schedule according to Subsection 109.02 and the following as applicable:

When measuring aggregate by the cubic yard (cubic meter), measure in place.

When measuring aggregate by the square yard (square meter), measure the length horizontally along the centerline of the roadway. Measure the width horizontally to include the top of aggregate width, including designed widenings.

Payment

301.10 The accepted quantities will be paid at the contract price per unit of measurement adjusted according to Subsection 106.05 for the Section 301 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

Table 301-1 Sampling, Testing, and Acceptance Requirements

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Remarks

Source Aggregate quality (703.05(a)

(b) (c))

Measured and tested for conformance (106.04 & 105)

LA abrasion (coarse)

− AASHTO

T 96

1 per type & source of material

Source of material

Yes Before using in work

Not required when using

Government-provided sources

Soundness using sodium sulfate (coarse & fine)

− AASHTO

T 104

Fractured faces

− ASTM

D5821

Liquid limit − AASHTO R58 & T 89, Method A

Surface course aggregate

(703.05(c))

" Plasticity index − AASHTO R 58, T 89, & T 90

" Crusher belt or after processing

Table 301-1 (continued) Sampling, Testing, and Acceptance Requirements

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Remarks

Source (continued) Subbase, base, or surface course aggregate (703.05(b) (c))

Process control

(153.03)

Gradation − AASHTO T 11 & T27

2 per day per stockpile (minimum)

Crusher belt

No 24 hours

Not required when using a pre-crushed commercial source Fractured faces − ASTM

D5821

Surface course aggregate

(703.05(c))

" Plasticity index − AASHTO R 58, T 89, & T 90

" Crusher belt or after processing

Production Subbase course

Grading A & B

Statistical (106.05)

Gradation AASHTO T 27 & T 11

1 per 1000 tons

(900 metric tons)

From windrow or roadbed after processing

Yes 4 hours

No. 4

(4.75 mm) I

No. 200 (75µm)

I

Other specified sieves

II

Table 301-1 (continued) Sampling, Testing, and Acceptance Requirements

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Remarks

Production (continued) Base course Grading C, D, & E

Statistical (106.05)

Gradation AASHTO T 27 & T 11

1 per 1000 tons

(900 metric tons)

From windrow or roadbed after processing

Yes 4 hours

⅜ inch

(9.5 mm) I

No. 4 (4.75 mm)

I

No. 200 (75µm)

I

Other specified sieves

II

Subbase & base course Grading A, B, C, D, & E

Measured and tested for conformance (106.04)

Liquid limit − AASHTO R 58 & T 89, Method A

1 per 1000 tons

(900 metric tons)

From windrow or roadbed after processing

Yes 4 hours

Moisture-density

(max density)

− AASHTO

T 180, Method D (1)

1 per type & source of material

Stockpile or production output

Density − AASHTO T 310 or other approved procedures

1 per 500 tons

(450 metric tons)

In-place after compaction

No End of shift

Moisture content

(in-place)

Table 301-1 (continued) Sampling, Testing, and Acceptance Requirements

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Remarks

Production (continued) Surface course aggregate

Statistical (106.05)

Gradation AASHTO T 27 & T 11

1 per 1000 tons

(900 metric tons)

From windrow or roadbed after processing

Yes 4 hours

No. 4 (4.75 mm)

I

No. 40 (4.75 µm)

I

No. 200 (75 µm)

I

Other specified sieves

II

Plasticity index I AASHTO R 58, T 89, & T 90

Measured and tested for conformance (106.04)

Moisture-density

(max density)

− AASHTO

T 180, Method D (1)

1 per type & source of material

Stockpile or production output

Yes " −

Density − AASHTO T 310 or other approved procedures

1 per 500 tons

(450 metric tons)

In-place after compaction

No End of shift −

Moisture content

(in-place)

Fractured faces

− ASTM

D5821

1 per 1000 tons

(900 metric tons)

From windrow on roadbed after processing

Yes 4 hours

Table 301-1 (continued) Sampling, Testing, and Acceptance Requirements

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Remarks

Finished Product Subbase, base, and surface course

Measured and tested for conformance (106.04)

Surface tolerance & grade

− Subsection 301.06

Determined by the CO

Surface of final course

No Before placement of next layer or as requested

(1) Minimum of 5 points per proctor.

DIVISION 700

MATERIAL

Section 703

Section 703. — AGGREGATE

703.01 Fine Aggregate for Concrete. Furnish sand conforming to AASHTO M 6, Class B, except as amended or supplemented by the following:

(a) Material passing No. 200 (75-µm) sieve, 3.0 percent max.

AASHTO T 11

(b) Alkali-silica reactivity. Test the aggregate for alkali silica reaction and conform to one of the following (1) through (5):

(1) Alkali-silica reactivity, ASTM C1260 ≤ 0.10 percent at 16 days after casting

(2) Alkali-silica reactivity, ASTM C1260 0.11 percent to 0.20 percent at 16 days after casting

And one of the following examinations:

(a) Petrographic examination of aggregates, Favorable report for use ASTM C295, performed within 1 year from time of submittal

(b) Petrographic examination of hardened Favorable report for use concrete, ASTM C856, performed on ASTM C1260 specimens after test

(3) Alkali-silica reactivity with cementitious ≤ 0.10 percent at 16 days after casting material, ASTM C1567, performed on approved mix design mass percent combinations. Do not use lithium compounds as mitigation measures

(4) Alkali silica reaction, ASTM C1293 < 0.04 percent at 12 months

(5) Alkali-silica reaction with cementitious material, < 0.04 percent at 24 months ASTM C1293, performed on approved mix design mass percent combinations

For lightweight fine aggregate, conform to AASHTO M 195.

703.02 Coarse Aggregate for Concrete. Conform to AASHTO M 80, Class A, except as amended or supplemented by the following:

(a) Los Angeles abrasion, AASHTO T 96 40 percent max.

(b) Grading, AASHTO M 43 All sizes, except Size Numbers 8, 89, 9, or 10

(c) Alkali-silica reactivity See Subsection 703.01(b)

For bridge decks or surface courses, do not use aggregates known to polish or carbonate aggregates containing less than 25 percent by mass of insoluble residue as determined by ASTM D3042.

For lightweight coarse aggregate, conform to AASHTO M 195.

703.03 Granular Backfill. Furnish aggregate for the following installations.

(a) Underdrain pipe with geotextile. Furnish granular backfill conforming to AASHTO M 80, Class E and AASHTO M 43, Size Number 3, 4, 5, 57, 67, or 7.

(b) Underdrain pipe without geotextile. Furnish granular backfill conforming to AASHTO M 6, except the soundness test is not required.

703.04 Reserved.

703.05 Subbase, Base, and Surface Course Aggregate.

(a) General. Furnish hard, durable particles or fragments of crushed stone, crushed slag, or crushed gravel conforming the following:

(1) Los Angeles abrasion, AASHTO T 96 50 percent max.

(2) Soundness of aggregate using sodium sulfate, 12 percent loss max.

AASHTO T 104 (5 cycles)

(3) Durability index (coarse), AASHTO T 210 35 min.

(4) Durability index (fine), AASHTO T 210 35 min.

(5) Fractured faces, ASTM D5821 50 percent min.

(6) Without organic matter and lumps or balls of clay.

(b) Subbase or base aggregate. In addition to Subsection 703.05(a), conform to the following:

(1) Gradation Table 703-2

(2) Liquid limit, AASHTO T 89 25 max.

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Table 703-2 Target Value Ranges for Subbase and Base Gradation

Sieve Size Percent by Mass Passing Designated Sieve (AASHTO T 27 and T 11) Grading Designation

A (Subbase) B (Subbase) C (Base) D (Base) E (Base) 2½ inch (63 mm) 100(1) 2 inch (50 mm) 97 – 100(1) 100(1) 100(1)

1½ inch (37.5 mm) 97 – 100(1) 1 inch (25 mm) 65 – 79 (6) 80 – 100 (6) 100(1) ¾ inch (19 mm) 64 – 94 (6) 86 – 100 (6) 100(1)

½ inch (12.5 mm) 45 – 59 (7) ⅜ inch (9.5 mm) 40 – 69 (6) 51 – 82 (6) 62 – 90 (6) No. 4 (4.75 mm) 28 – 42 (6) 40 – 60 (8) 31 – 54 (6) 36 – 64 (6) 36 – 74 (6) No. 40 (425 µm) 9 – 17 (4) 12 – 26 (4) 12 – 26 (4) No. 200 (75 µm) 4.0 – 8.0 (3) 4.0 – 12.0 (4) 4.0 – 7.0 (3) 4.0 – 7.0 (3) 4.0 – 7.0 (3)

(1) Statistical procedures do not apply.

( ) The value in the parentheses is the allowable deviation (±) from the target values.

(c) Surface course aggregate. In addition to Subsection 703.05(a), conform to the following:

(1) Gradation Table 703-3

(2) Liquid limit, AASHTO T 89, Method A 35 max.

(3) Plasticity index, AASHTO T 90 10±3

Do not furnish material that contains asbestos fibers.

Table 703-3 Target Value Ranges for Surface Course Gradations Sieve Size Percent by

Mass Passing Designate Sieve

(AASHTO T 27 & AASHTO T 11)

1 inch (25 mm) 100(1)

½ inch (12.5 mm) 70 – 80 (5)

No. 4 (4.75 mm) 40 – 50 (7)

No. 10 (2.0 mm) 25 – 40 (6)

No. 40 (425 µm) 15 – 25 (5)

No. 200 (75 µm) 8.0 – 14.0 (4)

(1) Statistical procedures do not apply.

( ) The value in the parentheses is the allowable deviation (±) from the target values.

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Section 705

Section 705. — ROCK

705.01 Gabion and Revet Mattress Rock. Furnish angular stone from a rock quarry or cut that is hard, durable, free of organic and spoil material, and resistant to weathering and water action. Do not use crushed river rock or rock with rounded surfaces. Conform to the following:

(a) Durability index (course), AASHTO T 210 50 min.

(b) Density of a filled basket 100 lb/ft3 (1600 kg/m3) min.

(c) Gradation. Furnish rock with breadth and thickness at least one-third its length.

(1) Baskets 1 foot (300 millimeters) or greater in the vertical dimension.

(a) Maximum dimension 8 in (200 mm)

(b) Minimum dimension 4 in (100 mm)

(2) Baskets less than 1 foot (300 millimeters) in the vertical dimension.

(a) Maximum dimension 6 in (150 mm)

(b) Minimum dimension 3 in (75 mm)

(d) Los Angeles abrasion, AASHTO T 96 50 percent max.

705.02 Riprap. Furnish hard, durable, angular rock that is resistant to weathering and water action and free of organic or other unsuitable material. Angular rock is characterized by sharp, clean edges at the intersections of relatively flat surfaces. Do not use shale, rock with shale seams, or other fissile or fissured rock that may break into smaller pieces in the process of handling and placing. Conform to the following:

(a) Apparent specific gravity, AASHTO T 85 2.40 min.

(b) Absorption, AASHTO T 85 4.0 percent max.

(c) Soundness of aggregate using sodium sulfate, 12 percent loss max.

AASHTO T 104 (5 cycles)

(d) Los Angeles abrasion, AASHTO T 96 50 percent max.

(e) Rock particle intermediate dimension (width) and ⅓ longest dimension minimum dimension (thickness) (length) min.

(f) Gradation, FLH T 521 Table 705-1

Section 705

Table 705-1 Gradation Requirements for Riprap(1)

Class % of Rock

Equal or Smaller by Count, DX

Range of Intermediate Dimensions,(2) inches (millimeters)

Range of Rock Mass,(3) pounds (kilograms)

100 9 – 15 (230 – 380) 59 – 270 (27 – 120) 85 7 – 11 (180 – 280) 28 – 110 (13 – 50) 50 5 – 8 (130 – 200) 10 – 42 (5 – 19) 15 3 – 6 (80 – 150) 2 – 18 (1 – 8)

100 15 – 21 (380 – 530) 270 – 750 (120 – 340) 85 11 – 15 (280 – 380) 110 – 270 (50 – 120) 50 8 – 11 (200 – 280) 42 – 110 (19 – 50) 15 6 – 8 (130 – 200) 10 – 42 (6 – 19)

100 21 – 27 (530 – 690) 750 – 1600 (340 – 730) 85 15 – 19 (380 – 480) 270 – 560 (120 – 250) 50 11 – 14 (280 – 360) 110 – 220 (50 – 100) 15 8 – 10 (200 – 250) 42 – 81 (19 – 37)

100 27 – 33 (690 – 840) 1600 – 2900 (730 – 1300) 85 19 – 23 (480 – 580) 560 – 990 (250 – 450) 50 14 – 17 (360 – 430) 220 – 400 (100 – 180) 15 9 – 12 (230 – 300) 59 – 140 (27 – 64)

100 33 – 39 (840 – 990) 2900 – 4850 (1300 – 2200) 85 23 – 28 (580 – 710) 990 – 1800 (450 – 820) 50 17 – 20 (430 – 510) 400 – 650 (180 – 290) 15 11 – 15 (280 – 380) 110 – 270 (50 – 120)

100 39 – 45 (990 – 1140) 4850 – 7400 (2200 – 3350) 85 28 – 32 (710 – 810) 1800 – 2650 (820 – 1200) 50 20 – 23 (510 – 580) 650 – 990 (290 – 450) 15 13 – 17 (330 – 430) 180 – 400 (82 – 180)

100 45 – 54 (1140 – 1370) 7400 – 12,800 (3350 – 5800) 85 32 – 38 (810 – 970) 2650 – 4450 (1200 – 2000) 50 23 – 28 (580 – 710) 990 – 1800 (450 – 820) 15 15 – 20 (380 – 510) 270 – 650 (120 – 290)

100 54 – 66 (1370 – 1680) 12,800 – 23,400 (5800 – 10,600) 85 38 – 47 (970 – 1190) 4450 – 8450 (2000 – 3850) 50 28 – 35 (710 – 890) 1800 – 3500 (820 – 1600) 15 19 – 25 (480 – 640) 560 – 250 (250 – 570)

100 66 – 78 (1680 – 1980) 23,400 – 38,600 (10,600 – 17,500) 85 47 – 55 (1190 – 1400) 8450 – 13,500 (3850 – 6100) 50 35 – 41 (890 – 1040) 3500 – 5600 (1600 – 2550) 15 22 – 30 (560 – 760) 870 – 2200 (390 – 1000)

100 78 – 90 (1980 – 2290) 38,600 – 59,300 (17,500 – 26,900) 85 55 – 64 (1400 – 1630) 13,500 – 21,300 (6100 – 9650) 50 41 – 48 (1040 – 1220) 5600 – 9000 (2550 – 4100) 15 26 – 36 (660 – 910) 1450 – 3800 (660 – 1700)

(1) Gradation includes spalls and rock fragments to provide a stable, dense mass.

(2) The intermediate dimension is the longest straight-line distance across the rock that is perpendicular to the rock’s longest axis on the rock face with the largest projection plane.

(3) Rock mass is based on a specific gravity of 2.65 and 85 percent of the cubic volume as calculated using the intermediate dimension.