136825_-_Project_Manual_Book_III_of_V.pdf

STATE OF CALIFORNIA DEPARTMENT OF GENERAL SERVICES

REAL ESTATE SERVICES DIVISION

PROJECT MANAGEMENT AND DEVELOPMENT BRANCH

PROJECT MANUAL - Book III of V

INTRODUCTORY INFORMATION

BIDDING REQUIREMENTS

CONTRACTING REQUIREMENTS

SPECIFICATIONS � DIVISIONS 1 THROUGH 33

FOR:

STATE OF CALIFORNIA GOVERNOR�S OFFICE OF

EMERGENCY SERVICES

RELOCATION OF RED MOUNTAIN

COMMUNICATIONS SITE

DEL NORTE COUNTY, CALIFORNIA

Brad Tress, Project Director Telephone Number: (916) 217-6500 West Sacramento, California

Consultant: Stantec Consulting, Inc.

April 2021 DGS000000136825

OFFICE OF THE STATE FIRE MARSHAL

APPROVED FIRE AND PANIC ONLY

08/15/24

Approval of this plan does not authorize or approve any omission or deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans shall be available on the project site at all times.

23-2358

PROJECT TITLE PAGE

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DOCUMENT 00 01 01

PROJECT TITLE PAGE

Title : RELOCATION OF RED MOUNTAIN

COMMUNICATIONS SITE

Location : Del Norte County, California

Client Agency : State of California Governor�s Office of Emergency Services

Project Locations :

DSA #: 01-119051 : ALDER CONSERVATION CAMP

SFM #: 20-1472 (Coordinates: 41°29'56.58"N, 124° 3'36.30"W)

Del Norte County, California

DSA #: 01-119052 : BIG LAGOON

SFM #: 20-1474 (Coordinates: 41°10'15.81"N, 124° 3'44.81"W)

Humboldt County, California

DSA #: 01-119053 : RATTLESNAKE PEAK

SFM #: 20-1476 (Coordinates: 41°37'24.50"N, 123°56'58.50"W)

Del Norte County, California

Project Number : DGS000000136825

Project Director : Stephen W. Medford, Architect State of California Department of General Services Real Estate Services Division Project Management and Development Branch 707 Third Street, 4th Floor West Sacramento, California 95605 Telephone Number: (916) 375-4208 Email: Stephen.Medford@dgs.ca.gov

Consultant : Stantec, Inc.

Kevin Kinoshita, P.E.

Telephone Number: (916) 669-5991 Email: Kevin.Kinoshita@stantec.com

CERTIFICATIONS PAGE Big Lagoon RESDMSTR: 02/03/2014v1 00 01 05 - 1 DGS000000136825

DOCUMENT 00 01 05

CERTIFICATIONS PAGE

PROJECT TITLE : RELOCATION OF RED MOUNTAIN

COMMUNICATIONS SITE

LOCATION : DEL NORTE COUNTY, CALIFORNIA

CLIENT AGENCY : State of California Governor�s Office of Emergency Services

PROJECT LOCATION :

: BIG LAGOON

(Coordinates: 41°10'15.81"N, 124° 3'44.81"W) Humboldt County, California

PROJECT NUMBER : DGS000000136825

DSA NUMBER : 01-119052

SFM NUMBER : 20-1474

OWNER : STATE OF CALIFORNIA

PROJECT DIRECTOR : Stephen W. Medford, Architect Department of General Services Project Management and Development Branch 707 Third Street, 4th Floor West Sacramento, California 95605 Telephone Number: (916) 375-4208 Email: Stephen.Medford@dgs.ca.gov

CONSULTANT : Stantec, Inc.

Kevin Kinoshita, P.E.

Telephone Number: (916) 669-5991 Email: Kevin.Kinoshita@stantec.com

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ARCHITECT CIVIL ENGINEER STRUCTURAL ENGINEER

ELECTRICAL ENGINEER MECHANICAL ENGINEER

EXP.06-30-26

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PROJECT TITLE : RELOCATION OF RED MOUNTAIN

COMMUNICATIONS SITE

LOCATION : Del Norte County, California

CLIENT AGENCY : State of California Governor�s Office of Emergency Services

PROJECT LOCATION :

BIG LAGOON

(Coordinates: 41°10'15.81"N, 124° 3'44.81"W) Humboldt County, California

PROJECT NUMBER : DGS000000136825

DSA NUMBER : 01-119052

SFM NUMBER : 20-1474

REGULATORY REVIEWS:

STATE FIRE MARSHAL ACCESS COMPLIANCE / STRUCTURAL SAFETY

July 3, 2020 SITE PREPARATION DGS000000136825 02 20 00-1

SECTION 02 20 00

SITE PREPARATION

(CLEARING AND GRUBBING)

PART 1 GENERAL

1.01 SUMMARY

A. Section Includes:

1. Site preparation shall consist of all clearing, grubbing, stripping, and related work necessary to prepare the project site for construction operations.

2. No open burning of debris, lumber, or other scrap will be permitted.

3. Trees and vegetation to be left standing shall be protected from damage incident to site preparation and construction operations by the erection of barriers or by such other means as the circumstances require.

4. Prepare site for grading.

B. Related Sections:

1. Section 02 25 00: Gravel Surfacing

2. Section 02 26 00: Aggregate Base

3. Section 02 40 00: Demolition

4. Section 02 41 00: Blasting

5. Section 02 41 13: Concrete Mat and Pad Foundations

6. Section 02 41 16: Groundwork for Structures

7. Section 02 42 00: Rock Removal by Blasting

PART 2 PRODUCTS

(NOT USED)

PART 3 EXECUTION

3.01 EXAMINATION

3.02 PROTECTION OF EXISTING IMPROVEMENTS

A. Protect all existing improvements to remain. Repair any damage with materials, workmanship, and finishes matching existing improvements.

3.03 CLEARING

A. Clearing shall consist of the removal of downed timber, shrubs, grasses, debris and rubble from the project site, which will obstruct or otherwise impede construction operations.

02 20 00-2

3.04 STRIPPING

A. The Contractor shall strip any existing vegetation, organic material, or debris within the area of proposed construction and legally dispose of said material off-site. Any existing organic soils, tree roots, or other deleterious materials at or beneath the stripped surface, shall be removed by deep stripping or grubbing.

3.05 SCARIFICATION AND COMPACTION

A. Where engineered fill is required for this project, Contractor to scarify ground surface to a depth of 8 inches, uniformly moisture-condition to between 0 and 5 percent above the optimum moisture content, and compact to at least 90 percent of the maximum dry density as determined by ASTM (American Society for Testing and Materials) Test Method D1557. In the event the exposed subgrade consists of undisturbed on-site rock, scarification and compaction may be omitted if approved by the project Geotechnical Engineer.

3.06 OVEREXCAVATION OF LOOSE OR DISTURBED MATERIAL

A. Within areas grubbed or otherwise disturbed below a depth of about 12 inches, in-place scarification and compaction may not be adequate to densify all disturbed soil. Therefore, overexcavation of the disturbed soil, scarification and compaction of the exposed subgrade, and replacement with engineered fill may be required in these areas as directed by the project Geotechnical Engineer.

3.07 OVEREXCAVATION OF EXISTING, ON-SITE FILL

A. Existing, shallow fill materials may be present within the portions of site. If the fill materials are found in proposed concrete pad locations (including tower, shelter, generator and propane sites), or found at other improvements sensitive to ground movement are to be constructed at the site, then special design and construction provisions may be required.

B. Such provisions could include removal of on-site fill and replacement with engineered fill, or deepening some foundations through these materials.

C. Contractor to completely remove the shallow fill materials, and replaced with (or as) engineered fill if encountered in proposed concrete pad locations (including tower, shelter, generator and propane sites), or if found at other improvements sensitive to ground movement are to be constructed at the site.

D. The extent of removal should include the entire planned building, equipment, slab, or fill areas and extend 5 feet horizontally beyond the limits of these improvements, or the depth of the fill, whichever is greater.

E. Preparation of the exposed subgrade and requirements for engineered fill should be in accordance with recommendations provided in Sections titled “SCARIFICATION

AND COMPACTION” and "ENGINEERED FILL".

02 20 00-3

3.08 EXISTING UTILITIES

A. Abandoned (or to be abandoned) below-grade utility lines, septic tanks, cesspools, wells, and/or foundations encountered (or known to exist) within the area of construction, to be removed and disposed of off-site.

B. All excavations resulting from removal activities should be cleaned of all loose or disturbed material (including previously placed backfill) prior to placing any fill or backfill.

3.09 DISPOSAL

A. Separate recyclable, demolished materials from other demolished materials to the maximum extent possible. Separate recyclable materials by type.

B. Do not allow demolished materials to accumulate on-site.

C. Remove transport debris in a manner that will prevent spillage on adjacent surfaces and areas.

D. Do not burn demolished materials.

3.10 CLEANING

A. Clean adjacent structures and improvements of dust, dirt, and debris caused by demolition operations. Return adjacent areas to condition existing before demolition operations began.

END OF SECTION

July 3, 2020 CHAIN LINK FENCE DGS000000136825

02 22 23-1

SECTION 02 22 23

CHAIN LINK FENCE

PART 1 GENERAL

1.01 REFERENCES

A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM A 121 Metallic Coated Carbon Steel Barbed Wire

ASTM A 153 Zinc-Coated (Hot Dip) on Iron and Steel Hardware

ASTM A 176 Stainless and Heat-Resisting Chromium-Nickel Steel Plate, Sheet, and Strip

ASTM A 392 Zinc-Coated Chain-Link Fence Fabric

ASTM A 478 Chromium-Nickel Stainless and Heat-Resisting Steel Weaving and Knitting Wire

ASTM A 491 Aluminum-Coated Steel Chain-Link Fence Fabric

ASTM A 666 Annealed or Cold-Worked Austenitic Stainless Steel Sheet, Strip, Plate, and Flat Bar

ASTM A 824 Metallic-Coated Steel Marcelled Tension Wire for Use With Chain

Link Fence

ASTM C 94 Ready-Mixed Concrete

ASTM F 626 Fence Fittings

ASTM F 668 Poly (Vinyl Chloride) (PVC) Coated Steel Chain-Link Fence Fabric

ASTM F 883 Padlocks

ASTM F 900 Industrial and Commercial Swing Gates

ASTM F 1043 (1995) Strength and Protective Coatings on Metal Industrial

Chain-Link Fence Framework

ASTM F 1083 Pipe, Steel, Hot-Dipped Zinc-Coated (Galvanized) Welded for

Fence Structures

ASTM F 1184 Industrial and Commercial Horizontal Slide Gates

02 22 23-2

AMERICAN WELDING SOCIETY (AWS)

AWS WZC (1972) Welding Zinc-Coated Steels

PART 2 PRODUCTS

2.01 MATERIALS

A. Materials shall conform to the following:

1. Chain Link Fence Fabric

a. ASTM A 392, Class 1 zinc-coated steel wire with minimum coating weight of 1.2 ounces of zinc per square meter foot of coated surface.

b. Fabric shall be fabricated of 9 gauge wire woven in 2 inch mesh.

Fabric height shall be 6 feet. Fabric shall be twisted and barbed on the top selvage and knuckled on the bottom selvage.

2. Gates: ASTM F 900 and/or ASTM F 1184. Gate shall be the type and swing shown. Gate frames shall conform to strength and coating requirements of ASTM F 1083 for Group IA, steel pipe, with external coating Type A, nominal pipe size (NPS) 1-1/2”. Gate frames shall conform to strength and coating requirements of ASTM F 1043, for Group IC, steel pipe with external coating Type A or Type B, pipe size (NPS) 1-1/2”. Gate fabric shall be as specified for chain-link fabric. Gate leaves less than 2.44 m (8 feet) wide shall have truss rods or intermediate braces. Gate fabric shall be attached to the gate frame by method standard with the manufacturer except that welding will not be permitted. Latches, hinges, stops, keepers, and other hardware items shall be furnished as required for the operation of the gate. Latches shall be arranged for padlocking so that the padlock will be accessible from both sides of the gate. Stops shall be provided for holding the gates in the open position.

3. Posts: ASTM F 1083, zinc-coated. Group IA, with external coating Type A steel pipe. Sizes shall be as shown on the drawings. Line posts and terminal (corner, gate, and pull) posts selected shall be of the same designation throughout the fence. Gate post shall be for the gate type specified subject to the limitation specified in ASTM F 900 and/or ASTM F 1184.

4. Braces and Rails: ASTM F 1083, zinc-coated, Group IA, steel pipe, size NPS 1-1/4. Group IC steel pipe, zinc-coated, shall meet the strength and coating requirements of ASTM F 1043.

5. Tension Wire: Tension wire shall be Type I or Type II, Class 2 coating, in accordance with ASTM A 824.

6. Accessories: ASTM F 626. Ferrous accessories shall be zinc or aluminum coated. Truss rods shall be furnished for each terminal post. Truss rods shall be provided with turnbuckles or other equivalent provisions for adjustment.

02 22 23-3

Tie wire for attaching fabric to rails, braces, and posts shall be 9 gauge steel wire and match the coating of the fence fabric. Miscellaneous hardware coatings shall conform to ASTM A 153 unless modified herein.

7. Concrete: ASTM C 94, using 19 mm (3/4 inch) maximum size aggregate conforming with ASTM C33, size 67 (3/4” to No. 4) and having minimum compressive strength of 21 MPa (3000 psi) at 28 days. Grout shall consist of one part portland cement to three parts clean, well-graded sand and the minimum amount of water to produce a workable mix.

PART 3 EXECUTION

3.01 GENERAL

A. Fence shall be installed as indicated. Line posts shall be spaced equidistant at intervals not exceeding 3.05 m (10 feet). Terminal (corner, gate, and pull) posts shall be set at abrupt changes in vertical and horizontal alignment. Fabric shall be continuous between terminal posts; however, runs between terminal posts shall not exceed 152.4 m (500 feet). Damage to the galvanized surface due to welding shall be repaired with "repair sticks" of zinc-cadmium alloys or zinc-tin-lead alloys per

AWS WZC.

3.02 EXCAVATION

A. Post holes shall be cleared of loose material. Waste material shall be removed off site. The ground surface irregularities along the fence line shall be eliminated to the extent necessary to maintain a 25.4 mm (1 inch) clearance between the bottom of the fabric and finish grade.

3.03 POSTS

A. Posts shall be set plumb and in alignment. Posts shall be set in concrete to the depth indicated on the drawings. Posts set in concrete shall be set in holes not less than the diameter shown on the drawings. Concrete and grout shall be thoroughly consolidated around each post, shall be free of voids and finished to form a dome.

Concrete and grout shall be allowed to cure for 72 hours prior to attachment of any item to the posts. Fence post rigidity shall be tested by applying a 222.4 newtons (50 pound) force on the post, perpendicular to the fabric, at 1.52 m (5 feet) above ground. Post movement measured at the point where the force is applied shall be less than or equal to 19 mm (3/4 inch) from the relaxed position. Every tenth post shall be tested for rigidity. When a post fails this test, further tests on the next four posts on either side of the failed post shall be made. All failed posts shall be removed, replaced, and retested at the Contractor's expense.

3.04 RAILS

A. Top Rail: Top rail shall be supported at each post to form a continuous brace between terminal posts. Where required, sections of top rail shall be joined using sleeves or couplings that will allow expansion or contraction of the rail.

02 22 23-4

3.05 BRACES AND TRUSS RODS

A. Braces and truss rods shall be installed as indicated and in conformance with the standard practice for the fence furnished. Horizontal (compression) braces and diagonal truss (tension) rods shall be installed. Braces and truss rods shall extend from terminal posts to line posts. Diagonal braces shall form an angle of approximately 40 to 50 degrees with the horizontal.

3.06 TENSION WIRES

A. Tension wires shall be installed along the bottom of the fence line and attached to the terminal posts of each stretch of the fence. Bottom tension wire shall be installed within the bottom 152 mm (6 inches) of the installed fabric. Tension wire shall be pulled taut and shall be free of sag.

3.07 CHAIN LINK FABRIC

A. Chain link fabric shall be installed on the side of the outside of the area enclosed.

Fabric shall be attached to terminal posts with stretcher bars and tension bands.

Bands shall be spaced at approximately 381 mm (15 inch) intervals. The fabric shall be installed and pulled taut to provide a smooth and uniform appearance free from sag, without permanently distorting the fabric diamond or reducing the fabric height. Fabric shall be fastened to line posts at approximately 381 mm (15 inch) intervals and fastened to all rails and tension wires at approximately 305 mm (12 inch) intervals. Fabric shall be cut by untwisting and removing pickets. Splicing shall be accomplished by weaving a single picket into the ends of the rolls to be joined. The bottom of the installed fabric shall be 25.4 mm (1 inch) (plus or minus

12.7 mm (1/2 inch) above the ground.

3.08 GATES

A. Gates shall be installed at the locations shown. Hinged gates shall be mounted to swing as indicated. Latches, stops, and keepers shall be installed as required.

Padlocks shall be attached to gates or gate posts with chains. Hinge pins, and hardware shall be welded or otherwise secured to prevent removal.

July 3, 2020 GRAVEL SURFACING DGS000000136825 02 25 00-1

SECTION 02 25 00

GRAVEL SURFACING

PART 1 GENERAL

1.01 SUMMARY

A. Section Includes:

1. Aggregate surfacing. Provide a 4” depth compacted aggregate surface where specified in Contract Documents.

2. Gravel surfacing typically applies to surfaces over tower foundation as called out per Civil Drawings.

B. Related Sections:

1. Section 02 20 00: Site Preparation (Clearing and Grubbing)

2. Section 02 41 16: Groundwork for Structures

1.02 REFERENCE

A. 2015 Greenbook: Standard Specifications for Public Works Construction, Latest Edition

(Greenbook).

1. Part 2, Section 200 - Rock Products

1.03 DEFINITIONS

A. Acceptance, Acceptable, or Accepted: Acceptance by the Owner’s Representative in writing.

B. Subgrade: The soil surface on which aggregate surfacing is placed.

1.04 SUBMITTALS

A. Test Results:

1. Sieve Analysis Tests.

1.05 GENERAL

A. Rock products are defined as crushed rock, rock dust, gravel, sand, stone for riprap, or any combination thereof. All rock products shall be clean, hard, sound, durable, uniform in quality, and free from any detrimental quantity of soft, friable, thin, elongated or laminated pieces, disintegrated material, organic matter, oil, alkali, or other deleterious substance.

1.06 QUALITY ASSURANCE

A. Single Source: Furnish aggregate material from single source throughout work.

02 25 00-2

B. Regulatory Requirements: Meet requirements of applicable laws, codes, and regulations required by authorities having jurisdiction over work.

C. Certification: Arrange with the Owner’s Representative to have Owner’s Geotechnical

Engineer certify that source of materials for this work meets these Specifications and provide tests required to prove that work-in-progress meets requirements of these

Specifications.

1.07 TESTING

A. Sieve analysis shall be performed in accordance with California Test 202. Sand equivalent tests shall be performed in accordance with California Test 217. Unless otherwise specified, all percentages shall be determined by weight. All testing shall use the most current test methods.

1.08 CRUSHED ROCK AND ROCK DUST

A. Gravel shall be composed entirely of particles that have no more than one fractured face.

B. Gravel will be designated by normal size and shall conform to the following gradations:

TABLE 200-1-2 (A)

Percentage Passing Sieves

Sieve Size % Passing

1” 100

3/4” 90 – 100

1/2” 30 – 60

3/8” 0 – 20

No. 4 0 – 5

No. 8 -

ASTM C 131 Test Grading B

C. Water: Fresh, clean, potable.

1.09 DELIVERY, STORAGE AND HANDLING

A. On-Site Storage: Store aggregate surface material on-site covered or in a location where material will not be contaminated.

02 25 00-3

1.10 WARRANTY

A. General Description: In addition to manufacturer’s warranties, warrant work for a period one-year from the date of Notice of Final Completion against defects in materials and workmanship.

B. Additional Items Covered: Warranty shall also cover repair of damage to other materials and workmanship resulting from defects in materials and workmanship.

C. Exceptions: Contractor shall not be held responsible for failures due to ordinary wear, abuse or neglect by others, vandalism, or other causes beyond the Contractor’s control.

1.11 SITE CONDITIONS

A. Unfavorable Weather: When weather is such that satisfactory results cannot be secured, suspend operations until the weather is considered favorable.

B. Wet Subgrades: Do not place material on wet or muddy subgrade.

PART 2 (NOT USED)

PART 3 EXECUTION

3.01 EXAMINATION

A. Verification of General Conditions: Examine site and verify that conditions are suitable to receive work and that no defects or errors are present, which would cause defective installation of products or cause latent defects in workmanships and function.

B. Subgrade: Review to verify that it has been inspected, graded to the correct grades, and compacted as required for correct installation of aggregate surfacing.

C. Notification of Unsuitable Conditions: Before proceeding with work, notify the Owner’s

Representative in writing of unsuitable conditions and conflicts.

3.02 PREPARATION

A. Remove existing aggregate that has been placed over onsite roadways. Legally dispose of said material off-site.

B. Subgrade Soil Preparation: Remove debris and other extraneous materials from soil surface.

3.03 AGGREGATE SURFACING

A. Hauling:

1. Distribute hauling over the area to be receiving aggregate surfacing in such a manner as to be most effective in the compacting of the surfacing.

2. Uniformly load hauling vehicles when it is practicable.

B. Placement of Aggregate Surfacing:

02 25 00-4

1. Spread surfacing over substrate in an even distribution of materials without perceptible segregation.

2. Construct surface course such that the finished surface will conform to grades and dimensions shown.

3. Construct the surface course in an orderly manner so that reasonable size areas will be ready for testing and a reasonable length of time will be allowed for the

Owner’s Representative to perform tests and obtain the test results during normal working hours.

4. Equipment such as scrapers, and other equipment essentially used for earth excavation, will not be permitted.

5. Perform hand tamping in areas not accessible by rolling equipment.

6. Apply water as needed to obtain the specific densities.

C. Patrolling: Surfacing in progress of construction shall be bladed and otherwise worked as may be necessary to maintain proper grade and cross-section at all times and to keep the surface smooth and thoroughly compacted.

D. Final Clean-Up:

1. After work is completed, the entire area shall be neatly finished and trimmed to lines, grades and cross-sections shown.

2. Unused construction material shall be removed, and stockpile areas shall be cleaned of aggregate and left in an acceptable condition.

3.04 TOLERANCES

A. Subgrade Surface for Aggregate Surface: Plus or minus 0.1-foot of elevations indicated on Drawings.

B. Aggregate Surface Course Variation from Thickness: Plus or minus 0.1-foot.

C. Aggregate Surface Course Finished Surface Smoothness: Plus or minus ¼-inch.

AGGREGATE BASE

July 3, 2020 02 26 00-1 DGS000000136825

SECTION 02 26 00

AGGREGATE BASE

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Provide Aggregate Base (AB) vehicular access & balance of site cover to prevent vegetation growth.

B. Related Sections:

1. Section 02 20 00: Site Preparation (Clearing and Grubbing)

2. Section 02 41 16: Groundwork for Structures

1.02 DEFINITIONS

A. Acceptance, Acceptable, or Accepted: Acceptance by the Owner’s Representative in writing.

B. Subgrade: The soil surface on which aggregate surfacing is placed.

C. Finish Grade elevations shown on Civil Plans apply to finished top of Aggregate Base elevation.

1.03 CHANGES IN WORK

A. Pursuant to provisions of the General Conditions, changes in work required by conditions encountered during aggregate base surfacing and payment therefore, will be made in accordance with applicable provisions of the General Conditions.

1.04 QUALITY ASSURANCE

A. AB quality control must include testing the quality characteristics at the frequencies shown in the following table:

QC Testing Frequencies

Quality characteristic Test method Sampling location Minimum frequency

R-value California Test 301 Stockpiles, transportation units, windrows, or roadways

1 test before starting work and every 2,000 cu yd thereaftera

Aggregate gradation California Test 202 Stockpiles, transportation units, windrows, or roadways

1 per 500 cu yd but at least one per day of placement

Sand equivalent California Test 217 Stockpiles, transportation units, windrows, or roadways

July 3, 2020 02 26 00-2 DGS000000136825

Quality characteristic Test method Sampling location Minimum frequency

Durability indexb California Test 229 Stockpiles, transportation units, windrows, or roadways

1 per project

Relative compaction California Test 231 Roadway 1 per 500 sq yd on each layer aAdditional R-value frequency testing will not be required when the average of 4 consecutive sand equivalent tests is 29 or greater for Class 2 AB or 25 or greater for Class 3 AB.

bApplies if section 26-1.02 contains an applicable requirement for durability index

1.05 DEPARTMENT ACCEPTANCE

A. The Department accepts AB based on aggregate gradation, R-value requirements, durability, and sand equivalent requirements specified in section 1.06, Materials.

B. The Department accepts AB based on percent relative compaction specified in section 1.07 D, Compacting, tested under California Test 231.

C. The Engineer takes aggregate base samples for R-value, aggregate gradation, sand equivalent, and durability index from any location identified on the Civil Plans to have Aggregate Base cover.

D. If the aggregate gradation test results, sand equivalent test results, or both comply with the Contract compliance requirements but not the operating range requirements, you may continue placing AB for the remainder of the work day. Do not place additional AB until you demonstrate to the Engineer the AB to be placed complies with the operating range requirements.

E. If the aggregate gradation test results, sand equivalent test results, or both do not comply with Contract compliance requirements, remove the AB or request a payment deduction. If your request is authorized, $2.00/cu yd is deducted. If AB is paid by weight, the Engineer converts tons to cubic yards for the purpose of reducing contractor payment for noncompliant AB left in place.

F. Each aggregate gradation and a sand equivalent test represents no more than 500 cu yd of AB or 1 day's production, whichever is smaller.

1.06 MATERIALS

A. General

1. Aggregate must be clean and consist of any combination of the following:

a. Broken stone

b. Crushed gravel

c. Natural rough-surfaced gravel

d. Sand

e. Processed reclaimed asphalt concrete, PCC, LCB, or CTB

2. Use either 1-1/2-inch or 3/4-inch maximum aggregate gradation unless otherwise specified. Do not change your selected aggregate gradation without authorization.

July 3, 2020 02 26 00-3 DGS000000136825

B. Class 2 Aggregate Base

1. Aggregate gradation must be within the percentage passing limits for the sieve sizes shown in the following table:

Aggregate Gradation

Sieve size

Percentage passing 1-1/2 inch maximum 3/4 inch maximum

Operating range Contract compliance Operating range Contract compliance 2" 100 100 -- -- 1-1/2" 90–100 87–100 -- -- 1" -- -- 100 100 3/4" 50–85 45–90 90–100 87–100 No. 4 25–45 20–50 35–60 30–65 No. 30 10–25 6–29 10–30 5–35 No. 200 2–9 0–12 2–9 0–12

2. The aggregate quality characteristics must comply with the requirements shown in the following table:

Aggregate Quality Characteristics

1.07 CONSTRUCTION

A. General

1. Apply water to the AB as needed for compaction.

B. Subgrade

1. Immediately before spreading AB, the subgrade must comply with the specified compaction and elevation tolerance for the material involved and be free from loose or extraneous material. Contractor may use AB to fill areas of the subgrade that are lower than the grade established by the Engineer.

C. Spreading

1. Deliver uniform mixtures of AB to the roadbed or other location as identified on Civil Plans. Deposit AB in layers or windrows. Spread and shape the AB to such thickness that after watering and compacting, the completed AB is within the tolerances specified in section 1.07 D below. When AB is spread and compacted, the moisture content must be uniform and sufficient to obtain the required compaction. Avoid material segregation. AB must be free from pockets of coarse or fine material.

Quality characteristic Requirement

Operating range Contract compliance Resistance (R-value, min) -- 78 Sand equivalent (min) 25 22 Durability index (min) -- 35

July 3, 2020 02 26 00-4 DGS000000136825

2. If the subgrade is cohesionless sand, you may dump AB in piles and spread it ahead in sufficient quantities to stabilize the subgrade, if authorized.

3. If the AB thickness shown is 0.50 foot or less, spread and compact the AB in at least one (1) layer. If the thickness shown is more than 0.50 foot, spread and compact the AB in at least two (2) approximately equal layers in thickness. The compacted thickness of any one layer must not exceed 0.50 foot.

4. At locations inaccessible to spreading equipment, spread and compact AB by any means that will attain the specified requirements.

D. Compacting

1. Compact each AB layer to at least 95 percent relative compaction.

2. The finished AB surface must not vary more than 0.05 foot from the grade established by the Engineer.

3. Correct areas of AB that do not comply with the described thickness or request a payment deduction if AB is paid for by volume. If your request is authorized, the Engineer calculates the deduction by multiplying:

a. Deficient thickness less allowable tolerance

b. Planned width

c. Longitudinal distance of the deficient thickness

d. $17.00/cu yd or the item bid price adjusted for cubic yards, whichever is higher

DEMOLITION

July 3, 2020 02 40 00-1 DGS000000136825

SECTION 02 40 00

1.01 SUMMARY

A. Furnish labor, materials, and equipment necessary for all demolition and debris removal as indicated, specified, and required for completion of Contract.

B. Related Sections:

1. Section 02 20 00: Site Preparation (Clearing and Grubbing)

2. Section 02 41 00: Blasting

3. Section 02 41 16: Groundwork for Structures

4. Section 02 42 00: Rock Removal by Blasting

1.02 REFERENCES

A. ANSI A 10.6: “American National Standard Safety Requirements for Demolition.”

1.03 DEFINITIONS

A. Remove: Detach items from existing construction and legally dispose of them off-site unless indicated to be removed and salvaged or recycled.

B. Remove and Salvage: Detach items from existing construction and deliver them to Owner as directed.

C. Existing to Remain: Existing items of construction that are not to be removed and that are not otherwise indicated to be removed, removed and salvaged, or recycled.

1.04 REGULATORY REQUIREMENTS

A. Contractor shall assume full responsibility and liability for compliance with applicable Federal, State and local regulations pertaining to work practices, hauling, disposal of demolished materials, and protection of workers and other persons at the site and persons occupying areas adjacent to site.

1.05 PROJECT CONDITIONS

A. Site soils contain significant rock fragments in both size and quantity. The presence of rock fragments will hinder most excavations, necessitating the use of a large, track-mounted excavator (such as a Caterpillar 320 or equivalent), possibly equipped with a single ripper, hydraulic percussion hammer, or rock wheel or other appropriate accessories. These accessories are likely to be required to advance some (if not most) on-site excavations.

B. Where rock resistant to fracturing is encountered, blasting (if permitted), use of special rock saws, or other methods will likely be required to remove these materials.

C. Promptly repair damage caused by demolition operations to existing adjacent facilities and site improvements to remain at no cost to the Owner.

D. Hazardous materials which may be present on the site will be abated by Owner

July 3, 2020 02 40 00-2 DGS000000136825 under separate contract prior to commencement of demolition work under this Contract.

E. Perform work in a manner to cause least disturbance to the site and least damage to work to remain.

F. Maintain adequate means of safe, clear egress at the site.

1.06 UTILITY SERVICES

A. Maintain existing utilities indicated to remain, keep in service, and protect against damage during demolition operations.

B. Do not interrupt existing utilities serving adjacent occupied or used facilities, except when authorized in writing by authorities having jurisdiction.

C. Provide temporary services during interruptions to existing utilities, as acceptable to the Owner.

D. If abandoned (or to be abandoned), below-grade utility lines, septic tanks, cesspools, wells, and/or foundations are encountered or are known to exist within the area of construction, they should be removed and disposed of off-site. Existing, below-grade utility pipelines (if any) which extend beyond the limits of the proposed construction and will be abandoned in-place should be plugged with cement grout to prevent migration of soil and/or water. All excavations resulting from removal activities should be cleaned of all loose or disturbed material (including previously placed backfill) prior to placing any fill or backfill.

1.07 TIMING AND SCHEDULING OF WORK

A. No demolition or removal of work shall commence until the Owner has been notified at least 48 hours in advance of proposed start of removal and such times have been approved.

1.08 MATERIAL OWNERSHIP

A. Materials resulting from demolition shall become the Contractor’s property and Contractor shall be responsible for removal and legal disposal.

B. Items to be salvaged, and other items of interest or value to the Owner that may be encountered during site demolition, remain the Owner’s property.

C. Carefully remove and salvage each item or object in a manner to prevent damage and deliver promptly to Owner.

D. Coordinate with Owner’s Representative, who will establish special procedures for removal and salvage.

1.09 NOISE CONTROL

A. Perform work in a manner to cause least damage to all other work to remain.

B. Maintain adequate means of safe, clear egress for site occupants.

C. Employ all available techniques for construction noise abatement. Use remote, well-mufflered air compressors and newest noise suppressed pneumatic and electric tools.

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1.10 DUST CONTROL

A. Use water mist and other suitable methods to limit spread of dust and dirt. Comply with governing environmental protection regulations. Do not use water when it may damage adjacent construction or create hazardous or objectionable conditions such as flooding and pollution.

1.11 DEMOLITION PLAN

A. The Contractor shall submit a complete Demolition Plan detailing procedures and sequence for removing the existing site surface and below grade improvements and features in a safe and controlled manner.

B. Thoroughly investigate the Project Geotechnical Report and condition of the site before proceeding with the Demolition Plan.

C. The Demolition Plan shall consist of the following:

1. Detailed sequence of demolition and removal work, with starting and ending dates for each activity.

2. Interruption of utility services.

3. Coordination for shutoff, capping, and continuation of utility services.

D. Review by the Owner’s Representative of the Demolition Plan or field observations performed by the Owner’s Representative will in no way relieve the Contractor of full responsibility for the Demolition Plan and procedure.

E. The Contractor’s Engineer of Record shall be present at the site as required when removal operations are in progress. Should an unplanned event occur, the Engineer of Record shall report immediately the procedure of operation to correct or remedy the occurrence. The Engineer of Record shall report in writing within 24 hours of the event and the procedure for correction. In addition, the Engineer of Record shall include proposed procedures to eliminate similar events in the future.

1.12 WARNING

A. The Contractor is advised that work under this Section may be hazardous. The Contractor is to take all necessary precautions to ensure the safety of workers and property.

B. The Contractor shall be present at the site as required when removal operations are in progress. Should an unplanned event occur, the Contractor shall report immediately the procedure of operation to correct or remedy the occurrence. The Contractor shall report in writing within 24 hours of the event and the procedure for correction. In addition, the Contractor shall include proposed procedures to eliminate similar events in the future.

1.13 SUBMITTALS

A. Submit in accordance with the the following:

1. Qualification Data for demolition firm.

2. Inventory: After demolition is complete, submit a list of items that have been removed and salvaged.

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3. Pre-demolition Photographs: Show existing conditions of adjoining construction and site improvements and finish surfaces that might be misconstrued as damage caused by the site demolition operations. Submit before demolition work begins.

4. Landfill Records: Indicated receipt and acceptance of hazardous wastes by a landfill facility licensed to accept hazardous wastes.

1.14 QUALITY ASSURANCE

A. Demolition Firm Qualifications: An experienced firm that has specialized in demolition work similar in material and extent to that indicated for this Project.

B. Regulatory Requirements: Comply with governing EPA notification regulations before beginning demolition. Comply with hauling and disposal regulations of authorities having jurisdiction.

C. Standard: Comply with ANSI A10.6 and NFPA 241.

D. Pre-demolition Conference: Conduct conference at Project site. Review methods and procedures related to demolition including, but not limited to, the following:

1. Inspect and discuss condition of construction to be demolished.

2. Review and finalize Demolition Plan and verify availability of demolition personnel, equipment, and facilities needed to make progress and avoid delays.

3. Review of items to be salvaged.

4. Review waste management program.

5. Review and finalize protection requirements.

PART 2 PRODUCTS

2.01 GENERAL REQUIREMENTS

A. Materials resulting from the demolition shall become Contractor’s property and Contractor shall be responsible for their removal and legal disposal.

PART 3 EXECUTION

3.01 EXAMINATION

A. Conduct a pre-construction survey of existing conditions and correlate with requirements indicated to determine extent of site demolition required and existing conditions of adjacent construction to remain. Survey shall be documented with the pre-construction photographs as specified.

B. Contractor shall coordinate with local utility companies for the removal of existing electrical service(s).

C. Inventory and record the condition of items to be removed and salvaged.

D. When unanticipated utility or structural elements are encountered, investigate and measure the nature and extent of the element. Promptly submit a written report to the Owner’s Representative.

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E. Verify that hazardous materials have been remediated before proceeding with demolition operations.

3.02 DEMOLITION OF EXISTING IMPROVEMENTS

A. Use water mist and other suitable methods to limit spread of dust and dirt. Comply with governing environmental protection regulations. Do not use water when it may damage adjacent construction or create hazardous or objectionable conditions such as flooding and pollution.

B. Below-grade Construction (if present): Demolish and completely remove foundations, footings, and other below-grade construction. An exception to this requirement is the foundation of the existing microwave tower which may be abandoned in place after removal of piers (from tower connection to top of footing) and after removal of interfering portions with proposed retaining wall.

3.03 EXISTING UTILITIES

A. Demolish and remove existing utilities as indicated in the Contract Documents. Cap or terminate electrical work in accordance with Division 26.

3.04 EXPLOSIVE DEMOLITION

A. Explosives: Use of explosives (if permitted) per Section 02 41 00, “Blasting”.

3.05 PROTECTION OF WORK TO REMAIN

A. Protect all work to remain. Repair damage with materials, workmanship and finishes matching existing work when new.

3.06 SITE RESTORATION

A. Excavated materials from microwave tower and other excavated material to be backfilled and re-compacted per Section 02 20 00.

3.07 REPAIRS

A. Promptly repair damage to adjacent construction caused by the site demolition operations.

B. Where repairs to existing surfaces are required, patch to produce surfaces suitable for new materials.

C. Restore exposed finishes of patched areas and extend restoration into adjoining construction in a manner that eliminates visual evidence of patching and refinishing.

3.08 RECYCLING AND DISPOSAL OF DEMOLISHED MATERIALS

A. Separate recyclable, demolished materials from other demolished materials to the maximum extent possible. Separate recyclable materials by type.

B. Do not allow demolished materials to accumulate on-site.

C. Remove transport debris in a manner that will prevent spillage on adjacent surfaces and areas.

D. Do not burn demolished materials.

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3.09 CLEANING

A. Clean adjacent structures and improvements of dust, dirt, and debris caused by demolition operations. Return adjacent areas to condition existing before demolition operations began.

3.10 FIELD QUALITY CONTROL

A. Perform demolition work using workers skilled in demolition activities, using appropriate tools and equipment, under supervision of a competent foreman at all times.

BLASTING

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SECTION 02 41 00

1.01 REFERENCES

A. The publication listed below forms a part of this specification to the extent referenced.

The publication is referred to in the text by the basic designation only.

BUREAU OF RECLAMATION (BUREC)

BUREC RSHS Reclamation Safety and Health Standards

B. Related Sections:

1. Section 02 20 00: Site Preparation (Clearing and Grubbing)

2. Section 02 40 00: Demolition

3. Section 02 41 13: Concrete Mat and Pad Foundations

4. Section 02 41 16: Groundwork for Structures

5. Section 02 42 00: Rock Removal by Blasting

1.02 SUBMITTALS

A. Two-Part Conceptual Blasting Plan

Prior to bringing any explosives or blasting agents on the jobsite and to starting any blasting, submit, for approval, submit a two-part conceptual blasting plan.

1. Part 1

Include in part 1 of the conceptual blasting plan a complete summary of proposed transportation, handling, storage, and use of explosives, and include the names of personnel who will supervise blasting operations, written evidence of past experience and competency, references for each such person.

2. Part 2

Include in Part 2 of the conceptual blasting plan:

a. The proposed general concept for the blasting, including individual blasthole and delay patterns and loading diagrams to cover each type of shot anticipated, controlled blasting techniques, and controls of noise, dust, fly rock, airblast, and vibrations.

b. Data necessary to support the adequacy of the Contractor's proposed efforts regarding the safety of structures and slopes and to assure that an adequate foundation is obtained.

c. Complete Material Safety Data Sheet (MSDS), for explosives and other material used for blasting.

d. Information on test blasts planned by the Contractor (or required by the Government. See subparagraph 1.3.11.

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B. Individual Shot Plans

1. Submit individual shot plans on a day-to-day basis for approval. Include in the individual shot plans drilling patterns; number, spacing, location, inclination, diameter, and depth of drilled holes; amount, type, diameter, and distribution of explosive per hole; pounds of explosives per lineal foot for controlled perimeter holes; powder factor; delay patterns, type of initiators, time of each delay, and pounds of explosive for each delay; time of blast; and total pounds of explosives in place at any one time within the area to be excavated under this contract. Also, submit any other data which the Government may deem pertinent to the Government's determination of the Contractor's intent and purpose to produce smooth and sound rock surfaces at the lines of excavation, and to protect adjacent structures.

1.03 QUALITY ASSURANCE

A. Test Blasts

1. Test blasts may be required by the Government in areas where rock is to be excavated. The test blasts shall contain not less than two cubic yards of rock and be located in areas selected by the Government.

B. Government Approval

1. No blasting will be permitted until the Contractor's submittals have been approved by the Government, and other conditions as required by BUREC RSHS have been met.

2. Where there is a conflict between the requirements of this section and the requirements of BUREC RSHS, this section shall govern.

3. No drilling for individual blasts will be permitted until the Contractor's blasting plan has been approved by the Government.

4. The Government will observe the drilling and loading of shotholes for test blasting and any excavation blasting to ensure that they are in accordance with approved plans.

1.04 CONTRACTOR'S RESPONSIBILITY

A. The Contractor is responsible for blasting in a safe manner, for producing smooth and sound rock surfaces at the lines of excavation; and for controlling damage and vibration.

B. Approval of the blasting plans, of all blasting operations, and of blasting products by the Government, and compliance by the Contractor with provisions for protection of life and property shall not relieve the Contractor of the Contractor's responsibility or liability for the safety of persons and property.

C. Approval of the Contractor's submittals by the Government does not constitute nor shall it be construed to be a guarantee by the Government that the desired results will be achieved. Approval by the Government shall not relieve the Contractor from the responsibility of complying with the requirements of these specifications.

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PART 2 PRODUCTS

2.01 GENERAL

A. Use only products, blasting techniques, and monitoring equipment as recommended by the manufacturer, which have been approved by the Government. Blasting, workmanship and materials shall be in accordance with Occupational Safety and Health Acts.

PART 3 EXECUTION

3.01 EXAMINATION

A. Perform a preblast survey to determine and document the condition of adjacent structures, utilities, wells, buried cables, and other features within 500 feet of the blast area prior to blasting.

3.02 PROTECTION

A. Protect existing installations in accordance with the requirements BUREC RSHS, and this section.

B. Perform all blasting carefully, and repair any damage to the work, environment, and adjacent property by and at the expense of the Contractor.

C. Take all necessary precautions to preserve the material below and beyond the established lines of all excavation in the soundest possible condition. Take proper account of the geology to prevent damage to foundation or perimeter rock, concrete, grout holes, or structures resulting from permanent blast-induced rock movements or blast-induced gas pressures. Remove material beyond the required lines which is shattered or loosened by the Contractor's operations by and at the expense of the Contractor. Immediately adjust procedures to prevent any further overbreak.

D. Make every effort to prevent flyrock damage to structures and individuals and ensure that flyrock is not a problem as well as for any damage resulting from flyrock. Where necessary, use blasting mats to protect adjacent property and installations.

3.03 BLASTING TECHNIQUES

A. Line Drilling Blasting Technique

The "line drilling" technique involves the use of a single row of unloaded, small-diameter holes usually spaced from two to four times the hole diameter along the final excavation line to provide a plane of weakness to which the primary blast can break. Reduce the spacing and loading of the blastholes adjacent to the line holes spacing and loading of the main blastholes so as to break the rock between the line holes and produce smooth rock surfaces with a minimum amount of overbreak or tights.

B. Presplitting Blasting Technique

The "presplitting" technique involves the use of a single row of lightly loaded perimeter holes generally spaced evenly apart along the final excavation lines that are fired before any adjoining main excavation area is blasted. The presplitting may be accomplished

July 3, 2020 02 41 00-4 DGS000000136825 during the primary blast by delaying the primary holes so that the perimeter holes will fire ahead of them. Space, load, and fire these perimeter holes so as to produce a tensional split or crack between the holes to which subsequent blasts can break, thus resulting in smooth rock surfaces with a minimum amount of overbreak or tights. Load the perimeter holes with well-distributed charges, 1 inch in diameter or smaller. Except for closer-spaced guide holes, which may be required in delicate situations, load every perimeter hole.

C. Smooth Blasting Technique

The "smooth blasting" technique is a method of controlled blasting in which the perimeter holes along the final excavation lines are generally equally spaced apart. The burden distance for the perimeter holes is generally not less than 1.5 times the spacing.

The explosives in these holes are detonated after the primary blast. Load the perimeter holes with well-distributed, slender charges of relatively low density and velocity explosive. Except for closer spaced guide holes, which may be required in delicate situations, load all perimeter holes.

D. Cushion Blasting Technique

"Cushion blasting" is the same as "smooth blasting" except in cushion blasting the annular space between the borehole and explosive charge is filled with crushed stone or other stemming material.

3.04 BLASTING

A. Perform blasting where needed, in accordance with the requirements of this section.

B. Limit the excavation lift to any final grade or excavation line to no more than four feet in depth. The blastholes in this final lift must be blasted to a vertical, or nearly vertical, free face. For blasts in the final lift use no more than seven rows and appropriately delay as described in article 3.5.