Exhibit_A-2_-_Specifications.pdf

00 01 01 – 1

PROJECT MANUAL

California Department of Corrections and Rehabilitation

Richard J. Donovan Correctional Facility (Donovan)

Concrete Debris Removal and Slope Stabilization

August 9, 2025

Volume 1 of 1

Divisions 00 through 31 Signed and sealed August 9, 2025

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California Department of Corrections and Rehabilitation (CDCR) Specifications

Bid Number C5613351-D Exhibit A-2

Weaver Consultants Group of California, LLC. Richard J. Donovan Correctional Facility 5989-300-02-01 Concrete Debris Removal and Slope Stabilization

TABLE OF CONTENTS

CDCR-SDD 20220428 00 01 10 – 1 0/8/09/2025

SECTION 00 01 10

TABLE OF CONTENTS

PROCUREMENT AND CONTRACTING REQUIREMENTS GROUP

DIVISION 00 – PROCUREMENT AND CONTRACTING REQUIREMENTS

00 01 01 Project Title Page 00 01 10 Table of Contents 00 01 15 List of Drawing Sheets

Bidding Requirements

00 31 00 Available Project Information

SPECIFICATIONS GROUP

SITE AND INFRASTRUCTURE SUBGROUP

DIVISION 31 – EARTHWORK

31 11 00 Clearing and Grubbing 31 20 00 Earthwork 31 25 00 Erosion and Sedimentation Controls

END OF SECTION

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LIST OF DRAWING SHEETS

CDCR-SDD 20200904 00 01 15 – 1 08/09/2025

SECTION 00 01 15

LIST OF DRAWING SHEETS

SHEET NO. SHEET TITLE

General

G01 INDEX OF DRAWINGS, SITE VICINITY MAP, SITE LOCATION MAP,

GENERAL NOTES, AND LEGEND

Civil

C01 EXISTING TOPOGRAPHIC MAP AND SITE CONDITIONS

C02 CRUSHED CONCRETE REMOVAL AND STABILIZATION GRADING

PLAN

C03 EROSION CONTROL PLAN

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California Department of Corrections and Rehabilitation (CDCR) Specifications

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AVAILABLE PROJECT INFORMATION

CDCR-SDD 20201216 00 31 00 – 1 08/09/2025

SECTION 00 31 00

AVAILABLE PROJECT INFORMATION

GENERAL

1.1 OBTAINING COPIES OF DOCUMENTS

A. Copies of the documents listed below can be obtained from the California Department of Corrections Representative.

1.2 ILLEGAL INERT FILL SITE ASSESSMENT

A. Avocet Environmental developed the Illegal Inert Fill Site Assessment (July 12, 2017) documenting the assessment activities designed to delineate and characterize the fill materials illegally dumped at the site.

1.3 GEOTECHNICAL INVESTIGATION REPORT

A. A geotechnical investigation of subsurface conditions on the project site is not required, therefore was not performed.

1.4 SOIL MANAGEMENT PLAN

A. Weaver Consultants Group developed the Revised Soil Management Plan, which, along with these specifications and the project drawings, constitute the construction documents for this project. The contractor shall keep at least one copy of the latest approved version of these documents onsite at all times.

1.5 COMMUNITY HEALTH AND SAFETY PLAN

A. Weaver Consultants Group developed the Community Health and Safety Plan. The contractor shall follow all procedures for the site described therein.

1.6 HEALTH AND SAFETY PLAN

A. Weaver Consultants Group developed a site-specific Health and Safety Plan. The contractor shall follow all procedures for the site described therein.

1.7 STORMWATER POLLUTION PROTECTION PLAN

A. A Storm Water Pollution Protection Plan (SWPPP) will be prepared for this project by the Contractor. The Notice of Intent to award and associated fees will be filed and paid for by CDCR.

1.8 CDCR ESSENTIAL SERVICES DEFINITION

A. The CDCR has developed a Standard for CDCR structural design, design review, and construction testing for certain prison facilities and buildings to ensure they comply with the California Building Code’s structural requirements for Essential Services Buildings. That Document is titled “Appendix D – Structural Design Criteria and Testing, Inspection, and

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AVAILABLE PROJECT INFORMATION

CDCR-SDD 20201216 00 31 00 – 2 08/09/2025

Observation Program Requirements” and is contained in the current CDCR Design Criteria Guidelines (DCG). That document and any applicable Notice of Change Supplements to that document, in addition to the Contract Documents, constitute the essential services requirements in effect for this project, including Contractor provided design and construction.

PRODUCTS – NOT USED

EXECUTION – NOT USED

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CLEARING AND GRUBBING

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SECTION 31 11 00

CLEARING AND GRUBBING

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes:

1. Site clearing and grubbing.

B. Related Sections:

1. Exhibit A – Scope of Work

2. Section 31 20 00 - Earthwork.

3. Section 31 25 13 - Erosion and Sediment Control.

1.2 ENVIRONMENTAL REQUIREMENTS

A. Burning is not permitted.

B. Clearing or grubbing:

1. Do not perform during weather conditions which may produce runoff from the site.

2. Resumption of clearing and grubbing will be determined by the CDCR Representative.

1.3 SUBMITTALS

A. Submit under provisions of Section 01 33 00.

B. Submit plan for debris removal or disposal.

PART 2 PRODUCTS - NOT USED

PART 3 EXECUTION

3.1 PREPARATION

A. Perform site preparation Work in accordance with the Contract Documents.

B. Verify field measurements are as shown on the Contract Documents.

C. Determine with CDCR Representative existing utilities and other elements that are to remain.

D. Protect elements surrounding the site from damage.

E. Review Storm Water Pollution Prevention Plan (SWPPP) and implement permit recommendations prior to beginning work.

3.2 SITE CLEARING

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CLEARING AND GRUBBING

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A. Clear site of trees, shrubs, and other vegetation, except for those indicated to remain. Clearing and grubbing must consist of:

1. Clearing the area within the limit of work of all objectionable plant material, to include roots, snags, brush, grass, weeds, and similar undesirable vegetation and any other debris found at the site not specified as improvements to be included as part of this project. All such materials must be removed from the site and disposed of in an acceptable manner.

2. In addition to the clearing of vegetation growth, the area must be grubbed to a depth of 6 inches below finish grade, of debris and rocks over 4 inches in size. Said material must be removed from the site and disposed of in an acceptable manner.

B. Remove existing above-grade and below-grade improvements as shown on the Contract Documents or found on site and require removal in order to facilitate new construction. For items found on-site that are not identified in the Contract Documents, Contractor must coordinate with the CDCR Representative for removal. Contractor will be compensated by change order for removal and disposal of below grade improvements not shown or specified in the Contract Documents.

3.3 DEBRIS DISPOSAL

A. Remove all cleared and grubbed material from the prepared site areas.

B. Dispose of excess soil material offsite at the designated onsite excess fill disposal area. The fill disposal area must be where indicated in the Contract Documents.

C. Dispose of trash, demolished material, and debris at approved landfill sites.

D. Burning is not permitted.

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EARTHWORK

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SECTION 31 20 00

EARTHWORK

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes:

1. Site Grading.

2. Excavation, filling, and compacting.

3. Rock slope protection.

4. Rock crushing.

5. Scarifying and recompaction.

B. Related Documents and Sections:

1. Exhibit A – Scope of Work

2. Section 00 31 00 - Available Information.

3. Section 31 11 00 - Clearing and Grubbing.

4. Section 31 25 00 - Erosion and Sedimentation Control.

1.2 REFERENCES

A. ASTM References:

1. ASTM D422 - Test Method for Particle-Size Analysis of Soils.

2. ASTM D1557 - Test Methods for Laboratory Compaction Characteristics of Soil Using

Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).

3. ASTM D2216 - Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass.

4. ASTM D2488 - Standard Practice for Description and Identification of Soils (Visual-

Manual Procedure).

5. ASTM D2974 - Test Methods for Moisture, Ash, and Organic Matter of Peat and Other

Organic Soils.

6. ASTM D6938 - Test Method for In-Place Density and Water Content of Soil and Soil-

Aggregate by Nuclear Methods (Shallow Depth).

B. Caltrans Testing Methods:

1. #206 - Specific Gravity and Absorption of Coarse Aggregate.

2. #217 - Sand Equivalent.

3. #229 - Durability Index.

4. #301 - Test for Resistance “R” Value.

C. Caltrans Standard Specifications, 2023 Edition.

1.3 DEFINITIONS

A. Structural Fill Areas:

1. Fill areas within vertical planes located five feet outside the perimeter of each building; or one foot outside the outermost edge of the surface of roadways, parking areas, sidewalks, TBB

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EARTHWORK

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concrete traffic slabs, or their shoulders unless specifically indicated otherwise on the drawings.

2. Areas where fill depth extends greater than 3 feet above the original ground surface.

3. Areas where fill is placed on slopes steeper than six horizontal to one vertical (6:1).

4. Utility trench backfill.

B. Nonstructural Areas - Graded areas for landscaping, including concrete walkways less than four feet wide, berms, and all other areas not defined as a structural fill or as storm water detention basin.

C. Influence Areas - Areas within planes sloped downward and outward at an angle of 45 degrees [Verify influence angle with the Geotechnical Engineer; if none is given, use 45 degrees as shown] from the horizontal from:

1. The outermost edge of structural fill areas; or

2. The bottom, outer edge of building perimeter foundations; or

3. The outermost edge at the surface of roadways or shoulder; or

4. The exterior edge at the spring line of pipes and culverts.

D. Unclassified Excavation - Nature of materials to be encountered is not identified or described.

E. Free from organic material - no visible wood or roots larger than one inch in diameter and all representative samples must contain no more than five percent by weight organic material when tested in accordance with ASTM D2974.

1.4 DESCRIPTION

A. Provide materials, services and equipment required for rough and finish grading of the site;

construction of berms and embankments; preparing building, structure and road earthen foundation pads to include excavating and recompacting or replacing existing soils to requirements shown on the Contract Documents; densification and stabilization of site soils;

rock crushing; and dewatering.

1. Verify shrinkage characteristics of imported soils and existing soils to be reused.

2. CDCR will not be responsible for additional costs associated with variations in shrinkage factors and related earthwork quantities.

3. CDCR makes no representation regarding the balance of cut and fill earthwork on the site.

The Contractor is responsible for the calculation of cut and fill required and available, for the cost of obtaining fill required, and for the cost of disposal of surplus.

B. Excavations, filling, and fill and backfill material must have the approval of CDCR’s Representative. Work must be performed only under the general observation and, where required, the detailed inspection and testing by the CDCR Representative and the Geotechnical Engineer.

1.5 SUBMITTALS

A. Submit, under provisions of Division 01, product data and certificates of compliance for all products and materials proposed to be used under this section

B. Storm Water Pollution Prevention Plan (SWPPP) in accordance with requirements in Part 3.

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C. Survey Data for Completed Grading: Submit supporting survey data indicating that completed grading conforms to Contract requirements. Submit drawings showing “as-built” elevations marked on the grading plans; include coordinates of each shot.

D. Construction staging plan detailing means, materials, and staging of the work.

E. Samples, product data, and certification for imported materials.

F. Fill Samples: Submit 50 lb sample of each type of fill to CDCR’s testing laboratory.

G. Excess Soils Disposal Plan. Submit drawings showing a proposed grading plan for the disposal of material at the on-site soils disposal area. Plans must include dimensions, elevations, slopes, drainage patterns, erosion control methods and materials, and drainage facilities.

1.6 QUALITY ASSURANCE

A. CDCR will employ and pay for the services of an independent testing laboratory to perform specified testing per CCR Title 24, and any other testing specifically indicated in the Contract Documents to verify compliance with the Contract Documents.

B. When relative compaction, moisture content, or other material tests indicate that the specified requirements have not been achieved, that portion of the Work must be reworked until the required density, moisture content, or other material property has been attained. Re-testing to show compliance will be at the Contractor’s expense.

C. Where soil material is required to be compacted to a percentage of maximum density, the maximum density at optimum moisture content will be determined in accordance with ASTM D 1557. Field density in-place tests will be performed in accordance with ASTM D-6938, or by such other means acceptable to the Engineer.

1.7 STORAGE AND HANDLING

A. Cover and protect earth materials stockpiled for use from erosion and contamination.

1.8 ENVIRONMENTAL CONDITIONS

A. Weather: Protect bearing surfaces under foundations. Should bearing surfaces become softened, excavate to solid bearing and backfill with fill materials as approved by the CDCR Representative, to elevations indicated.

B. No fill material is to be placed, spread, or rolled if weather conditions increase the moisture content above permissible limits. When work is interrupted by rain, the earthwork operations must stop and not be resumed until conditions allow for fill material to be placed within permissible moisture content limits..

PART 2 PRODUCTS

2.1 MATERIALS

A. Structural Fill

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1. Fill material for structural fill areas may be native materials obtained from onsite excavations, free from organic and inorganic debris. Particle size must not exceed 3 inches in any dimension.

2. Imported materials used in structural fill areas must have a maximum Plasticity Index of 20, a maximum Liquid Limit of 35, and a maximum particle size of 3 inches. When used in pavement areas imported materials must also have a minimum R-value of 25.

3. Representative samples of material to be used for structural fill must be tested to determine the maximum density, optimum moisture content, and classification of the soil.

4. During earthwork operations, soil types other than those identified and/or analyzed in the Geotechnical Report for the project may be encountered. CDCR’s Representative will determine the use or disposal of these soils.

B. Berms, Embankments, or Stormwater Detention Basin Material

1. Native, on-site, fine grained materials or imported materials may be used. These materials must be free of organic or other deleterious matter and must not contain lumps or stones larger than 3 inches in maximum dimension. The materials must have a minimum of 30 percent passing the No. 200 sieve and have a plasticity index greater than 20 and less than

30. The use of on-site materials must be approved by the CDCR Representative prior to excavation.

C. Fill Material for Influence Areas

1. Must meet the criteria for Structural Fill described in 2.1.A, described above.

D. Drain Rock

1. Conform to Section 68 of the Caltrans Standard Specifications, Class 2 permeable.

Material may be obtained and used from on-site excavation with the approval of the CDCR Representative.

E. Sand

1. Material with 100 percent passing a 3/8 inch sieve, at least 90 percent passing a No. 4 sieve, and a sand equivalent value not less than 30.

F. Filter Fabric

1. Filter fabric must be a pervious sheet of polyester, polyethylene, nylon, or polypropylene filaments, non-woven, and formed into a uniform pattern. The fabric must have the following minimum properties when measured in accordance with the referenced standard:

a. Grab tensile strength, ASTM D1682 140 lbs

b. Trapezoidal tear, ASTM D2263 70 lbs

c. Mullen Burst, ASTM D751 200 psi

d. Permeativity 50 gpm/sf

2. The filter fabric must be finished so that the filaments will retain their relative positive with respect to each other. The edges of fabric must be finished to prevent the outer material from pulling away from the fabric.

G. Rock (Riprap) Slope Protection (RSP)

1. Rock riprap must be angular and well graded rocks in accordance with Section 72 of the

Caltrans Standard Specifications, Facing Class. Rock encountered during site grading operations may be utilized for Rock Slope Protection as approved by the CDCR Representative. Rounded rock is not allowed.

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2. Grouted riprap must be in accordance with Section 72-5 of the Caltrans Standard Specifications.

3. Rock slope protection fabric, if used, must be in accordance with Section 88 of the Caltrans Standard Specifications.

H. Aggregate Base

1. Aggregate base must be crushed rock aggregate base material meeting the requirements of Section 26 of the Caltrans Standard Specifications for Class 2 Aggregate Base, ¾-inch maximum.

I. Topsoil

1. Topsoil material may be selected excavated, crushed material, graded, free of roots, rocks larger than 2 inches, subsoil, debris, and large weeds. Excavated soil from on-site grading operations may be used for topsoil with the approval of the CDCR Representative.

J. Steel Plate

1. When steel plate bridging is provided in-lieu of backfill and temporary asphalt, it must conform to Section 602.1 of the Caltrans Encroachment Permit Manual, with the following minimum thicknesses:

Trench Width Minimum Plate Thickness 10” 1/2” 1’-11” 3/4” 2’-7” 7/8” 3’-5” 1-1/4” 5’-3” [ ]

2. For spans greater than 5 feet 3 inches, a structural design must be prepared by a civil engineer registered with the State of California.

PART 3 EXECUTION

3.1 STORM WATER POLLUTION PREVENTION PLAN (SWPPP)

A. For Projects where the impacted, project area is greater than 1 acre, CDCR will initiate the filing of the Notice of Intent (NOI) to be covered under the statewide General Permit. CDCR will also pay the application fee.

1. The application will be made in the Storm Water Multiple Application and Report

Tracking System (SMARTS) at the following website:

https://smarts.waterboards.ca.gov/smarts/.

2. The Contractor must provide and pay for the Qualified SWPPP Developer (QSD) and the Qualified SWPPP Practitioner (QSP) as required and defined in SWRCB General Permit

2009-0009-DWQ.

B. Projects, with an impacted project area less than 1 acre, and not part of a larger common plan of development, may be exempt from the NOI, application fee and SMARTS system.

C. Regardless of the size of the Project:

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1. The Contractor must prepare a final Storm Water Pollution Prevention Plan (SWPPP) for implementation and compliance with the National Pollutant Discharge Elimination System (NPDES) General Permit.

2. If an NOI has been filed, the Contractor must then use the login information that will be provided to upload the SWPPP to complete the process which will result in the issuance of a Waste Discharge Identification (WDID) number for tracking the project.

D. The Contractor and its subcontractors must perform all necessary pollution prevention work to comply with the SWPPP and the Permits for any Work performed on the Project Site.

1. A person or group who violates conditions of the Permits may be subject to substantial penalties in accordance with State and Federal law.

2. The Contractor is encouraged to advise each of its employees and subcontractors working on this Project of the requirements of the Permits and SWPPP.

3. A copy of the Permits and draft SWPPP will be available for review during the bidding period and the CDCR Representative’s site office during construction.

E. The Contractor must complete Annual Reports and a Final Report, as required by the NPDES General Permit, by completing the forms in the online SMARTS system prior to notifying CDCR for review and certification.

F. Upon completion of the Project the Contractor must initiate the Notice of Termination (NOT) process for the Project by completing the NOT forms in the online SMARTS system before notifying CDCR for final review and certification.

3.2 PREPARATION

A. Should indicated conditions conflict with actual conditions and contours, notify the CDCR Representative and await directions before proceeding. Commencement of work indicates acceptance of existing conditions.

B. Contractor must protect adjacent property and existing improvements and structures as necessary to prevent undermining, caving of cuts, and miscellaneous damage. Protect structures, utilities, sidewalk, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations.

C. Excavate for structures to the lines and grades shown or as required to accomplish the construction. Perform all excavation regardless of the type, nature, or condition of the material encountered. The method of excavation used is optional; however, no heavy equipment must be operated within 5 feet of existing structures or newly completed construction, except as approved. Excavation that cannot be accomplished without endangering the present or new structures must be performed with hand tools.

D. Excavations and trenches must be properly sheeted, shored, braced and/or sloped to support adjacent earth banks, structures, construction materials, and equipment and to provide safe working conditions. No trench, pit, or other excavation is to remain open longer than is necessary to expeditiously carry out the work.

3.3 SITE PREPARATION

A. Perform clearing and grubbing in accordance with Section 31 11 00.

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B. Material with concentrations of organics greater than 5 percent, as determined by ASTM D2974, must be removed or placed in non-structural areas. Strippings must not be used within embankment, structural, or pavement fills and must be spread in the designated excess fill disposal area shown on the Drawings.

3.4 REMOVAL OF WATER

A. Maintain excavations free of groundwater and surface water. Do not allow surface water to drain into excavations.

B. At all times, provide and maintain means and devices to remove and dispose of water entering excavations until backfill is complete.

C. Verify groundwater elevations in areas where its presence is likely to impact construction activities. The Contractor is responsible for all engineering, design, installation, operation, and performance of water control and/or dewatering systems necessary for the performance of the Work.

D. Determine means and methods and perform dewatering as needed to establish a stable structure base. Additional dewatering and/or other measures may be necessary to prevent flotation or disturbance of underground structures.

E. Dewatering facilities must be installed and functioning prior to excavation below groundwater levels in order to avoid heave of the excavation bottom and/or wall instability. Sufficient time must be planned between dewatering and excavation to allow for drawdown of groundwater surfaces to below the lowest adjacent excavation.

F. If a Geotechnical Investigation Report has been prepared for this project, the Contractor may not use that report as the basis for dewatering design unless that report was specifically intended for dewatering design and other limitations of that report have been satisfied.

G. Coordinate water control and/or dewatering work with the work of other contractors so as not to impede or hinder their work.

H. Properly dispose of subsurface water from dewatering operations. Convey subsurface water from dewatering operations to approved surface and subsurface drainage systems for disposal

I. Obtain necessary permits for dewatering activities including disposal of collected subsurface water. Water disposal must comply with Federal, State, and local requirements including the approved Storm Water Pollution Prevention Plan (SWPPP) for the project.

3.5 EXCAVATION

A. Excavation method must be approved by the CDCR Representative prior to commencement of the Work. Explosives may not be used unless specifically authorized.

B. Excavate and remove earth material per specified requirements within the areas scheduled for subgrade recompaction.

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C. Extend areas to be recompacted a minimum lateral distance of 5 feet beyond building foundations, or a lateral distance sufficient to include the foundation Influence Area at the depth of required recompaction, whichever is greater.

D. Excavate to solid bearing based on depths or elevations indicated on the Contract Documents.

Do not carry excavations deeper than the elevation shown or established by the CDCR Representative. Excavations carried below the established grade lines must be replaced with approved, compacted, structural fill material at the Contractor’s expense. Over-excavations under footings must be filled with structural fill. Cuts below grade must be corrected by similarly cutting adjoining areas and creating a smooth transition. The Contractor must bear all costs for correcting over-excavated areas.

E. If solid bearing is not achieved at indicated elevations because of naturally occurring conditions, overexcavate per CDCR direction. Overexcavation to a depth of 1 foot beyond the specified excavation depths will not be considered extra work, and must be performed by the contractor at no additional cost. Costs for overexcavation in excess of one foot will be paid by contract change order at the agreed price.

F. Excavations for footings and slabs-on-grade must not disturb the materials below the bottom of the excavation. Trim bottoms to required lines and grades and provide a solid base to receive concrete. Bottom of excavated areas must be free of loose materials, debris, and water before concrete is placed.

G. Differing Site Conditions:

1. When excavating trenches or mass excavation, Contractor shall notify CDCR

Representative promptly and before disturbing existing soil conditions if:

a. The Contractor believes that the material may be hazardous waste, as defined in

Section 25117 of the Health and Safety Code that is required to be removed to a Class I, Class II, or Class III disposal site in accordance with provisions of existing law.

b. The subsurface or latent physical conditions differ from those shown or described in the Contract Documents.

c. The physical conditions differ materially from those ordinarily encountered in work similar to that being performed for the Contract.

2. CDCR Representative will inspect condition and provide direction to the Contractor.

3. CDCR Representative will respond regarding any Change to the Contract per

Section 00-72 07 Changes.

3.6 PLACING STRUCTURAL FILL OR INFLUENCE AREA FILL

A. Following excavation, exposed soil surfaces under all buildings, structural concrete pads, pavement areas, and horizontal areas beyond the structure footprint including at-grade or cut portions, must be scarified to a depth of 8 inches, moisture conditioned to at or near the optimum moisture content, and recompacted to a minimum of [90] percent relative compaction based on ASTM D 1557.

B. Backfilling must consist of placing and compacting structural fill material in excavations to the finish grades indicated in the Contract documents. Backfilling must not proceed until each specific location is approved by CDCR Representative.

C. If areas to receive backfill that are not suitable due to excessive moisture, instability, unsuitable materials, or other reasons as determined by the CDCR Representative, backfill must not be

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placed until the area has been properly prepared. Base preparation methods must be approved by the CDCR Representative and may include overexcavation, aeration, recompaction or other methods as necessary. Overexcavation to a depth of 1 foot beyond the specified excavation depths will not be considered extra work, and must be performed by the contractor at no additional cost. Excavation depths beyond 1 foot may be compensable, extra work, as agreed with the CDCR Representative.

D. Fill composed of native or import soil must be brought to grade in level lifts not exceeding 6 inches in compacted thickness. After each layer has been placed, mixed, and spread evenly, it must be compacted to a minimum of 90 percent relative compaction based on ASTM D1557.

E. If material is too dry, add water to raise moisture content to near the optimum moisture content.

If material is too wet, disc, scarify or otherwise aerate, as required, to dry to near the optimum moisture content. “Puddling” or “soaking” will not be permitted.

F. Spread each layer evenly and thoroughly mix each layer during the spreading to insure uniformity of material and moisture in each layer.

G. Cut/Fill slopes must be graded to the slopes shown on the Drawings. Fill slopes must be overbuilt and then cut back to finished grade. Track-walking may be utilized to stabilize the finished surface of slopes.

H. Work that has been suspended by weather, scheduling or for any other reason, must be protected against the effects of such weather or other conditions. Grading which has been considered acceptable, but which has been subsequently damaged must be re-worked to meet the requirements of the Contract Documents.

I. Slopes must be re-dressed as required to mitigate any erosion that may occur prior to establishment of the erosion control mitigation measures. Exterior slopes must be roughened by track walking or with a serrated slope bar.

3.7 COMPACTION

A. Compact areas not accessible to heavy equipment with pneumatic hand tampers or other small compaction equipment.

B. Hydraulic or jetting compaction methods are not to be utilized.

C. Compact all materials as specified herein utilized equipment that is appropriate for the materials being compacted.

D. Contractor must allow for and accommodate the CDCR Representative to perform compaction testing.

3.8 GRADE TOLERANCES

A. The subgrade below base and subbase of the various pavement structural section types indicated in the Contract Documents must not vary by more than 0.10 foot above or below the grade determined from the Contract Documents. The subgrade below asphalt must not vary by more than 0.05 foot above or below the grade determined from the Contract Documents.

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B. The elevation of building pads must not vary by more than 0.05 foot above or below the grade determined from the Contract Documents.

C. The average plane of excavation and embankment slopes equal to or steeper than six horizontal to one vertical (6:1) must conform to the slopes indicated in the Contract Documents. No point on the completed slopes is to vary from the designated slopes by more than 0.5 foot measured at right angles to the slope.

D. The average plane of excavation and embankment slopes flatter than six horizontal to one vertical (6:1) must conform to the slopes indicated in the Contract Documents. No point on the completed slopes is to vary from the designated slopes by more than 0.1 foot measured at right angles to the slope.

E. The average flow line grade of ditches and swales must conform to the grades determined from the Contract Documents, must be free draining, and must not vary from the designated grade by more than 0.10 foot above or below.

F. Finished grades in all other areas must not vary from the grades indicated in the Contract Documents by more than 0.1 foot above or below. Rough interim grades established prior to finish site grading operations must not vary from the grades indicated in the Contract Documents by more than 0.2 foot above or below.

3.9 SETTLEMENT

A. Excessive settlement in backfill, fill, or in structures built over the backfill or fill, which may occur within the guarantee period will be considered to be caused by improper compaction methods and must be corrected at the Contractor’s expense. Structures damaged by settlement must be restored to their original condition by the Contractor at no cost to CDCR.

3.10 ROCK (RIP RAP) SLOPE PROTECTION

A. Rock riprap must be so placed as to provide a minimum of voids. The larger rocks must be placed in the toe course and on the outside surface of the slope protection surface. Local surface irregularities must not vary from the design grades by more than 1 foot measured at right angles to the slope.

B. All rock slope protection must be installed per Method “A” in accordance with Section 72-2.03 of the Caltrans Standard Specifications.

C. Grouted riprap must be installed in accordance with Section 72-5.04 of the Caltrans Standard Specifications for placement of concrete.

D. Rock slope protection fabric must be installed in accordance with Section 72-2.025 of the Caltrans Standard Specifications.

3.11 FIELD QUALITY CONTROL

A. CDCR will retain the services of an independent testing agency to perform field quality control tests.

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California Department of Corrections and Rehabilitation (CDCR) Specifications

Bid Number C5613351-D

EARTHWORK

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B. In general, the frequency of testing must be as follows. Testing may be modified by the CDCR Representative as necessary.

Test Method Cubic Yards

Placed

1. Laboratory Testing

a. Moisture-Density Relationships (Compaction) - ASTM D1557 20,000a

b. Grain Size Analysis - ASTM D422 35,000a

c. Atterberg Limits - ASTM D4318 35,000a

2. Field Testing

a. Nuclear Gauge Density Testing - ASTM 6938 2,000b a Testing must be performed more frequently if soils vary, i.e., at least one test per soil type.

b One or more tests per day must be performed when the rate of fill placement is between 1 and 2,000 cubic yards per day. A minimum of one test for each 2,000 square feet on the finished subgrade surface in structural building pad areas must be performed.

C. If tests indicate Work does not meet specified requirements, CDCR Representative will notify Contractor who must proceed to correct the deficient work and request a retest. Costs for retesting must be paid for by the Contractor.

END OF SECTION

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California Department of Corrections and Rehabilitation (CDCR) Specifications

Bid Number C5613351-D

EROSION AND SEDIMENTATION CONTROLS

CDCR-SDD 20141117 31 25 00 - 1 08/09/2025

SECTION 31 25 00

EROSION AND SEDIMENTATION CONTROLS

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes:

1. Erosion and sediment control measures.

B. Related Documents and Sections:

1. Exhibit A – Scope of Work

2. Section 00 31 00 - Available Project Information.

3. Section 31 20 00 - Earthwork.

1.2 REFERENCES

A. ASTM A116 - Metallic-Coated Steel Woven Wire Fence Fabric.

B. ASTM A615 - Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

C. ASTM A702 - Steel Fence Posts and Assemblies, Hot Wrought.

D. ASTM D4632 - Test Method for Grab Breaking Load and Elongation of Geotextiles.

E. ASTM D1682 - Test Methods for Breaking Loading and Elongation of Textile Fabrics.

F. CTM 206 - Test for Specific Gravity and Absorption of Course Aggregate.

G. CTM 229 - Durability Index.

1.3 DESCRIPTION

A. Provide materials, services, and equipment required for controlling pollutants in storm water runoff associated with construction activity.

B. Perform Storm Water Pollution Prevention Plan (SWPPP) requirements in accordance with Section 31 20 00.

C. Water Quality - Measures must be provided to prevent siltation of streams, rivers, lakes and bays etc.; avert instream degradation due to turbidity and pollutant load; and prevent toxic materials from leaving the construction site.

D. Existing System - Methods must be provided to prevent construction sediment from entering existing drainage facilities or other watercourses.

E. Adjacent Properties - Methods must be employed to prevent any damage to adjacent public and private properties.

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California Department of Corrections and Rehabilitation (CDCR) Specifications

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F. Areas requiring protection must include all areas disturbed by demolition, site preparation, or earthwork. Other areas including access roads, staging areas, and other areas potentially disturbed by the Contractor’s activities must be protected.

G. Maintain fences, fiber rolls, straw mulch, [dikes, check dams, sediment basins detention basins,] and other erosion control features provided under this Bid Package.

1.4 SUBMITTALS

A. Submit, under provisions of Exhibit A SOW, product data and certificates of compliance for all materials proposed to be used under this section.

1.5 SCHEDULE

A. Construct erosion control measures early in the project, but no later than the start of excavation or hard demolition.

B. Stake grading areas after receiving the Notice to Proceed and before any grading operations have taken place.

PART 2 PRODUCTS

2.1 MATERIALS

A. Silt Fence Filter Fabric:

1. A pervious sheet of synthetic polymer composed of at least 85 percent by weight ethylene, propylene, amide, ester or vinylidene yarn, woven or non-woven, and containing stabilizers and/or inhibitors to resist deterioration by heat, water, and ultraviolet light.

2. Fabric must conform to the following criteria:

a. Equivalent Opening Size (U.S. Standard Sieve): 70 to 100 range.

b. Tensile Strength: ASTM D1682, Method G; Minimum 200 pounds.

B. Silt Fence Posts:

1. Redwood, cedar, or Douglas fir, cut from sound timber, free from unsound knots, or other defects which render them unfit structurally.

2. Metal posts; ASTM A702, Class B steel with anchor plate. Metal posts must be minimum length of 5 feet.

C. Wire Fence Fabric for Silt Fences:

1. ASTM A116, Class 1; 39 inches wide, consisting of nine horizontal wires with vertical stays spaced 6 inches apart; top and bottom wires 10 gauge, remaining wires 12-1/2 gauge.

D. Fiber Rolls:

1. Prefabricated rolls of straw, flax or similar material.

2. Rolled tubes of erosion control blanket/mat:

a. Roll length of erosion control blanket/mat into a tube of minimum 8 inch diameter.

b. Bind roll at each end and every 4 feet along length of roll with jute-type twine.

E. Aggregate for Stabilized Construction Entrance:

1. Asphalt concrete grindings must not be used.

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California Department of Corrections and Rehabilitation (CDCR) Specifications

Bid Number C5613351-D

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2. Aggregate must be 2 to 4 inches in size, washed, well-graded gravel or crushed rock conforming to the following quality requirements:

Test

California Test Method

Requirement

Apparent Specific Gravity 206 2.5 min Absorption 206 4.2% max.

Durability Index 229 52 min.

F. Straw bales must be machine baled clean rice straw free of seed from noxious weeds using standard baling wire or string.

PART 3 EXECUTION

3.1 LIMITS OF WORK

A. Confine soil disturbance, grading and machinery access to the construction areas shown on the Contract Documents.

B. No payments will be made for additional Work or damages caused by the Contractor’s performance of the Work, either inside or outside the State property.

3.2 SILT FENCES

A. On slopes, construct the fence to follow the contours as closely as possible. In small swales, curve the fence upstream at the sides to direct the flow toward the middle of the fence.

B. Cut filter fabric from a continuous roll to avoid the use of joints. When joints are necessary, splice fabric only at a support post, with minimum 6-inch overlap, both ends securely fastened to the post.

C. Space posts a maximum of ten feet apart; place securely into the ground, with a minimum buried depth of 12 inches for steel, three feet for wood.

D. Excavate a trench approximately six inches wide and six inches deep along the line of posts and upslope from the barrier.

E. Staple or wire filter fabric to the fence, and extend into the trench as shown on the Contract Documents. Extend fabric approximately 36 inches above the original ground surface.

F. Backfill the trench and compact soil over the toe of the filter fabric.

G. Remove the silt fence at the completion of construction per direction from the CDCR Representative.

3.3 FIBER ROLLS

A. Locate fiber rolls on level contours spaced as follows:

1. Slope inclination of 4:1 (H:V) or flatter: Fiber Rolls are to be placed at a maximum interval of 20 feet. Slope inclination between 4:1 and 2:1 (H:V): Fiber Rolls are to be placed at a maximum interval of 15 feet.

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California Department of Corrections and Rehabilitation (CDCR) Specifications

Bid Number C5613351-D

CDCR-SDD 20141117 31 25 00 - 4 08/09/2025

2. Slope inclination 2:1 (H:V) or greater: Fiber Rolls are to be placed at a maximum interval of 10 feet.

3. Fiber Rolls at the toe of slopes greater than 5:1 (H:V) are to be a minimum of 20-inch diameter or installations achieving the same protection (i.e. stacked smaller diameter fiber rolls, etc.).

B. Turn the ends of the fiber roll up-slope to prevent runoff from going around the roll.

C. Stake fiber rolls into a 2 to 4 inch deep trench with a width equal to the diameter of the fiber roll.

D. Drive stakes at the end of each fiber roll and spaced 4 feet maximum on center.

E. Use wood stakes with a nominal classification of 0.75 inches by 0.75 inches and minimum length of 24 inches.

F. If more than one fiber roll is placed in a row, the rolls should be overlapped, not abutted.

3.4 STRAW BALE DIKE

A. Bales must be placed in a row with ends tightly abutting. Place loose straw between adjacent bales to close voids. Each bale must be anchored with two #4 rebar conforming to ASTM A615, Grade 40.

3.5 STABILIZED CONSTRUCTION ENTRANCE PAD

A. Provide one stabilized construction entrance pad located on the primary construction road servicing the site. Maintain the entrance pad in a condition that will prevent tracking mud or flowing of sediment onto public right-of-ways.

B. Stabilized construction entrance must be minimum 50 feet long and 30 feet wide. Provide adequate turning radii at the entrance for construction vehicles. Aggregate depth must be a minimum of 12 inches, or as directed by the CDCR representative [and Geotechnical Engineer], designed for the heaviest vehicles and equipment used.

C. Provide periodic top dressing with additional rock as conditions demand; repair and clean out trapped sediment. Remove any sediment spilled, dropped, washed or tracked onto public rights-of-way, through street sweeping or vacuuming.

D. Clean vehicle and equipment wheels to remove any retained sediment prior to entrance onto public rights-of-way. When washing is used to prevent tracking, wash on an area stabilized with crushed stone that drains into an approved sediment trap or sediment basin. Prevent sediment from entering any storm drain, ditch, or watercourse through use of sand bags, gravel, boards, or other methods as approved by the CDCR Representative.

3.6 WIND EROSION / AIR POLLUTION CONTROL

A. Prevent wind erosion and air pollution by wetting down or applying other approved dust control measures to the work site. Control the generation of dust which could violate State and Local air pollution control standards, damage on-site/off-site facilities, and/or impact crops growing on adjacent properties.

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California Department of Corrections and Rehabilitation (CDCR) Specifications

Bid Number C5613351-D

EROSION AND SEDIMENTATION CONTROLS

CDCR-SDD 20141117 31 25 00 - 5 08/09/2025

B. Apply water or other dust control measures to common areas that will be used by all Bid Package Contractors. Coordinate dust control Work performed under this contract with the dust control work of other Bid Package Contractors.

3.7 WATER POLLUTION CONTROL

A. Comply with laws, rules, and regulations of the State of California, U.S. Army Corps of Engineers, and the U.S. Environmental Protection Agency prohibiting the pollution of lakes, oceans, bays, wetlands, streams, or river waters from the placing or dumping of refuse, construction materials, soils, or debris. In the event of a conflict, the most stringent requirement must govern.

3.8 EQUIPMENT MAINTENANCE

A. Perform equipment repairs and maintenance including lubrication and fueling at sites approved by the CDCR Representative.

3.9 EMERGENCY TREATMENT

A. In the event of precipitation during construction which produces contaminated runoff from the project site, Immediately provide additional erosion control measures such as check dams, temporary sediment basins, or other controls as necessary to prevent site runoff. Coordinate additional erosion control activities and measures with the CDCR Representative.

3.10 MAINTENANCE

A. Inspect all silt fences, dikes, and other erosion control features immediately after each precipitation event that produces runoff at the erosion control installation and at least daily during prolonged events. Make required repairs to restore the erosion control function immediately.

B. Inspect local roads to the site and roads adjacent to the construction entrance(s), daily. Sweep or vacuum daily to remove visible sediment and prior to forecasted rain events.

C. Maintain erosion control features throughout project construction. Unless shown or specified to be removed, leave all erosion control features in good condition.

D. Remove sediment deposits that exceed one-third the height of the barriers.

E. Dispose of sediment deposits on-site at a location shown on the Contract Documents and acceptable to the CDCR Representative. Leave the disposal area in a neat free draining condition.

END OF SECTION

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California Department of Corrections and Rehabilitation (CDCR) Specifications

Bid Number C5613351-D