B08 IFB Atch 12 - Revised Atch 1 Tech Specs Section 31 00 00_rev_06_Apr_2021.pdf

American River Common Features (ARCF) Spec No. 2238

Natomas Basin - Reach B, I-5 Window FINAL SUBMITTAL

Section 31 00 00 Page 1

SECTION 31 00 00

EARTHWORK

PART 1 GENERAL

The work covered by this section consists of furnishing all plant, labor, equipment, and materials and of performing all operations in connection with earthwork, in accordance with these Specifications and applicable Drawings.

Excavation and reconstruction/modification of the existing levee embankment will be required in order to construct embankments, seepage berms, and utilities. Levee and berm fill will consist of imported borrow materials and excavated materials, if excavated materials meet the requirements of this specification section.

1.1 REFERENCES

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

ASTM INTERNATIONAL (ASTM)

ASTM D1140 (2000; R 2006) Amount of Material in Soils

Finer than the No. 200 (75-micrometer) Sieve

ASTM D1556/D1556M (2015; E 2016) Standard Test Method for

Density and Unit Weight of Soil in Place by

Sand-Cone Method

ASTM D1557 (2012; E 2015) Standard Test Methods for

Laboratory Compaction Characteristics of Soil

Using Modified Effort (56,000 ft-lbf/ft3)

(2700 kN-m/m3)

ASTM D2216 (2010) Laboratory Determination of Water

(Moisture) Content of Soil and Rock by Mass

ASTM D2487 (2017) Standard Practice for Classification of Soils for Engineering Purposes (Unified

Soil Classification System)

ASTM D3740 (2019) Minimum Requirements for Agencies

Engaged in the Testing and/or Inspection of

Soil and Rock as Used in Engineering Design and Construction

ASTM D4318 (2017; E 2018) Standard Test Methods for

Liquid Limit, Plastic Limit, and Plasticity

Index of Soils

Section 31 00 00 Page 2

ASTM D4643 (2017) Standard Test Method for Determination of Water Content of Soil and Rock by

Microwave Oven Heating

ASTM D5080 (2008) Standard Test Method for Rapid

Determination of Percent Compaction

ASTM D6913 (2017) Particle-Size Distribution of Soils using Sieve Analysis

ASTM D6938 (2017a) Standard Test Method for In-Place

Density and Water Content of Soil and Soil-

Aggregate by Nuclear Methods (Shallow Depth)

ASTM D698 (2012; E 2014; E 2015) Laboratory Compaction

Characteristics of Soil Using Standard Effort

(12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.))

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety and Health Requirements Manual

ER 1110-1-261 (1999) Quality Assurance of Laboratory

Testing Procedures

1.2 DEFINITIONS

1.2.1 Suitable Materials

Suitable materials must consist of soils classified in accordance with ASTM

D2487 as CL, CL-ML, CH, MH, ML, SC, SM, GP, GW, GM, GC, GC-GM, GP-GM, GW-GM, GP-GC, GW-GC, SP, SW, SP-SM, SW-SM, SP-SC, SW-SC, and SC-SM meeting the additional requirements of paragraph 2.2, TYPES OF FILL MATERIALS. Suitable materials must be free from debris and organic material as defined herein.

Materials must not be classified as unsuitable based solely on moisture content.

1.2.2 Unsuitable Materials

Unsuitable materials include all other materials that are not defined as suitable materials in paragraph 1.2.1 Suitable Materials. Materials must not be classified as unsuitable based solely on moisture content. Material containing roots greater than 1/2-inch in diameter, debris, rubble, trash or other deleterious items must be classified as unsuitable materials.

Unsuitable materials must be disposed of in accordance with Section 02 41 00

DEMOLITION.

Soils containing visible concentrations of organics or classified as organic clay or organic silt (OH or OL) are unsuitable, except for strippings.

1.2.3 Fill Material

The terms "embankment" or "fill" or "backfill" as used in these specifications are defined as the earth fill portions of the levee embankment structure, other fills related to the levee, or other fills within the limits of the project.

Section 31 00 00 Page 3

1.2.3.1 Soil Type 1 Fill

Earthen fill to be used for construction of seepage berms, patrol roads, patrol road ramps, the access driveway transition, and the North Bayou Way transition. Soil Type 1 fill must consist of suitable materials meeting the additional requirements of paragraph 2.2 TYPES OF FILL MATERIALS.

1.2.3.2 Soil Type 2 Fill

Earthen fill to be placed on the levee embankment, landside adjacent levee, and for backfill of abandoned utility excavations. Soil Type 2 Fill must consist of suitable materials meeting the additional requirements of paragraph 2.2 TYPES OF FILL MATERIALS.

1.2.3.3 Soil Type 3 Fill

Earthen fill to be placed on the levee embankment, landside adjacent levee, and for backfill of abandoned utility excavations. Soil Type 3 Fill must consist of suitable materials meeting the additional requirements of

1.2.4 Utility Trench Backfill

Earthen fill to be placed within 5 feet of utilities measured horizontally of completed or partially completed structures, new utilities where shown on the drawings, and abandoned utility excavations. Utility Trench Backfill must consist of suitable materials meeting the additional requirements of

1.2.5 Degree of Compaction

Degree of compaction must be expressed as a percentage of the maximum density obtained by the test procedures presented in ASTM D698, abbreviated herein as percent of laboratory maximum density.

1.3 CONTRACTOR QUALIFICATIONS

Refer to the proposal forms for additional qualification requirements for

Contractor's Project Manager, Site Superintendent, and Field Quality Control

Representative.

1.3.1 Earthwork Contractor

The earthwork contractor performing levee construction and reconstruction must have experience in projects of similar size and scope completed in the last 5 years. The project experience must have been performed by the entity proposing to perform the work as defined below. An individual's experience from former companies must qualify as contractor experience provided that the individual is the Contractor's designated Project Manager or Site

Superintendent. Qualifying experience in levee construction and reconstruction must consist of the following:

Satisfactorily performed work and completed construction of at least three earthen levee or earthfill dam projects. The projects must have included a minimum earthen levee or earthfill dam embankment or berm quantity of 75,000 cubic yards.

Section 31 00 00 Page 4

The Earthwork Contractor Qualifications must be submitted a minimum 30 days prior to construction.

1.3.2 Field Quality Control Representative

The earthwork contractor must maintain a field Quality Control representative (FQCR) of an independent testing laboratory (Section 01 45 00

QUALITY CONTROL) at the site on a full-time basis to perform inspection and testing in accordance with paragraph 3.15 FIELD QUALITY CONTROL. The individual must have served in the FQCR role on at least three earthen levee or earthfill dam projects completed in the last 10 years and have experience in all aspects of earthwork construction.

The Field Quality Control Representative Qualifications must be submitted a minimum 30 days prior to construction.

1.3.3 Civil or Geotechnical Engineer

The civil or geotechnical engineer must have experience in performing levee construction and reconstruction projects of similar size and scope completed in the last 5 years. Qualifying experience in levee construction and reconstruction must consist of the following:

Satisfactorily performed work and completed construction of at least three earthen levee or earthfill dam projects. The projects must have included a minimum earthen levee or earthfill dam embankment or berm quantity of 75,000 cubic yards.

The Civil or Geotechnical Engineer Qualifications must be submitted a minimum 30 days prior to construction.

1.4 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The designation "DO" represents the District Office Engineering Division and the designation "RO" represents the Resident Office. Submit the following in accordance with

Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Excavation Plan; G, DO

Earthwork Contractor Qualifications; G, DO

Field Quality Control Representative Qualifications; G, DO

Civil or Geotechnical Engineer Qualifications; G, DO

Preconstruction Video And Photograph Survey; G, RO

Pre-Construction Survey Cross Sections; G, RO

Borrow Site Sampling Workplan; G, DO

Section 31 00 00 Page 5

Equipment Data; G, RO

Materials Distribution And Stockpile Plan; G, DO

Shoring And Sheeting Plan; G, DO

Plan Of Operations; G, DO

Flood Stage Contingency Plan; G, DO

Slope And Foundation Failure Repair Plan; G, DO

SD-03 Product Data

Embankment and Backfill Materials; G, DO

Chemical Screening Test Results; G, DO

SD-07 Certificates

Testing Laboratory Certificates; G, RO

SD-09 Manufacturer's Field Reports

Quality Control Testing; G, DO

Test Data Summaries; G, DO

Construction Verification Survey Report; G, RO

1.5 GENERAL CONDITIONS

1.5.1 Lines and Grades

Submit a Preconstruction Video and Photograph Survey of the levee crown roadway gravel, paving, and levee slope area showing adequate detail per paragraph 1.19 of Section 01 00 00 GENERAL REQUIREMENTS.

Survey cross sections along the entire length of the construction site and submit preconstruction topographic survey cross-sections before construction begins. Use these cross-sections to reflect existing ground before any construction activities begin and when measuring pay quantities for excavation and embankment fill. Survey cross-sections perpendicular to the project control lines. Take the cross-sections at 50-foot intervals along the project control lines shown on the drawings. Perform a profile survey of the top of the levee. Use this survey to show the elevations of the top of the levee shown on the plan and profile sheets.

Cross-sections along the control lines must extend from 25-feet landward of the proposed landside levee or berm toe, across the control line, and continue to a minimum 25 feet waterward of the waterside levee toe and/or excavation limit.

Elevations must be taken at inflection points but at not more than 10-feet intervals. Horizontal and vertical accuracy must be to the nearest 0.1-foot.

Horizontal locations must not deviate from the alignment of the cross section line by more than 1-foot. All cross-sections must be plotted as

Section 31 00 00 Page 6 viewed in the downstream direction. Submit Pre-Construction Survey Cross

Sections containing survey control and cross section points defined in the form of north and east coordinates and their elevations (i.e. X, Y and Z).

Horizontal control must be referenced to the California Zone II, North

American Datum (NAD) of 1983. Vertical control must be the National American

Vertical Datum (NAVD) of 1988. Survey data must be provided in english units in either Microstation V8i 3D design file format (*.DGN), or AutoCAD 2013 or newer format (*.DWG).

Provide electronic survey data files (including, but not limited to, CADD files, point data, etc.), and 2 sets of the cross section data, plotted as viewed in the downstream direction, with a 20 horizontal X 10 vertical grid, on a standard ANSI D size drawing sheet, at a scale of 1:10, horizontal and vertical, preparing any needed layout drawings. Black line prints from PDF files are acceptable.

Unless otherwise noted on the Plans, the embankment must be restored to pre-construction lines and grades as determined by surveys noted above and in

Section 01 00 00 GENERAL REQUIREMENTS.

Where variations are noted on the Plans, the embankments and backfills must be constructed to the lines, grades, and cross sections indicated on the

Plans, unless otherwise directed by the Contracting Officer. The Contracting

Officer reserves the right to increase or decrease the foundation widths and embankment slopes or to make such other changes in the embankment or backfill sections as may be deemed necessary to produce a safe structure.

Changes in quantities resulting from such revisions will not constitute justification for change in contract unit prices, except as provided for in the General Specifications.

1.5.2 Conduct of the Work

Thirty days prior to commencement of haul road construction or placing embankment and backfill, whichever is earlier, submit for review a Plan of

Operations for accomplishing all embankment and backfill construction and for the location and construction of haul roads. The plan must be reviewed and approved by the Contracting Officer prior to the start of Work. This plan must include, but not be limited to, the Contractor's proposed sequence of construction for embankment and backfill items, and methods and types of equipment to be utilized for all embankment and backfill operations, including transporting, placing, and compaction. This plan must also include the names and addresses of the commercial testing labs which will perform the soil testing and inspection and describe how all required soils testing will be performed and reported. The independent testing laboratories must meet requirements of Section 01 45 00 QUALITY CONTROL.

Maintain and protect the embankment, backfill, and any identified existing structures, utilities, and trees in a satisfactory condition at all times until final completion and acceptance of all work under the Contract.

Submit a list of equipment data used for hauling, fill placement, compaction, and sprinkling equipment and include weights, size, and contact pressures as part of the Plan of Operations. If the hauling equipment causes horizontal shear planes or slickensides, rutting, quaking, heaving, cracking, or excessive deformation of the embankment or backfill, limit the type, load, or travel speed of the hauling equipment on the embankment or backfill. The Contractor may be required to remove, at no cost to the

Government, any embankment material placed outside of prescribed slope

Section 31 00 00 Page 7 lines. Any approved embankment or backfill material which is lost in transit or rendered unsuitable after being placed in the embankment or backfill and before final acceptance of the work must be replaced by the Contractor in a satisfactory manner with no additional cost to the Government. Excavate and remove from the embankment or backfill any material which is unsatisfactory and dispose of such material and refill the excavated area as directed, all at no cost to the Government.

1.5.3 Fill Materials

Submit a Materials Distribution and Stockpile Plan that describes where material will be obtained, placed, stockpiled and blended for usage or for disposal. This information must be submitted within 10 days after the notice to proceed. Describe how materials excavated from the borrow area will be identified to allow field personnel to determine the appropriate end use of the material.

Materials for embankment construction must be suitable materials obtained from designated borrow areas, project excavations, or Contractor-furnished import sources. The material excavated to remove the sand core in the existing levee embankment and levee foundation must be separated and stockpiled. The excavated material meeting the requirements of 2.2.1 Soil

Fill Types must be re-used for the seepage berm construction to the maximum extent possible.

Blend and reuse project excavations to the maximum extent possible.

Materials must be blended at the borrow site or approved staging/stockpile area. Materials must be tested for suitability prior to placement. Material not meeting the specified requirements must be hauled off site and disposed of in a legal manner.

1.5.4 Haul Roads, Working Surfaces, and Temporary Ramps

Haul roads, working surfaces, and temporary ramps must be located and constructed within the construction limits shown on the Plans. Prior to the commencement of construction submit for review a site plan detailing the location of all haul roads and temporary ramps within the construction limits.

Haul roads, working surfaces, and temporary ramps must be constructed to maintain the intended traffic and be maintained in good condition throughout the contract period. Haul roads, working surfaces, and ramps constructed during the contract duration must be removed after work is completed and the impacted area restored to its preconstruction conditions. All costs associated with these haul roads and ramps must be considered as a subsidiary obligation of the Contractor.

1.5.5 Excavations

Submit a written Excavation Plan a minimum of 30 days prior to the beginning of any excavation work. This plan must be reviewed and approved by the

Contracting Officer prior to starting any excavation work. If necessary, the plan must be modified as required to meet field conditions, and the modifications must be reviewed prior to use. As a minimum, the plan must include the following:

Section 31 00 00 Page 8

a. Proposed methods for preventing interference with, or damage to, existing underground and overhead utility lines, trees designated to remain, and other existing improvements or natural features designated to remain within or adjacent to the construction right-of-way.

b. The proposed methods for controlling surface and groundwater in the excavations.

c. Stockpiling and blending plan for embankment material showing locations, stockpile heights, slopes, limits, and drainage around the stockpile areas.

d. A complete listing of equipment used for excavation and transport of the excavated material.

e. The Contractor's proposed sequence of work for excavating with plan and cross sectional views showing starting and final work locations and clearing, grubbing and stripping limits.

f. The Contractor's proposed road pattern and plan for implementing dust control measures.

1.5.6 Slides and Foundation Failures

Repair any sliding that occurs in any part of the embankment, channel slopes and backfills prescribed in this section prior to final acceptance of the work. When the slide is caused through the fault of the Contractor, the repair must be made at no cost to the Government. The Contracting Officer must be the sole judge of whether a slide or foundation failure is caused through a fault of the Contractor. Submit a plan detailing how the repair will be completed. The plan must be reviewed and approved by the Contracting

Officer prior to the start of repair work. When the slide is not the fault of the Contractor, an extension of the unit prices for excavation and embankment must be made to cover the cost of the repairs.

1.5.7 Drainage Requirements

Do not block or restrict the flow in a natural drain, existing culvert, ditch or channel at any time without obtaining prior written approval. This approval must not relieve the Contractor from responsibility for any damage caused by his operation. Monitor the channel flow and provide sufficient free discharge areas so that conditions are not worsened upstream or downstream by possible floods during construction. Surface water must be directed away from excavations and construction sites so as to prevent erosion and undermining of foundations. Diversion ditches, dikes, and grading must be provided and maintained as necessary during construction.

Excavated slopes and backfill surfaces must be protected to prevent erosion and sloughing. Excavation must be performed so that the site and the area immediately surrounding the site and affecting operations at the site must be continually and effectively drained. If private property is to be used for drainage, submit written evidence that the right has been obtained from the property owner for drainage on his property. After construction, natural drains, existing culverts, ditches and channels affected by construction must be restored to their preconstruction condition.

1.5.8 Utilities

Section 31 00 00 Page 9

Movement of construction machinery and equipment over or near utilities

(including underground and overhead utilities) during construction must be at the Contractor's risk and must adhere to the requirements of EM 385-1-1 and any other applicable utility agency requirements. Utility lines damaged during construction must be immediately reported to the Contracting Officer and repaired at the Contractor's expense. Utilities that are designated for removal must be removed and affected embankment backfilled, in accordance with contract Drawings.

1.5.9 Protection of Existing Man-Made Facilities and Natural Features

Embankment excavation must be conducted in such a manner as to avoid damage to trees to be left standing and trees outside the excavation areas, existing buildings, man-made facilities and natural features, Caltrans

Piers, and other structures with due regard to the safety of employees and others. Geotechnical instrumentation and monitoring requirements for the

Caltrans Interstate 5 bridge structure are provided in Section 31 09 13

GEOTECHNICAL INSTRUMENTATION AND MONITORRING.

1.5.10 Civil or Geotechnical Engineer

The Contractor is required to hire a Professional Civil or Geotechnical

Engineer to provide inspection of excavations and soil/groundwater conditions throughout construction. The Civil or Geotechnical Engineer must be responsible for performing pre-construction and periodic site visits throughout construction to assess site conditions. The Civil or Geotechnical

Engineer must update the excavation, sheeting and dewatering plans as construction progresses to reflect changing conditions and must submit an updated plan if necessary. A written report must be submitted, at least monthly, informing the Contactor and Contracting Officer of the status of the plan and an accounting of the Contractor's adherence to the plan addressing any present or potential problems. The Civil or Geotechnical

Engineer must be available to meet with the Contracting Officer at any time throughout the contract duration.

1.5.11 Slope and Foundation Failure Repair Plan

The Contractor must repair any failures that occurs in any part of the embankment and backfills prescribed in this section prior to final acceptance of the work. When the failure is caused through the fault of the

Contractor, the repair must be made at no cost to the Government. The

Contractor must submit a plan detailing how the repair will be completed.

The plan must be reviewed by the Government prior to the start of repair work. When the failure is not the fault of the Contractor, an extension of the unit prices for excavation and embankment must be made to cover the cost of the repairs.

1.6 CRITERIA FOR BIDDING

Base bids on the following criteria:

a. Surface elevations are as indicated.

b. Pipes or other artificial obstructions may be encountered. Expect debris within the levee degrade material.

c. Blasting will not be permitted. Remove material in an approved manner.

Section 31 00 00 Page 10

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Fill Materials

The soil materials in the Bell Property (Teichert Stockpile) and Kaufman

Borrow Site have been sampled and analyzed to determine their representative geotechnical engineering characteristics. Sampling results are provided in the GDR as an attachment to these specifications for reference only. The

Contractor shall blend soil materials from these sites as required to meet the applicable requirements of suitable earth materials. In addition, the soil materials in the Bell Property Stockpile and Kaufman Borrow Site have been determined to meet the requirements of the Project's Imported Fill

Chemical Screening Limits.

Prior to delivery of any Contractor-furnished import or borrow material or material from the Teichert Stockpile to the site, submit soil test results for embankment and backfill materials in accordance with Section 31 23 00

BORROW SITE EXCAVATION and a Borrow Site Sampling Workplan for review and approval by the Contracting Officer.

Contractor-furnished fill materials must be free of contaminants. Perform chemical screening testing to ensure the soils do not exceed the maximum concentrations provided in the Imported Fill Chemical Screening Limits form attached to these specifications. A minimum 12 suite of chemical screening test results are required for the first 5,000 cubic yards of import borrow from a Contractor-furnished borrow site or stockpile, and an additional suite of screening tests for each additional 1,000 cubic yards of material.

Submit chemical screening test results for each Contractor-furnished import or borrow material source prior to delivery of Contractor-furnished imported soil or borrow materials to the site.

Project fills must be constructed of suitable earth materials as defined in

Paragraph 1.2 DEFINITIONS and as required below in paragraph 2.2 TYPES OF

FILL MATERIALS and obtained from project excavations, designated borrow site(s) in accordance with Section 31 23 00 BORROW SITE EXCAVATION, or from

Contractor-furnished import sources. Blend and reuse project excavations to the maximum extent possible. Materials must be screened of oversize material and blended as needed to obtain a blended material suitable for construction meeting the fill requirements outlined in these Specifications. Materials must be screened, blended and tested for suitability at the borrow site, at staging/stockpile areas, or at other designated areas approved by the

Contracting Officer. The test results and suitability of fill material must be reviewed and approved by the Contracting Officer prior to placement. Soil classification tests must be completed for all blended material in accordance with ASTM D2487.

If a disagreement between the Contractor and Contracting Officer occurs over the suitability of fill materials, perform laboratory testing as directed by the Contracting Officer to demonstrate compliance with the specifications at no additional cost to the Government. This testing must comply with paragraph FIELD QUALITY CONTROL. The failure of the Contractor to perform this testing must not relieve the Contractor from the obligation to provide suitable materials.

Section 31 00 00 Page 11

2.2 TYPES OF FILL MATERIALS

2.2.1 Soil Types 1, 2, and 3 Fill and Utility Trench Backfill Material

Type 1 and Type 3 fill must be obtained from project excavations or

Government-furnished borrow areas. Type 2 fill and utility trench backfill must be from the Kaufman Borrow Site. Soil Types 1, 2, and 3 Fill and

Utility Trench Backfill materials must meet the following criteria. The fill placement areas are also identified in the following Table 1. The suitability of the materials must be determined in accordance with paragraph

FIELD QUALITY CONTROL.

TABLE 1

FILL MATERIAL REQUIREMENTS

Fill

Material

Type

Applicable

Areas

Soil

Class

Gradations (Percent

Passing)

Atterberg Limits

Sieve Size

- 2 inch

ASTM

D6913

Sieve Size

- #200

ASTM D1140

Liquid Limit

(ASTM D4318

- Wet Prep.

Method)

Plasticity

Index (ASTM

D4318 - Wet

Prep.

Method)

Type 1

Fill

Seepage berm;

Roadways;

Ramps (outside levee prism)

SP-SM,

SM, SC,

ML, CL,

CH, GC,

GM

100 >10 Running 10-test Average

< 55.

No single test >60.

<40

Type 2

Fill

Fills with

2H:1V side slope;

Utility backfill

Roadways

CL, SC,

ML, SM

100 >30 Running 10-test Average

< 40.

No single test >45.

Running 10-test

Average

10<PI<30.

No single test <8.

Type 3

Fill

Fills with

3H:1V side slope;

Roadways;

Ramps (within levee prism)

SC, SM,

ML, CL,

CH

100 >30 Running 10-test Average

< 55.

No single test >60.

Running 10-test

Average

10<PI<40.

No single test <8.

Section 31 00 00 Page 12

TABLE 1

FILL MATERIAL REQUIREMENTS

Fill

Material

Type

Applicable

Areas

Soil

Class

Gradations (Percent

Passing)

Atterberg Limits

Utility

Trench

Backfill

Fill between utilities and within 5 feet horizontally of new and existing utilities

CL, SC,

ML, SM

100 >20 < 35 8 <PI < 25

Notes:

1. See Paragraph FIELD QUALITY CONTROL for testing frequency to determine suitability

2.2.2 Utility Trench Backfill

Utility trench backfill consists of earthen fill placed within 5 feet in all directions measured horizontally of completed or existing structures.

Utility trench backfill placed within the levee embankment, adjacent levee, waterside blanket, or utility excavations must meet gradation and plasticity requirements for Utility Trench Backfill in paragraph 1.2.3 FILL MATERIAL.

Utility trench backfill must be compacted in accordance with paragraph 3.11

COMPACTION.

2.2.3 Topsoil

Seepage berm surfaces excluding side slopes and the area below the Bell

Property Stockpile must be dressed with topsoil obtained from the stripping operations beneath the levee embankment, seepage berm, and unsuitable organics material obtained from specified project excavations. Topsoil must be uniformly blended during placement on the seepage berm.

2.3 BURIED WARNING AND IDENTIFICATION TAPE

Polyethylene plastic and metallic core or metallic-faced, acid- and alkali-resistant, polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines. Provide tape on rolls, 3 inch minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color and printing must be permanent, unaffected by moisture or soil.

Section 31 00 00 Page 13

TABLE 5

BURIED WARNING AND IDENTIFICATION TAPE

Warning Tape Color

Red: Electric

Purple: Non Potable Water

2.3.1 Warning Tape for Metallic Piping

Acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of tape must be 0.003 inch. Tape must have a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

2.3.2 Detectable Warning Tape for Non-Metallic Piping

Polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of the tape must be 0.004 inch. Tape must have a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Tape must be manufactured with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.4 DETECTION WIRE FOR NON-METALLIC PIPING

Detection wire must be insulated single strand, solid copper with a minimum of 12 AWG.

PART 3 EXECUTION

3.1 TOLERANCES

All embankments (prior to placement of aggregate surfacing) and backfills must be constructed to the grades, lines, and cross-sections shown on the

Plans and as determined by Contractor's Government-reviewed pre-construction surveys. The levee, seepage berm, and adjacent side slopes must have a tolerance of 0 to plus 0.4 feet for final dressing (measured perpendicular to the slope and prior to respread of strippings). The levee and adjacent levee crowns must have a tolerance of 0 to plus 0.1 feet above and 0 feet below. These tolerances will be allowed provided that any excess material is so distributed that the crown and slopes of the levee and adjacent levee drain and that there are no abrupt humps or depressions in any surfaces.

A tolerance of 0.2 feet above or below the prescribed grade will be allowed for finished surfaces outside the levee embankment provided that the surface drains away from the levee and adjacent levee in the direction indicated on the Plans with no abrupt humps or depressions.

3.2 LOCATION OF UNDERGROUND UTILITIES

Section 31 00 00 Page 14

The location of the existing utilities indicated is approximate. The contractor must physically verify the location and elevation of the existing utilities indicated prior to starting construction.

3.3 DELIVERY, STORAGE, AND HANDLING

Delivery, storage, and handling must be performed in a manner to prevent contamination or segregation of materials.

3.4 GROUND SURFACE PREPARATION

3.4.1 Subgrade Preparation

After clearing, grubbing and stripping (as described in Section 31 11 00

CLEARING, GRUBBING, AND STRIPPING) of the embankment and foundation area to the extent indicated on the Plans or otherwise required, the sides of stump holes, test pits, and other similar cavities or depressions must be broken down so as to flatten out the slopes to no steeper than 1H:1V, and the sides of the cut or hole must be scarified to provide bond between the foundation material and the fill. Unless otherwise directed, each depression must be filled with the same material type that is to be placed immediately above the foundation. The fill must be benched or keyed, placed in layers, moisture conditioned, and compacted in accordance with the applicable provisions of these Specifications for the specific material type. Materials which cannot be compacted by roller equipment because of inadequate clearances must be compacted with hand operated compactors in accordance with Paragraph COMPACTION for the specific material type.

Prior to placement of compacted fill in any section of the embankment, the foundation of such section must be observed by the Contracting Officer's representative and approved by the Contracting Officer before the surface is loosened thoroughly by scarifying, plowing, disking or harrowing to a minimum depth of 6 inches, and moisture conditioned to the amount specified in Paragraph MOISTURE CONTROL for the appropriate type of material. The sinkhole excavation at the Elkhorn Boat Launch parking lot must be inspected by the Government's Geotechnical Engineer prior to fill placement.

Additional excavation may be required based on the conditions observed.

After removal of roots or other debris turned up in the process of loosening, the entire surface of the foundation area must be compacted to the minimum specified percentage of the maximum dry density. Immediately prior to placement of compacted fill on or against the surfaces of any partially filled section, all soft or loose material, all material containing cracks or gullies, and all material that does not conform with the specified embankment materials must be removed. The remaining surface of the partially filled section must be loosened by scarifying, plowing, disking or harrowing to a minimum depth of 6 inches, and the moisture content must be adjusted as specified in Paragraph MOISTURE CONTROL for the appropriate type of material. The surface of the partially filled section upon which fill is to be placed must then be compacted as herein specified for the appropriate type of fill. No separate payment will be made for loosening and rolling the foundation area or the surfaces of partially filled sections, but the entire cost thereof must be included in the applicable contract price.

All surfaces must be firm and unyielding. No rutting or pumping must be allowed on subgrade to receive fill. If the Contracting Officer determines

Section 31 00 00 Page 15 the subgrade to be unsuitable, the material will be rejected and must be reworked to meet the requirements of these specifications at no additional cost to the Government.

3.4.2 Benching

Benching into the existing levee embankment or existing side slopes is required in order to place and compact the material in horizontal layers, unless otherwise indicated or directed by the Contracting Officer. The vertical face cut into the existing surface resulting from the benching must be a minimum of 6-inches in height but must not exceed 12-inches in height.

The horizontal cut into the side slope must be proportional to the excavated slope indicated on the Drawings (e.g. 1V:2H excavated slope would result in a bench cut of 12-inches horizontal cut for a 6-inch loose lift). Plow, step, bench, or break up sloped surfaces steeper than 1V:4H so that the fill material will bond with the existing material. When slopes surfaces are equal to or milder than 1V:4H, benching is not needed; however, such surfaces must me scarified so that new fills are not placed on a smooth, hard surface.

3.5 SHORING AND SHEETING

In addition to EM 385-1-1 and other requirements set forth in this contract, submit a Shoring and Sheeting Plan that includes drawings and calculations, certified by a registered civil engineer authorized to practice in the State of California, and describes the methods for temporary shoring and temporary sheeting of excavations. Drawings must include material sizes and types, arrangement of members, and the sequence and method of installation and removal. Calculations must include data and references used and include provisions in the shoring and sheeting plan that will accomplish the following:

a. Prevent undermining of embankments, roads, or structures.

b. Prevent slippage or movement in banks or slopes adjacent to the excavation.

c. Prevent slippage or movement in banks or slopes during utility replacement.

d. Allow for the abandonment of temporary shoring and sheeting materials in place in critical areas as the work is completed.

3.6 DEWATERING

See Specification Section 01 57 30 DEWATERING, DIVERSION AND CONTROL OF

WATER for dewatering requirements.

3.7 TOPSOIL

3.7.1 Topsoil Harvest

Topsoil must be harvested when in the air dry condition to a depth of 6 inches below the surface of the existing topsoil grade. At the discretion of the Contracting Officer or representative, contractor may disc mow stubble or light residue of herbaceous biomass into the topsoil layer before stripping. Contractor must mow moderate to dense areas of existing

Section 31 00 00 Page 16 herbaceous ground cover, and haul offsite before topsoil excavation commences. Coarse wood, concrete, or metal must not be included in the harvested topsoil.

3.7.2 Topsoil Handling and Storage

Where possible, harvested topsoil must be hauled directly to the stockpile location. Stockpiled soil must be stored in the air-dried condition and driven on as few times as possible. Stockpiles must not be used as borrow material haul routes or for equipment storage during levee construction.

Moisture addition to the surface must be minimized and limited to that required for dust control or vehicle traction, and must be applied by sprinkling and not driving on dampened soil.

3.7.3 Topsoil Stockpiles

Stockpiles must be stored dry and not compacted through the earthmoving process more than is necessary for dust control and traction during placement. The only water application must be to control dust and allow for traction of scrapers. Coarse disking of the surface can also control dust.

Weeds growing on the stockpile must be controlled with a non-residual herbicide such as Glyphosate or equivalent. Herbicides and methods of application must be reviewed and approved by the Contracting Officer before weed work commences.

3.8 EXCAVATION

Excavation must consist of the degrade of the existing levee crown, excavation of the landside and waterside slopes, excavation of roadways, excavation as necessary to key and bench fills, and removal of objectionable and unsuitable materials, and excavation for utility modifications.

Excavations must only be performed at the locations designated in the Plans and in the approved Excavation Plan. Excavation for borrow materials must be performed in accordance with Section 31 23 00 BORROW SITE EXCAVATION.

3.8.1 Levee Crown or Foundation Degrade

Levee crown and foundation degrade must consist of the removal of the existing levee crown to the lines and grades shown on the Plans to construct a working surface for utility abandonment. Crown surfacing and roadway removal and salvage must be performed in accordance with the Plans and these

Specifications.

The Contractor must begin backfilling of levee and foundation degrade excavations no later than 36 hours after reaching the subgrade level.

Suitable Soil Types, as described in 2.2 TYPES OF FILL MATERIALS excavated from the existing levee during degrading operations may be temporarily stockpiled within the allowable working limits shown on the Plans. If adequate space is not available, excavated material must be hauled to staging areas shown on the Plans for stockpiling and processing.

Materials obtained from project excavations that do not meet the requirements for suitable soil types, as described in 2.2 TYPES OF FILL

MATERIALS, but can be blended to meet the requirements for fill materials, must not be wasted. This material must be blended in approved staging/stockpile areas in sufficient quantity to meet the requirements for

Section 31 00 00 Page 17 suitable soil type materials and must be used as shown on the Plans.

Materials that cannot be blended to meet fill material requirements as outlined under paragraph 2.2 TYPES OF FILL MATERIALS, and also do not meet suitable soil type materials requirements must become the property of the

Contractor and must be disposed of off-site in a accordance with applicable federal, state, and local regulations.

In the event the water surface elevation in the Sacramento River is forecasted by the State-Federal Flood Forecast Center to increase significantly for any reason, the Government reserves the right to require the Contractor to stop excavation and to begin continuous operations to complete all partially completed section(s) of the levee embankment. At least 15 days prior to any levee excavation, submit a Flood Stage

Contingency Plan outlining the contingency operations in the event that river elevations above the flood stage (as defined by the Government) are forecasted. The contingency plan must include the proposed measures to protect the landside areas which have a reduced level of protection due to construction activities. The plan must include river stage monitoring, river stage at which the plan will be activated, material and equipment to be used in performance of the contingency plan, and the existing location, type and quantity of the stockpiled emergency material. The plan must also include the length of levee to be degraded at any one time, where stockpiled materials will be stored, and the method for monitoring river elevations.

Keep any levee degrade material on the project site for the duration of the construction period, protected from inclement weather, for use as emergency backfill as necessary.

3.8.2 Over-Excavation

Over-excavation within the limits of the foundations of levees and structures must be backfilled to grade with the same material type that is to be placed immediately above the excavation, keyed into adjacent ground, placed in lifts not exceeding six inches and compacted in accordance with this Specification. Keying of fill, where required, must be in accordance with the details shown on the Drawings.

3.8.3 Slopes and Surcharges

Temporary excavation slopes must not be steeper than 2 horizontal to 1 vertical, unless shown otherwise on the plans. This may be accomplished by benching the temporary slope so that the average slope is not steeper than the specified amount.

No temporary, permanent, or construction slope must be surcharged with excavated or stockpiled material or with heavy construction equipment. The toe of stockpiled material or routing of construction equipment must be maintained a minimum distance back from the top of the finished excavation equal to the depth of the excavation. Any slide or other adverse conditions caused by failure of the Contractor to maintain these conditions must be considered the responsibility of the Contractor and remedial measures must be at the Contractor's expense.

3.8.4 Utilities

Excavations for utility modifications and removal must be as specified on the Drawings and in these Specifications. Excavate to the dimensions indicated or to safe limits if dimensions are not provided.

Section 31 00 00 Page 18

3.9 PLACEMENT AND SPREADING

3.9.1 General

No fill must be placed on any part of the embankment foundation or levee degrade surface until such areas have been inspected and approved by the

Contracting Officer.

3.9.1.1 Gradation and Distribution

The gradation and distribution of materials must be such that the levee embankment will be free from lenses, pockets, streaks, and layers of material differing substantially in texture or gradation from surrounding material of the same type. If lenses, pockets, or layers of materials differing substantially in texture or gradation from surrounding material occur in the spread material, the layer must be removed, blended, and tested for suitability prior to replacement. Screening and blending of materials must occur in approved staging/stockpile areas, and must be performed under the observation of the Contracting Officer's Representative. During the placement and spreading process, maintain at all times a force of workers and appropriate equipment adequate to remove oversized particles, oversized roots, debris, rubble, trash, deleterious items, concentrations of organic material, oversized stones, and all oversized rock fragments from all fill materials. The maximum allowed particle size for the appropriate fill material type must be as indicated in Paragraph 2.2 TYPES OF FILL MATERIALS.

3.9.1.2 Foundations and Partial Embankment Fills

The foundations and all partial embankments receiving fill must be kept thoroughly drained. Placement operations will be such as to avoid mixing of materials from adjacent sections as much as practicable.

3.9.1.3 Equipment Traffic

Equipment traffic on any embankment zone must be routed to minimize rutting of placed fill and to distribute the compactive effort as much as practicable. Ruts formed in the surface of any layer of spread material must be filled before that material is compacted. If the compacted surface of any layer of material is too smooth to bond properly with the succeeding layer, the surface must be loosened by scarifying or other reviewed methods before material for the succeeding layer is placed.

Except as needed to install the piezometer shown on the drawings, equipment and vehicles traffic is not allowed in the construction exclusion zones surrounding the Interstate 5 bridge piers.

3.9.2 Placement of Embankment

No embankment or backfill must be placed on or against concrete less than 7 days after placement or 70 percent of the design strength is achieved, without prior approval by the Contracting Officer. Crawler-type tractors, vibratory equipment and other similar compaction equipment must not be used within 5 feet of any completed or partially completed structure. Compaction within 5 feet of completed or partially completed structures must be accomplished by the use of mechanical hand tampers, vibrating plates, or other approved methods and equipment. Ensure that compaction operations do

Section 31 00 00 Page 19 not damage any existing utilities. Any damage caused by the Contractor's operation must be repaired at the Contractor's expense.

Excavations, dewatering, and embankment placement must be performed in a manner that will not impact the Interstate 5 bridge foundation system. The

Contractor must install geotechnical instrumentation and monitor during construction in accordance with the Drawings and Section 31 09 13.

3.9.3 Backfill and Fill Material Placement Over Pipes

Backfilling must not begin until construction below finish grade has been approved, underground utilities systems have been inspected, tested and approved, forms removed, and the excavation cleaned of trash and debris.

Backfill must be brought to the indicated finish grade. Where pipe is coated or wrapped for protection against corrosion, the backfill material up to an elevation 2 feet above sewer lines and 1 foot above other utility lines must be free from stones larger than 1 inch in any dimension. Heavy equipment for spreading and compacting backfill must not be operated closer to foundation or retaining walls than a distance equal to the height of backfill above the top of footing; the area remaining must be compacted in layers not more than

4 inches in compacted thickness with power-driven hand tampers suitable for the material being compacted. Backfill must be placed carefully around pipes or tanks to avoid damage to coatings, wrappings, or tanks.

3.9.4 Fill Materials

Suitable Soil Types, as described in 2.2 TYPES OF FILL MATERIALS, must be placed and spread in layers not more than specified loose lift thickness in

Section 3.11.2, except within 5 feet of structure, the uncompacted layer thickness must be reduced to 4 inches unless otherwise indicated on the plans. Where fill narrows to less than an equipment width, levee embankments must be overbuilt to equipment width and trimmed to the design slopes shown on the plans.

3.9.5 Topsoil

Unless otherwise indicated, the top and sides of seepage berms, finished grade under the Bell Property Stockpile, and roadway/ramp slopes must be dressed with foursix inches of topsoil (measured perpendicular to the slope or top of seepage berm) obtained from stripping operations. Topsoil must be uniformly blended in staging/stockpile areas then placed in uniform thickness.

Topsoil must have sufficient moisture before spreading to ensure proper placement. Unnecessary vehicle operation or hauling following topsoil placement must not be allowed. Excess topsoil upon completion of the project can be placed under the Bell property stockpile and graded to drain away from the levee.

3.9.6 Topsoil Erosion Control Seeding

The reapplied topsoil must be hydroseeded with the specified erosion control

Type 2 Seed Mix, shredded fiber mulch and a suitable tackifier. After hydroseeding, straw must be blown over surface as specified. Erosion channels and soil slips that develop during the rain season must be repaired and returned to the original finish grade with topsoil in place. During the

Section 31 00 00 Page 20 rain season, erosion channels must be repaired by diversion or dispersion to prevent erosion from concentrated runoff.

3.10 MOISTURE CONTROL

3.10.1 General

The materials in each layer of the fill must contain the specified amount of moisture, within the limits specified below. Material that is not within the specified moisture content limits outlined below after compaction must be reworked to obtain the specified moisture content, regardless of density.

3.10.1.1 Insufficient Moisture for Suitable…