W912PL21B0005_Amendment0002-Final.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE

2. AMENDMENT/MODIFICAITON NO. 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQ. NO. 5. PROJECT NO. (If applicble)

7. ADMINISTERED BY (If other than Item 6) CODE

STANDARD FORM 30 (REV. 10-83)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICIATION NO.

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NO.

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers is extended, is not extended.

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended, by one of the following methods:

(a)By completing items 8 and 15, and returning copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment your desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPIRATION DATA (If required)

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT ORDER

NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc. ) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15C. DATE SIGNED

15A. NAME AND TITLE OF SIGNER (Type or print)

16C. DATE SIGNED

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

14. DESCRIPTION OF AMENDMENT/MODIFICATION ( Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

PAGE OF PAGES

6. ISSUED BY CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code) (X)

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

NSN 7540-01-152-8070

Previous edition unusable

1 42

0002 Jun 4, 2021

USACE-LOS ANGELES DISTRICT

CONTRACTING DIVISION, WEST REGION BRANCH

915 WILSHIRE BLVD, SUITE 930

LOS ANGELES, CA 90017

W912PL21B0005

Feb 12, 2021

Lower Norco Bluffs Toe Protection, Riverside County, CA

Section 00 10 00, CLIN Schedule updated Section 31 00 00, Replace pages 7-10 Section 32 92 19, Replace page 10

Be advised that the Solicitation due date remains unchanged, 11 June 2021.

INSTRUCTIONS

Instructions for items other than those that are self-explanatory, are as follows:

Item 1 (Contract ID Code) . Insert the contract type identification code that appears in the title block of the contract being modified.

Item 3 (Effective date) .

(1)

(2)

(3)

(4)

(5)

For a solicitation amendment, change order, or administrative change, the effective date shall be the issue date of the amendment, change order, or administrative change.

For a supplemental agreement, the effective date shall be the date agreed to by the contracting parties.

For a modification issued as an initial or confirming notice of termination for the convenience of the Government, the effective date and the modification number of the confirming notice shall be the same as the effective date and modification number of the initial notice.

For a modification converting a termination for default to a termination for the convenience of the Government, the effective date shall be the same as the effective date of the termination for default.

For a modification confirming the contacting officer's determination of the amount due in settlement of a contract termination, the effective date shall be the same as the effective date of the initial decision.

(a)

(b)

(c)

(d)

(e)

(f)

Item 6 (Issued By) . Insert the name and address of the issuing office. If applicable, insert the appropriate issuing office code in the code block.

Item 8 (Name and Address of Contractor) . For modifications to a contract or order, enter the contractor's name, address, and code as shown in the original contract or order, unless changed by this or a previous modification.

Item 9, (Amendment of Solicitation No. - Dated), and 10, (Modification of Contract/Order No. - Dated ). Check the appropriate box and in the corresponding blanks insert the number and date of the original solicitation, contract, or order.

Item 12 (Accounting and Appropriation Data) .

When appropriate, indicate the impact of the modification on each affected accounting classification by inserting one of the following entries.

(2) Accounting classification Net decrease $

Include subject matter or short title of solicitation/contract where feasible.

Item 16B . The contracting officer's signature is not required on solicitation amendments. The contracting offier's signature is normally affixed last on supplemental agreements.

(i)

NOTE: If there are changes to multiple accounting classifications that cannot be placed in block 12, insert an asterisk and the words "See continuation sheet".

Item 13 . Check the appropriate box to indicate the type of modification. Insert in the corresponding blank the authority under which the modification is issued. Check whether or not contractor must sign this document. (See FAR 43.103.)

Item 14 (Description of Amendment/Modification) .

Organize amendments or modifications under the appropriate Uniform Contract Format (UCF) section headings from the applicable solicitation or contract. The UCF table of contents, however, shall not be set forth in this document Indicate the impact of the modification on the overall total contract price by inserting one of the following entries:

Total contract price increased by $

Total contract price decreased by $

Total contract price unchanged.

State reason for modification.

When removing, reinstating, or adding funds, identify the contract items and accounting classifications.

When the SF 30 is used to reflect a determination by the contracting officer of the amount due in settlement of a contract terminated for the convenience of the Government, the entry in Item 14 of the modification may be limited to --

A reference to the letter determination; and

A statement of the net amount determined to be due in settlement of the contract.

(g)

(h)

(i)

(ii)

(1)

(2)

(3)

(4)

(5)

(6)

(i)

(ii)

(iii)

STANDARD FORM 30 (REV. 10-83) BACK

(1) Accounting classification Net increase $

Lower Norco Bluffs Toe Protection W912PL21B0005 Riverside County, CA

SF 30 CONTINUATION PAGE 1 OF 1

4 June 2021 Amendment 0002

SF 30 BLOCK 14 CONTINUATION

SUMMARY OF CHANGES

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

Section Number Section Title

00 01 10 TABLE OF CONTENTS

00 10 00 CONTRACT LINE ITEN (CLIN) SCHEDULE

DIVISION 01 – 48 - TECHNICAL SPECIFICATIONS

Section Number Section Title

31 00 00 EARTHWORK

32 92 19 SEEDING

Lower Norco Bluffs Toe Protection

W912PL21B0005

SF-1442 - SOLICITATION AND AWARD Am1

00 01 05 CERTIFICATION PAGE

00 01 10 Am1Am2 00 10 00 Am1Am2 00 21 00 INSTRUCTIONS Am1 00 21 13 INSTRUCTIONS TO BIDDERS Am1

00 45 00 REPRESENTATION AND CERTIFICATIONS

00 70 00 CONDITIONS OF THE CONTRACT Am1

00 73 00 SUPPLEMENTARY CONDITIONS

00 73 46 WAGE RATES Am1

01 11 00 Am1 01 22 00 Am1 01 32 01 01 33 00 01 35 26 Am1 01 42 00 01 45 00 01 45 01 01 50 00 Am1 01 57 19 Am1

01 74 19 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

01 78 00

03 30 53

03 36 00 GROUTING STONE PROTECTION

05 50 15

31 00 00 Am1Am2

31 05 22 GEOTEXTILES USED AS FILTERS

31 09 13 31 11 00

31 23 19 DIVERSION AND CONTROL OF WATER

32 11 23 32 12 16 32 31 13

HOT-MIX ASPHALT (HMA) FOR ROADS

CHAIN LINK FENCES AND GATES

SECTION 00 01 10

TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

CONTRACT LINE ITEM NUMBER (CLIN) SCHEDULE

TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SUMMARY OF WORK

PRICE AND PAYMENT PROCEDURES

PROJECT SCHEDULE

RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

SUBMITTAL PROCEDURES

GOVERNMENTAL SAFETY REQUIREMENTS

SOURCES FOR REFERENCE PUBLICATIONS

QUALITY CONTROL

TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

TEMPORARY ENVIRONMENTAL CONTROLS

CLOSEOUT SUBMITTALS

DIVISION 03 - CONCRETE

MISCELLANEOUS CAST-IN-PLACE CONCRETE

DIVISION 05 - METALS

CIVIL WORKS FABRICATIONS

DIVISION 31 - EARTHWORK

EARTHWORK

GEOTECHNICAL INSTRUMENTATION AND MONITORING

CLEARING AND GRUBBING

DIVISION 32 - EXTERIOR IMPROVEMENTS

AGGREGATE BASE COURSE

4 June 2021

TABLE OF CONTENTS PAGE 1

Amendment 0002

W912PL21B0005

32 92 19 Am2 32 93 00

33 40 00

35 31 19

-- End of Project Table of Contents --

DIVISION 35 - STONE PROTECTION

STONE PROTECTION

SEEDING

EXTERIOR PLANTING

STORM DRAINAGE UTILITIES

DIVISION 33 - UTILITIES

4 June 2021

TABLE OF CONTENTS PAGE 2

Amendment 0002

W912PL21B0005

Item Description Estimated Quantity

Unit Unit Price

Amount

0001 Clear Site and Remove Obstructions 1 JOB JA $

0002 Stripping Topsoil 67,000 CY $ $

0003 Diversion and Control of Water 1 JOB JA $

0004 Well Abandonment 6 EA $ $

0005 Sound Wall 9,700 LF $ $

0006 Excavation - General 87,000 CY $ $

0007 Weathered Rock Excavation 350 CY $ $

0008 Geotextile Stabilizer 65,000 SY $ $

0009 Geotextile Filter 41,750 SY $ $

0010 Miscellaneous Unsorted Rock 8,000 TON $ $

0011 Crushed Rock

0011A First 35,000 TON 35,000 TON $ $

0011B Over 35,000 TON 15,000 TON $ $

0012 Embankment Fill 220,000 CY $ $

0013 Engineered Fill 350 CY $ $

0014 Structural Fill 320 CY $ $

0015 42-inch Riprap 107,600 TON $ $

0016 15-inch Riprap 3,600 TON $ $

SECTION 00 10 00

SOLICITATION CONTRACT LINE ITEM (CLIN) SCHEDULE

Bidding Schedule

4 June 2021 1 Amendment 0002

W912PL21B0005

Item Description Estimated Quantity

Unit Unit Price

Amount

0017 Grouting 15-inch Grouted Stone 780 CY $ $

0018 Bedding 22,000 TON $ $

0019 Stone Infill 15,000 TON $ $

0020 Toe Backfill 78,500 CY $ $

0021 Asphaltic Concrete 3,300 TON $ $

0022 Aggregate Base Course 4,680 TON $ $

0023 Decomposed Granite 150 TON $ $

0024 4-foot Wide Concrete V-Ditch 6,520 LF $ $

0025 3-foot Wide Concrete V-Ditch 730 LF $ $

0026 3-foot Wide Concrete Swale 35 LF $ $

0027 2-foot Wide Concrete Swale 60 LF $ $

0028 6-inch Concrete Curb and Gutter 350 LF $ $

0029 6-inch Concrete Curb 170 LF $ $

0030 8-inch Concrete Curb 110 LF $ $

0031 Concrete Mow Curb 1,530 LF $ $

0032 Concrete Ramp 1 JOB JA $

0033 Weep Hole Pipes 1 JOB JA $

0034 Side Drain 1, Catch Basin 1 1 JOB JA $

0035 Side Drain 2, Catch Basin 2 1 JOB JA $

0036 Side Drain 3, Catch Basin 3 1 JOB JA $

0037 Side Drain 4, Catch Basin 4 1 JOB JA $

0038 Culvert 1 1 JOB JA $

4 June 2021 2 Amendment 0002

W912PL21B0005

Item Description Estimated Quantity

Unit Unit Price

Amount

0039 Stairs and Ramp At Culvert 1 1 JOB JA $

0040 Culvert 2 1 JOB JA $

0041 Stairs and Ramp At Culvert 2 1 JOB JA $

0042 Culvert 3 1 JOB JA $

0043 Stairs and Ramp At Culvert 3 1 JOB JA $

0044 20-foot Wide Pipe Swing Gate 2 EA $ $

0045 15-foot Wide Pipe Swing Gate 2 EA $ $

0046 Chain Link Fence 780 LF $ $

0047 Cable Fence 220 LF $ $

0048 Geotechnical Instrumentation and Monitoring

1 JOB JA $

0049 Landscape Planting and Hydroseeding 65 AC $ $

0050 Temporary Irrigation 65 AC $ $

0051 Landscape Establishment 65 AC $ $

0052 Borrow Area Restoration 1 Job JA $

0053 Reconstruction of Parking Lot Area 1 Job JA $

0054 Removable Metal Bollard 1 Job JA $

0055 City of Norco Utility Retrofit Work 1 Job JA $

$TOTAL ESTIMATED AMOUNT BASE ITEMS:

(Line Items 0001 through 0055)

4 June 2021 3 Amendment 0002

W912PL21B0005

Item Description Estimated Quantity

Unit Unit Price

Amount

1001 Prado Office Maintenance 24 Month $ $

1002 Security Guard Service 24 Month $ $

$TOTAL ESTIMATED AMOUNT OF BASE AND OPTION ITEMS:

(Line Items 0001 through 1002)

ESTIMATED AMOUNT OF OPTION ITEMS:

(Line Items 1001 through 1002)

Option Items

4 June 2021 4 Amendment 0002

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 00 00

EARTHWORK

08/17

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 DEFINITIONS

1.3.1 Satisfactory Materials

1.3.2 Unsatisfactory Materials

1.3.3 Degree of Compaction

1.3.4 Embankment

1.3.5 Engineered Fill

1.3.6 Topsoil

1.4 SUBSURFACE DATA

1.5 CONDUCT OF WORK TO PERMIT QA TESTING

1.6 EARTHWORK PLAN

PART 2 PRODUCTS

2.1 GENERAL

2.2 MATERIAL FOR CHANNELS

2.2.1 Embankment Fill

2.2.2 Structure Backfill

2.2.2.1 Gradation

2.2.2.2 Sand Equivalent

2.2.3 Non-Engineered Fill

2.2.4 Stone Infill

2.2.5 Miscellaneous Unsorted Rock

PART 3 EXECUTION

3.1 TOPSOIL STRIPPING AND PLACEMENT

3.2 EXCAVATION, GENERAL

3.2.1 General

3.2.2 Preservation of Property and Shoring

3.2.3 Drainage

3.2.4 Well Destruction Plan

3.3 EXCAVATION, BORROW

3.3.1 General

3.3.2 Erosion Control

3.3.3 Borrow Area Closure

3.4 FOUNDATION EXCAVATION AND PREPARATION

3.4.1 Foundation Excavation

3.4.2 Foundation Preparation

3.4.3 Placement on Hillsides and Existing Fills

3.4.4 Removal of Unsatisfactory Soils

3.4.5 Survey Requirements

3.4.5.1 Earthwork Plan Topographic Land Survey

SECTION 31 00 00 Page 1 4 June 2021 Amendment 0002

3.4.5.2 Foundation Survey

3.5 FILL PLACEMENT

3.5.1 General

3.5.2 Spreading

3.5.3 Engineered Fill for Roadways

3.5.4 Moisture Control

3.5.5 Compaction

3.5.6 Jetting and Settling of Engineered Fill with Water

3.5.7 Demonstration Fill Section

3.6 QUALITY CONTROL FOR ENGINEERED FILLS AND BACKFILLS

3.6.1 USACE Approved Laboratory

3.6.2 Geotechnical Engineer Requirements

3.6.3 Testing Requirements

3.6.3.1 General

3.6.3.2 Moisture-Density Relationships

3.6.3.3 In-place Testing

3.6.3.4 Testing Frequency

3.6.3.5 Rock Correction

3.6.4 Reporting

3.6.4.1 Test Report Forms and Timely Reporting

3.6.4.2 Testing Log

3.6.4.3 Compaction Report

3.7 FILL AGAINST STRUCTURES

3.7.1 PERMITS

3.8 FINISHING

-- End of Section Table of Contents --

SECTION 31 00 00 Page 2

SECTION 31 00 00

EARTHWORK

08/17

PART 1 GENERAL

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 D422 (1963; R 2007; E 2014; E 2014)

Particle-Size Analysis of Soils

ASTM D1140 (2017) 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 D2419 (2014) Sand Equivalent Value of Soils and Fine Aggregate

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

ASTM D4318 (2017; E 2018) Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D4718 (2015) Standard Practice for Correction of Unit Weight and Water Content for Soils Containing Oversize Particles

ASTM D6938 (2017a) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

SECTION 31 00 00 Page 3

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 1110-2-1911 (1995) U.S. Army Corps of Engineers Construction Control for Earth and Rock-fill Dams

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

1.2 SUBMITTALS

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

submittals not having a "G" designation are for information only or as otherwise designated. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00

SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Earthwork Plan ; G, EDG-D Borrow Area Closure Plan ; G, EDG-D USACE Approved Laboratory ; G, EDG-D Well Destruction Plan ; G, EDG-D

SD-05 Design Data

Shoring Plan ; G, EDG-D

SD-06 Test Reports

Test Report Form Templates ; G, EDG-D Testing Log ; G, EDG-D Foundation Survey ; G, EDG-D

SD-11 Closeout Submittals

Compaction Report ; G, EDG-D

1.3 DEFINITIONS

1.3.1 Satisfactory Materials

Satisfactory materials are defined as any materials classified by ASTM D2487as GW, GP, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP, SM, SW-SM, SC, SW-SC, SP-SM, SP-SC, CL, ML, and CL-ML. The maximum stone size for grading must not exceed 6 inches in any dimension.

1.3.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include, but are not limited to, trash; manure, refuse; backfills from previous construction; asphalt millings, and material classified as satisfactory which contains root and other organic matter or frozen material; materials too wet to support construction equipment. Existing man-made fill material is unsatisfactory; however, material excavated from existing man-made fill may be used in Engineered Fill, provided it is composed of satisfactory material. Notify the Contracting Officer of any contaminated materials.

SECTION 31 00 00 Page 4

Dispose of unsatisfactory excavated material at an authorized disposal site.

1.3.3 Degree of Compaction

Degree of compaction required is expressed as a percentage of the maximum dry density obtained by the test procedure presented in ASTM D1557 abbreviated as a percent of laboratory maximum dry density.

1.3.4 Embankment

Embankment, as used in these specifications, is defined as the earth fill portions and includes all types of earth fill materials and all other specified or directed earth and rock fills within the limits of the fill, excepting those stone and filter materials used for slope protection.

1.3.5 Engineered Fill

Engineered Fill includes all satisfactory fill deposited in layers, compacted by rolling or tamping and filter or drain material. The types of Engineered Fill are:

a. Embankment Fill. Embankment fill raising the grade to design elevations.

b. Structure Backfill. Fill to be placed around concrete structures and at upstream and downstream terminus locations.

c. Stone Infill. Cohesionless soils available onsite will be used to infill voids within the launch stone toe and riprap toe.

d. Toe Backfill. Excavation backfill at the launch stone toe.

1.3.6 Topsoil

Topsoil consists of the upper 12 inches of material stripped from the surface of the borrow area and the embankment foundations.

1.4 SUBSURFACE DATA

Subsurface soil boring logs are included in the Geotechnical Data Report and interpretation of the subsurface data is presented in the Geotechnical Baseline Report. Both reports are part of attachment to the specification.

These data represent the best subsurface information available; however, variations may exist in the subsurface between boring locations. The topography of borrow areas as shown on the plans is reasonably accurate;

however, recent borrow activities have disturbed the area and affect the accuracy of the geotechnical logs. The Contractor is advised to compare the existing topography with the elevations shown on the logs. In addition to noting the material in that zone between the topographic elevation and that shown on the logs is no longer available, the Contractor is advised that the upper 2 to 3 feet of the material remaining in the borrow area may have been disturbed by post-borrow grading operations.

1.5 CONDUCT OF WORK TO PERMIT QA TESTING

Vary operations where directed to allow the Contracting Officer to conduct sampling and in-place density tests. When and where requested, conduct shallow excavations to enable QA staff to perform required testing. The Contracting Officer will conduct these quality assurance tests at approximately the same rate as the Contractor quality control requirements.

SECTION 31 00 00 Page 5

1.6 EARTHWORK PLAN

Submit an Earthwork Plan at least 30 days prior to excavation. Include the following items, as a minimum, in the Earthwork Plan:

a. General sequencing of work.

b. Methods and equipment to be used in excavating each area or feature.

c. Methods of blending and stockpiling excavated material.

d. Locations of stockpiles.

e. Locations of temporary disposal areas.

f. Locations of permanent disposal areas.

g. Precautions to be taken to ensure that excavation operations do not go beyond the limits shown.

h. Stone Infill design and methods to fill voids within the launch stone toe.

i. Foundation excavation survey described in paragraph Subgrade

Preparation, Inspection, and Survey.

j. Methods for transporting material from the borrow area to the embankment or stockpiles.

k. Haul roads into and out of excavations including temporary access to cross old river and construction of temporary access ramp into the river.

l. Methods and equipment for fill placement, spreading, and compaction.

m. Methods and equipment for fill placement beneath, adjacent to, and over top of all structures, including precautions which will be taken.

n. Method of stripping, stockpiling, and placing topsoil, including the placement of surplus topsoil. Location of stockpiled soil. Mixing and placement of topsoil from the borrow area and project site locations is not allowed.

o. Location of proposed temporary structures, including fences, signs, trailers, conveyor systems, stationary processing equipment, staging areas and designated parking areas.

p. Preconstruction survey performed by the Government.

q. Methods, material and equipment for stabilization of soft or wet subgrade, including use of Crushed Rock, geotextile, an Miscellaneous Unsorted Rock.

PART 2 PRODUCTS

2.1 GENERAL

Except as designated below, the composition alone of fill material determines where it may be used. Obtain materials from the required excavations and from the borrow area indicated, unless otherwise specified. Material to be disposed of will be identified by the Contractor at the time the material is excavated. Material containing brush, roots, sod or other perishable materials will not be considered suitable. The suitability of materials and disposition in the fill is subject to the Contracting Officer's approval. Whenever such control is necessary to obtain the type of material required, the Contracting Officer will determine the location in the borrow area to obtain suitable materials.

During excavation, blend all materials to be used as fill except for those materials that are to be placed in stockpiles.

2.2 MATERIAL FOR CHANNELS

2.2.1 Embankment Fill

Obtain Embankment Fill material from the designated borrow area.

SECTION 31 00 00 Page 6

Embankment Fill consists of satisfactory material. Embankment Fill must be well graded between 3 inches and the No. 200 sieve with a maximum particle size of 6 inches.

2.2.2 Structure Backfill

Structure Backfill consists of satisfactory material that meets the following requirements:

2.2.2.1 Gradation

Si eve Si ze Per cent age passi ng

3-inch 100

#4 50-90

#40 20-60

2.2.2.2 Sand Equivalent

Structure Backfill must have a minimum sand equivalent value of 20, when tested in accordance with ASTM D2419.

2.2.3 Non-Engineered Fill

Material for Non-Engineered Fill may consist of any or all types of satisfactory material available from the required excavation. Place material in the areas indicated on the drawings or as otherwise directed.

2.2.4 Stone Infill

Material for Stone Infill must consist of satisfactory material, cohesionless and classified as coarse-grained soils in accordance with ASTM D2487. Submit a Stone Toe Infill Design as a part of the Earthwork Plan for approval prior to placing. Place materials as indicated on drawings or otherwise directed.

2.2.5 Miscellaneous Unsorted Rock

Material for Miscellaneous Unsorted Rock primarily comprises surplus quarried igneous rock, primarily within the cobble to boulder size range.

Approximately 8,000 tons of this government-furnished material is stockpiled near the Prado Dam Spillway. The material is deemed to be suitable for mitigation of particularly soft subgrade soils that may not respond favorably to more conventional stabilization methods. Place material in areas indicated on the drawings or as otherwise directed.

PART 3 EXECUTION

3.1 TOPSOIL STRIPPING AND PLACEMENT

Strip the topsoil or existing man-made fill to a depth of 12 inches or as directed by the Contracting Officer. St r i p mat er i al s wi t hi n t he bor r ow ar ea and l i mi t s of excavat i on. Additional depth in localized areas may be required by the Contracting Officer should roots persist. Topsoil may be used on any areas requiring hydroseed and be spread in one (minimum 4 i nch thick) lift on areas already graded and ready to receive topsoil for hydroseeding. Transport and deposit topsoil in stockpiles convenient to

SECTION 31 00 00 Page 7 areas that are to later receive application of the topsoil. Include locations of proposed stockpiles Earthwork Plan for approval by the Contracting Officer. Keep topsoil separate from other excavated material, brush, litter, objectionable weeds, roots, stones larger than 2 inches in diameter, and other material that would interfere with planting and maintenance operations. Compaction of topsoil used for hydroseeding is not required. Place and compact any surplus topsoil in the approved disposal area in accordance with the approved Earthwork Plan.

3.2 EXCAVATION, GENERAL

3.2.1 General

Perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified. Grading must be in accordance with the typical sections shown and the tolerances specified in paragraph FINISHING. Transport and place satisfactory excavated material in fill or embankment within the limits of the work. Unsatisfactory material encountered within the limits of the work must be excavated below grade and replaced with satisfactory material as directed. Dispose of surplus satisfactory excavated material not required for fill or embankment in approved disposal areas in accordance with the approved Earthwork Plan. Dispose of unsatisfactory excavated material in designated waste or spoil areas. During construction, excavate and place fill in a manner and sequence that provides proper drainage at all times.

Remove areas identified by the Contracting Officer as unstable to the depth and extent as directed and backfilled with fill material conforming to the requirements of paragraph GENERAL FILL PLACEMENT.

3.2.2 Preservation of Property and Shoring

Conduct all excavation operations in such a manner that concrete structures, utilities, fences, or other facilities and improvements which are to remain in place permanently will not be subjected to settlement or horizontal movement. Provide a Shoring Plan such as soldier piling, sheet piling, cribbing, bulkheads, shores, or other means necessary to adequately support material carrying such improvements or to support the improvements themselves and maintain such means in position until they are no longer needed. When no longer needed, remove the shoring materials from the site. Submit for approval shop drawings showing proposed method of shoring. Design all shoring and bracing so that it is effective to the bottom of the excavation. Base the calculations on pressures exerted by (and the condition and nature of) the material to be retained, including surcharge imparted to the side of the trench by equipment and stored material. Perform the removal of shoring in such manner as not to disturb or damage the finished concrete or other facility. Unless otherwise shown or specified, the actual side slopes are in accordance with EM 385-1-1 .

3.2.3 Drainage

Provide for the collection and disposal of surface and subsurface water encountered during construction. Establish storm drainage features (ponds/basins) at the earliest stages of site development. Throughout construction, grade all construction areas to provide positive surface water runoff away from the construction activity and provide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils. When unsuitable working platforms for equipment

SECTION 31 00 00 Page 8 operation and unsuitable soil support for subsequent construction features develop, remove unsuitable material and provide new soil material as specified herein.

3.2.4 Well Destruction Plan

Destroy ground water observation wells as indicated on the drawings.

Submit a Well Destruction Plan including all proposed materials and procedures for destruction of existing ground water observation wells.

Destruction of wells must be in accordance with the State of California and Riverside County Health Care Agency Environmental Health Division well destruction requirements. Notify the Government at least 48 hours prior to start of destruction of the ground water observation wells; the Government will remove the existing instrumentation from the wells if they have not already been removed by that time.

3.3 EXCAVATION, BORROW

3.3.1 General

Obtain the borrow material from the indicated borrow area or required excavations. Within the borrow area, varying thicknesses of finer grained material lenses and layers are interbedding the coarser material. The transition from finer to coarser material may be gradual or indistinct and the Contractor is responsible for obtaining material that meet the specified requirements. Excavate across horizontal soil layers within the appropriate range of depth in a manner that blends the various soil types. Conduct the excavation in such a manner that the excavated area will not pond water. Contractor must retain a California Licensed Civil Engineer to design the borrow excavation. Borrow excavation must be designed and executed to prevent damage to all areas outside of the borrow area limit lines. Contractor must repair any damage caused by borrow excavation at his own expense. The Contractor is responsible for all construction haul roads. Construct and maintain such roads throughout their required use as specified in SECTION 01 50 00 TEMPORARY

CONSTRUCTION FACILITIES AND CONTROLS.

3.3.2 Erosion Control

Control erosion due to wind or flowing water during borrow operations.

Drain areas of surface water concentration into silt ponds to remove sediment prior to water being discharged from the borrow site into existing drainages. Reclamation must occur concurrently with excavation to the extent possible given operational constraints of the ongoing excavation. See SECTION 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS, for reclamation requirements.

3.3.3 Borrow Area Closure

Upon completion of excavation from the borrow area, regrade and finish the borrow area in accordance with the approved Borrow Area Closure Plan .

Submit the borrow area closure plan to the Contracting Officer for approval within 90 calendar days of notice to proceed. Detail the plan to regrade the borrow area at completion of work. Obtain the services of a Landscape Architect licensed in the State of California to assist in the preparation of the Borrow Area Closure Plan. Include a signed letter/report from the licensed Landscape Architect detailing pertinent recommendations and a statement that the proposed plan is in general accordance with those recommendations. Address recommendations for final

SECTION 31 00 00 Page 9 grading contours and vegetation plantings in the plan. As a minimum, include a plan view showing the proposed final contours and areas of proposed plantings. The borrow area must be left in a neat condition, graded to drain at a minimum slope of 0.5 percent and in accordance with the requirements specified in SECTION 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS. Regrade the borrow area to a natural appearance. Regrade the slopes so that no slope is steeper than 4H:1V and all slope breaks are natural and smooth. If, during construction, actual borrow operations are expected to result in significant changes to the original Borrow Area Closure Plan, submit a revision for approval. Spread the stockpiled topsoil from stripping operations over the finished surface or as directed by the Contracting Officer. Revegetate the borrow area according to the requirements of SECTION 32 92 19 HYDROSEEDING.

3.4 FOUNDATION EXCAVATION AND PREPARATION

3.4.1 Foundation Excavation

Foundation excavation consists of the removal of all material to the lines and grades indicated after stripping. If bedrock is encountered above the lines and grade indicated in the drawings, remove loose and weathered rock on the surface to expose relatively competent surface. No ripping or blasting of bedrock will be allowed. Additional excavation other than that shown of the project plans may be directed by the Contracting Officer.

3.4.2 Foundation Preparation

I f r equi r ed by Cont r act i ng Of f i cer , appl y wat er and scar i f y t he subgr ade soi l s unt i l t he mat er i al i s uni f or ml y moi st ened t hr oughout f or a dept h of not l ess t han 12 i nches. Compact the subgrade to a minimum depth of 12 inches . The moisture content tolerances of this compacted zone is plus or minus 2 percent of optimum and the relative compaction is a minimum of 90 percent. Perform quality control testing for subgrade preparation at the frequency as Engineered Fill. Except where otherwise directed by the Contracting Officer, remove all stones larger than 9 inches in any dimension. If, in the opinion of the Contracting Officer, the hauling equipment causes rutting, quaking, heaving, cracking, horizontal shears or excessive deformation of the foundation or embankment, modify the earthwork operations. Prior to placement of fill, notify the Contracting Officer to inspect and approve the processed foundation. Do not place any fill prior to subgrade approval by the Contracting Officer. No separate payment will be made for the subgrade preparation, inspection, or survey.

When soft and unstable subgrades are encountered during the foundation preparation, stabilize the soil with miscellaneous unsorted rock, or crushed rock, or both, as directed. Stabilization areas are indicated on the drawings. Use woven geotextile for subgrade stabilization, Mirafi RS580i or approved equal. Refer to SECTION 31 05 22 GEOTEXTILES USED AS FILTERS for product handling and execution. Refer to the requirements specified in SECTION 32 11 23 AGGREGATE BASE COURSE for crushed rock.

3.4.3 Placement on Hillsides and Existing Fills

Perform benching operations where any type of Engineered Fill is to be placed on a hillside or existing fill which has a gradient equal to or steeper than 5H:1V. Unless approved otherwise, the height of each bench must be approximately 3 feet . Compact the benched material to a relative density equal to or greater than the contiguous fill material. No undercutting of existing bluff material is allowed.

SECTION 31 00 00 Page 10

3.4.4 Removal of Unsatisfactory Soils

Where encountered, the removal of unsatisfactory soils from the foundation and fill is required. Remove subgrade material that cannot be brought to 90 percent compaction after scarification. The Contractor is required to excavate any such areas to the depth directed and backfill the removal areas with Engineered Fill conforming to the requirements of paragraph QUALITY CONTROL FOR ENGINEERED FILLS AND BACKFILLS. Do not excavate or remove material or waste of any kind beyond the project limits under this contract without the express written authority of the Contracting Officer.

3.4.5 Survey Requirements

3.4.5.1 Earthwork Plan Topographic Land Survey

Establish the original grade through a topographic land survey. Include survey points and set grade stakes at a minimum of 100 feet to adequately identify original grade within the limits of any and all areas to be disturbed within the project limits. A minimum of two points will be required at each cross section: one at the outer limit of the excavation, the other where the embankment is to intersect the original ground surface. Submit the topographic land survey as part of the Earthwork Plan.

Submit both a digital MicroStation file and a hard copy plan of the surveyed points and survey data. Topographic Land Survey must follow all requirements set forth in SECTION 01 11 00 , paragraph Contractor Survey.

3.4.5.2 Foundation Survey

After stripping the foundation to the required limits and completing required excavations, request an inspection of the foundation by the Contracting Officer. Limit work in the area(s) being inspected such that the area(s) is safe for the inspector(s) and the inspection can be completed to the satisfaction of the Contracting Officer. Provide at least 5 days notice for foundation inspections. Allow for at least 5 additional working days for the Government to perform the inspection in the area(s) requested. After inspection and approval by the Contracting Officer, survey the limits of the approved excavation and submit both a digital MicroStation file and a hard copy plan of the surveyed points.

Include a sufficient number of points to adequately identify the limits of the approved excavation. Foundation Survey must follow all requirements set forth in SECTION 01 11 00, paragraph Contractor Survey.

3.5 FILL PLACEMENT

3.5.1 General

Place fill material in the areas indicated on the drawings, unless otherwise directed by the Contracting Officer. Do not place fill on any part of the embankment foundation until the foundation treatment has been completed and such areas have been inspected and approved by the Contracting Officer. Process the Engineered Fill material to remove oversize material prior to placement. Blend the material such that the gradation and distribution of material throughout the Engineered Fill is free from lenses, pockets, streaks, and layers of material differing substantially in the texture or gradation from surrounding material of the same class. Place successive loads of material at locations on the fill as approved by the Contracting Officer. Travel by heavy hauling and compacting equipment is restricted to a distance greater than 3 feet

SECTION 31 00 00 Page 11 horizontally and vertically from structures. Disperse hauling equipment throughout the fill to avoid heavy concentration of loads in any one area, unless otherwise permitted by the Contracting Officer. Within restricted areas or areas where heavy compaction equipment cannot be used, compact the material by hand with power tampers or "walk behind" compaction units.

Rework or remove fill areas that are loosened, rutted or contaminated by construction equipment to meet specification requirements.

3.5.2 Spreading

Except as required for drainage, place fill in approximate level lifts.

The lifts must be within 4 percent of horizontal and of the specified thickness. The general intent is for lower areas to be filled first and then for the fill to be raised evenly. Fill may be placed on slopes as steep as 5H:1V over limited distances, provided that these areas are designated in the Earthwork Plan. After placing, spread the material as specified hereinafter for each material type, except structure backfill, which is spread in accordance with requirements in paragraph FILL AGAINST STRUCTURES. At all times during the placing and spreading process, maintain a force of workers adequate to remove all roots, oversize stones and debris from all embankment fill material. Stone removed may be temporarily placed in the outer slopes or in locations approved by the Contracting Officer. Remove and dispose of roots and debris in an approved manner. Maintain the entire surface of any section of the embankment under construction in such condition that construction equipment can travel on any part of any one section, and that travel over any zone is routed to distribute the compactive effort. Fill ruts in the surface on any layer before compacting as approved by the Contracting Officer. Unless otherwise directed, the maximum thickness of the layers before compaction is as follows:

Maximum Lift Thicknesses Before Compaction:

a) Embankment Fill: 8 inches

b) Structure Backfill: 4 inches

c) Toe Backfill: 8 inches

3.5.3 Engineered Fill for Roadways

Compact roadway subgrade for the width of all traveled ways plus 3 feet on each side thereof. Trim all street and maintenance road shoulders and side slopes to the lines indicated on the drawings with a tolerance of plus or minus 1 inch. Recompact any material loosened by trimming and the area moistened with one pass of a smooth-wheeled roller. Apply tolerances after rolling. Trim fill slopes to a reasonably uniform slope at or outside the lines shown on the drawings.

3.5.4 Moisture Control

For all Engineered Fill, the moisture content after compaction must be between plus or minus 2 percent of optimum. Determine optimum moisture content in accordance with ASTM D1557. Rework material that is not within the specified limits after compaction regardless of density.

3.5.5 Compaction

Unless otherwise specified, compact each lift of Engineered Fill to not less than 95 percent of maximum density as determined by ASTM D1557.

Comply with density and moisture content requirements for each lift prior

SECTION 31 00 00 Page 12 to placement of subsequent lifts.

If 95% relative compaction cannot be achieved in the engineered fill due to high moisture content and proximity to grade stabilization fill, then 90% relative compaction with up to +4% moisture content will be considered acceptable in such areas to a maximum of 3 feet above the top of the stabilization grade surface, providing that the fill surface is firm, uniform, and relatively unyielding to heavy equipment traffic.

Compact toe backfill by equipment track walking. A minimum of 2 passes of tracked equipment weighing 60,000 lbs or as otherwise approved. Overlap equipment travel paths to ensure complete equipment track pressures are applied to the entire lift surface.

3.5.6 Jetting and Settling of Engineered Fill with Water

Jetting, settling, or any other method of water immersion is not permitted for placing or compacting Engineered Fill. Jetting, settling, or any other method of water immersion is only permitted for placing stone infill.

Submit a Stone Infill Plan that includes methods and procedures to ensure launch stone voids are filled infill soil.

3.5.7 Demonstration Fill Section

Construct a demonstration fill section to establish procedures for the foundation preparation, fill placement, compaction, grouting,placement of revetment stone and launch stone, and stone infill resulting in a product that complies with the specification. The Contracting Officer will be present during the demonstration fill placement. Demonstration is required to determine the volume of infill needed to fill the voids within the launch stone. Establish infill procedure after demonstration fill section is complete for documentation in the Contractor Quality Control Plan. If Stone Infill is to take place in multiple lifts, ensure all infill material fully penetrates voids prior to placing the subsequent lifts of launch stone. The Contractor must be prepared to modify the stone infill design to accommodate site conditions.

3.6 QUALITY CONTROL FOR ENGINEERED FILLS AND BACKFILLS

3.6.1 USACE Approved Laboratory

Perform testing by a USACE approved commercial testing laboratory. If the Contractor elects to establish testing facilities, no work requiring testing will be permitted until the Contractor's facilities have been inspected and approved by the Contracting Officer.

3.6.2 Geotechnical Engineer Requirements

Certify inspections and test results by a professional Geotechnical Engineer registered in the State of California. These certifications must state that the tests and observations were performed by or under the direct supervision of the engineer and that the results are representative of the material or conditions being certified by the tests.

3.6.3 Testing Requirements

3.6.3.1 General

Perform testing in such locations to ensure that the specified density, SECTION 31 00 00 Page 13 moisture, plasticity, and gradation are being obtained throughout the fill. Correlate all field density test results to a specific Proctor test for the purpose of determining relative compaction. When test results indicate that compaction or gradation are not as specified, remove, replace, and recompact the material to meet specified requirements.

Perform replacement tests to determine conformance with specification requirements.

3.6.3.2 Moisture-Density Relationships

Determine the moisture-density relationship in accordance with ASTM D1557 (Proctor test). A minimum of five points are required for each test.

Perform at least one Proctor test for every 10 in-place field density tests. Perform an additional Proctor test for each classification, blend, or change in classification of soil material encountered.

3.6.3.3 In-place Testing

Unless otherwise specified, one in-place test consists of a field density test, moisture content, gradation, Atterberg limits (if appropriate), and checkpoints. Use the soil sample obtained at the location of each field density test to perform the applicable laboratory tests.

a) Field Density Test:

Perform in-place field density tests in accordance with ASTM D1556/D1556M (sand cone method) or ASTM D6938, Procedure A (nuclear method).

If the nuclear method for density testing is used, perform at least one adjacent sand cone test for every 10 nuclear density tests performed. If field density tests determined by the nuclear method vary by more than 2 pounds per cubic foot from comparison sand cone tests, and are consistently high or low, adjustment of the calibration curve is required.

b) Moisture Content:

Determine the field moisture content in accordance with ASTM D2216 (oven dry) for each field density test sample. Moisture content results from the nuclear method are not acceptable. Speedy moisture content test results are not acceptable. The oven dry test method is the only acceptable method to perform and officially report moisture content tests.

c) Particle Size Analysis (Gradation):

Perform the particle size analysis test based on material passing through the 3-inch sieve and in accordance with ASTM D422 and ASTM D1140. Obtain a minimum sample size of 20 pounds for each particle size analysis test. Classify the soil sample in accordance with ASTM D2487. Hydrometer tests are not required.

d) Atterberg Limits:

If cohesive soils are present in Engineered Fill, perform the Atterberg Limits test in accordance with ASTM D4318.

e) Checkpoints:

Perform a two-point compaction test (checkpoints) on the sample from each in-place field density test. The two-point compaction test is described in EM 1110-2-1911 , Construction Control for Dams, Appendix B.

SECTION 31 00 00 Page 14

3.6.3.4 Testing Frequency

a) Engineered Fill Compacted by Rolling or Tamping Equipment:

Perform one in-place test per 1,500 cubic yards of Engineered Fill, for each lift of fill areas compacted by rolling or tamping equipment. Additionally, perform at least one in-place test for every one foot elevation of each material processed as a unit; and, for every one foot elevation, perform at least one test for every 1,000 linear feet of stationing along the project survey control line.

b) Engineered Fill Compacted by Hand Operated Machines:

Perform one in-place test per 500 cubic yards, or fraction thereof, of each lift of Engineered Fill areas compacted by hand-operated machines. Additionally, perform at least one in-place test for every one foot elevation of each material processed as a unit.

3.6.3.5 Rock Correction

Apply a rock correction to field density tests in accordance with ASTM D4718and the gradation obtained from each specific field density test. The referenced Proctor (maximum density) method and sieve size must coincide with the sieve size used to determine the percent oversize material of the field sample.

3.6.4 Reporting

3.6.4.1 Test Report Forms and Timely Reporting

Report moisture-density relationships, in-place field densities, particle size analyses, and Atterberg limits on approved test report form templates .

Provide one copy of density data less dry weight determinations on the day each test is taken. Provide the completed field density test and gradation reports with the Contractor Quality Control Report on the work day following the test. Submit all data related to the treating of Engineered Fill material to the Contracting Officer on approved forms within 24 hours of the completion of the tests.

3.6.4.2 Testing Log

Maintain a testing log of all quality control tests. Update and submit the testing log on a weekly basis in hard copy, digital Excel spreadsheet, and PDF formats. For each weekly submittal, rename the testing log suffix with the week ending (WE) date (i.e. Testing Log "WE DD/MM/YYYY"). Number the tests sequentially for the duration of the project. Number retests with a letter designation following the test number (e.g. Test "1A" indicates the first retest of Test "1"). The Contractor may request an example testing log from the Government to assist in the initial preparation/formatting of the testing log. Include on the testing log:

a) Test number (if retest include retest number)

b) Date

c) Feature of work

d) Station and offset of centerline

e) Elevation

f) Density test method

g) Moist density

h) Moisture content (oven dry)

i) Dry density

j) Dry density with rock correction

SECTION 31 00 00 Page 15

k) Relative compaction

l) Optimum moisture content

m) Maximum dry unit weight

n) Referenced Proctor test number

o) Soil classification

p) Gradation (full set, uniform spacing)

q) Atterberg Limits (for cohesive material)

In addition, include an estimate of the volume of each type of material placed that week.

3.6.4.3…