W912P723B0011_AM0001.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

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.

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

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

Pajaro Site #3

See Continuation page of SF-30 - Summary of changes for Amendment 0001

1. CONTRACT ID CODE PAGE OF PAGES

1 1

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

16C. DATE SIGNED

BY

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street , County, State and Zip Code) X W912P723B0011

X 9B. DATED (SEE ITEM 11)

26-Jun-2023

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

Offer 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 you 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 APPROPRIATION DATA (If required)

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

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

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.

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

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO.

AM0001

5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

06-Jul-2023

CODE

USACE, SAN FRANCISCO DISTRICT

450 GOLDEN GATE

SAN FRANCISCO CA 94102

W912P7 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912P723B0011-AM0001

This amendment makes changes to the solicitation; these changes represent one of three types, either adding new information, deleting information, or revising existing information. Changes made by this amendment replace the previously issued sections of the advertisement, as referenced in the below summary of changes:

Add specification sections 31 and 32 that were not previously posted with the solicitation.

All other terms and conditions remain unchanged.

SECTION

Solicitation 00 10 00 00 21 00

00 22 00 00 22 16 00 45 00 00 72 00 00 73 00

Table of Contents

Cover Sheet Table of Contents

TITLE

Solicitation, Offer and Award (SF 1442) Pricing Schedule Instructions, Conditions and Notices to Offerors and Evaluation Criteria for Award Supplementary Instructions- Proposal Submission Requirements Supplementary Instructions- Evaluation Factors for Award Representations, Certifications, and Other Statements of Offerors Contract Clauses Special Contract Requirements Earthwork Dewatering Seeding

Technical Specifications

(SEE TECHNICAL SPECIFICATIONS' TABLE OF CONTENTS FOR SPECIFICATION SECTIONS INCLUDED IN THIS

SOLICITATION/CONTRACT)

DRAWINGS (SEPARATE PACKAGE)

NOTE: AS A MINIMUM ANY CONTRACT AWARDED AS A RESULT OF THIS SOLICITATION SHALL CONSIST

OF THE FOLLOWING DOCUMENTS:

STANDARD FORM 1442, SECTIONS 00 10 00, 00 72 00, 00 73 00, TECHNICAL SPECIFICATIONS AND

DRAWINGS, AND ATTACHMENTS AS DESCRIBED IN CONTRACT DOCUMENT.

SECTION 00 45 00, AS COMPLETED BY AWARDEE, IS INCORPORATED INTO

ANY RESULTANT CONTRACT BY REFERENCE.

SECTION 00 21 00 IS INCLUDED FOR SOLICITATION PURPOSES ONLY. THIS SECTION WILL BE REMOVED, MAINTAINED IN THE CONTRACT FILE AND NOT MADE PART OF THE CONTRACT.

AMENDMENTS ARE INCORPORATED INTO THE RESULTANT CONTRACT.

SUBCONTRACTING PLAN (IF REQUIRED) BECOMES AN ATTACHMENT TO AND A MATERIAL PART OF THE

CONTRACT.

W912P723B0011-AM0001

31 00 00 31 23 19 32 92 19

Pajaro River PL 84-99 Site #3 PAJPL8499SITE3

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 00 00

EARTHWORK

PART 1 GENERAL

1.1 MEASUREMENT PROCEDURES

1.1.1 Excavation

1.2 REFERENCES

1.3 DEFINITIONS

1.3.1 Satisfactory Materials

1.3.2 Unsatisfactory Materials

1.3.3 Degree of Compaction

1.3.4 Levee Fill Material

1.3.5 Rock Slope Protection

1.3.6 Pipe Bedding

1.3.7 Aggregate Base

1.3.8 Unstable Material

1.3.9 Corrugated Metal Pipe

1.4 Dewatering Work Plan

1.5 SUBMITTALS

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

PART 3 EXECUTION

3.1 GENERAL EXCAVATION

3.1.1 Drainage

3.1.2 Dewatering

3.2 OPENING AND DRAINAGE OF EXCAVATION

3.3 GRADING AREAS

3.4 GROUND SURFACE PREPARATION

3.4.1 General Requirements

3.5 UTILIZATION OF EXCAVATED MATERIALS

3.6 FILLING, BACKFILLING AND COMPACTION

3.6.1 Levee

3.6.2 General Fill

3.7 BENCHING

3.8 AGGREGATE BASE

3.9 FINISHING

3.10 TESTING

3.10.1 In-Place Densities

3.10.2 Check Tests on In-Place Densities

3.10.3 Moisture Contents

3.10.4 Optimum Moisture and Laboratory Maximum Density

3.11 CMP PIPE REPLACEMENT

3.12 CONSTRUCTION SURVEYING

3.13 DISPOSITION OF SURPLUS MATERIAL

SECTION 31 00 00 Page 1

-- End of Section Table of Contents --

SECTION 31 00 00 Page 2

SECTION 31 00 00

EARTHWORK

PART 1 GENERAL

1.1 MEASUREMENT PROCEDURES

1.1.1 Excavation

The unit of measurement for excavation will be the cubic yard, computed by the average end area method from cross sections taken before and after the excavation operations, including the excavation for ditches, gutters, and channel changes, when the material is acceptably utilized or disposed of as herein specified. The measurements will include authorized excavation of rock (except for piping trenches that is covered below), authorized excavation of unsatisfactory subgrade soil, and the volume of loose, scattered rocks and boulders collected within the limits of the work;

allowance will be made on the same basis for selected backfill ordered as replacement. The measurement will not include the volume of subgrade material or other material that is scarified or plowed and reused in-place, and will not include the volume excavated without authorization or the volume of any material used for purposes other than directed. The measurement will not include the volume of any excavation performed prior to the taking of elevations and measurements of the undisturbed grade.

1.2 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.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T 180 (2017) Standard Method of Test for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

ASTM INTERNATIONAL (ASTM)

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 D2487 (2017; E 2020) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

SECTION 31 00 00 Page 3

ASTM D4718/D4718M (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)

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

EPA 600/4-79/020 (1983) Methods for Chemical Analysis of Water and Wastes

EPA SW-846.3-3 (1999, Third Edition, Update III-A) Test Methods for Evaluating Solid Waste:

Physical/Chemical Methods

1.3 DEFINITIONS

1.3.1 Satisfactory Materials

Satisfactory materials comprise any materials classified by ASTM D2487 as

GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP, SM, SW-SM, SC, SW-SC,

SP-SM, SP-SC, CL, ML, CL-ML, CH, MH. Satisfactory materials for grading comprise stones less than 8 inches

1.3.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include man-made fills; trash; refuse; backfills from previous construction; and material classified as satisfactory which contains root and other organic matter or frozen material. Notify the Contracting Office or designated representative when encountering any contaminated materials.

1.3.3 Degree of Compaction

Degree of compaction required, except as noted in the second sentence, 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. Since ASTM D1557 applies only to soils that have 30 percent or less by weight of their particles retained on the 3/4 inch sieve, express the degree of compaction for material having more than 30 percent by weight of their particles retained on the 3/4 inch sieve as a percentage of the maximum dry density in accordance with AASHTO T 180 and corrected with ASTM D4718/D4718M. To maintain the same percentage of coarse material, use the "remove and replace" procedure as described in NOTE 8 of Paragraph 7.2 in AASHTO T 180.

1.3.4 Levee Fill Material

Levee Fill Material consists of materials classified in accordance with ASTM D2487 as CL, ML, CL-ML, SC and/or GC free from: roots, limbs, and wood fragments and other visible organic matter; contamination from hazardous, toxic or radiological substances; trash, debris, perishable material, and other deleterious material; and frozen materials. Levee material should have a Liquid Limit of less than 45 (ASTM D4318), Plasticity Index of 10 to 25 (ASTM D4318), greater than 30% passing

SECTION 31 00 00 Page 4 the #200 sieve (ASTM D6913), and an organic content of less than 3 percent

(ASTM D2974).

1.3.5 Rock Slope Protection

Rock Slope Protection shall conform to Caltrans Class III (12-inch median particle diamater) requirements. Place using Caltrans Method B.

1.3.6 Pipe Bedding

Pipe bedding may include silty and clayey sands (SM and SC, Unified Soil Classification System), with a minimum 12 percent fines.

1.3.7 Aggregate Base

Caltrans 3/4" Class II Aggregate Base

1.3.8 Unstable Material

Unstable materials are too wet to properly compact or support additional fill.

1.3.9 Corrugated Metal Pipe

Metallic coated corrugated steel pipe should conform to American Association of State Highway and Transportation Officials (AASHTO) M 36, M 218, M 246, and M 274. When spiral rib steel pipe is used, the material should conform to AASHTO M 36 and M 245. CPM shouls have a minimum thickness of 0.079 inches. Type C coating.

1.4 Dewatering Work Plan

Submit procedures for accomplishing dewatering work.

1.5 SUBMITTALS

Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are for information only. When used, a code following the "G" classification 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

Dewatering Work Plan; G

SD-03 Product Data

Utilization of Excavated Materials; G

SD-06 Test Reports

Testing

Borrow Site Testing

SD-07 Certificates

SECTION 31 00 00 Page 5

Testing

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

Test offsite soils brought in for use as backfill for Total Petroleum Hydrocarbons (TPH), Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and full Toxicity Characteristic Leaching Procedure (TCLP) including ignitability, corrosivity and reactivity. Provide backfill containing a maximum of 100 parts per million (ppm) of total petroleum hydrocarbons (TPH) and a maximum of 10 ppm of the sum of Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and passing the TCPL test. Determine TPH concentrations by using EPA 600/4-79/020 Method 418.1. Determine BTEX concentrations by using EPA SW-846.3-3 Method 5030/8020. Perform TCLP in accordance with EPA SW-846.3-3 Method 1311. Provide Borrow Site Testing for TPH, BTEX and TCLP from a composite sample of material from the borrow site, with at least one test from each borrow site. Do not bring material onsite until tests have been approved by the Contracting Office or designated representative.

PART 3 EXECUTION

3.1 GENERAL EXCAVATION

Perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified. Perform the grading in accordance with the typical sections shown and the tolerances specified in paragraph FINISHING. Place and compact levee fill material in fill or embankment within the limits of the work. Excavate unsatisfactory materials encountered within the limits of the work below grade and replace with levee fill material. Dispose surplus satisfactory excavated material not required for fill and unsatisfactory excavated material as specified in paragraph DISPOSITION OF SURPLUS MATERIAL. During construction, perform excavation and fill in a manner and sequence that will provide proper drainage at all times. Excavate material required for fill or embankment in excess of that produced by excavation within the grading limits from other approved areas selected by the Contractor as specified.

3.1.1 Drainage

Provide for the collection and disposal of surface and subsurface water encountered during construction. Completely drain construction site during periods of construction to keep soil materials sufficiently dry. Grade the construction area to provide positive surface water runoff away from the construction activity; provide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils. When unsuitable working platforms for equipment operation and unsuitable soil support for subsequent construction features develop, remove unsuitable material and provide new soil material as specified herein. It is the responsibility of the Contractor to assess the soil and ground water conditions presented by the plans and specifications and to employ necessary measures to permit construction to proceed.

3.1.2 Dewatering

Control water flowing toward or into excavations to prevent sloughing of excavation slopes and walls, boils, uplift and heave in the excavation and

SECTION 31 00 00 Page 6 to eliminate interference with orderly progress of construction. Take control measures by the time the excavation reaches the water level in order to maintain the integrity of the in situ material. While the excavation is open, maintain the water level continuously, at least 0 feet below the working level. Submit procedures for accomplishing dewatering work. Dewatering shall meet applicable requirements of Section 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS and Section 31 23 19 DEWATERING.

3.2 OPENING AND DRAINAGE OF EXCAVATION

Notify the Contracting Office or designated representative sufficiently in advance of the opening of any excavation to permit elevations and measurements of the undisturbed ground surface to be taken. Except as otherwise permitted, excavation areas providing adequate drainage.

Transport overburden and other spoil material to designated spoil areas or otherwise dispose of as directed. Ensure that excavation of any area, or dumping of spoil material results in minimum detrimental effects on natural environmental conditions.

3.3 GRADING AREAS

Where indicated, divide work into grading areas within which satisfactory excavated material will be placed in embankments, fills, and required backfills. Do not haul satisfactory material excavated in one grading area to another grading area except when so directed in writing. Place and grade stockpiles of satisfactory and unsatisfactory as specified. Keep stockpiles in a neat and well drained condition, giving due consideration to drainage at all times. Clear, grub, and seal by rubber-tired equipment, the ground surface at stockpile locations; separately stockpile excavated satisfactory and unsatisfactory materials. Protect stockpiles of satisfactory materials from contamination which may destroy the quality and fitness of the stockpiled material. If the Contractor fails to protect the stockpiles, and any material becomes unsatisfactory, remove and replace such material with satisfactory material from approved sources.

3.4 GROUND SURFACE PREPARATION

3.4.1 General Requirements

Remove and replace unsatisfactory material with satisfactory materials, as directed by the Contracting Office or designated representative, in surfaces to receive fill or in excavated areas. Scarify the surface to a depth of 6 inches before the fill is started. Plow, step, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so that the fill material will bond with the existing material.

3.5 UTILIZATION OF EXCAVATED MATERIALS

Use satisfactory material removed from excavations, in so far as practicable, in the construction of fills, embankments, subgrades, shoulders, bedding (as backfill), and for similar purposes.

Submit procedure and location for disposal of unused satisfactory material. Dispose surplus satisfactory excavated material not required for fill and unsatisfactory excavated material as specified in paragraph DISPOSITION OF SURPLUS MATERIAL. Stockpile and use coarse rock from excavations for constructing slopes or embankments adjacent to streams, or sides and bottoms of channels and for protecting against erosion. Do not dispose excavated material to obstruct the flow of any stream, endanger a

SECTION 31 00 00 Page 7 partly finished structure, impair the efficiency or appearance of any structure, or be detrimental to the completed work in any way.

3.6 FILLING, BACKFILLING AND COMPACTION

3.6.1 Levee

Levee pism is shown on the Plans. Levee prism shall be constructed of Levee Fill Material. Place the material in successive horizontal layers of loose material not more than 8 inches in depth. Spread each layer uniformly on a soil surface that has been moistened or aerated as necessary, and scarified or otherwise broken up so that the fill will bond with the surface on which it is placed. After spreading, plow, disk, or otherwise break up each layer; moisten or aerate as necessary; thoroughly mix; and compact to at least 90 percent laboratory maximum dry density. Backfill and fill material must be within the range of -1 to +3 percent of optimum moisture.

3.6.2 General Fill

General Fill is any fill outside of the Levee Prism. General fill is constructed of General Fill Material.

Place the material in successive horizontal layers of loose material not more than 8 inches in depth. Spread each layer uniformly on a soil surface that has been moistened or aerated as necessary, and scarified or otherwise broken up so that the fill will bond with the surface on which it is placed. After spreading, plow, disk, or otherwise break up each layer;

moisten or aerate as necessary; thoroughly mix; and compact to at least 90 percent laboratory maximum dry density. Backfill and fill material must be to a moisture content that will readily facilitate obtaining the specified compaction.

3.7 BENCHING

Where placing new levee fill against existing levee fill, bench into existing fill and place new fill in horizontal layers. Maximum bench height shall be 2 feet. Minimum bench width shall be 3 feet.

3.8 AGGREGATE BASE

Compacted aggregate base to at least 90 percent laboratory maximum dry density.

3.9 FINISHING

Finish the surface of excavations, embankments, and subgrades to a smooth and compact surface in accordance with the lines, grades, and cross sections or elevations shown. Provide the degree of finish for graded areas within 0.1 foot of the grades and elevations indicated except that the degree of finish for subgrades specified in paragraph SUBGRADE PREPARATION. Finish gutters and ditches in a manner that will result in effective drainage. Finish the surface of areas to be turfed to a smoothness suitable for the application of turfing materials. Repair graded, topsoiled, or backfilled areas prior to acceptance of the work, and re-established grades to the required elevations and slopes.

3.10 TESTING

Perform testing by a Corps validated commercial testing laboratory or the

SECTION 31 00 00 Page 8

Contractor's validated testing facility. Submit qualifications of the Corps validated commercial testing laboratory or the Contractor's validated testing facilities. If the Contractor elects to establish testing facilities, do not permit work requiring testing until the Contractor's facilities have been inspected, Corps validated and approved by the Contracting Office or designated representative.

a. Determine field in-place density in accordance with ASTM D1556/D1556M or ASTM D6938. When ASTM D6938 is used, check the calibration curves and adjust using only the sand cone method as described in ASTM D1556/D1556M. ASTM D6938 results in a wet unit weight of soil in determining the moisture content of the soil when using this method.

b. Check the calibration curves furnished with the moisture gauges along with density calibration checks as described in ASTM D6938; check the calibration of both the density and moisture gauges at the beginning of a job on each different type of material encountered and at intervals as directed by the Contracting Office or designated representative. When test results indicate, as determined by the Contracting Office or designated representative, that compaction is not as specified, remove the material, replace and recompact to meet specification requirements.

c. Perform tests on recompacted areas to determine conformance with specification requirements. Appoint a registered professional civil engineer to certify inspections and test results. 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 materials or conditions being certified by the tests. The following number of tests, if performed at the appropriate time, will be the minimum acceptable for each type operation.

3.10.1 In-Place Densities

a. One test per 5,000 square feet, or fraction thereof, of each lift of fill or backfill areas.

3.10.2 Check Tests on In-Place Densities

If ASTM D6938 is used, check in-place densities by ASTM D1556/D1556M as follows:

a. One check test per every 10 tests performed via ASTM D6938.

3.10.3 Moisture Contents

In the stockpile, excavation, or borrow areas, perform a minimum of two tests per day per type of material or source of material being placed during stable weather conditions. During unstable weather, perform tests as dictated by local conditions and approved by the Contracting Office or designated representative.

3.10.4 Optimum Moisture and Laboratory Maximum Density

Perform tests for each type material or source of material to determine the optimum moisture and laboratory maximum density values. One representative test per 200 cubic yards of fill and backfill, or when any change in material occurs which may affect the optimum moisture content or laboratory maximum density.

SECTION 31 00 00 Page 9

3.11 CMP PIPE REPLACEMENT

Replace damaged section of CMP pipe with new CMP pipe. Clean the pipe ends before applying the adhesive and installing the gaskets and the coupling bands. Coupling bands and hardware must comply with Caltrans Specification Section 66. Connect new pipe to existing concrete headwall.

3.12 CONSTRUCTION SURVEYING

Construction surveying and all related work shall be done in conformance with EM 1110-1-1002, EM 1110-1-1005, EM 1110-1-6056, and EM 1110-1-1003.

Surveys to verify that the dimensions, slopes, lines and grades conform to those shown on the drawings. Extents of excavations and final grades shall be recorded on the As-Built drawings.

3.13 DISPOSITION OF SURPLUS MATERIAL

Remove surplus material and excavated unsatisfactory material not required or suitable for filling or backfilling, and brush, refuse, stumps, roots, and timber from Government property and properly disposed of in accordance with all applicable laws and regulations.

-- End of Section --

SECTION 31 00 00 Page 10

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 23 19

DEWATERING

PART 1 GENERAL

1.1 SCOPE

1.2 SUMMARY

1.3 REQUIREMENTS

1.4 DEFINITIONS

1.4.1 Controlled Blasting

1.5 SUBMITTALS

1.5.1 Dewatering Plan

1.5.2 Shop Drawings

PART 2 PRODUCTS

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Other Methods

3.2 OPERATION

3.3 WATER DISPOSAL

3.3.1 Excavation Dewatering

3.4 CORRECTIVE ACTIONS

3.5 REMOVAL

-- End of Section Table of Contents --

SECTION 31 23 19 Page 1

SECTION 31 23 19

DEWATERING

PART 1 GENERAL

1.1 SCOPE

This section specifies performance of dewatering required to permit excavation, backfill, and construction to be performed in the dry. Control of surface water shall be considered as part of the work under this specification.

1.2 SUMMARY

Design, installation, and operation of a dewatering system shall be at the discretion of the Contractor pending approval by the Government.

Dewatering work is anticipated to be required by the Contractor. If dewatering is determined necessary by the Contractor for completion of the project, the Contractor will determine the means and methods for dewatering. The dewatering work to be completed by the Contractor may include, but is not necessarily limited to the following:

1. Implementation of the Stormwater Pollution Prevention Plan. Refer to Section 01 57 19 for SWPPP and other dewatering requirements.

2. Construct temporary dewatering system.

3. Dewater the work area and excavations, including seepage and precipitation. Include a detailed description of dewatering procedure and maintenance method.

The Contractor shall be responsible for providing all materials, equipment, labor, fuel or other source of power and services necessary for care of water and erosion control. Excavation work shall not begin before the Stormwater Pollution Prevention Plan is in place.

1.3 REQUIREMENTS

Dewatering system shall be of sufficient size and capacity necessary to lower and maintain ground water so that no free water shall be present in the degrade prior to fill placement. Materials to be removed shall be sufficiently dry to permit excavation to grades shown on the plans and to stabilize excavation slopes where sheeting is not required.

Operate dewatering system continuously until backfill work has been completed. Prevent loss of fines, seepage, boils, quick conditions or softening of foundation strata. Maintain stability of sides and bottom of excavation. Construction operations are to be performed in the dry.

Control of surface and subsurface water is part of dewatering requirements. Maintain adequate control so that:

1. The stability of excavated and constructed slopes are not adversely affected by saturated soil, including water entering prepared subbase and subgrades where underlying materials are not free draining or are subject to swelling.

SECTION 31 23 19 Page 2

2. Erosion is controlled.

3. Flooding of excavations or damage to structures does not occur.

4. Surface water drains away from excavations.

5. Excavations are protected from becoming wet from surface water, or ensure excavations are dry before additional work is undertaken.

6. No horizontal, vertical, nor any angle in-between, groundwater seepage will be allowed into any excavation.

1.4 DEFINITIONS

1.4.1 Controlled Blasting

Controlled blasting refers to blasting techniques used to better distribute the explosive charge to minimize adverse impacts. For underwater blasting, adverse impacts may be cited for the public's and contracted personnel's safety, lessening the fracturing of the rock being blasted, surrounding facilities' protection, and the avoidance of impacting natural resources or their habitats. Controlled blasting techniques must be deployed, such as careful loading to the pattern's design using the drilling log for each shot hole, stemming effectively the top of firm rock and any soft zones or voids, carefully observing maximum charge weight per delay, using delays between holes and rows of 25 milliseconds or greater, and avoiding rifling plumes by proper blasting techniques.

1.5 SUBMITTALS

Government approval is required for submittals with a "G" classification.

Submittals not having a "G" classification are for information only. When used, a code following the "G" classification 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

Dewatering Plan; G

SD-02 Shop Drawings

Shop Drawings; G

1.5.1 Dewatering Plan

Contractor shall not begin degrade activities until the dewatering plan has been submitted to the Government for review. No more than 10 days after the notice to proceed is given and no less than 2 weeks prior to dewatering activities the Contractor shall submit drawings and complete design data showing methods and equipment the Contractor proposes for dewatering, potentially including relief of hydrostatic head, management of water, sheet pile cofferdam, dewatering dikes, and in maintaining the excavation in a dewatered, hydrostatically controlled condition. The design of these facilities is the sole responsibility of the Contractor. The Contractor shall submit information sufficient for the Government to understand the dewatering system including, but not limited to, the following:

SECTION 31 23 19 Page 3

a. Specifications and manufacturer's literature of the materials and a description of any methods proposed for use in the construction of dewatering and monitoring system.

b. Drawings indicating the location and size of any dikes, ditches, wells, wellpoints, sheetpiles, sumps, monitoring wells, gravel drains, treatment facilities, discharge lines, and outfall design. The drawings shall include, at a minimum, all dewatering system elements.

c. Capacities of any pumps, prime movers, and standby equipment.

d. Temporary electrical power supply and/or generators and fuel for any pumps.

e. Information supporting the location and number of any wells, wellpoints, gravel drains, sumps and discharge lines, and the adequacy of vacuum header, pressure header, discharge pipe sizes, pumps, filters/gravel packs, screens and treatment facilities.

f. Design calculations for sheet piles or cofferdam signed by a licensed Civil Engineer.

g. Flow meter calibration

h. Dewatering schedule, operation, maintenance, and abandonment procedures.

i. Project descriptions for dewatering projects of similar scope and size completed in the region by the Contractor's specialty dewatering subcontractor and licensed engineer or hydrogeologist.

j. Plans for removal to minimize resilting.

1.5.2 Shop Drawings

Submit drawings and data showing the method to be employed in dewatering excavated areas 30 days before commencement of excavation. Material shall include: location, depth and size of wellpoints, headers,sumps, ditches, size and location of discharge lines, capacities of pumps and standby units, and detailed description of dewatering methods to be employed to convey the water from site to adequate disposal.

PART 2 PRODUCTS

PART 3 EXECUTION

3.1 INSTALLATION

Design, installation, and operation of the dewatering system shall be at the discretion of the Contractor pending approval by the Government.

Install a dewatering system to lower and control water in order to permit excavation, construction of structure, and placement of backfill materials to be performed under dry conditions. Make the dewatering system adequate to pre-drain the water-bearing strata above and below the bottom of structure foundations, utilities and other excavations.

SECTION 31 23 19 Page 4

3.1.1 Other Methods

If the Contractor determines other methods of dewatering are necessary, the Contractor shall submit to the Government a revised Dewatering Plan for approval.

3.2 OPERATION

Prior to any excavation, place system into operation to lower water level as required and operate it continuously 24 hours a day, 7 days a week until the levee has been satisfactorily constructed, which includes the placement of backfill materials and dewatering is no longer required.

Place an adequate weight of backfill material to prevent buoyancy prior to discontinuing operation of the system.

3.3 WATER DISPOSAL

Dispose of water removed from the excavations in such a manner as:

1. Will not endanger portions of work under construction or completed.

2. Will cause no inconvenience to Government or to others working near site.

3. Will comply with the stipulations of 01 57 19 for disposal of water.

4. Will Control Runoff. The Contractor shall be responsible for control of runoff in all work areas including, but not limited to: excavations, access roads, parking areas, laydown, and staging areas.

The Contractor shall provide, operate, and maintain all ditches, basins, sumps, culverts, site grading, and pumping facilities to divert, collect, and remove all water from the work areas. All water shall be removed from the immediate work areas and shall be disposed of in accordance with pplicable permits.

3.3.1 Excavation Dewatering

The Contractor shall be responsible for providing all facilities required to divert, collect, control, and remove water from all construction work areas and excavations.

Drainage features shall have sufficient capacity to avoid flooding of work areas. Drainage features shall be so arranged and altered as required to avoid degradation of the final excavated surface(s).

The Contractor shall be responsible for determining locations and slopes of temporary dewatering dikes. Slopes shall be cut no steeper than 1.5:1 in temporary degrade excavations.

The Contractor shall utilize all necessary erosion and sediment control measures as described herein to avoid construction related degradation of the natural water quality.

Dewatering equipment shall be provided to remove and dispose of all surface and ground water entering excavations, trenches, or other parts of

SECTION 31 23 19 Page 5 the work during construction. Each excavation shall be kept dry during subgrade preparation and continually thereafter until the structure to be built, or the pipe to be installed therein, is completed to the extent that no damage from hydrostatic pressure, flotation, or other cause will result.

3.4 CORRECTIVE ACTIONS

If dewatering requirements are not satisfied due to inadequacy or failure of the dewatering system (loosening of the foundation strata, or instability of slopes, or damage to foundations or structures), perform work necessary for reinstatement of foundation soil and damaged structure or damages to work in place resulting from such inadequacy or failure by Contractor, at no additional cost to Government.

3.5 REMOVAL

Insure compliance with all conditions of 01 57 19 and provide such information to the Contracting Officer or delegated representative.

-- End of Section --

SECTION 31 23 19 Page 6

SECTION TABLE OF CONTENTS

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 32 92 19

SEEDING

PART 1 GENERAL

1.1 REFERENCES

1.2 DEFINITIONS

1.3 SUBMITTALS

1.4 DELIVERY, STORAGE, AND HANDLING

1.4.1 Delivery

1.4.1.1 Seed Protection

1.4.2 Storage

1.4.2.1 Seed Storage

PART 2 PRODUCTS

2.1 SEED

2.2 EROSION CONTROL MATERIALS

2.2.1 Erosion Control Net

2.2.2 Erosion Control Material Anchors

PART 3 EXECUTION

3.1 PREPARATION

3.1.1 EXTENT OF WORK

3.2 SEEDING

3.2.1 Seed Application Method

3.2.1.1 Hydroseeding

3.2.2 Watering

3.3 EROSION CONTROL

3.3.1 Erosion Control

-- End of Section Table of Contents --

SECTION 32 92 19 Page 1

SECTION 32 92 19

SEEDING

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.

U.S. DEPARTMENT OF AGRICULTURE (USDA)

AMS Seed Act (1940; R 1988; R 1998) Federal Seed Act

1.2 DEFINITIONS

1.3 SUBMITTALS

Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are for information only. When used, a code following the "G" classification identifies the office that will review the submittal for the Government.

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-03 Product Data

EROSION CONTROL MATERIALS

SD-07 Certificates

Seed Producer's Guaranteed Analysis

1.4 DELIVERY, STORAGE, AND HANDLING

1.4.1 Delivery

1.4.1.1 Seed Protection

Protect from drying out and from contamination during delivery, on-site storage, and handling.

1.4.2 Storage

1.4.2.1 Seed Storage

Store in cool, dry locations away from contaminants.

PART 2 PRODUCTS

2.1 SEED

Provide seed of the latest season's crop delivered in original sealed packages, bearing producer's guaranteed analysis for percentages of

SECTION 32 92 19 Page 2 mixtures, purity, germination, weedseed content, and inert material. Label in conformance with AMS Seed Act and applicable state seed laws. Wet, moldy, or otherwise damaged seed will be rejected. Seeding all disturbed, exposed soil area with a 50/50 mix of bromus carinatus and crop barley at a minimum of 5 lbs of seed per 1000 square feet.

2.2 EROSION CONTROL MATERIALS

2.2.1 Erosion Control Net

Erosion control material shall consit of twisted jute mesh, weighing approximately 1 to 1.5 pounds per linear yard and 4 feet wide with mesh openings of approximately one inch square or biodegradable coconut fiber blanket with 18 month degrade life.

2.2.2 Erosion Control Material Anchors

Erosion control anchors must be as recommended by the manufacturer.

PART 3 EXECUTION

3.1 PREPARATION

3.1.1 EXTENT OF WORK

Provide soil preparation prior to planting (including soil conditioners as required), fertilizing, seeding, and surface topdressing of all newly graded finished earth surfaces, unless indicated otherwise, and at all areas inside or outside the limits of construction that are disturbed by the Contractor's operations.

3.2 SEEDING

3.2.1 Seed Application Method

Seeding method must be hydroseeding.

3.2.1.1 Hydroseeding

First, mix water and fiber. Wood cellulose fiber, paper fiber, or recycled paper must be applied as part of the hydroseeding operation. Fiber must be added at 1,000 pounds, dry weight, per acre. Then add and mix seed and fertilizer to produce a homogeneous slurry. Seed must be mixed to ensure broadcasting at the rate of pounds per 1000 square feet. When hydraulically sprayed on the ground, material must form a blotter like cover impregnated uniformly with grass seed. Spread with one application with no second application of mulch.

3.2.2 Watering

Start watering areas seeded as required by temperature and wind conditions.

Apply water at a rate sufficient to insure thorough wetting of soil to a depth of 2 inches without run off. During the germination process, seed is to be kept actively growing and not allowed to dry out.

SECTION 32 92 19 Page 3

3.3 EROSION CONTROL

3.3.1 Erosion Control

After seeding, install erosion control material in seeding area in accordnace with manufacturer's specifications.

-- End of Section --

SECTION 32 92 19 Page 4

3.2.2 Watering

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