A22_Amendment_0001_W912EE19B0013.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

Reference Solicitation No. W912EE-19-B-0013, for Red River Below Denison Dam, Miller County, AR; Red River Right Bank, Miller County No.

2 South; Levee Repair, PL 114-254; River Mile 321, is amended as follow s:

SEE CONTINUATION PAGE FOR SUMMARY OF CHANGES.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

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

16C. DATE SIGNED

BY 16-Aug-2019

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 W912EE19B0013

X 9B. DATED (SEE ITEM 11)

26-Jul-2019

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, 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. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

16-Aug-2019

CODE

VICKSBURG CONTRACTING OFFICE

4155 CLAY ST

VICKSBURG MS 39183-3435

W912EE 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912EE19B0013

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

The following items are applicable to this modification:

SPECIFICATIONS: Section 31 24 00.00 09 is revised and replaced.

Specifications revised by this amendment have the notation "Revised by Amendment 0001" at the bottom of the page. Text added by this amendment is shown as underlined. Text deleted by this amendment is shown as overstruck.

W912EE19-B-0013

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 24 00.00 09

EMBANKMENT

PART 1 GENERAL

1.1 REFERENCES

PART 2 PRODUCTS

2.1 EMBANKMENT MATERIALS

2.1.1 General

2.1.2 Sand Backfill

2.1.3 Unsuitable Materials

2.1.4 Frozen Materials

PART 3 EXECUTION

3.1 EMBANKMENT FOUNDATION PREPARATION

3.1.1 General

3.1.2 Drainage

3.1.3 Frozen Ground

3.2 EMBANKMENT CONSTRUCTION

3.2.1 Semicompacted Embankment

3.2.1.1 General

3.2.1.2 Moisture Control

3.2.1.3 Compaction

3.2.2 Uncompacted Embankment and Sand Backfill

3.2.3 Dressing

3.3 ACCESS ROADS, RAMPS, AND CROSSINGS, RUNWAYS, AND DETOURS

3.3.1 Access Roads

3.3.1.1 Location

3.4 DITCHES AND DEPRESSIONS

3.5 GRADE TOLERANCES

3.5.1 Semicompacted Clay Backfill

3.5.2 Sand Backfill and Uncompacted Berm Embankment

3.6 SETTLEMENT OF FOUNDATION

3.6.1 Sudden Failure

3.6.2 Omitting Work

3.7 SLIDES

3.8 FIELD TESTING CONTROL

-- End of Section Table of Contents --

SECTION 31 24 00.00 09 Page 1 Revised By Amendment 0001

SECTION 31 24 00.00 09

EMBANKMENT

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 in the text by basic designation only.

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 D2216 (2010) Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

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

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

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

ASTM D698 (2012; E 2014; E 2015) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft.

(600 kN-m/cu. m.))

PART 2 PRODUCTS

2.1 EMBANKMENT MATERIALS

2.1.1 General

No Government furnished borrow areas are provided. The Contractor shall obtain the required fill materials from a commercially certified source.

The levee embankment and other required fill or backfill shall be constructed of earth that is free from unsuitable and frozen materials as defined in paragraphs UNSUITABLE MATERIALS and FROZEN MATERIALS. Material classified in accordance with ASTM D2487 as gravels (GW, GP, GM) and sands (SW, SP, SM) shall not be used for any required embankment construction unless suitably blended with less pervious material to the extent that it no longer classifies as these materials , except as stated in paragraph SAND

BACKFILL.

SECTION 31 24 00.00 09 Page 2

2.1.2 Sand Backfill

It is intended that material for sand backfill be placed at its natural moisture content. Suitable materials to be used for backfill shall be sand (SW, SP, SM) classified by the Contractor in accordance with ASTM D2487.

Materials classified as unsuitable for sand backfill material are defined as masses of organic matter, sticks, branches, roots, trash, or other debris.

2.1.3 Unsuitable Materials

Materials which are classified as unsuitable for fill or backfill material are defined as masses of organic matter, sticks, branches, roots, and other debris. If, in the opinion of the Contracting Officer, wood smaller than the objectionable size is excessive, wood volume testing may be performed by the Government to determine specification compliance. All visible objectionable size wood shall be removed from the fill prior to compaction. If, in the opinion of the Contracting Officer's Representative, amounts of wood in the fill brought to the site are excessive, inspections of the lifts prior to compaction shall be held by the Contractor and documented in the QC reports.

2.1.4 Frozen Materials

Under no circumstances shall frozen earth, snow, or ice be placed in any required embankment. The Contracting Officer may require the wasting of frozen material in order that construction may proceed and such material wasted.

PART 3 EXECUTION

3.1 EMBANKMENT FOUNDATION PREPARATION

3.1.1 General

The entire earth surface on or against which uncompacted berm fill is to be placed, except areas as specified in paragraph DRAINAGE, shall be thoroughly broken to a depth of 6 inches. If for any cause, this broken surface becomes compacted in such a manner that, in the opinion of the Contracting Officer, a plane of seepage or weakness might be induced, it shall again be adequately scarified before depositing material thereon.

All scarifying and breaking of ground surface shall be done parallel to the centerline of the levee.

3.1.2 Drainage

The foundation receiving fill and all partially completed fill shall be kept thoroughly drained.

Drainage to areas outside the right-of-way limits will not be allowed.

3.1.3 Frozen Ground

No fill shall be placed upon frozen ground.

SECTION 31 24 00.00 09 Page 3

3.2 EMBANKMENT CONSTRUCTION

3.2.1 Semicompacted Embankment

3.2.1.1 General

Semicompacted fill shall not be placed in water. The materials for semicompacted fill shall be placed or spread in lifts, the first lift not more than 6 inches in thickness and the succeeding lifts not more than 12 inches in thickness prior to compaction. Lifts shall be placed starting full out from the levee toe landward and shall be carried horizontal and parallel to the levee centerline with sufficient crown or slope to provide satisfactory drainage during construction. When the surface of any compacted lift is too smooth to bond properly with the succeeding layer, it shall be adequately scarified before the next lift is placed thereon.

3.2.1.2 Moisture Control

The Contractor shall control the moisture content of the semicompacted fill material. The optimum moisture content shall be determined by the Contractor (utilizing a Corps of Engineers validated laboratory) from representative samples of each type of material in accordance with ASTM D698, with at least one test performed for each 10,000 cubic yards of embankment placed. The Contractor shall notify the Government prior to obtaining samples in order that companion quality assurance samples may be taken by the Government representative. The Contractor shall record the coordinates and elevation of the samples and plot the test locations on the borrow area plan maps. Atterberg Limits shall be recorded along with the optimum moisture content and maximum dry density for each test. These test results shall be furnished to the Contracting Officer prior to placing material.

Material placed in the fill shall have a moisture content ranging between the following limits above and below the optimum moisture content:

MOISTURE CONTENT

TYPE OF MATERIAL MAXIMUM MINIMUM

CLAY (CH) +5% -5%

CLAY (CL) +4% -4%

SILT (ML) +3% -3%

NOTE: See Unified Soil Classification Chart for explanation of symbols and Plasticity Chart for classification determination, both shown on the contract drawings.

*** FOR EXAMPLE ONLY ***

MOISTURE CONTENT

TYPE OF MATERIAL OPTIMUM MAXIMUM MINIMUM

SECTION 31 24 00.00 09 Page 4

*** FOR EXAMPLE ONLY ***

CLAY (CH) 26% 31% 21%

CLAY (CL) 20% 24% 16%

SILT (ML) 17% 20% 14%

The Contractor shall perform the necessary work in moisture control to bring the material to a moisture content within the range specified above in order that compaction requirements can be met. If the material is too wet, it shall either be stockpiled and allowed to drain before it is placed in the semicompacted fill cross sections and/or the wet material shall be processed by discing and harrowing, if necessary, until the moisture content is reduced sufficiently. If the material is too dry, sufficient moisture shall be uniformly distributed in each layer before compacting.

3.2.1.3 Compaction

When the moisture content and conditions of the spread layers are satisfactory, each layer of semicompacted embankment shall be compacted to a minimum of 93 percent of maximum dry density. The maximum dry density shall be determined by the Contractor from representative samples of each type of material in accordance with ASTM D698, with at least one test performed for each 10,000 cubic yards of embankment placed. The Contracting Officer shall be notified prior to each collection of material to be tested to allow opportunity to witness the collection of the material Maximum density test results shall be furnished to the Contracting Officer prior to placing material.

3.2.2 Uncompacted Embankment and Sand Backfill

The location and extent of the uncompacted embankment and sand backfill shall be as shown on the drawings. It is intended that material for uncompacted embankment and sand backfill be placed at its natural moisture content. Uncompacted embankment and sand backfill shall be placed in horizontal layers not exceeding 3 feet in thickness. The lifts shall be uniformly spread, distributed, and otherwise manipulated during placement to such an extent that individual loads of material deposited on the fill will not remain intact, and large, open voids in the fill will be eliminated. Lifts shall be placed starting full out from the levee toe landward and shall be carried in lifts horizontal and parallel to the centerline with sufficient crown or slope to provide satisfactory drainage during construction. Lifts shall be placed in a manner which prevents shrinkage cracks and open voids from developing in previously placed lifts.

3.2.3 Dressing

The entire required backfill shall be brought to not less than the prescribed gross design cross section, within allowable tolerance, at all points. Unreasonable roughness of surface shall be dressed out to permit turfing operations.

SECTION 31 24 00.00 09 Page 5

3.3 ACCESS ROADS, RAMPS, AND CROSSINGS, RUNWAYS, AND DETOURS

3.3.1 Access Roads

3.3.1.1 Location

The Contractor's access roads within the rights-of-way shall be constructed as necessary to perform the required work. They shall be constructed by placement of fill as specified in paragraph SEMICOMPACTED EMBANKMENT and shall be maintained in good condition throughout the contract period.

3.4 DITCHES AND DEPRESSIONS

All sloughs, ditches or depressions beyond the limits of the levee and/or berm foundation but within the rights-of-way shall be filled with suitable material to the natural surface of the ground or to a height sufficient to ensure drainage after shrinkage of the fill, whichever is higher. The material for the fill shall be placed as specified in paragraph UNCOMPACTED

EMBANKMENT.

3.5 GRADE TOLERANCES

3.5.1 Semicompacted Clay Backfill

All semicompacted backfill shall be constructed to the gross grade and cross section shown on the drawings. For semicompacted backfill, at all points, a tolerance of 2/10 of 1 foot above or below the prescribed gross grade and cross section shown will be permitted in the final dressing provided that the finished surface drains, there are no abrupt humps or depressions in surfaces or bulges in the width of the crown, and the side slopes are uniform. For semicompacted backfill, the extreme minus tolerance provided herein shall not be continuous over an area greater than 1,000 square feet and abrupt changes from one extreme to the other will not be permitted. Any partial fill or temporarily stockpiled material placed within the gross section shall not exceed the gross grade or gross slopes of the embankment by more than 2 feet, and shall have side slopes not steeper than 1V on 3H.

3.5.2 Sand Backfill and Uncompacted Berm Embankment

All sand backfill and uncompacted berm embankment shall be constructed to the grade and section shown on the drawings. For sand backfill and uncompacted berm embankment, at all points, a tolerance of 3/10 of 1 foot above or below the grades and cross section shown will be permitted in the final dressing provided that there are no abrupt humps or depressions in surfaces.

3.6 SETTLEMENT OF FOUNDATION

3.6.1 Sudden Failure

In clearly established cases of sudden failure of the foundation, either where no provision has been made for the measurement of settlement or where settlement measuring devices have been installed, but the nature of settlement is such as to destroy their utility, the method of correction will be determined by the Contracting Officer. In case the sudden settlement is caused through the fault or negligence of the Contractor, the prescribed corrective operations shall be performed at no additional cost to the Government. In case the sudden settlement is not caused through the

SECTION 31 24 00.00 09 Page 6 fault or negligence of the Contractor the corrective operations will be paid for in accordance with the Contract Clause CHANGES.

3.6.2 Omitting Work

Where settlement of the foundation develops to such an extent as to make it inadvisable, in the opinion of the Contracting Officer, to continue to add material, and advisable in his opinion, to postpone until a considerably later date all attempts to bring that portion of the embankment to full grade and cross section, the Contracting Officer shall have the right to omit further work on that portion of the embankment and to accept it as complete. In the event a portion of the embankment is omitted under the provisions of this paragraph, measurement and payment for the portion of the embankment accepted as complete will be based on the original ground survey, an as-constructed survey, and the settlement provisions of the contract. Payment will be made at the applicable contract unit price for the embankment.

3.7 SLIDES

Should sliding occur in any part of the embankment during its construction, or after its completion, but prior to its acceptance, the Contractor shall upon written order of the Contracting Officer, either cut out and remove the slide from the embankment and then rebuild that portion of the embankment, or construct a stability berm of such dimensions, and placed in such manner as the Contracting Officer shall prescribe. In case the slide is caused through the fault or negligence of the Contractor, the foregoing operations shall be performed at no additional cost to the Government.

3.8 FIELD TESTING CONTROL

Testing shall be the responsibility of the Contractor and shall be performed by an approved Corps of Engineers validated commercial testing .

Field density and moisture content tests shall be performed on the lesser of each lift or on each 1,000 cubic yards of semicompacted material placed. The Contractor shall record the coordinates and elevation of the samples and plot the test locations on the levee plan maps. Should conditions of lifts previously tested and accepted change and/or become suspect to meeting specifications, retests and potential reworking will be required. The Contractor shall retest after rainfall on the previously tested areas unless deemed unnecessary by the Contracting Officer's Representative.

The Contractor shall use borrow source location and Atterberg Limit results to assist in selecting the appropriate compaction control curve. Atterberg Limits shall be performed on every tenth moisture/density field test.

Field in-place density shall be determined in accordance with ASTM D6938 or ASTM D1556/D1556M . If the nuclear method is used for field density testing, the sand cone method shall be used to verify the accuracy of the nuclear method. A minimum of 5 comparison tests shall be conducted at the start of construction. If the nuclear method value is within 3 percentage points of the sand cone method value, no correction of the nuclear wet density is required. (EXAMPLE: Sand Cone Results = 80, then Nuclear Method Results = 77 - 83). The nuclear method shall be verified throughout the project at a rate of at least one sand cone for every 10 nuclear tests.

Moisture content tests shall be in accordance with ASTM D2216 or ASTM D4643 or ASTM D6938. If the nuclear or microwave method is used for moisture

SECTION 31 24 00.00 09 Page 7 determination, the oven dry method shall be used to verify the accuracy of these methods. A minimum of 5 comparison tests shall be performed at the start of construction. If these methods are within 3 percentage points of the oven dry method, no correction of the moisture is required. The nuclear and microwave moisture methods shall be verified by the oven moisture at a rate of at least one oven moisture for every 10 nuclear and/or microwave tests.

For nuclear methods, calibration checks of both the density and moisture gages shall be made at the beginning of a job on each different type of material encountered and at intervals as directed.

The Contractor shall prepare a QC testing report as work progresses to be submitted at completion of the project. The Contractor shall procure the services of an independent, commercial, Government validated testing laboratory to prepare a QC testing report (hardcopy and electronic pdf) as work progresses. Each month, prior to submitting a request for progress payments, the Contractor shall review the QC testing report with the Contracting Officer. The QC testing report shall be stamped by the licensed professional engineer in charge of the testing services on a monthly basis. The report shall include all Proctor control curves and field testing control data, comparison testing, calibrations, and individual field test reports with coordinates and elevations of tests.

The report shall also include in spreadsheet format all test results such that any failed test can be easily cross referenced to passing retests.

Lift charts shall be maintained onsite throughout the project and included in the final report. The charts shall include a profile along the levee indicating various lifts placed daily. The location of field tests and borrow source general location shall be included on the lift charts. The Contractor shall submit three copies daily of control tests and reports as well as records of corrective action taken in accordance with Section

01 45 04.00 09 CONTRACTOR QUALITY CONTROL.

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SECTION 31 24 00.00 09 Page 8