am_1.pdf

W807PM22137348

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-12-B-0022, Flood Control Mississippi River and Tributarties, East Bank Mississippi River Levees, Magna Vista – Brunsw ick, Mississippi, Levee Enlargement and Berms, Item 463-L, scheduled to open on 11 October 2012, at 1400 hours, is amended as show n on Page 2.

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 24-Sep-2012

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 W912EE-12-B-0022

X 9B. DATED (SEE ITEM 11)

06-Sep-2012

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. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

24-Sep-2012

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:

W912EE-12-B-0022

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF 30 - BLOCK 14 CONTINUATION PAGE

The following have been added by full text:

EMBANKMENT

Section 31 23 01.00 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

(End of Summary of Changes)

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 23 01.00 09

EMBANKMENT

PART 1 GENERAL

1.1 REFERENCES

PART 2 PRODUCTS

2.1 EMBANKMENT MATERIALS

2.1.1 General

2.1.2 Unsuitable Materials

2.1.3 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

3.2.3 Compacted Embankment

3.2.3.1 General

3.2.3.2 Moisture Control for Compacted Embankment

3.2.3.3 Compaction for Compacted Embankment

3.2.4 Dressing

3.2.5 Levee Cap

3.3 CROSS SECTIONS AND ZONING OF MATERIALS

3.3.1 Levee Embankment Sections

3.3.2 Zoning of Materials for Levee Construction

3.3.3 Berms

3.4 ACCESS ROADS, RAMPS AND CROSSINGS, RUNWAYS AND DETOURS

3.4.1 Access Roads

3.4.1.1 Location

3.4.1.2 Temporary Roads

3.4.2 Ramps and Crossing

3.4.2.1 General

3.4.2.2 Changes in Ramp Dimensions or Locations

3.4.3 Runways

3.4.3.1 Temporary Runways

3.4.3.2 Reconstruction of Gravel Surfacing

3.4.4 Temporary Roadway Connectors

3.5 GRADE TOLERANCES

3.5.1 Levee Embankment

SECTION 31 23 01.00 09 Page 1 Revised By Amendment 0001

3.5.2 Berm Embankment

3.6 SETTLEMENT OF FOUNDATION

3.6.1 Settlement Gages

3.6.2 Sudden Failure

3.6.3 Omitting Work

3.7 SLIDES

3.8 FIELD TESTING CONTROL

-- End of Section Table of Contents --

SECTION 31 23 01.00 09 Page 2

SECTION 31 23 01.00 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 D698 (2007e1) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.))

ASTM D1556 (2007) Density and Unit Weight of Soil in Place by the Sand-Cone Method

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

ASTM D2487 (2011) Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D4643 (2008) Determination of Water (Moisture) Content of Soil by the Microwave Oven Method

ASTM D6938 (2010) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

PART 2 PRODUCTS

2.1 EMBANKMENT MATERIALS

2.1.1 General

The levee embankment, berm embankment, ramps, dike, and other required fill or backfill shall be constructed of earth obtained from the borrow areas, the existing levee, and other required excavations as prescribed in Section 31 23 00.00 09 EXCAVATION and to the extent shown on the drawings. The three (3) foot levee cap, temporary roadway connectors, and ramps shall be constructed of earth material obtained from the North Borrow Area, South Borrow Area, and North portion of the Main Borrow Area as shown on the plans. Contractor furnished borrow areas will not be permitted. The levee embankment (including the 3 foot cap), berm embankment, ramps, dike and other required fill and backfill shall be constructed of earth that is free from unsuitable and frozen materials as defined in paragraphs UNSUITABLE MATERIALS and FROZEN MATERIALS. Except as specified below for uncompacted

SECTION 31 23 01.00 09 Page 3 embankment for berms, 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.

Uncompacted embankment for berms may be constructed of material that classifies as sand (SW, SP, SM), except that the top one foot of the uncompacted berms shall be constructed of material that classifies as clays (CH, CL) or silt (ML).

2.1.2 Unsuitable Materials

Materials which are classified as unsuitable for levee embankment, berm embankment, ramps, or backfill or fill material are defined as masses of organic matter, grass, weeds, sticks, branches, roots, and other debris.

As earth from the designated borrow areas may contain excessive amounts of wood, isolated pieces of wood will not be considered objectionable in the embankment provided their length does not exceed 1 foot, their cross-sectional area is less than 4 square inches, and they are distributed throughout the fill. However, not more than one half of 1 percent (by volume) of wood smaller than objectionable size may be contained in each in-place cubic yard of the levee or berm section. Pockets and/or zones of wood shall not be placed in the embankment. 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.

2.1.3 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, if directed by written order of the Contracting Officer, will be paid for as specified in Section 31 23 00.00 09 EXCAVATION, paragraph WASTE

MATERIALS.

PART 3 EXECUTION

3.1 EMBANKMENT FOUNDATION PREPARATION

3.1.1 General

After clearing and grubbing and any required excavation of the levee embankment foundation and ramp foundation, test areas and other similar cavities and depressions shall be broken down to flatten out the slopes.

The entire earth surface on or against which fill is to be placed shall be thoroughly broken to a depth of 6 inches. Foundation preparation is not required for uncompacted embankment. 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 scarified to a minimum depth of 4 inches before depositing material thereon. For levee enlargement work, both the natural surface of the ground and the surface of the existing levee to be occupied by the new work shall be prepared as specified above. All scarifying and breaking of ground surface shall be done parallel to the centerline of the levee. All of the foregoing work shall be completed at least 200 feet but not greater

SECTION 31 23 01.00 09 Page 4 than 500 feet in advance of the levee embankment and berm embankment construction.

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 be allowed only after the Contractor has obtained rights-of-way for such drainage in accordance with Section 01 00 00.00 09 GENERAL CONTRACT REQUIREMENTS, paragraph RIGHTS-OF-WAY. (See Section 31 23 00.00 09 EXCAVATION, paragraph BORROW AREAS.)The foundation receiving fill, provided for in Section 31 23 00.00 09 EXCAVATION, and all partially completed fill shall be kept thoroughly drained, except for the following:

Drainage of foundation areas for uncompacted berm will not be required;

however, the Contractor may, at his option and expense, drain such foundation areas. After the berm fill surface has reached an elevation

1.0 foot above the water surface, the partially completed berm fill shall be kept thoroughly drained during construction of the remainder of the berm fill.

Drainage to areas outside the right-of-way limits will be allowed only after the Contractor has obtained approval of the Contracting Officer and rights-of-way for such drainage in accordance with Section 01 00 00.00 09 GENERAL CONTRACT REQUIREMENTS, paragraph APPROVAL OF CONTRACTOR FURNISHED RIGHTS-OF-WAY and paragraph RIGHTS-OF-WAY, respectively. (See Section 31 23 00.00 09 EXCAVATION, paragraph BORROW AREA.)

3.1.3 Frozen Ground

No fill shall be placed upon frozen ground.

3.2 EMBANKMENT CONSTRUCTION

3.2.1 Semicompacted Embankment

3.2.1.1 General

The location and extent of the semicompacted embankment (including the 3 foot levee cap) shall be as shown on the drawings. Semicompacted embankment fill shall not be placed in water. The materials for semicompacted embankment shall be placed or spread in layers, the first layer not more than 6 inches in thickness and the succeeding layers not more than 12 inches in thickness prior to compaction. Layers shall be started full out to the slope stakes and shall be carried horizontal and parallel to the levee centerline with sufficient crown or slope to provide satisfactory drainage during construction. Benching into the slope of the existing levee embankment is required in order to place and compact the material in horizontal layers. The vertical face of the existing embankment resulting from the benching operation shall be a minimum of 1 foot in height but shall not exceed 2 feet in height. When the surface of any compacted layer is too smooth to bond properly with the succeeding layer, it shall be adequately scarified before the next layer is placed thereon. The elevation of the benched levee embankment shall not exceed the elevation of the berm embankment(s) by more than 2 feet.

3.2.1.2 Moisture Control

The Contractor shall control the moisture content of the semicompacted

SECTION 31 23 01.00 09 Page 5 embankment materiallevee embankment (including levee cap) and berm embankment material. The optimum moisture content shall be determined by the Contractor utilizing an independent, commercial Government validated laboratory. from representative samples of each type of material in accordance with ASTM D698, with at least one test performed for each 50,000 cubic yards of compacted embankment and semicompacted 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:

TYPE OF MATERIAL MOISTURE CONTENT (IN PERCENT OF OPTIMUM)

MAXIMUM MINIMUM

CLAY (CH, CL) +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.

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 levee embankment and berm embankment cross sections and/or the wet material shall be processed by discing and harrowing (either in the borrow area or on the embankment fill location), 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 9395 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 50,000 cubic yards of embankment placed. Maximum density test results shall be furnished to the Contracting Officer prior to placing material.

3.2.2 Uncompacted Embankment

The location and extent of the uncompacted embankment shall be as shown on the drawings. It is intended that material for uncompacted embankment be placed at its natural moisture content. Uncompacted embankment shall be placed in horizontal layers not exceeding 3 feet in thickness. The layers 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. Layers shall be started full out to the slope stakes, and shall be carried in lifts horizontal and parallel to the centerline with

SECTION 31 23 01.00 09 Page 6 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. Where material must be placed in water, it shall be dumped therein until it reaches an elevation 1 foot above the water surface, or until a stable fill surface is obtained before layer construction will be required. The material deposited under water shall be placed in such a manner to ensure that any soft material will be forced progressively outward from the section and not be trapped within the base of the embankment.

3.2.3 Compacted Embankment

3.2.3.1 General

The location of the compacted embankment shall be from finished design grade to 3 feet below the gross levee construction grade (including levee cap)as shown on the drawings. Compacted embankment shall not be placed in water. The materials for compacted fill shall be placed or spread in layers not more than 8 inches in loose thickness prior to compaction.

Layers shall be started full out to the slope stakes and shall be carried horizontal and parallel to the centerline with sufficient crown or slope to provide satisfactory drainage during construction. When the surface of any compacted layer is too smooth to bond properly with the succeeding layer, it shall be adequately scarified before the next layer is placed thereon.

3.2.3.2 Moisture Control for Compacted Embankment

The Contractor shall control the moisture content of the compacted embankment material. The optimum moisture content 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. Optimum moisture 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 (In Percent Dry Density):

TYPE OF MATERIAL MOISTURE CONTENT (IN PERCENT OF OPTIMUM)

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.

The Contractor shall perform the necessary work in moisture control to bring the compacted embankment 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 compacted embankment 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.

SECTION 31 23 01.00 09 Page 7

3.2.3.3 Compaction for Compacted Embankment

When the moisture content and conditions of the spread layers are satisfactory, each layer of compacted embankment (including levee cap) shall be compacted to a minimum of 98 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 compacted embankment placed. Representative samples shall be obtained in the presence of a government representative. Maximum dry density test results shall be furnished to the Contracting Officer prior to placing material.

3.2.4 Dressing

The entire embankment shall be brought to not less than the prescribed gross cross section, within allowable tolerance, at all points.

Unreasonable roughness of surface shall be dressed out to permit turfing operations.

3.2.5 Levee Cap

The semicompacted and compacted levee cap form a part of the levee embankment as shown on the drawings; and shall be constructed of earth material obtained from areas delineated as cap material shown on the drawings from the North Borrow Area, South Borrow Area, and North portion of the Main Borrow Area. The levee cap shall be a minimum of 3 feet in thickness measured perpendicular to the finished slope, and shall be located as shown on the drawings. The Contractor may exceed the three (3) feet of required thickness for the levee cap, but the Contractor is responsible for planning the work and stockpiling material, if necessary, so that sufficient material from the designated areas is available to construct the entire three (3) foot levee cap as shown on the drawings. No additional measurement or payment will be made for exceeding the three (3) feet of required thickness; or for stockpiling material, if necessary; or for the longer haul distances required to use only material from the designated areas. All costs for the levee cap shall be included in the contract unit price per cubic yard for "Levee and Berm Embankment, Semicompacted", and "Levee Embankment, Compacted".

3.3 CROSS SECTIONS AND ZONING OF MATERIALS

3.3.1 Levee Embankment Sections

Unless otherwise specified, the dimensions and slopes shall conform to the applicable gross grade and cross sections shown on the drawings, within allowable tolerance.

3.3.2 Zoning of Materials for Levee Construction

In general, the levee section, including berms, shall be homogeneous;

however, where materials of varying permeabilities are encountered in the borrow areas, the more impervious material shall be placed toward the riverside slope, and the more pervious material toward the landside slope.

3.3.3 Berms

Berms shall be constructed at the locations and to the grade and cross section shown on the drawings.

SECTION 31 23 01.00 09 Page 8

3.4 ACCESS ROADS, RAMPS AND CROSSINGS, RUNWAYS AND DETOURS

3.4.1 Access Roads

3.4.1.1 Location

The Contractor's access roads within the rights-of-way shall be constructed as necessary to perform the required work. They shall be designed to maintain the intended traffic, to be free draining and shall be constructed by placement of fill as specified in paragraph SEMICOMPACTED EMBANKMENT and shall be maintained in good condition throughout the contract period. No separate payment will be made for this work, and all costs therefore shall be included in the applicable bid items as listed in the Bidding Schedule.

3.4.1.2 Temporary Roads

At locations where existing roads are destroyed because of the work required under this contract, the Contractor shall provide temporary roads to give access during the construction period. The temporary roads shall be constructed by placement of fill as specified in paragraph SEMICOMPACTED EMBANKMENT. The temporary roads shall be removed after permanent access has been provided. No separate payment will be made for this work.

3.4.2 Ramps and Crossing

3.4.2.1 General

Ramps and levee crossings shall be constructed at the locations shown on the drawings by placement of a fill as specified in paragraph SEMICOMPACTED EMBANKMENT. Ramps shall be constructed only by adding material to the levee crown and slopes. Ramps shall have a 18 foot crown width, a grade not to exceed 10 percent, a flat crown and 1V on 3H side slopes. Ramps shall be constructed within the specified tolerances; however, ramps shall be shaped and bladed to drain toward the levee centerline, and shall be constructed such that a shallow ditch is formed at the intersection of the ramp surface and the levee slope approximately 9 inches deep and 4 feet wide measured at the elevation of the ramp surface. Payment for materials used for ramp construction will be included in the contract lump sum price for "Ramps". Erosion control matting shall be provided at ramps in accordance with Section 32 92 04.00 09 EROSION CONTROL MATTING.Ramps and crossings shall be constructed at the locations shown and as detailed on the drawings by placement of a fill as specified in paragraph SEMICOMPACTED EMBANKMENT. The ramps shall be constructed of earth material obtained from the North Borrow Area, South Borrow Area, and North portion of the Main Borrow Area as shown on the drawings. The Contractor is responsible for planning the work and stockpiling material, if necessary, so that sufficient material from the designated areas is available to construct the entire ramps as shown on the drawings. Ramps shall be constructed only by adding material to the levee crown and slopes. Ramps shall have a 18 foot crown width, a grade not to exceed 10 percent, and 1V on 4H side slopes.

Ramps shall be constructed within the specified tolerances; however, ramps shall be shaped and bladed to drain toward the levee centerline, and shall be constructed such that a shallow ditch is formed at the intersection of the ramp surface and the levee slope approximately 9 inches deep and 4 feet wide measured at the elevation of the ramp surface. No additional measurement or payment will be made for stockpiling material, if necessary;

or for longer haul distances required to use only material from the specified borrow areas. Payment for materials used for ramp construction will be included in the contract unit price for "Levee Embankment, SECTION 31 23 01.00 09 Page 9

Semicompacted"

3.4.2.2 Changes in Ramp Dimensions or Locations

The Contracting Officer reserves the right to modify the dimensions and shift the locations of the ramps, to eliminate ramp construction, and to order the construction of additional ramps at other locations subject to the provisions of the Contract Clause CHANGES.

3.4.3 Runways

3.4.3.1 Temporary Runways

Where material is hauled over an existing levee for construction, the Contractor at his expense will be permitted to construct temporary runways over the levee by the addition of material to the levee cross section. In the construction of runways, the Contractor will not be permitted to cut or degrade the existing levee. As soon as any runway has served the purpose for which it was constructed, the levee shall be restored to the prescribed grade and section, the crown resurfaced and the disturbed areas dressed, fertilized, and turfed as specified in Section 32 92 00.00 09 EXISTING TURF MAINTENANCE AND NEW TURF ESTABLISHMENT, all at no additional cost to the Government. Material used in the construction of the approach ramps of the runways shall be removed and may be used for borrow, if suitable. If not used for borrow, the material shall be disposed of by placing in abandoned portions of the borrow areas, at no additional cost to the Government. The areas on the levee slopes formerly covered by the ramps shall be returfed.

No section of the levee shall be degraded or weakened to provide runways.

Where material is hauled over an existing levee for construction, the Contractor, at his expense, will be permitted to construct temporary runways over the levee by the addition of material to the levee cross section. In the construction of runways, the Contractor will not be permitted to cut or degrade the existing levee except to remove the existing roadway granular surfacing. As soon as any runway has served the purpose for which it was constructed, the levee shall be restored to the prescribed grade and section, the crown resurfaced and the disturbed areas dressed, fertilized, and turfed as specified in Section 32 92 00.00 09 EXISTING TURF MAINTENANCE AND NEW TURF ESTABLISHMENT, all at no additional cost to the Government. Material used in the construction of the approach ramps of the runways shall be removed and may be used for borrow, if suitable. If not used for borrow, the material shall be disposed of by placing in abandoned portions of the borrow areas, at no additional cost to the Government. No section of the levee shall be degraded or weakened to provide runways.

3.4.3.2 Reconstruction of Gravel Surfacing

The Contractor shall, at his own expense, reconstruct the gravel road surfacing where it has been damaged by runways over the existing levee, including areas damaged by detouring traffic around the runways. The surfacing shall be reconstructed as directed with the reconstruction of the gravel surfacing conforming to the requirements of Section 32 15 00.00 09 LEVEE SURFACING.The Contractor shall, at his own expense, reconstruct the road surfacing where it has been cut for runways over the existing levee, including areas damaged by detouring traffic around the runways. The surfacing shall be reconstructed as directed with the reconstruction of the surfacing conforming to the requirements of Section 32 15 00.00 09 LEVEE

SURFACING.

SECTION 31 23 01.00 09 Page 10

3.4.4 Temporary Roadway Connectors

A temporary roadway connectors shall be constructed at the location shown and as detailed on the drawings. These connectors are considered temporary until such time as the subsequent upstream and/or downstream levee items have been constructed. These roadway connectors are required for vehicular traffic to flow from the enlarged levee section back to the existing levee section upstream and downstream of this project. These roadway connectors shall be constructed as part of this contract unless otherwise specifically directed by the Contracting Officer.

The roadway connectors shall be constructed of earth material obtained from the North Borrow Area, South Borrow Area, and North portion of the Main Borrow Area as shown on the drawings. Embankment fill shall be placed as specified in paragraph SEMICOMPACTED EMBANKMENT, except that the top three

(3) feet below gross construction grade (finished subgrade) shall be placed as specified in paragraph COMPACTED EMBANKMENT. No additional measurement or payment will be made for stockpiling material, if necessary; or for longer haul distances required to use only material from the specified borrow areas. All cost for the temporary roadway connectors shall be included in the respective contract unit price per cubic yard for "Levee and Berm Embankment, Semicompacted", and "Levee Embankment, Compacted".

3.5 GRADE TOLERANCES

All levee embankments shall be constructed to the gross grade and cross section shown on the drawings. For semicompacted levee embankment 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 crown of the levee drains, there are no abrupt humps or depressions in surfaces or bulges in the width of the crown, and the side slopes are uniform. 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 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. For uncompacted berm fill 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.

3.5.1 Levee Embankment

All levee embankment (including levee cap) shall be constructed to the gross grade and cross section shown on the drawings. For semicompacted levee embankment, at all points except within the roadway section of Highway 465 to receive crush stone surfacing, 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 crown of the levee drains, there are no abrupt humps or depressions in surfaces or bulges in the width of the crown, and the side slopes are uniform. It shall be understood that although certain tolerances in grade, cross section, and density are allowable under the specifications, it shall be the Contractor's responsibility to prepare the surface of all in-grade courses within the limits of MS Highway 465 and ramps to the degree of true grade and cross section. No vertical tolerances will be allowed which will pond water. Subgrade to receive crushed stone surfacing shall be plus or minus 1/10 of one foot. When tested longitudinally and transversely, the maximum deviation when measured at the quarter point and midpoint shall be ±1 inch.

For both levee and berm embankment, the extreme minus tolerance provided

SECTION 31 23 01.00 09 Page 11 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 1 foot, and shall have side slopes not steeper than 1V on 3H.

3.5.2 Berm Embankment

All berm embankment shall be constructed to the grade and section shown on the drawings. For uncompacted berm fill, 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 Settlement Gages

Should the Contractor desire payment for placing additional fill due to foundation settlement during construction, he shall furnish and install settlement gages for determination of such settlement. Prior to placing of fill material, each gage shall be installed on the prepared foundation at the location shown on the applicable typical cross section at intervals not to exceed 300 feet, and shall be maintained during construction.

Settlement gages at each end of the work shall be placed within 150 feet of the upper and lower limits of the work. Each gage shall be set on a smooth level surface on undisturbed ground. Leveling of gage beds shall be accomplished by removing the minimum amount of earth necessary to produce an even foundation and in such manner that the density of gage beds will remain at the same density as the undisturbed adjacent ground. Leveling of gage beds by the addition of fill will not be permitted. The gages shall be steel plates with minimum dimensions of 2 feet by 2 feet by 1/4 inch thick. The Contractor shall determine elevations of the gages prior to placing of fill material, and again within 72 hours after final cross sections have been taken over the completed embankment at the sites of the gages to determine settlement of the foundation. The 72 hour requirement is an absolute pre-condition for payment for settlement of the foundation.

The initial and final elevation of the gages will be verified by the Contracting Officer's representative at the site. Measurement of additional fill material placed by reason of settlement of the foundation will be as stated in Section 01 22 00.00 09 MEASUREMENT AND PAYMENT, paragraph UNIT PRICE ITEMS. Installation of and measurement on gages shall be at the option and expense of the Contractor. When the settlement gage is located by boring with a rotary drill, the drill hole shall be backfilled with embankment material and tamped throughout. At the Contractor's option, the drill hole may be filled with a neat cement grout tremied from the bottom of the drill hole to the top of the drill hole.

3.6.2 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 fault or negligence of the Contractor the corrective operations will be

SECTION 31 23 01.00 09 Page 12 paid for in accordance with the Contract Clause CHANGES.

3.6.3 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. In case the slide is not caused through the fault or negligence of the Contractor, the material ordered removed will be paid for as specified in Section 31 23 00.00 09 EXCAVATION, paragraph WASTE MATERIALS, and the material replaced. Fill material for stability berms will be paid for in accordance with the Contract Clause CHANGES in addition to any payment due the Contractor for materials previously placed. The method of slide correction will be determined by the Contracting Officer.

3.8 FIELD TESTING CONTROL

Testing shall be the responsibility of the Contractor and shall be performed by an utilizing an independent, commercial Government validated laboratory. Field density and moisture content tests shall be performed on every 1,000 cubic yards of compacted and semicompacted material placed.

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. 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% of the sand cone method value, no correction of the nuclear wet density is required. The nuclear method shall be verified throughout the project at a rate of at least one sand cone for every 10 nuclear tests..

SECTION 31 23 01.00 09 Page 13

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 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% 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 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 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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