W912PM-15-B-0004-0002.pdf

W81LJ850864102

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

W912PM-15-B-0004 ENTITLED EAGLE ISLAND DISPOSAL AREA IMPROVEMENTS, BRUNSWICK COUNTY, NORTH CAROLINA is hereby amended as follow s:

A.) See Summary of Changes.

B.) The time and date for bid opening remains unchanged.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

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

16C. DATE SIGNED

BY 13-Aug-2015

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 W912PM-15-B-0004

X 9B. DATED (SEE ITEM 11)

21-Jul-2015

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 1 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

13-Aug-2015

CODE

U S ARMY CORPS OF ENGINEERS

WILMINGTON DISTRICT

ATTN: DANNY KISSAM

69 DARLINGTON AVE

WILMINGTON NC 28403-1343

W912PM 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912PM-15-B-0004

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SECTION 00 00 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

SUMMARY OF CHANGES

(End of Summary of Changes)

W912PM-15-B-0004

Amendment 0002

Technical Summary of Changes

SPECIFICATION COVER

Delete existing Page in its entirety and replace with revised Page.

31 01 00 – DIKE EMBANKMENT

Delete existing Pages 1 THRU 18 in their entirety and replace with revised Pages 1 THRU 19.

NOTE:

Text that is added or revised by this amendment is identified with ***Amndt 0002(beginning and ending of revision/addition) and printed in bold.

The text changes may have necessitated reformatting of subsequent text or pages. If this is the case, those pages have also been issued as amended pages but are not underlined or bold text.

-- End of Summary of Changes- Encls As Stated

IFB No. W912PM-15-B-0004

FY 16

Eagle Island Disposal Area Improvements

Brunswick County, North Carolina

*IMPORTANT: THIS CONTRACT MUST COMPLY

WITH THE 2014 EDITION OF THE EM 385 1 1

This project was designed by theThis project was designed by the Wilmington District of the U.S. Army Wilmington District of the U.S. Army Corps of Engineers. The initials or signatures and registration Corps of Engineers. The initials or signatures and registration designations of individuals appear on these project documents withindesignations of individuals appear on these project documents within

WITH THE 2014 EDITION OF THE EM 385-1-1:

designations of individuals appear on these project documents within designations of individuals appear on these project documents within the scope of their employment as required by ER 1110the scope of their employment as required by ER 1110--11--8152.8152.

Specifications

July 2015 (Revised by Amendment 0002)

FY 16 EAGLE ISLAND DISPOSAL AREA IMPROVEMENTS W912PM-15-B-0004

Brunswick County, North Carolina

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 01 00

DIKE EMBANKMENT

PART 1 GENERAL

***AMDT 0002***

1.1 SCOPE

1.2 REFERENCES

1.3 SUBMITTALS

1.4 DEFINITIONS

1.4.1 Excavated Material

1.4.2 Dike Embankment

1.4.3 Satisfactory Material

1.4.4 Unsatisfactory Materials

1.5 GENERAL PROVISIONS

1.5.1 Lines and Grades

1.5.2 Conduct of the Work

1.5.3 Commercial Borrow

1.5.4 Stockpiling Material from Off-Site Borrow Sources

1.6 HEAVY EQUIPMENT

1.6.1 Dike Embankment

1.6.2 Mat Base

1.6.3 Existing Dike

1.6.4 Borrow Area

1.7 SURVEYS

1.8 EXCAVATION AND BORROW PLAN

1.9 MEASUREMENT AND PAYMENT

1.9.1 Pre and Post Construction Surveys

1.9.2 Dike Embankment

1.9.3 French Drain

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Dike Embankment

2.1.2 Mat Base

2.1.3 French Drain

2.1.4 Cohesionless and Cohesive Materials

2.1.5 Off Site Borrow

***AMDT 0002***

PART 3 EXECUTION

3.1 BORROW AREA

3.1.1 Drainage

3.2 EXCAVATION

3.2.1 Trench Excavation Requirements

3.2.2 Bottom Preparation

3.2.3 Removal of Unyielding Material

SECTION 31 01 00 Page 1 (Revised by Amendment 0002)

3.2.4 Removal of Unstable Material

3.3 DEWATERING AND DIVERSION

3.4 FOUNDATION PREPARATION

3.5 MOISTURE CONTROL

3.6 PLACEMENT

3.6.1 Geogrid

3.6.2 Mat Base

3.6.3 Geotextile

3.6.4 Dike Embankment

3.6.4.1 Gradation and Distribution

3.6.4.2 Trench Backfill

3.6.4.2.1 Replacement of Unyielding Material

3.6.4.2.2 Replacement of Unstable Material

3.6.4.2.3 Bedding and Initial Backfill

3.6.4.2.4 Final Backfill

3.6.5 French Drain

3.7 GENERAL

3.8 COMPACTION

3.8.1 Dike Embankment

3.8.2 Backfill Around Spillway Pipes

3.9 SLOPE FAILURES

3.10 FIELD QUALITY CONTROL

3.10.1 Clearing and Grubbing

3.10.2 Clearing

3.10.3 Excavation

3.10.4 Embankment

3.10.4.1 General

3.10.4.2 Materials Testing

3.10.4.3 Fill Placement

3.10.4.4 Grade and Cross Section

3.10.4.5 Testing by the Government

3.10.4.6 Reporting

3.11 SETTLEMENT OF EMBANKMENT FOUNDATION

3.11.1 Installation and Observation

3.11.2 Payment

-- End of Section Table of Contents --

SECTION 31 01 00 Page 2

SECTION 31 01 00

DIKE EMBANKMENT

PART 1 GENERAL

1.1 SCOPE

The work covered by this section of the specifications consists of furnishing all labor, equipment, supplies, materials, tools, and incidentals necessary to perform all operations associated with the construction of the new dike embankment in accordance with the contract drawings and these specifications. These operations include, but are not limited to excavation, preparation of foundation, obtaining suitable borrow material and placing and grading the new dike embankment in accordance with the contract drawings and these specifications.

1.2 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 C 136 (2006) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM D698 (2012; E 2014) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.))

ASTM D1140 (2014) Amount of Material in Soils Finer than the No. 200 (75-micrometer) Sieve

ASTM D 1556 (2007) Density and Unit Weight of Soil in Place by the Sand-Cone Method

ASTM D1557 (2012) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D 2487 (2011) Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D 2937 (2010) Density of Soil in Place by the Drive-Cylinder Method

ASTM D4318 (2010; E 2014) Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D6913 Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis

SECTION 31 01 00 Page 3

ASTM D 6938 (2010) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

1.3 SUBMITTALS

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

submittals not having a "G, A" designation are for information only. When used, a designation following the "G, A" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Excavation and Borrow Plan; G, A

Dike Embankment Acceptance Section Work Plan; G, A

The plan shall include a description of the acceptance sections and how the work is to be sequenced.

SD-03 Product Data

Heavy Equipment

Prior to bringing heavy equipment onsite, the Contractor shall provide the Contracting Officer or his/her designated representative with a list of and a data sheet for each piece of heavy equipment to be used.

SD-06 Test Reports

Testing

Within 24 hours of conclusion of physical tests, four copies of testing results.

SD-07 Certificates

Qualifications of Testing Laboratory

Qualifications of the Corps validated commercial testing laboratory or the Contractor's validated testing facilities.

Dewatering Plan; G, A

Geotechnical information indicates that ground water may be encountered during excavation work. Where water is encountered, the Contractor shall dewater by ditching, sumping and pumping, or other approved methods such that all excavations and construction operations are performed in the dry. All water flowing toward or into excavations shall be controlled and removed to prevent sloughing of excavation slopes and walls; boils; uplift and/or heave in the excavation; and to eliminate interference with the orderly progress of construction. Control measures shall be provided and operating before any excavation commences.

SECTION 31 01 00 Page 4

1.4 DEFINITIONS

1.4.1 Excavated Material

Excavated Material consists of that material to be excavated as indicated on the drawings.

1.4.2 Dike Embankment

The dike embankment consists of the new earth fill that shall be constructed by the Contractor.

1.4.3 Satisfactory Material

Satisfactory materials shall be limited to materials obtain from designated borrow sources that are free from debris, vegetation, and stones larger than 3 inches in any dimension. Soils classified as SM, SC, SP, SP-SM, SW-SM, SW-SC, SP-SC, CL, ML, MH, and CH by ASTM D 2487 are satisfactory for new dike embankment.

1.4.4 Unsatisfactory Materials

Materials classified by ASTM D 2487 as SW, GW, GP, GM, GC, OL, OH and Pt are unsatisfactory. 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 roots and other objectionable quantities of vegetative materials. Notify the Contracting Officer or his/her designated representative when encountering any contaminated materials.

Materials determined by the Contracting Officer or his/her designated representative as too wet or too soft to provide a stable subgrade, foundation, fill or backfill will be classified as unsatisfactory.

However, if it is possible to condition such materials to provide a stable subgrade, foundation fill, or backfill, the Contractor shall at no additional cost to the Government, recondition the materials. Stone, cobbles, or rock fragments over 3 inches in any dimension; all debris; and all pure vegetative matter are considered unsatisfactory.

1.5 GENERAL PROVISIONS

1.5.1 Lines and Grades

The dike embankment shall be constructed to the lines, grades and cross sections indicated on the drawings within the specified tolerances, unless otherwise directed by the Contracting Officer or his/her designated representative. There is no allowable tolerance below the required grade.

At all points for the dike embankment a tolerance of 1 foot above the required grade and cross-section will be permitted in the placement and final dressing, provided that all excess material is so distributed that the upper surface of the embankment drains, there are no abrupt humps or depressions in surfaces, and the side slopes are not steeper than specified. Additional fill placement due to settlement of the dike embankment during construction shall be anticipated by the Contractor.

1.5.2 Conduct of the Work

***AMDT 0002***

SECTION 31 01 00 Page 5

Fill shall be placed such that the elevation of the new fill is not more than 5 feet higher than any adjacent fill area. The Contractor shall submit a dike embankment acceptance section work plan for approval by the Contracting Officer or his/her designated representative. The plan shall include a description of the acceptance sections and how the work is to be sequenced. Due to the possibility of settlement of the new dike embankment, the Contractor may request in writing that the dike embankment work be accepted in minimum 1,000 foot acceptance sections.

The Contractor shall take into account settlement in completing the required dike embankment and allowable 1 foot overbuild since no direct measurement or payment for settlement will be made. Upon completion and subsequent acceptance of any section(s) the Contractor will no longer be allowed access to the accepted section(s) except for additional work, such as seeding and mulching. After acceptance of any section(s) the Contractor will no longer be responsible for settlement that may occur within the section(s).

If, in the opinion of the Contracting Officer or his/her designated representative, the equipment causes horizontal shearing, rutting, pumping, heaving, cracking or excessive deformation of the new embankment or existing dike, the Contractor shall limit the type, load or travel speed of the equipment at no additional cost to the Government. For stability purposes, excavation closer than 300 feet of the centerline of the existing dike is not allowed, except as shown on the drawings.

The Contractor shall utilize Cells 2 and 3 to obtain borrow material. The Contractor shall conduct his borrow operations in such a way so as to maintain drainage toward the spillways at all times. Stockpiling of borrow material, if needed, shall be at an approved location within the borrow areas. In the event satisfactory materials cannot be obtained on site, the Contractor will be allowed to obtain borrow material from sites located off Federal property provided the material meets the requirements of the specifications and is approved by the Contracting Officer or his/her designated representative.

1.5.3 Commercial Borrow

Prior to bringing commercially obtained borrow material onsite, the Contractor shall provide the Contracting Officer with the location of the pit or pits, the names of the owners and operators, and the types and estimated quantities of materials to be obtained from each source. The Contractor shall be responsible for abiding by all applicable Federal, State, and local laws and regulations concerning the borrow area and the transportation of borrow material.

1.5.4 Stockpiling Material from Off-Site Borrow Sources

If importation of off-site borrow material is involved and such activity progresses at a faster rate than the fill placement, such imported material shall be stockpiled at an approved location near the work site until it is ready for use. No payment will be made for such stockpiling nor for the reloading and hauling of this material to its final position in the dike embankment.

***AMDT 0002***

SECTION 31 01 00 Page 6

1.6 HEAVY EQUIPMENT

1.6.1 Dike Embankment

The Contractor may use any equipment necessary to accomplish the work provided the gross loaded weight of equipment and vehicles operated on the dike does not exceed 32.0 tons. These requirements are necessary to reduce the chances of damaging the dike embankment foundation. If, in the opinion of the Contracting Officer, the desired production is not being achieved, the Contractor may be directed to provide other equipment that will accomplish the work satisfactorily at no additional cost to the Government.

1.6.2 Mat Base

The Contractor may use any equipment necessary to accomplish the work provided the average contact pressure exerted by the equipment and vehicles operating on the mat does not exceed 1,000 pounds per square foot. Also, the gross loaded weight of equipment and vehicles operating on the mat base shall be no greater than 14.0 tons. These requirements are necessary to reduce the chances of damaging the mat base which includes the geogrid, sand and geotextile. If in the opinion of the Contracting Officer or his/her designated representative, the desired product is not being achieved, then the Contractor May be directed to provide other equipment that will accomplish the work satisfactorily at no additional cost to the Government.

1.6.3 Existing Dike

The Contractor shall not operate any equipment on the existing dike that exceeds a gross loaded operating weight of 32.0 tons. This requirement is necessary to prevent rutting and/or failure of the existing dike. If, in the opinion of the Contracting Officer or his/her designated representative, the Contractor's operations are causing damage to the existing dike, the Contractor shall furnish other equipment and/or procedures to protect the dike. This may also require light loading and/or use of lighter weight hauling equipment. If required, these changes in hauling equipment and/or procedures shall be accomplished at no additional cost to the Government.

1.6.4 Borrow Area

The Contractor shall utilize whatever equipment is necessary and that meets the requirements herein, to safely accomplish the work required. The Contractor shall be prepared to deal with very soft ground conditions that likely exist at the site.

1.7 SURVEYS

Pre and post construction surveys of the Cells 2 and 3 dikes, cross dike 1-2 and cross dike 2-3 shall be performed in accordance with paragraph ADDITIONAL SURVEYS AND SURVEY PERSONNEL REQUIREMENTS of Section 01 10 00.10

38. The Contractor shall submit the pre construction survey data to the Contracting Officer or his/her designated representative a minimum of 7 days prior to commencement of earth moving operations. The Contractor shall submit the post construction survey data to the Contracting Officer or his/her designated representative upon completion of work.

SECTION 31 01 00 Page 7

1.8 EXCAVATION AND BORROW PLAN

The Contractor shall submit a written excavation and borrow plan 15 days prior to the beginning of any excavation. Approval of the detailed plan shall be obtained from the Contracting Officer prior to starting the work.

If necessary, modify the plan as required to meet field conditions, and the modifications shall be approved prior to use. As a minimum, the plan shall contain the following:

a. Provision for coordinating the work with other Contractors working at the Eagle Island Disposal Area.

b. The proposed methods for controlling surface and ground water in the borrow areas and required excavations.

c. Stockpiling plan for embankment material before it is transported for placement showing locations, stockpile heights, slopes, limits, and drainage around the stockpile areas.

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

e. The proposed sequence of work for degrading the dike and for excavating the borrow area with plan and cross sectional views showing starting and final work locations and clearing and grubbing limits.

f. The proposals for conserving arable land and for making optimum use of available borrow, including the Contractor's proposed methods for grading the bottom of the borrow areas after completing use of the borrow areas.

g. The proposed road pattern, and plan for implementing dust control measures.

1.9 MEASUREMENT AND PAYMENT

1.9.1 Pre and Post Construction Surveys

All costs for labor, materials, equipment, tools, supplies, and incidentals necessary to perform and furnish the pre and post construction surveys shall be included in the contract price for "Pre and Post Construction Surveys" as listed in the Bid Schedule.

1.9.2 Dike Embankment

***AMDT 0002***

The quantities for payment of dike embankment will be computed by the Government using the average end area method as determined from the pre and post construction surveys specified in paragraph ADDITIONAL SURVEY AND SURVEY PERSONNEL REQUIREMENTS of Section 01 10 00.10 38. The average end area method quantity computations will be based on a cross section interval of 100 feet.

Payment for dike embankment, in accordance with the typical sections and cross sections shown on the drawings will be at the appropriate contract unit price under item "DIKE EMBANKMENT REQUIRED" as listed in the Bidding Schedule. Payment for dike embankment placed within the 1' allowable overbuild will be at the appropriate contract unit price under item "DIKE EMBANKMENT ALLOWABLE OVERBUILD" as listed in the Bidding Schedule. Payment

SECTION 31 01 00 Page 8 will not be made for dike embankment placed above the allowable overbuild section. Measurement and Payment for slope failures caused through no fault or negligence of the Contractor will be made by the cubic yard.

Payment for such slope failures will be at the contract unit price for

"DIKE EMBANKMENT REQUIRED".

There will be no direct measurement of work performed in connection with excavation of material for the installation of geotextile in the dike or replacement of the material. Replacement of the volume of material excavated for installation of geotextile is not included in the bidding schedule line item quantities. All costs for excavation and replacement of the material shall be considered incidental to and included in the appropriate unit price under item "DIKE EMBANKMENT REQUIRED" as listed in the bidding schedule.

Payment for the dike embankment bump outs for spillways will be at the appropriate contract unit price under item "DIKE EMBANKMENT REQUIRED" as listed in the bidding schedule.

***AMDT 0002***

1.9.3 French Drain

***AMDT 0001***

All costs for French drain repair work shall be considered incidental to and included in the appropriate contract price for "Spillway 4" and "Spillway 6" as listed in the bidding schedule.

***AMDT 0001***

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Dike Embankment

Classification of soils shall be in accordance with ASTM D 2487, which forms a part of these specifications. Soils as defined in subparagraph Satisfactory Material are satisfactory for dike embankment construction except in the final lift. Coarse-grained soils classified as GW, GP, GM, GC, SP-SM, SP-SC, SW, and SP are satisfactory for the final lift of the dike embankment construction. Other materials such as organic debris, peat, mowed vegetation, wood pieces and rock larger than 3 inches in any dimension, stumps, glass, trash and other debris are unsatisfactory. The MH and CH must be sufficiently dried to be a workable fill material.

Mixing of satisfactory materials to provide a more workable dike embankment is allowed. All fill material must be at a moisture content that allows compaction and workability.

2.1.2 Mat Base

Classification of soils shall be in accordance with ASTM D 2487, which forms a part of these specifications. Coarse-grained soils classified as GW, GP, GM, GC, SP-SM, SP-SC, SW, and SP are satisfactory for mat base construction. The mat base is the 1-foot thick layer of coarse-grained material required above the geogrid. Other materials such as organic debris, peat, mowed vegetation, wood pieces and rock larger than 3 inches in any dimension, stumps, glass, trash and other debris are unsatisfactory. The Contractor may utilize satisfactory deposits of coarse-grained material that may exist inside the diked perimeter of Cells 2 and 3 for the construction of the mat base. When excavating this

SECTION 31 01 00 Page 9 material, the Contractor shall use care to minimize mixing the surrounding silts and clays with the coarse-grained material.

2.1.3 French Drain

Classification of soils shall be in accordance with ASTM D 2487, which forms a part of these specifications. Coarse-grained soils classified as SW, and SP are satisfactory for French drain construction. The French drain is the filter on the downstream one-third of the spillway pipes.

Other materials such as organic debris, peat, mowed vegetation, wood pieces and rock larger than 3 inches in any dimension, stumps, glass, trash and other debris are unsatisfactory. The Contractor may utilize satisfactory deposits of coarse-grained material that may exist inside the diked perimeter of Cells 2 and 3 for the construction of the French drain. When excavating this material, the Contractor shall use care minimizing mixing the surrounding silts and clays with the coarse-grained material.

2.1.4 Cohesionless and Cohesive Materials

Cohesionless materials include materials classified in ASTM D 2487 as GW, GP, SP, SW, SP-SM and SP-SC. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are non-plastic.

Testing required for classifying materials shall be in accordance with ASTM D 2487, ASTM D4318, ASTM C 136, , ASTM D6913 and ASTM D1140.

***AMDT 0002***

2.1.5 Off Site Borrow

In the event satisfactory materials cannot be obtained on-site, the Contractor may utilize material sources from sites located off Federal property at no change in contract price. The material shall be satisfactory as defined in this section of the specifications for the dike embankment; meet compaction requirements and be approved by the Contracting Officer or his/her designated representative.

***AMDT 0002***

PART 3 EXECUTION

3.1 BORROW AREA

Material for the construction of the dike embankment shall be obtained from within Cells 2 and 3 as indicated on the drawings provided that it meets the requirements for satisfactory material for the intended purpose. All borrow area sideslopes shall not be steeper than 1 vertical to 3 horizontal.

The Contractor should anticipate encountering soils within Cells 2 and 3 which have a moisture content too high to afford satisfactory compaction for dike construction. This may require activities such as additional ditching of the borrow area, spreading, discing or a combination of these to dry the material sufficiently so that the material will afford satisfactory compaction. Any unsuitable or unsatisfactory material obtained from within Cells 2 and 3 shall be returned thereto. Borrow areas shall be cleared in accordance with Section 31 11 00.10.

Rock and/or debris materials are expected to be encountered within the northeast corner of Cell 2 and will occur in significant concentrations in many localized pockets at this location. These rocks are the result of the last deepening dredging contract in the Federal Channel. Crushing, raking, SECTION 31 01 00 Page 10 screening, and/or sifting should be anticipated to remove rocks that are larger than three inches in diameter from excavated material if it is to be used for dike construction. In addition, the Contractor should be aware that extra effort may be required to excavate materials in areas of rock or debris content when compared to the remainder of the borrow areas.

During excavation of borrow material, the Contractor shall provide temporary ditching, sumping, and pumping or other satisfactory dewatering procedure, so that borrow areas are drained of ground water and surface runoff, and the excavation is accomplished in the dry. Excavation will not be permitted in water nor shall any excavated material be scraped, dragged, or otherwise moved through water. At completion of excavations borrow areas shall be re-graded so that no slopes are steeper than 1V:3H, and abrupt changes in elevation or holes that do not drain are eliminated.

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. Construct drainage features at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and provide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils. When unsuitable working platforms for equipment 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.

3.2 EXCAVATION

Material excavated from the existing dike embankment to allow placement of the geotextile may be reused for dike embankment fill if the material meets the requirements of satisfactory material as defined in subparagraph Dike Embankment, paragraph MATERIALS. Excavated material may be stockpiled within the Cell 2 and/or Cell 3 borrow area limits. Stockpiling of excavated material on the existing dike embankment will not be allowed.

3.2.1 Trench Excavation Requirements

Excavate the trench as recommended by the manufacturer of the pipe to be installed. Slope trench walls below the top of the pipe, or make vertical, and of such width as recommended in the manufacturer's printed installation manual. Provide vertical trench walls where no manufacturer's printed installation manual is available. Shore trench walls more than four feet high, cut back to a stable slope, or provide with equivalent means of protection for employees who may be exposed to moving ground or cave in.

Excavate trench walls which are cut back to at least the angle of repose of the soil or to a stable condition meeting all applicable OSHA, State, and local standards. Give special attention to slopes which may be adversely affected by weather or moisture content. Do not exceed the trench width below the pipe top of 24 inches plus pipe outside diameter (O.D.) for pipes of less than 24 inch inside diameter, and do not exceed 36 inch plus pipe outside diameter for sizes larger than 24 inch inside diameter. Where recommended trench widths are exceeded, provide redesign, stronger pipe, or special installation procedures by the Contractor. The Contractor is

SECTION 31 01 00 Page 11 responsible for the cost of redesign, stronger pipe, or special installation procedures without any additional cost to the Government.

3.2.2 Bottom Preparation

Grade the bottoms of trenches accurately to provide uniform bearing and support for the bottom quadrant of each section of the pipe. Excavate bell holes to the necessary size at each joint or coupling to eliminate point bearing. Remove stones of 3 inches or greater in any dimension, or as recommended by the pipe manufacturer, whichever is smaller, to avoid point bearing.

3.2.3 Removal of Unyielding Material

***AMDT 0002***

Where unyielding material is encountered in the bottom of the trench, remove such material 6 inches below the required grade and replace with suitable materials as provided in subparagraph Replacement of Unyielding Material.

3.2.4 Removal of Unstable Material

Where unstable material is encountered in the bottom of the trench, remove such material to the depth directed and replace it to the proper grade with select granular material as provided in subparagraph Replacement of Unstable Material. When removal of unstable material is required due to the Contractor's fault or neglect in performing the work, the Contractor is responsible for excavating the resulting material and replacing it without additional cost to the Government.

***AMDT 0002***

3.3 DEWATERING AND DIVERSION

Surface and groundwater control shall be accomplished in coordination with the required excavation and embankment construction. Surface and/or groundwater control may necessitate the use of temporary diversion ditches, cofferdams and/or dewatering by the use of pumping. Methods for care of surface water and for controlling the surface and groundwater levels shall be subject to approval of the Contracting Officer.

3.4 FOUNDATION PREPARATION

The Contractor shall clear the dike embankment as specified in Section 31 11 00.10: CLEARING. All equipment operating on these areas shall meet the requirements of paragraph EQUIPMENT. All holes, depressions, ruts, and ditches 6 inches in depth or greater shall be filled in flush with the ground surface using satisfactory material (as defined in paragraph MATERIALS) as directed by the Contracting Officer. A relatively smooth and minimally disturbed foundation surface is needed prior to installing the geotextile.

3.5 MOISTURE CONTROL

Satisfactory materials shall be placed at a moisture content that is + or - 5% from optimum moisture content obtained from the density testing in accordance with ASTM D698. The moisture content shall be as uniform as practicable throughout any one layer of the dike embankment material.

Material that is determined by the Contracting Officer to be too wet may be spread on the dike embankment and permitted to dry, assisted by discing or

SECTION 31 01 00 Page 12 harrowing if necessary, until the moisture content is reduced to acceptable limits. If the moisture content is too low, the Contractor shall sprinkle water and harrow or blend the moistened soil into the underlying material until a uniform distribution of moisture is obtained. If it is impracticable to obtain the specified moisture content by wetting or drying the material on the fill, the Contractor may be required to wet or dry back the material at the borrow source.

3.6 PLACEMENT

3.6.1 Geogrid

Placement of the geogrid shall be in accordance with the requirements of Section 31 05 21: GEOGRID.

3.6.2 Mat Base

Satisfactory material (as defined in paragraph, MATERIALS, subparagraph, Mat Base) shall be placed over the geogrid as shown on the drawings.

Equipment to place and distribute this material shall be as specified in subparagraph, Mat Base of paragraph HEAVY EQUIPMENT. The total thickness of the mat base shown on the drawings shall be placed in a single lift to minimize disturbance of the underlying ground by the equipment.

3.6.3 Geotextile

Placement of the geotextile shall be in accordance with the requirements of Section 31 05 22: GEOTEXTILE.

***AMDT 0002***

3.6.4 Dike Embankment

Material meeting the requirements of subparagraph Satisfactory Material shall be placed completely and uniformly over each section of the fill in loose, approximately horizontal lifts not exceeding 8 inches in thickness, shaped so that it will conform to the applicable cross section shown on the drawings and compacted as specified. The compacted surface of any layer shall be loosened by discing, or by any other approved method, to allow a proper bond between the lower layer and the succeeding layer placed thereon. Benching into the existing dike embankment side slopes as shown on the drawings shall be performed during fill placement to allow for proper compaction at the slope interface. The portion of the final lift of the raised embankment extending 10' each side of the dike centerline and cross dike centerline shall consist of a layer of cohesionless soils with a minimum thickness of 8 inches. This material shall be compacted as stated in paragraph COMPACTION. This final layer is intended to provide a roadway for adverse weather conditions. The Contractor shall fill in all ruts in the embankment surface as directed by the Contracting Officer or his/her designated representative. Fill material shall not be placed in any area until such areas have been approved by the Contracting Officer or his/her designated representative. Fill shall not be placed upon a frozen surface, nor shall snow, ice, or frozen earth be incorporated in the new embankment. As soon as practicable, after commencement of each section of the new dike embankment, the surface shall be graded so that it will drain freely and shall be so maintained throughout construction.

***AMDT 0002***

SECTION 31 01 00 Page 13

3.6.4.1 Gradation and Distribution

The gradation and distribution of materials throughout each zone of the dike shall be such that the embankment will be free from lenses, pockets, streaks, and layers of material differing substantially in texture or gradation from surrounding material of the same class. If lenses, pockets, or layers of materials differing substantially in texture or gradation from surrounding material occur in the spread material, the layer shall be mixed by harrowing or any other approved method to blend the materials. During the placing and spreading process, maintain at all times a force of workers adequate to remove all roots, debris, and oversize stone from all embankment materials. All stones and rock fragments larger than 3 inches in any dimension shall be removed from the fill.

3.6.4.2 Trench Backfill

Backfill trenches to the grade shown.

3.6.4.2.1 Replacement of Unyielding Material

Replace unyielding material removed from the bottom of the trench with satisfactory material or initial backfill material.

3.6.4.2.2 Replacement of Unstable Material

Replace unstable material removed from the bottom of the trench or excavation with satisfactory material placed in layers not exceeding 6 inches loose thickness.

3.6.4.2.3 Bedding and Initial Backfill

Satisfactory material shall be used for bedding and initial backfill.

Place initial backfill material and compact it with approved tampers to a height of at least one foot above the utility pipe or conduit. Bring up the backfill evenly on both sides of the pipe for the full length of the pipe. Take care to ensure thorough compaction of the fill under the haunches of the pipe. Compact backfill to top of pipe to 95 percent of ASTM D698 maximum density for cohesionless soils and to 90 percent of ASTM D698 for cohesive soils.

3.6.4.2.4 Final Backfill

Fill the remainder of the trench with satisfactory material and compact to 95 percent of ASTM D698 maximum density for cohesionless soils and to 90 percent of ASTM D698 maximum density for cohesive soils.

3.6.5 French Drain

The French drain consisting of 4-inch perforated corrugated plastic drain pipe, SW/SP and geotextile shall be repaired to the satisfaction of the Contracting Officer's Representative following removal of the SRPE pipe sections at Spillways 4 and 6. A detail of the existing French drain is shown on Plate CN112 of the drawings. Satisfactory material as defined in paragraph, Materials, subparagraph French Drain, shall be placed as necessary to restore the French drain to the cross section width and height shown on the detail on Plate CN108. 4-inch diameter corrugated plastic drain pipe and/or geotextile damaged by the Contractor shall be replaced at no cost to the Government.

SECTION 31 01 00 Page 14

3.7 GENERAL

Prior to beginning embankment placement on the dike foundation, notify the Government that the foundation is ready to receive fill. The Contracting Officer, or his/her designated representative, shall approve the foundation prior to fill placement.

3.8 COMPACTION

3.8.1 Dike Embankment

New dike fill shall be compacted to 85% of the laboratory maximum dry density for cohesionless materials and 75% of the laboratory maximum density for cohesive materials during the construction of the new dike embankment. The laboratory maximum dry density shall be determined in accordance with ASTM D698. Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment suitable for the soil type. The minimum weight of the roller shall not be less than 3,000 pounds per linear foot of drum.

3.8.2 Backfill Around Spillway Pipes

All fill around the spillway pipes above the pipes shall be compacted to 95% of the laboratory maximum dry density for cohesionless materials and 90% of the laboratory maximum density for cohesive materials. Compaction shall be accomplished by hand tampers within 5' of the pipe.

3.9 SLOPE FAILURES

In the event of slope failures in any part of the new or existing embankments prior to final acceptance of the work, the Contractor shall remove material from the slope failure area, as directed by the Contracting Officer, and rebuild such portion of the embankment. In case it is determined that the slope failure was caused through the fault or negligence of the Contractor, the removal and disposal of material and the rebuilding of the embankment shall be performed without cost to the Government; otherwise this work will be paid for as specified in paragraph

MEASUREMENT AND PAYMENT.

Should any material from slope failure enter wetlands or waters of the United States, the Contractor shall construct measures to prevent additional material from entering these areas as soon as it is safe to do

so. The Contractor shall immediately contact the Contracting Officer for instruction on how to remove the material from the waters or wetlands with the least amount of adverse environmental impact.

3.10 FIELD QUALITY CONTROL

3.10.1 Clearing and Grubbing

Establish and maintain quality control for clearing and grubbing operations to assure compliance with contract requirements, and maintain records of the quality control for all construction operations including but not limited to the items indicated below. Furnish these records, as well as the records of corrective actions taken, to the Government in accordance with Section 01 45 00.00 10 QUALITY CONTROL.

SECTION 31 01 00 Page 15

3.10.2 Clearing

Station to station limits, transverse clearing limits from applicable centerline; percentage of area complete; types of materials cleared.

3.10.3 Excavation

Establish and maintain quality control for excavation operations to assure compliance with contract requirements, and maintain records of the Contractor's quality control for all construction operations including but not limited to the following:

a. Lines, grades and tolerances,

b. Segregation of materials,

c. Disposal and/or stockpiling of materials,

d. Unsatisfactory materials,

e. Conditions that may induce seepage or weaken the foundation or embankment,

f. Stability of excavations.

Furnish records of inspections and tests, as well as the records of corrective actions taken, to the Government in accordance with Section

01 45 00.00 10 QUALITY CONTROL.

3.10.4 Embankment

3.10.4.1 General

As a part of the Contractor Quality Control (CQC) system required by SECTION 01 45 00.00 10 QUALITY CONTROL, establish and maintain field quality control for foundation preparation, embankment and backfill operations to assure compliance with contract requirements and maintain detailed records of field quality control for all operations including but not limited to the following:

a. Earthwork Equipment - Type, size, number of units and suitability for construction of the prescribed work.

b. Foundation Preparation - Methods of preparing the foundations in advance of the spillway pipes, mat base, embankment, and backfill construction and methods for providing drainage of the foundation and partially completed fills.

3.10.4.2 Materials Testing

Perform sufficient testing to insure that the fill is being constructed as specified. The testing program specified below shall be considered the minimum acceptable frequency of testing. This does not relieve the Contractor from the responsibility of performing additional testing, if required to ensure compliance with these specifications.

a. Soil Classification Tests - Soil classification tests shall be performed in accordance with ASTM D 2487. One initial classification test shall be required for each different classification of material to be utilized as embankment fill or backfill. As prescribed in ASTM D 2487, grain size analyses in accordance with ASTM D6913 and Atterberg limits in accordance with ASTM D4318 shall be performed on each different classification. Submit additional tests for every 5000 cubic yards of embankment or backfill material. Soil classification tests shall be

SECTION 31 01 00 Page 16 performed on foundation material as required to determine the acceptability of the in-situ soils. Additional tests will be required if noticeable changes in the material occur.

b. Compaction Testing - Testing shall be performed by an approved commercial testing laboratory or by the Contractor subject to approval by the Contracting Officer and/or his or her designated representative.

An approved laboratory is one that is currently approved by the US Army Corps of Engineers, Engineer Research and Development Center (ERDC) or by North Carolina Department of Transportation (NCDOT). If the Contractor elects to establish testing facilities, no work requiring testing will be permitted until the Contractor's facilities have been inspected and approved by the Contracting Officer or his/her designated representative. Determine field in-place density in accordance with ASTM D 1556. ASTM D 6938 is allowed, however when ASTM D 6938 is used, the Contractor shall check the calibration curves and adjust using ASTM D 1556. For every 10 ASTM D 6938 tests one ASTM D 1556 test is required for comparison. ASTM D 6938 results in a wet unit weight of soil in determining the moisture content of the soil when using this method. Check the calibration curves furnished with the moisture gauges along with density calibration checks as described in ASTM D 6938;

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 described by the Contracting Officer. ASTM D 2937, the Drive Cylinder Method, may be used only for soft, fine-grained, cohesive soils. When test results indicate, as determined by the Contracting Officer and/or his or her designated representative, that compaction is not as specified, remove the material, replace and recompact to meet specification requirements. Perform tests on recompacted areas to determine conformance with specification requirements. Inspections and test results shall be certified by a professional engineer registered in the state of North Carolina. These certificates shall state that the test 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 test. Testing shall be performed separately for each site. The following number of tests, if performed at the appropriate time, will be the minimum acceptable for each type of operation. Each transmittal including density test data shall include a summary of all density correlations for the job neatly prepared on a summary sheet including at a minimum:

(a) Meter serial number and operators initials.

(b) Standard count for each test.

(c) Material type.

(d) Probe depth.

(e) Moisture content by each test method and the deviation.

(f) Wet density by each test method and the deviation.

c. Fill and Backfill Material Gradation - One test per five thousand (5,000) cubic yards stockpile or in-place source material and at change in material type. Gradation of fill and backfill material shall be determined in accordance with ASTM D6913.

d. In-place Densities and Moisture Contents Dike Embankment

(1) One test per twenty thousand (20,000) square feet, or fraction thereof, of each lift of fill or backfill area compacted by other then hand-operated machines.

SECTION 31 01 00 Page 17

(2) One test per five thousand (5,000) square feet, or fraction thereof, of each lift of fill or backfill areas compacted by hand-operated machines.

In-Place Densities for Pipe Trench - One test per 500 square feet, or fraction thereof, of each lift of fill or backfill areas compacted by hand-operated machines.

e. Moisture Contents

In the stockpile, excavations, or borrow area, a minimum of two tests per day per type of material or source of material being placed during stable weather conditions shall be performed. During unstable weather, tests shall be made as dictated by local conditions and approved by the Contracting Officer and/or his or her designated representative.

(1) Moisture Contents for Pipe Trench - In the stockpile, excavation, 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 Officer.

f. Optimum Moisture and Laboratory Maximum Density - In accordance with ASTM D698 or ASTM D1557 as appropriate, sufficient testing shall be performed for each type material or source of borrow material to determine the optimum moisture and laboratory maximum density values.

The Contractor shall conduct a minimum of one representative test per change in soil type to be used as borrow or backfill.

(1) Optimum Moisture and Laboratory Maximum Density for Pipe Trench

Perform tests for each type material or source of material to determine the optimum moisture and…