A21 - W912PM20B0024_Amendment02.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

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

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

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

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

FAR (48 CFR) 53.243

Solicitation W912PM20B0024, Eagle Island Confined Disposal Facility Improvements for Cell 1 (Fiscal Year 2021), Brunsw ick County, North Carolina is hereby amended as follow s:

1. Update bid schedule in response to Bidder Inquiries recieved.

2. Address 4 responses to inquiries in an attachment here in case it is unreadable through the Projnet response.

3. Upload clarif ications to Plans & Specs as attached; and

4. Extend the Date for questions to be submitted in Projnet to 2/10/21. The Bid opening date has NOT been modif ied as a result of this amendment.

SEE CONTINUATION SHEET

1. CONTRACT ID CODE PAGE OF PAGES

J 1 9

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

16C. DATE SIGNED

BY 09-Feb-2021

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 W912PM20B0024

X 9B. DATED (SEE ITEM 11)

20-Jan-2021

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

09-Feb-2021

CODE

U S ARMY CORPS OF ENGINEERS, WILMINGTON

ATTN: KARRI MARES

69 DARLINGTON AVE

WILMINGTON NC 28403

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

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912PM20B0024

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

A. Provide updates to the bid schedule, specifications, and plans

B. BID OPENING DATE REMAINS UNCHAGED FOR FRIDAY, FEBRUARY 19, 2021, 2PM, EST.

C. SPECIFICATIONS:

REMOVE AND REPLACE SPECIFICATION SECTIONS with REVISED SPECIFICATION SECTIONS in entirety.

a. 13 50 00 INSTRUMENTATION GENERAL

b. 31 01 00 DIKE EMBANKMENT

D. DRAWINGS: REMOVE & REPLACE SHEETS with REVISED DRAWINGS in entirety, in accordance with Amendment 0002:

a. S502, SPILLWAY RISER DETAILS

b. S507, 4X8 SPILLWAY DETAILS, SHEET 3 OF 3

E.) There are no other changes as a result of this amendment. All other terms and conditions remain unchanged.

SECTION 00 10 00 - SOLICITATION

CLIN 0018 is added as follows:

ITEM NO SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE AMOUNT

0018 1 Job

PiezometersFFP FOB: Destination

PSC CD: Z2PZ

NET AMT

The following have been modified:

TOTAL AMOUNTS

TOTAL AMOUNT OF LINE ITEMS 0001 – 0018 $_________________________

NOTICE TO OFFERORS:

NOTE 1: Please be sure to include unit prices rounded to two (2) decimal places.

(END OF NOTICE TO OFFERORS)

SECTION 00 21 13 - INSTRUCTIONS TO BIDDERS

The following have been modified:

PROJNET

Solicitation/Technical Inquiries via ProjNet

1. Solicitation/Technical Inquiries.

a . Inquiries are to be submitted via Bidder Inquiry at the ProjNet website at https://www.projnet.org <https://www.projnet.org> .

b. If you have technical problems accessing the Bidder Inquiry via the ProjNet website, contact the ProjNet Help Desk at 1-800-428-4357 (HELP). This number is for technical issues accessing the website ONLY.

2. Read this paragraph in conjunction with contract provision FAR 52.214-6, “Explanation to Prospective Bidders”.

3. Any prospective bidder/offeror desiring an explanation or interpretation of the solicitation, drawings specifications, etc., must request it in writing via Bidder Inquiry in ProjNet within no less than ten (10) calendar days prior to the date of bid opening or receipt of proposals. The Government reserves the right to decline addressing questions received less than ten (10) calendar days prior to receipt of bid opening or receipt of proposals.

4. No Inquiries will be accepted by the Bidder Inquiry system within ten (10) calendar days prior to the date of bid opening. However, you may still access the Bidder Inquiry system to view answers/replies to previous inquiries until the bid opening.

5.ProjNet - Bidder Inquiry module.

a . To submit and review bid inquiry items, bidders/offerors will need to be a current registered user or self-register into system. To access Bidder Inquiry, go to the ProjNet web page at http://www.projnet.org <http://www.projnet.org> and click the “Quick Add” link. Once at the Quick Add screen, select agency USACE, enter Bidder Inquiry Key for this solicitation listed below, and bidder’s/offeror’s e-mail address, then click login. If this is bidder’s/offeror’s first-time logging in they will be taken to the Bidder Inquiry Create Account screen to self-register. Fill in all required information and click create user. Verify that information on next screen is correct and click continue. Please remember your Secret Question Answer and email address used for future access to this website.

b. From this page you may view all bidder/offeror inquiries under Reports or post a new inquiry under Submit.

c. Bidders/Offerors will receive an acknowledgement of their question via email, followed by another email notification that an answer to their question has been posted after it has been reviewed by our technical team and responded to by a Contracting Officer. It is the responsibility of the Bidder/Offeror to check their junk email and email delivery options to ensure delivery of these acknowledgement emails.

d. Bidders/Offerors are responsible for checking bid inquiry items.

e. Bidders/Offerors are requested to review the specification in its entirety, review the Bidder Inquiry System for answers to questions prior to submission of a new inquiry. The name of the submitter or firm is not published for the public on the report of all Bidder Inquiries. Bidders/ Offerors are on notice of, and assumed to be aware of, all inquiries, responses, and information posted in the Bidder Inquiry System up to the date of bid submission, whether the inquiry was generated by the Bidder themselves or another potential Bidder/ Offeror. Bidders are responsible for incorporating all such information into their bid, or for requesting further clarification."

https://www.projnet.org/ https://www.projnet.org/ http://www.projnet.org/ http://www.projnet.org/

6. Solicitation Information: IFB/RFP No: W912PM20B0024 Bidder Inquiry Key: RJ8C34-XWNRM4

*PROJNET INQUIRIES CLOSE DATE EXTENDED 1 DAY to NOW CLOSE 2/10/2021*

SECTION 00 70 00 - CONDITIONS OF THE CONTRACT

The following Acceptance/Inspection Schedule was added for CLIN 0018:

INSPECT AT INSPECT BY ACCEPT AT ACCEPT BY

Destination Government Destination Government

LINE ITEMS AND PRICING SCHEDULE

EAGLE ISLAND, CELL 1 IMPROVEMENTS,

BRUNSWICK COUNTY, NORTH CAROLINA

BID SCHEDULE

Line Item

Description Qty Unit Unit Price Total

0001 Mobilization and Demobilization

1 Job $__________ $____________

0002 Remove Silt Fencing 13,800 Linear Foot

0003 Temporary Silt Fencing 13,800 Linear Foot

0004 East Exterior Toe Berms 123,510 Cubic Yard

0005 West Exterior Toe Berms 212,708 Cubic Yard

0006 Spillway 1 Demolition 1 Job $__________ $____________

0007 Spillway 1 Construction 1 Job $__________ $____________

0008 Spillway 2 Demolition 1 Job $__________ $____________

0009 Spillway 2 Construction 1 Job $__________ $____________

0010 Spillway 3 Demolition 1 Job $__________ $____________

0011 Spillway 3 Construction 1 Job $__________ $____________

0012 Interior Dike Embankment Step-in

759,907 Cubic Yard

0013 Woven Geotextile for Reinforcement

230,860 Square Yard

0014 Clearing 1 Job $__________ $____________

0015 Seeding 1 Job $__________ $____________

0016 Pre and Post Construction Surveys

1 Job $__________ $____________

0017 Performance and Payment Bonds

1 Job $__________ $____________

0018 Piezometers 1 Job $__________ $____________

TOTAL AMOUNT OF LINE ITEMS 0001 – 0018 $_________________________

NOTICE TO OFFERORS:

NOTE 1: Please be sure to include unit prices rounded to two (2) decimal places.

(END OF NOTICE TO OFFERORS)

Eagle Island, Cell 1 Bid Inquiry 9041739 Date: 8 FEB 2021 Inquiry ID: 9041739(display only)

b. Comment Classification: Unclassified\\For Official Use Only (U\\FOUO)

c. Design Discipline: Civil

d. Spec Section: 31 01 00 2.1.6

e. Drawing Sheet/Detail: s 001

f. Attachment: eagle_questions.pdf

g. Inquiry Text: Please see attached note.

Submitted on Feb 01 2021 06:53 PM

SECTION 31 01 00 2.1.6

“In the event satisfactory materials cannot be obtained on-site for select fill, the Contractor may utilize material sources from sites located off Federal property at no change in contract price.”

If the USACE determines the material on site is not suitable, even though the USACE has performed their own soil testing, then contractor should be able to charge (change order) if required to source suitable material off-site? Or should specifications be changed to state all dike raising materials shall be sourced from Cell #1 on site?

Government Response:

The Contractor is responsible for determining locations to obtain satisfactory materials for all associated work. Please refer to 31 01 00 2.1.3 Select Fill. This paragraph indicates the requirements of select fill and states "the contractor may utilize satisfactory deposits of material that may exist inside Cell 1 for the construction of pipe bedding and backfill. When excavating this material, the Contractor shall use care minimizing the mixing of surrounding unsatisfactory material." The Government does not make any claim on the possible quantity and location of select fill that may exist. Select fill from off site borrow the meets the requirements of the specification will be acceptable.

SECTION 31 01 00 1.7.1

“Dike Embankment and Toe Berm. 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 and toe berm foundation. If, in the opinion of the Contracting Officer or his/her designated representative, 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.”

A Medium-Large Excavator weighs 40 tons (Cat 336 excavator empty 41 tons) an empty haul truck

W912PM20B0024

https://www.projnet.org/projnet/binKornHome/index.cfm?strKornCob=BicPublicFileDownload&strApp=&strPrevCob=BicEvaluatePending&strShown=eagle_questions.pdf&intView=1 weighs 37 tons (Cat 745c) a crane XX tons. 337,000 cubic yards need to be transferred over the existing dike and along a long distance for the exterior toe berms. Equipment needs to be driven into and from the site down the existing berms. If this weight limit is strictly enforced it seems like it would mandate tracked trucks, small excavators or a conveyor type system only? Will heavier loads be allowed on the newly constructed berms? Please confirm and clarify?

Government Response:

Please refer to the forthcoming amendment that will address the clarification to this section.

SECTION 13 50 00 Plan Sheets S 001 B 101

Piezometers: Which CLIN should this cost be billed under? Should it be a separate CLIN number per unit replaced or repaired?

Government Response:

A CLIN will be added to the bid schedule to cover the work associated with instrumentation repairs and replacement.

Please refer to the forthcoming amendment that will address the clarification to this section.

SECTION 31 01 00 1.10.3 CN 301 CN 101

“Filter Diaphragm and Horizontal Drain All costs for filter diaphragm and horizontal drain work shall be considered incidental to and included in the appropriate contract price for the spillway as listed in the BID SCHEDULE”

Horizontal ditching, by rough estimate there are 17+- miles of ditches that need to be cleaned out (minus burrow area) the plans say expect to make multiple passes to reconfigure ditches. What CLIN should this work go under? Should it be allocated to the 3 spillways? Should ditch cleaning be a separate CLIN per LF?

Government Response:

The Contractor is responsible for developing an excavation and borrow plan necessary to accomplish the work. The Contractor's means and methods to accomplish the work will determine the amount of existing ditching that is impacted. No separate measurement or payment will be made for the reestablishment of ditches.

W912PM20B0024

EAGLE ISLAND FY20-21 CELL 1 IMPROVEMENTS RTA Specifications Amendment 002

SECTION TABLE OF CONTENTS

DIVISION 13 - SPECIAL CONSTRUCTION

SECTION 13 50 00

INSTRUMENTATION (GENERAL)

02/20

PART 1 GENERAL

1.1 SCOPE

1.2 REFERENCES

1.3 SUBMITTALS

1.4 QUALITY ASSURANCE

1.4.1 Qualifications

1.4.1.1 Instrumentation Specialist

1.4.1.2 Drilling Firm/Personnel

1.4.2 Equipment Requirements

1.5 RESPONSIBILITIES

1.6 WARRANTY

1.7 MEASUREMENT AND PAYMENT

1.7.1 Piezometers

PART 2 PRODUCTS

2.1 MATERIALS

2.2 PIEZOMETER RISER PIPE AND SCREEN

2.3 MAINTENANCE

PART 3 EXECUTION

3.1 GENERAL

3.1.1 Coordination of Installation

3.2 EXAMINATION

3.3 PIEZOMETER STANDPIPE INSTALLATIONS

3.4 PIEZOMETER ABANDONMENT

3.5 PROTECTION

3.6 DATA COLLECTION

-- End of Section Table of Contents --

SECTION 13 50 00 Page 1

SECTION 13 50 00

INSTRUMENTATION (GENERAL)

02/20

PART 1 GENERAL

1.1 SCOPE

This section covers the general requirements for the embankment instrumentation. Specific requirements for the piezometer installations are included within this Section.

1.2 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM F480 (2014) Thermoplastic Well Casing Pipe and Couplings Made in Standard Dimension Ratios (SDR), SCH 40 and SCH 80

U.S. ARMY CORPS OF ENGINEERS (USACE)

ER 1110-1-1807 (2006) Procedures for Drilling in Earth Embankment Dams

1.3 SUBMITTALS

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

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

SD-03 Product Data

Product/Catalog Data and Installation Plan ; G, DO

Prior to the purchase and placement of any instrument required under this contract, the Contractor shall submit product/catalog data and an installation plan. The plan shall include as a minimum the following items:

a. Description of the proposed drilling methods to support the installation of any new open-standpipe piezometers, including any temporary casing used, drill cuttings and fluids disposal, soil/rock sample disposition, and well-pad construction. All drilling shall be in accordance with ER 1110-1-1807 .

b. Description of the quality control procedures to be used to insure that the piezometer sensors are placed at the tip elevations shown on the drawings.

SECTION 13 50 00 Page 2

Pre-Installation Form ; G, DO

The Contractor shall submit a pre-installation form prior to the installation of any instrumentation. The pre-installation form shall contain the following information:

a. Instrument type.

b. Instrument ID.

c. Manufacturer's name.

f. Date received at the project site.

g. Person who received the instrument.

h. Verification of no apparent damage in shipping.

Installation Form ; G, DO

The Contractor shall submit an installation form for each instrument. The installation form shall contain the following information:

a. Instrument ID.

b. Date and time of installation.

c. The coordinates of the open standpipe.

d. Tip elevation of stand pipe.

e. Weather conditions encountered during the installation.

f. Results of manual readings conducted during installation.

SD-05 Design Data

Manual Readings ; G, DO

Instrumentation data collected manually shall include the following information:

a. Instrument ID.

b. Instrument type.

c. Date and time.

d. Observer.

e. Readout and number.

f. Readings.

g. Remarks.

h. Visual Observations if any.

i. Other pertinent data, including weather, temperature and construction activities shall be included.

Drilling Program Plan ; G, DO

The Contractor shall submit a drilling program plan, developed in accordance with ER 1110-1-1807 , 45 days prior to commencing drilling for any new piezometers installed under this contract.

Piezometer Installation Plan ; G, DO

Proposed plan for piezometer installation including and drilled installations taking into account all information furnished and all requirements imposed by the Drawings and Specifications.

Completion Information ; G, DO

SECTION 13 50 00 Page 3

Survey data for new piezometer tips and movement monuments, including horizontal and vertical position, using the same vertical and horizontal datum as is shown on the Drawings.

Completion information shall also contain completion logs for the piezometers including: total length of pipe (inclusive of stickup above ground and screen interval), approximate thicknesses of sand, bentonite, pellets and grout, elevation of top of pipe and elevation of ground.

SD-06 Test Reports

Boring Logs ; G, DO

The Contractor shall submit a boring log for each borehole required to support the installation of an open standpipe piezometer.

SD-07 Certificates

Resumes; G, DO

The Contractor shall submit the resume of the Instrumentation Specialist for approval by the Contracting Officer or his/her designated representative. Along with the resume, the installation experience required in subparagraph "Instrumentation Specialist" of paragraph QUALITY ASSURANCE shall be submitted.

SD-11 Closeout Submittals

As-built Drawings ; G, DO

Following the installation of piezometers, submit as-built drawings showing the exact installed location, the instrument identification number, the instrument type, and the installation date and time. Amend project drawings during construction to reflect changes in the instrumentation installations.

1.4 QUALITY ASSURANCE

1.4.1 Qualifications

1.4.1.1 Instrumentation Specialist

The Contractor shall have an Instrumentation Specialist on site to oversee all aspects of the instrumentation installation. The Instrumentation Specialist shall be a registered professional engineer having at least 5 years of experience in installing similar instrumentation and monitoring systems and shall have at least three similar system installations in successful operation. Persons not meeting the registered professional engineer's requirement will be considered on the basis of experience and technical knowledge. A non-engineer Instrumentation Specialist should have 7 years of experience in installing similar instrumentation systems, shall have at least 5 similar system installations in successful operation and shall be directly supervised by a professional engineer. The Contracting Officer or his/her designated representative reserves the right to reject any Instrumentation Specialist deemed to be insufficiently qualified.

SECTION 13 50 00 Page 4

1.4.1.2 Drilling Firm/Personnel

The Contractor shall select a drilling firm that has at least 5 years of proven experience in drilling to facilitate the placement of open standpipe piezometers. The Contracting Officer or his/her designated representative reserves the right to reject any Drilling Firm deemed to be insufficiently qualified.

1.4.2 Equipment Requirements

Instrumentation equipment shall be standard products of a manufacturer who has been regularly engaged in successful production of high quality dam safety monitoring equipment and systems of the types specified for at least 10 years. The Contracting Officer or his/her designated representative reserves the right to reject any manufacturer deemed to be insufficiently qualified.

1.5 RESPONSIBILITIES

The Contractor is responsible for providing accurate elevations and as-built geometry of each piezometer following installation, for preparing a boring log at each piezometer location, and for recording and providing the initial readings to the Government.

1.6 WARRANTY

The Contractor shall provide to the Contracting Officer or his/her designated representative the manufacturer's warranty for each instrument and all components.

***Amendment 002***

1.7 MEASUREMENT AND PAYMENT

1.7.1 Piezometers

All costs for labor, materials, equipment, tools, supplies, and incidentals necessary to perform and furnish the new piezometers, cut standpipe/install new casing, and abandon piezometers shall be included in the contract price for "PIEZOMETERS" as listed in the BID SCHEDULE.

***Amendment 002***

PART 2 PRODUCTS

2.1 MATERIALS

Materials shall conform to the requirements indicated on the drawings or referred to herein, and when not covered thereby, materials and equipment of commercial grade quality suited to the intended use and as approved by the Contracting Officer or his/her designated representative shall be furnished.

2.2 PIEZOMETER RISER PIPE AND SCREEN

Each new piezometer riser shall be open tube with a 2-inch nominal diameter riser pipe and screen. New risers shall be installed in accordance with ASTM D 5092 .

a. Piezometer Pipe: Polyvinyl chloride (PVC) pipe and fittings shall

SECTION 13 50 00 Page 5 conform to , ASTM F480, Type PS 46.

b. Filter Pack: Clean, uniform medium No. 4 blasting sand with less than 3 percent passing the No. 200 standard U.S. sieve, or Standard Ottawa Sand conforming to ASTM C778.

c. Bentonite Seal: Pellets with a maximum ¼-inch diameter and a dry bulk density of 82 pounds per cubic foot. Bentonite-Pi pellets manufactured by Piezometer Research and Development Corporation or approved equal.

In cases that require bentonite to be mixed with other materials, a powdered bentonite shall be used with a dry bulk density of 54 pounds per cubic foot.

d. Screened Interval: Screened pipe shall meet the material requirements for piezometer pipe, and shall have factory-cut slots having widths of

0.02 inches at a spacing recommended by the pipe manufacturer and approved by the Contracting Officer or his/her designated representative.

2.3 MAINTENANCE

Maintain all electronic instrumentation equipment and materials prior to installation within weather tight, ventilated structures. Maintain all instrumentation installations in progress and all completed instrumentation installations until completion of work under this contract. At the Contractor's expense, immediately repair or replace any damage to installations in progress, or installations completed until completion of work under this contract.

PART 3 EXECUTION

3.1 GENERAL

The Contractor shall furnish all labor, tools, materials, and equipment necessary for installation of the instrumentation. All instrumentation shall be installed in accordance with the drawings, these specifications, and as per manufacturer's recommendations, in a neat professional manner.

3.1.1 Coordination of Installation

Timely installation of the required instrumentation at the locations shown and in coordination with the surrounding stages of construction is mandatory to achieve the full value of the monitoring capability. The Contractor shall designate the responsible representative to meet with the Government to plan instrumentation activities and interface with the construction activities.

3.2 EXAMINATION

When instruments are received on site, the Contractor shall perform the following:

a. Examine manufacturer's final quality control inspection checklist.

b. Check, by comparing with procurement document, that model, dimensions, materials, etc., are correct.

c. Verify that all components fit together in the correct configuration.

SECTION 13 50 00 Page 6

d. Check all components for signs of damage in transit.

e. Check that quantities received correspond to quantities ordered.

An instrument that fails the to meet the criteria stated in a. through e.

above shall be repaired a or replaced by an identical instrument at the Contractor's expense.

3.3 PIEZOMETER STANDPIPE INSTALLATIONS

Install at the locations and elevations shown on the Drawings.

Install new standpipe in 6-1/4-in. diameter hollow-stem auger borings as shown on the Drawings. Use the following installation procedures:

1. Drill to the elevation shown on the Drawings.

2. Install the piezometers as follows:

a. Lower the pipe with bottom cap down the bore hole slowly and allow it to rest on the bottom of the bore hole. Measure the depth of the pipe.

b. While keeping the pipe resting on the bottom of the bore hole, pour filter sand into the borehole between the auger and the pipe in increments of 6 to 12 inches, carefully raising the auger flights slightly less than the depth of sand placed in the flights after each increment. Continue this procedure to a height above the top of the slotted pipe as shown on the Drawings or as approved in the field by the Contracting Officer or his/her designated representative. Allow the sand to settle, and measure the depth to the top of the sand layer.

c. Slowly place a 3-foot-thick seal consisting of bentonite pellets;

ensure no bridging occurs. Raise the auger flights 3 feet. Tamp the seal firmly into place.

d. Backfill the borehole with cement-bentonite grout as described below. Simultaneous raising of the auger flights shall take place in no greater than 12-inch increments unless otherwise approved by the Contracting Officer or his/her designated representative.

Continue this procedure to the ground surface. Measure the depth and/or thickness of the grout layer as appropriate.

e. Cap bore hole with concrete pad, 3-inch thick x 15-inches in diameter.

f. Stainless Steel Cover shall be embedded in the concrete pad and piezometer secured with a locking cap.

3. Place the cement-bentonite grout backfill described above using the following procedures:

a. Gauges on grout lines shall be of the non-clogging type, or clogging shall be prevented by using gauge savers.

b. Grout pumps of the positive displacement type having a capacity of not less than 40 gpm at a discharge pressure of 25 psi shall be used. Centrifugal-type pumps may be used only if approved.

SECTION 13 50 00 Page 7

c. A suitable grout mixer of the mechanical or Venturi type will be required to obtain a thoroughly mixed, uniform, highly plastic grout mixture. A holdover tank equipped with a mechanical agitator will be required to keep the grout in uniform suspension.

Precautions must be taken to avoid clogging or failure of the pump to pump the grout down the hole through the grout tube. Hand mixing of grout will be permitted only upon specific approval in each case.

d. The grout mix shall consist of Portland cement, pulverized bentonite, and water in proportions as directed. Cement shall be furnished in 94-lb sacks and shall be stored and protected to prevent contamination, exposure, and formation of lumps.

Bentonite shall be a natural Wyoming sodium bentonite containing no additive, ground to pass a 200 mesh sieve. Bentonite shall be furnished in sacks and shall be free of lumps and foreign matter.

Water shall be clean and free from injurious amounts of oil, acid, organic matter, salt, or other deleterious substances.

e. The grout mix ratio (water/cement) will be expressed in gallons of water per 94-lb sack of cement. The water/cement ratio will be varied as directed, generally 3:1 or thicker. All grout shall contain one to three pounds of pulverized bentonite per 94-lb sack of cement, as directed by the Contracting Officer or his/her designated representative. The method of adding and mixing bentonite shall result in a uniform and thorough dispersion of the grout. A smooth slurry shall first be prepared by mixing about one pound of bentonite per sack of cement with the water and then adding the cement. The remainder of the bentonite shall then be added after the cement. The grout shall be thoroughly mixed to produce a uniform, highly plastic mixture. Changes in the water/cement and bentonite/cement ratios beyond the limits discussed above must be specifically approved. Calcium chloride or other admixture approved by the Contracting Officer or his/her designated representative may be added to the grout mixture to shorten the time required for the grout to set up.

f. Grout the holes over the full diameter from the top of the bentonite pellet seal in a continuous operation to the depth of the upper limit of grouting as specified. The volume of grout to be mixed shall not be less than the calculated volume of that portion of the hole to be grouted. Tremmie the grout down the hole through a tube or pipe extending to within two (2) feet of the bottom of the borehole under a pressure at the gauge of not more than half of the estimated overburden pressure (as approved by the Contracting Officer or his/her designated representative) at the tip of the grout pipe, until the grout level in the casing is at least level with the designed final grout level. The augers shall then be withdrawn to the required depth and grout added to the borehole in increments such that the grout level never drops below the upper limit of grouting as specified. In all cases, the amount of exposed borehole between the bottom of the augers and the upper surface of the grout shall never exceed 12 inches.

Other precautions or procedures may be indicated if borehole caving occurs during extraction of the augers.

SECTION 13 50 00 Page 8

3.4 PIEZOMETER ABANDONMENT

Piezometers to be removed shall have the riser cut flush with the ground surface and shall be grouted via tremmie methods. Grout shall have a minimum of 5% bentonite by dry unit weight.

Abandon all piezometers as required in the drawings.

3.5 PROTECTION

Protect existing structures and facilities during the installation process unless otherwise specified. Unless otherwise specified, installation of piezometers may not take place prior to the completion (i.e. final grade) of the embankment into which these instruments shall be placed.

3.6 DATA COLLECTION

After each instrument has been installed for at least 3 days, a set of initial readings shall be recorded by the Contractor to demonstrate that the instrument has been properly installed and is functioning properly.

These initial readings shall be provided to the Contracting Officer or his/her designated representative along with the installation form.

-- End of Section --

SECTION 13 50 00 Page 9

Amendment 0002

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 01 00

DIKE EMBANKMENT

034/19

PART 1 GENERAL

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 Toe Berm

1.4.4 Satisfactory Material

1.4.5 Unsatisfactory Materials

1.4.6 Existing Dike

1.5 SUBSURFACE DATA

1.6 CELL 1 MATERIAL

1.7 GENERAL PROVISIONS

1.7.1 Lines and Grades

1.7.2 Conduct of the Work

1.7.3 Commercial Borrow

1.7.4 Stockpiling Material from Off-Site Borrow Sources

1.7.5 Dust Control

1.8 HEAVY EQUIPMENT

1.8.1 Dike Embankment and Toe Berm

1.8.2 Existing Dike

1.8.3 Borrow Area

1.9 SURVEYS

1.10 EXCAVATION AND BORROW PLAN

1.11 MEASUREMENT AND PAYMENT

1.11.1 Pre and Post Construction Surveys

1.11.2 Dike Embankment

1.11.3 Filter Diaphragm and Horizontal Drain

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Dike Embankment

2.1.2 Toe Berm

2.1.3 Select Fill

2.1.4 Filter Sand

2.1.5 Cohesionless and Cohesive Materials

2.1.6 Off Site Borrow

PART 3 EXECUTION

3.1 BORROW AREA

3.1.1 Drainage

3.2 EXCAVATION

SECTION 31 01 00 Page 1

3.2.1 Pipe Trench Excavation Requirements

3.2.2 Bottom Preparation

3.2.3 Removal of Unyielding Material

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 Geotextile

3.6.2 Dike Embankment

3.6.2.1 Gradation and Distribution

3.6.2.2 Pipe Trench Backfill

3.6.2.2.1 Replacement of Unyielding Material

3.6.2.2.2 Replacement of Unstable Material

3.6.2.2.3 Bedding and Initial Backfill

3.6.2.2.4 Filter Diaphragm

3.6.2.2.5 Final Backfill

3.6.3 Toe Berm

3.7 GENERAL

3.8 COMPACTION

3.8.1 Dike Embankment

3.8.2 Backfill Around Spillway Pipes

3.8.3 Toe Berm

3.9 SLOPE FAILURES

3.10 FIELD QUALITY CONTROL

3.10.1 Clearing and Grubbing

3.10.2 Excavation

3.10.3 Embankment

3.10.3.1 General

3.10.3.2 Materials Testing

3.10.3.3 Fill Placement

3.10.3.4 Grade and Cross Section

3.10.3.5 Testing by the Government

3.10.3.6 Reporting

SECTION 31 01 00 Page 2

Attachments:

Attachment 1 - Exploration Locations for Cell-1

Attachment 2 - 2018 SPT Boring Logs Conducted on Cell-1

Attachment 3 - 2014 Laboratory Data

Attachment 4 - 2018, 2013, 2011 - CPT Logs Conducted on Cell-1

-- End of Section Table of Contents --

SECTION 31 01 00

DIKE EMBANKMENT

034/19

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 improvements to Cell 1. The improvements consist of the construction of exterior toe berms, dike embankments, and interior step-ins.

Additionally, the Cell 1 improvements consist of removing and demolition of existing Spillways 1, 2, and 3 and relocation and construction of new Spillways 1, 2, and 3. Cell 1 will be raised to an Elevation of 46 feet NAVD88. The interior of the Cell 1 Confined Disposal Facility (dredged material disposal area) will be available as a source of borrow material and will require pumping and dewatering. The improvements for Cell 1 should be constructed 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 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. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Excavation and Borrow Plan; G, A

Dike Embankment and Toe Berm 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.

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 new fill, classified as satisfactory material, and will be used to construct the new interior step-ins and spillways as indicated on the drawings.

SECTION 31 01 00 Page 4

1.4.3 Toe Berm

The interior and exterior toe berm consists of new fill, classified as satisfactory material, and will be used to construct the new exterior toe berms as indicated on the drawings.

1.4.4 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, SW-SM, SW-SC, SP-SC, CL, ML, MH, and CH by ASTM D 2487 are considered satisfactory material.

1.4.5 Unsatisfactory Materials

Materials classified by ASTM D 2487 as 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.

1.4.6 Existing Dike

The existing dike consists of the current perimeter dikes that surround Cells 1, 2, and 3, and the cross dikes between Cells 1 and 2 and Cells 2 and 3.

1.5 SUBSURFACE DATA

Subsurface investigation data are in Attachments 1 through 4. These data represent the best subsurface information available; however, variations may exist in the subsurface between investigation locations. Subsurface investigate data including: locations of the subsurface investigations in Attachment 1; boring logs in Attachment 2; laboratory data in Attachment 3; cone penetration test soundings in Attachment 4.

***Amendment 002***

1.6 CELL 1 MATERIAL

Cell 1 is the disposal area for dredged material coming out of the adjacent Wilmington Harbor Anchorage Basin and the Cape Fear River and is composed predominately of shoaled material which has accumulated since the areas were last dredged. Historically the material removed from the various areas has consisted primarily of sand, silt and clay.

***Amendment 002***

SECTION 31 01 00 Page 5

1.7 GENERAL PROVISIONS

1.7.1 Lines and Grades

The dike embankment and toe berm 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 and toe berm a tolerance of 0.5 feet 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 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 during construction shall be anticipated by the Contractor.

***Amendment 002***

1.7.2 Conduct of the Work

Fill shall be placed in horizontal lifts across the entire footprint of the area to receive fill such that the elevation of the new fill does not vary more than 3 feet higher than any adjacent fill area. The Contractor shall submit a dike embankment and toe berm 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 fill, the Contractor may request in writing that the dike embankment and toe berm work be accepted in minimum 1,000 foot acceptance sections. Acceptance Section shall be surveyed by a NC Licensed Independent third-party Surveyor. Survey data collection shall commence no less than 100 feet ahead of the Acceptance Section and survey data collection shall data collection shall extend no less than 100 feet pass of the Acceptance Section. The Acceptance Section survey shall extend a minimum of 50 feet. beyond the Dike / Berm toe and shall be performed in accordance with paragraph ADDITIONAL SURVEYS AND SURVEY PERSONNEL REQUIREMENTS of Section 01 10 00.10 38.

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 fill 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, no excavation will be allowed within 150 feet of the existing dike embankment toe or proposed step-in, except as shown on the drawings.

The Contractor shall utilize Cell 1 to obtain borrow material for the dike embankment and toe berm. The Contractor shall conduct his borrow operations in such a way so as to maintain drainage toward at least one spillway at all times. Stockpiling of borrow material, if needed, shall be at an approved location within the borrow areas.

***Amendment 002***

1.7.3 Commercial Borrow

Prior to bringing commercially obtained borrow material onsite, the Contractor shall provide the Contracting Officer or his/her designated

SECTION 31 01 00 Page 6 representative 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.

1.7.4 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.

1.7.5 Dust Control

The amount of dust resulting from earthwork operations shall be controlled to prevent the spread of dust and to avoid the creation of a nuisance in the surrounding area. The Contractor shall use care when using water so that it does not result in, or create, hazardous or objectionable conditions such as, but not limited to, ice, flooding, impassable roads, or pollution.

1.8 HEAVY EQUIPMENT

***Amendment 002***

1.8.1 Dike Embankment and Toe Berm

The Contractor shall select the equipment necessary to accomplish the contract work such that the equipment and/or vehicles operated on Eagle Island do not damage the dike and toe berm/toe berm foundation. The operation of the equipment shall not cause horizontal shearing, rutting, pumping, heaving, cracking or excessive deformation of the existing dike, new embankment/step-in, or new toe berm. The contractor shall perform continuous monitoring and promptly cease any operations causing horizontal shear, rutting, pumping, heaving, cracking, excessive deformation and/or damage to the embankment and employ alternate equipment and/or vehicles that do not cause damage to any new or existing embankment. If, in the opinion of the Contracting Officer or his/her designated representative, the Contractor's equipment and operations are causing horizontal shearing, rutting, pumping, heaving, cracking or excessive deformation and damage to any new or existing dike embankment and/or toe berm/toe berm foundation, the Contractor will be required to comply with the requirements outlined above.

***Amendment 002***

1.8.2 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.

SECTION 31 01 00 Page 7

1.8.3 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.

1.9 SURVEYS

Pre and post construction surveys of the Cell 1 embankment interior step-ins and exterior toe berms 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.

1.10 EXCAVATION AND BORROW PLAN

The Contractor shall submit a written excavation and borrow plan 30 days prior to the beginning of any excavation. Approval of the detailed plan shall be obtained from the Contracting Officer or his/her designated representative 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 plan and methods to dewater the construction area and borrow area along with the proposed methods for controlling surface and ground water in the borrow areas and required excavations.

c. The proposed method in determination of material types from the borrow area, including type of tests and frequency.

d. The proposed sequence of work for excavating and removing the top portion of the existing dike as shown on the plans and for excavating the borrow area with plan and cross sectional views showing starting and final work locations and clearing and grubbing limits.

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

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.

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

SECTION 31 01 00 Page 8

1.11 MEASUREMENT AND PAYMENT

1.11.1 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.

1.11.2 Dike Embankment

The quantities for payment of dike embankment will be computed by the Government 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.

Payment for the 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 "INTERIOR DIKE EMBANKMENT STEP-IN" as listed in the BID SCHEDULE.

There will…