Amendment_0004.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

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

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

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

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

FAR (48 CFR) 53.243

Reference W912P8-16-B-0050, New Orleans to Venice, Hurricane Protection System, West Bank Non-Federal Levee, Floodw all, NOV-NF-W-04a.1, Plaquemines Parish, Louisiana. This solicitation is amended as follow s:

See continuation page for changes.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 3

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

16C. DATE SIGNED

BY 18-Oct-2016

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 W912P8-16-B-0050

X 9B. DATED (SEE ITEM 11)

14-Sep-2016

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

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

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

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

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

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

18-Oct-2016

CODE

VICKSBURG DISTRICT CONTRACTING OFFICE

4155 CLAY ST.

VICKSBURG MS 39183-3435

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

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912P8-16-B-0050

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF 30 - BLOCK 14 CONTINUATION PAGE

The following have been added by full text:

SUMMARY OF CHANGES

SPECIFICATIONS: Section 01 53 00.02 12 is revised and replaced.

DRAWINGS: Drawings C-102 and S-003 are revised and replaced.

SF 1442: Page 1 of the SF 1442 is revised and replaced.

BIDDING SCHEDULE: Bidding schedule is replaced.

FAR CLAUSE 52.211-10 COMMENCEMENT, PROSECUTION, AND COMPLETION OF

WORK (APR 1984) is revised and replaced.

SUMMARY OF LABORATORY TEST RESULTS: This document is hereby provided to bidders.

Specifications revised by this amendment have the notation "Revised by Amendment 0004" at the bottom of the page. Text added by this amendment is shown as underlined. Text deleted by this amendment is shown as overstruck.

Drawings revised by this amendment have the notation “Revised by Amendment 0004” in the title block.

SECTION 00010 - SOLICITATION CONTRACT FORM

The contractor period of performance end date has increased by 180 days from 480 days to 660 days.

SECTION 00700 - CONTRACT CLAUSES

The following have been modified:

52.211-10 COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK (APR 1984)

The Contractor shall be required to

(a) Commence work under this contract within 10 calendar days after the date the Contractor receives the notice to proceed,

(b) Prosecute the work diligently, and

(c) Complete the entire work ready for use not later than 660 calendar days after the date of receipt by him of notice to proceed. The time stated for completion shall include final cleanup of the premises.

(End of clause)

(End of Summary of Changes)

601-631-5793

New Orleans to Venice, Hurricane Protection System, West Bank, Non Federal Levee, NOV-NF-W-04a.1, Floodwall, Plaquemines Parish, Louisiana.

DESCRIPTION OF WORK: The work consists of access/maintenance roads; reinforced concrete floodwalls; steel H-piles; sheet pile –T-wall levee tie-in; steel sheet pile; utility penetration sleeving; pile driving; scour protection construction; grading; embankment; signing and marking.

This solicitation is a 100% HUBZone, Small Business Set-Aside.

THE ESTIMATED VALUE OF PROPOSED WORK IS BETWEEN $5,000,000.00 and $10,000,000.00

W912EE

Jason M. Carlock

NOTE: In sealed bid solicitations "offer" and "offeror" mean "bid" and "bidder".

(Title, identifying no., date):10. THE GOVERNMENT REQUIRES PERFORMANCE OF THE WORK DESCRIBED IN THESE DOCUMENTS

(Construction, Alteration, or Repair)

IMPORTANT - The "offer" section on the reverse must be fully completed by offeror.

NEGOTIATED 14 September 2016 (RFP)

(IFB) W912P8-16-B-0050

SOLICITATION, OFFER,

CALL:

VICKSBURG CONTRACTING OFFICE

4155 CLAY ST

VICKSBURG, MS 39183-3435

B. TELEPHONE NO. (Include area code) (NO COLLECT CALLS)

(If Other Than Item 7)

5. REQUISITION/PURCHASE REQUEST NO.

W42HEM61823600

SEE SPECIAL NOTICES TO BIDDERS

AND AWARD

1. SOLICITATION NO. 2. TYPE OF SOLICITATION

SEALED BID

3. DATE ISSUED PAGE

4. CONTRACT NO. 6. PROJECT NO.

7. ISSUED BY CODE 8. ADDRESS OFFER TO CODE

9. FOR INFORMATION A. NAME

SOLICITATION

NSN 7540-01-155-3212 1442-101 STANDARD FORM 1442 (REV. 4-85)

Prescribed by GSA FAR (48 CFR) 53.236-1(e)

11. The Contractor shall begin performance within __10__ calendar days and complete it within

660 calendar days after award, X notice to proceed. This performance period is X mandatory, negotiable. (See _______ Section 00 700)

12 A. THE CONTRACTOR MUST FURNISH ANY REQUIRED PERFORMANCE AND PAYMENT BONDS?

(If "YES," indicate within how many calendar days after award in Item 12B.)

12B. CALENDAR DAYS

X YES NO

13. ADDITIONAL SOLICITATION REQUIREMENTS:

A. Sealed Offers in original copy to perform work required are due at the place specified in Item 8 by 1400 (hour) local time ______________ 25 October 2016 (date). If this is a sealed bid solicitation, offers must be publicly opened at that time. Sealed envelopes containing offers shall be marked to show the offeror's name and address, the solicitation number, and the date and time offers are due.

B. An offer guarantee X is, is not required.

C. All offers are subject to the (1) work requirements, and (2) other provisions and clauses incorporated in the solicitation in full text or by reference.

D. Offers providing less than ___60__ calendar days for Government acceptance after the date offers are due will not be considered and will be rejected.

x

Revised by Amendment 04

00010-3 Ed xx-xxx

SECTION 00010 – BIDDING SCHEDULE

Hurricane Protection System West Bank Non-Federal Levee NOV-NF-W-04a.1, Floodwall

Plaquemines Parish, Louisiana

Item DESCRIPTION Estimated Quantity Unit Unit Price Estimated Amount

BASE WORK

0001 Mobilization and Demobilization 1 JOB

0002 Temporary Flood Protection 1 JOB

0003 Temporary Retaining Structures 1 JOB

0004 Silt Fences 2,210 LF

0005 Truck Wash-Down Rack 1 JOB

0006 Clearing and Grubbing 1 JOB

0007 Project Access Improvements 1 JOB

0008 Structural Excavation 6,700 CY

0009 Non-Select Backfill 6,175 CY

0010 Construction Dewatering 1 JOB

0011 Embankment, Compacted Fill 1,880 CY

Supply and Drive Steel Sheet Piling, Type PZ-22, including Painting

8,060 SF

Steel Sheet Piling, Type

PZC-13

2,040 SF

0014 Dynamic Pile Load Tests - - - - - - - -

0014AA First Test 1 EA

0014AB All Over Test 1 EA

Furnish, Deliver, and Drive Steel H-Pile, HP 14x89, including Painting

19,043 LF

0016 Concrete Slope Pavement 180 SQ

0017 Demolition 1 JOB

0018 Reinforced Concrete Floodwall 1 JOB

* Revised by amendment 02

00010-4 Ed xx-xxx

0019 Excavation 1 JOB

0020 Seeding and Mulching 2.14 AC

0021 Fertilizer 95 LB

0022 Lime Soil Amendment 2.14 TON

0023 Sulfur Soil Amendment 1.07 TON

0024 Reinforcement Geotextile 715 SY

0025 Surfacing 135 CY

TOTAL BASE $

OPTIONAL BID ITEM

0026 Embankment, Compacted Fill 700 CY

TOTAL BASE PLUS OPTION : $

**The unit "JOB" as used in this Bidding Schedule is synonymous with the term "Lump Sum" used elsewhere within these plans and specifications.

Award will be made as a whole to one bidder.

NOTE 1: Bidders shall furnish unit prices for each item listed in the Schedule requiring a unit price. If the bidder fails to insert a unit price in the appropriate blank for required item(s), but does furnish an extended total, or an estimated amount for such item(s), the Government shall deem the unit price to be the quotient obtained by dividing the extended amount for that line item by the quantity. IF A BIDDER OMITS BOTH THE UNIT PRICE AND THE EXTENDED

TOTAL OR ESTIMATED AMOUNT FOR ANY ITEM, ITS BID SHALL BE

DECLARED NON-RESPONSIVE AND THEREFORE INELIGIBLE FOR

AWARD.

NOTE 2: Any bid may be rejected if the Contracting Officer determines in writing that it is unreasonable as to price. Unreasonableness of price includes not only total price of bid, but the price for individual line items as well. Any bid may be rejected if the prices for any line items or sub line items are materially unbalanced (See FAR 14.404-2).

NOTE 3: THE NOTICE TO PROCEED (NTP): The successful bidder is advised that performance and payment bonds shall be submitted in accordance with the time frame in block 12B of SF 1442. The NTP will be issued immediately after verification of acceptable performance and payment bonds. Within seven (7) days after issuance of the NTP, the Contractor shall initiate a meeting to discuss the submittal process with the Area or Resident Engineer or his authorized

* Replaced by amendment 04

00010-5 Ed xx-xxx representative. Physical work cannot start until the Accident Prevention Program, Contractor Quality Control Plan, and other submittals which may be required, have been submitted and approved and all preliminary meetings called for under the contract, have been conducted.

NOTE 4: RAPID VENDOR PAYMENT: Web based instructions for the submission of invoices;

http://www.mvn.usace.army.mil/BusinessWithUs/Contracting/RapidVendorPaym ent.aspx

NOTE 5: OPTIONAL WORK ITEM. The Government may require the delivery of the numbered line item(s), identified in the schedule as OPTIONAL WORK Item,in the quantities and prices stated in the schedule. The Contracting Officer may exercise the OPTION WORK Item by written notice to the Contractor.

Bidders shall bid on all items including optional item (see “Evaluation of Options” FAR 52.217-5). Failure to bid on all items will result in a non-responsive bid.

NOTE 6: EVALUATION OF OPTIONS (FAR 52.217-5 JUL 1990). Except when it is determined in accordance with FAR 17.206(b) not to be in the Government’s best interests, the Government will evaluate offers for award purposes by adding the total price for all options to the total price for this basic requirement. Evaluation of options will not obligate the Government to exercise the option(s).

* Replaced by amendment 04 http://www.mvn.usace.army.mil/BusinessWithUs/Contracting/RapidVendorPayment.aspx http://www.mvn.usace.army.mil/BusinessWithUs/Contracting/RapidVendorPayment.aspx http://www.mvn.usace.army.mil/BusinessWithUs/Contracting/RapidVendorPayment.aspx

SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 53 00.02 12

TEMPORARY RETAINING STRUCTURES

PART 1 GENERAL

1.1 SCOPE

1.2 MEASUREMENT AND PAYMENT

1.3 REFERENCES

1.4 SUBMITTALS

1.5 DESIGN CALCULATIONS

1.5.1 Design Procedures

1.5.2 Elevations

1.5.3 Sheet Pile Wall Design

1.5.3.1 Loads

1.5.3.2 Design of Anchors and Deadmen

1.5.3.3 Retaining Wall Members

1.5.3.4 Arch Web "U" Piles

1.5.3.5 Designs and Modifications

1.5.3.6 Engineering Analysis and Calculations

1.6 SUBMITTALS

1.7 QUALITY CONTROL

1.7.1 General

1.7.2 Reporting

1.8 DELIVERY, STORAGE AND HANDLING OF MATERIALS

PART 2 PRODUCTS

2.1 SHEET PILING

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Placing

3.1.2 Driving

3.1.3 Emergency Locking System on Pile Driving Head

3.1.4 Inspection of Driven Piling

3.1.5 Void Backfill

3.2 REMOVAL OF MATERIAL

3.2.1 Removal Criteria

3.2.2 Safety

-- End of Section Table of Contents --

SECTION 01 53 00.02 12 Page 1 Revised By Amendment 0004

SECTION 01 53 00.02 12

TEMPORARY RETAINING STRUCTURES

PART 1 GENERAL

1.1 SCOPE

This work shall consist of designing, furnishing, installing, maintaining and subsequently removing all temporary retaining structures required to complete this project. The Contractor shall be solely responsible for the design, layout, construction, maintenance and subsequent removal and disposal of all elements of the temporary retaining structures.

1.2 MEASUREMENT AND PAYMENT

There will be no measurement for work specified in this section. Payment for temporary retaining structures including design, installation, drainage, maintenance, removal, and any incidental work as required, will be made at the contract job price for 'Temporary Retaining Structures'.

Price and payment shall constitute full compensation for furnishing all plant, labor, materials, and equipment required to complete the work required by this section.

1.3 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.

PILE BUCK INTERNATIONAL, INC. (PBI)

PBI-01 (1987) Steel Sheet Pile Design Manual

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety and Health Requirements Manual

U.S. STEEL CORPORATION (USS)

USS-01 (1972) Steel Sheet Piling Design Manual

VIRGINIA POLYTECHNIC UNIVERSITY, DEPT. OF CIVIL ENGINEERING (VT)

VT-01 (1987) An Engineering Manual for Sheet Pile Walls

1.4 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:

SECTION 01 53 00.02 12 Page 2

SD-02 Shop Drawings

Shop Drawings; G, ED

A detailed layout of temporary retaining structures on standard size (28 inches x 40 inches) sheets. These shop drawings shall bear the stamp and signature of the Registered Professional Engineer. These drawings shall clearly show:

(a) All pertinent dimensions and locations of these structures with reference to the project centerline (Wall-line, Baseline, etc.).

(b) Material grade, weight, length and designation of steel sheet pile section(s) used.

(c) Bracing details.

(d) Excavation sequence and procedure.

(e) Provisions made for dewatering, indicating stage of excavation vs. necessary drawdown, water loading conditions, soil loads and equipment loads.

(f) Any other items incidental or significant to this work.

(g) Equipment Description. Complete hammer, extractors and other installation appurtenances.

SD-05 Design Data

Design Calculations; G, ED

1.5 DESIGN CALCULATIONS

1.5.1 Design Procedures

The Contractor shall follow design procedures using the wedge-type method of developing soil pressure for estimating the external forces, set forth in USS-01 excluding the Danish Rules Method published by U.S. Steel Corp.;

the PBI-01; or the Free Earth or Fixed Earth methods in the Virginia Tech Dept. of Civil Engineering paper VT-01;or Chapter 4 of the U.S. Army Corps of Engineers Manual EM 1110-2-2504 "Design of Sheet Pile Walls", excluding the Danish Rules Method. Determination of the effects of surcharge loads on the soil pressures shall be based on the procedures set forth in PBI-01.

The design performed by the Contractor must evaluate the overall stability and sizing of the sheet piling and other structural elements for the temporary retaining structures. The Contractor shall submit for approval shop drawings of the proposed design. The Contractor shall use and rely upon the soil borings, CPTs and unit weight data presented in the plans for its design. The structure shall meet all the requirements of EM 385-1-1 for fall protection and ingress and egress.

1.5.2 Elevations

The resulting temporary retaining structure shall have sufficient height to retain floodside water levels up to EL +9.0 N.A.V.D. 88 (2009.55 Epoch), and have a minimum sheet pile tip elevation of -35 for the closure and

SECTION 01 53 00.02 12 Page 3 relocations monoliths, and -23.75 for the tie-in monoliths.-35.0 N.A.V.D.

88 (2009.55 Epoch). The sheet pile tip elevation specified herein is that required for cut-off of recharge of strata having excess hydrostatic water levels. As a minimum this tip elevation shall be provided regardless of that computed in overturning computation.

The Contractor shall include in the design of the temporary retaining structure an interior excavation to elevation of -13.0 and a width of 75 feet, centered on the existing pipelines, in order to allow the pipeline owner to expose the existing pipelines for relocation.

1.5.3 Sheet Pile Wall Design

The design of the sheet pile wall shall be developed using a method of analysis indicated in paragraph "Design Procedures," with the safety factor applied to the soil strengths on both sides of the wall, such as a free earth or fixed earth method. The soil properties used shall be those presented in the drawings.

1.5.3.1 Loads

The minimum safety factor used in the geotechnical design for the determination of overturning tip elevation and sheet pile section modulus is 1.30 in the short term (Q) case analysis and 1.0 for the long term (S) shear strength cases. For design of the sheet pile wall the water conditions outside the excavation shall be 9.0 N.A.V.D. (2009.55 Epoch), while the water inside the temporary retaining structure excavation is in the drawn-down condition. The design shall also include the loading influence of any equipment that may be operated adjacent to the temporary retaining structure. If the designer elects to account for wall friction and adhesion in the determination of soil pressures, the following criteria shall be used:

(1) a maximum value of 54% of the "allowable" soil friction angle in granular materials may be used for wall friction,

(2) a maximum value of 56% of the "allowable" soil cohesion may be used for adhesion and

(3) no wall friction or adhesion may be applied to the soils above the dredge line.

1.5.3.2 Design of Anchors and Deadmen

In the design of anchors and deadmen the designer shall develop a minimum safety factor of 2.0 for the soil resistance against pull out.

1.5.3.3 Retaining Wall Members

The structural design of the temporary retaining structure excluding the sheet pile shall be designed using industry standards. The earth pressures for the structural design of these wall members shall be based upon a wedge-type method applying a safety factor chosen by the designer which shall be no lower than 1.0.

1.5.3.4 Arch Web "U" Piles

If arch web "U" piles are used, then the design shall account for and

SECTION 01 53 00.02 12 Page 4 include calculations for shear transfer across their interlocks. Arch web piles or piles with interlocks at or near their center of gravity tend to slip under loading when the shear transfer cannot be achieved across their interlocks. Arch web piles shall be designed in accordance with the recommendations set forth in the standard CUR 166 published in 1993 in Holland by the Center for Execution, Investigations and Standardization in Civil Engineering (CUR) ('Dammwandconstructies' Civieltechnisch Centrum Uitvoering Research en Regelgeving, Holland, available from New Orleans District, Corps of Engineers, ED-T). Anti-slipping connections such as welding or crimping of the interlocks can be employed to help prevent displacements of the interlocks. The design calculations shall include all assumptions and shall consider the type(s) of soil, the effects of water, type of wall (i.e. cantilevered versus braced and shall include the location and number of wales, struts, etc), whether the piles are driven singly, in pairs, triple, etc., effects of phased excavation, treatment of the interlocks (i.e. how shear transfer is accomplished through welding or crimping), references cited, and any other considerations.

1.5.3.5 Designs and Modifications

All designs and any subsequent modifications to the design presented above shall be performed, certified and stamped by a Registered Professional Engineer and submitted to the Contracting Officer for review and approval.

The Registered Professional Engineer shall be present at the Contractor Quality Control preparatory and initial inspections. The Contractor shall, as a part of the Quality Control, furnish a signed statement by the design Professional Engineer stating that the installation is in conformance with the approved design.

1.5.3.6 Engineering Analysis and Calculations

If the Contractor's construction plan, sequence and/or methods require the use of the existing structures for any purpose, he shall perform engineering analysis and calculations to ascertain that the purpose for which he intends to use the existing structure will not jeopardize the structural integrity of the same or any part, component, or portion thereof. Any damages, direct or indirect, caused to that property and to the property of others due to Contractor's failure to comply with this requirement or negligence in calculations shall be the sole responsibility of the Contractor.

1.6 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-01 PRECONSTRUCTION SUBMITTALS

Environmental Protection Plan; G

1.7 QUALITY CONTROL

1.7.1 General

The Contractor shall establish and maintain quality control for all operations to assure compliance with contract specifications and maintain

SECTION 01 53 00.02 12 Page 5 records of its quality control for all construction operations, including but not limited to the following:

(1) Designing.

(2) Materials (type, strength, etc.).

(3) Fabrication, installation and workmanship.

(4) Full and proper engagement of interlock (inspection and strength).

(5) Placing (location, alignment, etc.).

(6) Driving (pile hammer and rate of operation).

(7) Cutting.

(8) Welding.

(9) Final sheet pile position; depth of penetration; tip and top elevations.

(10) Stockpiling and Storage.

(11) Removal and disposal of damaged piles.

1.7.2 Reporting

The original and two (2) copies of these records and tests, as well as the corrective action taken, shall be furnished the Government daily. Format of the report shall be as prescribed in Section 01 45 04.00 10 CONTRACTOR

QUALITY CONTROL.

1.8 DELIVERY, STORAGE AND HANDLING OF MATERIALS

Materials delivered to the site shall be undamaged and shall be accompanied by certified test reports. Sheet piling shall be stored and handled in the manner recommended by the manufacturer to prevent permanent deflection, distortion or damage to the interlocks. Storage of sheet piling should also facilitate inspection.

PART 2 PRODUCTS

2.1 SHEET PILING

The sheet pile shall be hot rolled sheet pile.

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Placing

Suitable temporary wales, templates, guide structures, or other approved methods shall be provided to insure that the piles are placed and driven to the correct alignment as shown on the Contractor's shop drawings. Piles shall be placed with each pile interlocked with adjoining piles for its entire length, so as to form a continuous diaphragm throughout the length of each run of piling wall. Interlocks shall be properly engaged. The

SECTION 01 53 00.02 12 Page 6

Contractor's personnel shall not sit or place themselves on top of the sheet piling during the handling, installation, and removal of the piling.

3.1.2 Driving

All sheet piles shall be driven to the depths shown on the Contractor' shop drawings. Pilings shall be driven by approved methods so as not to subject the pilings to damage and to insure proper interlocking throughout their lengths. Pilings damaged during driving or driven out of interlock shall be removed and replaced. All piles shall be driven without the aid of a water jet, unless otherwise authorized. Unless specifically indicated otherwise, each run of piling wall shall be driven to grade progressively from the start and pilings in each run shall be driven alternately in increments of depth to the required depth or elevation. On each day of sheet pile driving, the Contractor shall stab only the number of piles that can be driven to grade by the end of the day, and all piling stabbed shall be driven to grade by the end of each working day except that the last two piles may remain tapered up to receive the next days piles. If the piling next to the one being driven tends to follow below final grade, it may be pinned to the next adjacent piling. The Contractor is advised that buried stumps or similar debris may be encountered periodically on the sheet pile wall alinement and appropriate consideration should be given to hard driving conditions should they occur. Piles shall not be driven within 100-feet of concrete less than 7 days old nor within 30- feet of concrete less than 28 days old.

3.1.3 Emergency Locking System on Pile Driving Head

All pile driving equipment shall be equipped so as to prevent piles from falling when a single or multiple power failure occurs after the pile driving head is attached to the pile. The jaws of vibratory hammers shall be equipped with devices such that upon loss of hydraulic pressure, the jaws will not release the pile.

3.1.4 Inspection of Driven Piling

The Contractor shall inspect the interlocked joints of driven pilings extending above ground. Pilings found to be damaged or driven out of interlock shall be removed and replaced.

3.1.5 Void Backfill

Where voids adjacent to the steel sheet piling are induced by pile driving operations, the Contractor shall pump out all seepage and rain water and backfill with a tremie-placed slurry. The slurry shall consist of one part cement, two parts bentonite, and six parts sand mixed with enough water to produce a slurry viscous enough to thoroughly fill the voids.

3.2 REMOVAL OF MATERIAL

3.2.1 Removal Criteria

The temporary retaining structures shall not be removed until suitable backfill, between the finished structure and the steel sheet pile wall of the temporary retaining structures is satisfactorily placed and compacted to an elevation approximately one (1) foot below the finished surface.

Piles shall not be pulled within 100-feet of concrete less than 7 days old nor within 30- feet of concrete less than 28 days old. Nor, shall the temporary retaining structures be removed until the completed permanent

SECTION 01 53 00.02 12 Page 7 structure and/or excavations are rewatered. Where voids are induced by removal operations, the Contractor shall pump out all seepage and rainwater and backfill to within 3 feet of the ground surface with a tremie-placed slurry. The slurry shall consist of one part cement, two parts bentonite and six parts sand mixed with enough water to produce a slurry viscous enough to thoroughly fill the voids but have no less than 12 pounds of solids per gallon. The upper 3 feet shall be filled with suitable backfill. Suitable backfill and compaction requirements shall be as defined in Section 31 23 16.16 12 STRUCTURAL EXCAVATION AND BACKFILL. All Contractor-furnished temporary retaining structures shall be removed from the site of work upon completion of work.

3.2.2 Safety

The removal of the temporary retaining structures shall be accomplished in a manner not injurious to the properties adjacent to and in the proximity of the project excavations.

-- End of Section --

SECTION 01 53 00.02 12 Page 8

AFTER PIPELINE RELOCATION

DRIVE H-PILE DURING PHASE III

2 3

AMERICAN MIDSTREAM

12" PIPELINE

AMERICAN MIDSTREAM

12" PIPELINE

C/L SHEET PILE

SHEET PILE ABOVE PIPELINES

SEE SECTION THIS SHEET FOR

AMERICAN MIDSTREAM

12" PIPELINE

AMERICAN MIDSTREAM

12" PIPELINE LIQUIDS, LLC

CHALMETTE LOUISIANA

16" PIPELINE

TEMPORARY RETAINING STRUCTURE (TRS)

AMERICAN MIDSTREAM

RELOCATED 12" PIPELINE

AMERICAN MIDSTREAM

RELOCATED 12" PIPELINE

SILT FENCE

SILT FENCE SILT FENCE

SILT FENCE

SILT FENCE

LOUISIANA LIQUIDS, LLC

16" PIPELINE CHALMETTE

SURVEY B/LLEVEE C/L

LEVEE C/L

SURVEY B/L

SILT FENCE

REMOVED BY OWNER

PIPELINE TO BE

LIQUIDS, LLC

CHALMETTE LOUISIANA

RELOCATED 16" PIPELINE

AFTER PIPELINE RELOCATION

DRIVE H-PILE DURING PHASE III

SHEET PILE

H-PILE (TYP.)

SHEET PILE

AFTER PRELOAD

SALVAGED, AND REUSED

TO BE REMOVED,

EXISTING SHEET PILE

BY OTHERS

TO BE COMPLETED

EXISTING LEVEE

BY OTHERS

TO BE COMPLETED

EXISTING LEVEE

(OPTION 1)

NEW PRELOAD

(OPTION 1)

NEW PRELOAD

TO EL. -13.0

PIPELINE OWNER EXCAVATION

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®of Engineers

US Army Corps of Engineers

US Army Corps

Vicksburg District

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PROTECTED SIDE

FLOOD SIDE FLOOD SIDE

PROTECTED SIDE

CONSTRUCTION SEQUENCE

PHASE I PHASE II

PILE ABOVE PIPELINES

TYPICAL SECTION SHEET

H-PILE SEQUENCE

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C-102

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SCALE: 1" = 40'

SCALE: 1"=40'

40' 80'

SCALE: 1" = 40' SCALE: 1" = 40'

TABULATION OF TRS OFFSET POINTS

OFFSET POINT

C/L PIPE

EL. VARIES EL. VARIES

M

IN

EL. 10.0

BOTTOM OF SHEET PILE ELEVATION -35.0

NOTE: TOP OF SHEET PILE ELEVATION +10.0.

SCALE: N.T.S.

N

3701023.35

3700915.70

3700713.74

3700821.10

EASTING

447941.84

447829.74

448023.67

448135.47

NORTHING

SCALE: N.T.S.

M1 M2

M5M4

J J S

D a v id W a ll a c e P .E

R 0R 0R 0R 0R 0R 0

M1 AND M2 (TOTAL 58 PILES)

PIPELINE RELOCATION FOR MONOLITHS

DRIVE H-PILE DURING PHASE II PRIOR TO

M4 AND M5 (TOTAL 58 PILES)

PIPELINE RELOCATION FOR MONOLITHS

DRIVE H-PILE DURING PHASE II PRIOR TO

SPECIFICATIONS SECTION 01 53 00.02 12 TEMPORARY RETAINING STRUCTURES.

SUBMITTED FOR APPROVAL PRIOR TO CONSTRUCTION IN ACCORDANCE WITH

COST ESTIMATION ONLY. THE CONTRACTOR'S DESIGN AND SHOP DRAWINGS SHALL BE

SYSTEM. THE TRS SHOWN ON THESE DRAWINGS IS FOR ILLUSTRATION PURPOSES AND

MAINTENANCE, AND REMOVAL OF HIS OWN TEMPORARY RETAINING STRUCTURE (TRS)

3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN, CONSTRUCTION,

REQUIREMENTS.

AND SECTION 01 57 23.00 12 STORM WATER POLLUTION PREVENTION PLAN FOR ADDITIONAL

REFERENCED IN SPECIFICATION SECTION 01 57 20.00 12 ENVIRONMENTAL PROTECTION

COMPLIANCE WITH ALL CONTRACT DOCUMENTS, REGULATIONS AND PERMITS

PROTECTION MEASURES AS REQUIRED TO ASSURE ADEQUATE PERFORMANCE AND

AND CURRENT SITE CONDITIONS TO DEVELOP A COMPLETE PLAN, INCLUDING ADDITIONAL

ALL TIMES. THE CONTRACTOR SHALL CONSIDER HIS WORK OPERATIONS, METHODS,

BUT ARE PROVIDED TO ESTABLISH A MINIMUM LEVEL OF PROTECTION REQUIRED AT

DRAWINGS MAY NOT FULLY ADDRESS ALL CONCERNS AND PERMIT REQUIREMENTS

2. THE ENVIRONMENTAL PROTECTION CONTROLS SHOWN IN THESE CONTRACT

DOES NOT EFFECT THE INTEGRITY/DESIGN OF THE PROJECT.

SEQUENCE OF CONSTRUCTION SHOWN FOR REVIEW AND APPROVAL PROVIDED IT

CONTRACTOR SHALL SUBMIT TO THE CONTRACTING OFFICER ANY REVISIONS TO THE

A SCHEDULE OF EVENTS ASSUMED DURING THE DESIGN OF THE PROJECT. THE

1. THE PHASES AND THE SEQUENCE OF CONSTRUCTION SHOWN HEREIN ILLUSTRATE

NOTES:

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4. PRELOAD HOLD TIME SHALL BE 180-DAYS.

PARAGRAPH "QUANTITY SURVEYS".

THE PRELOAD, IN ACCORDANCE WITH SPECIFICATIONS SECTION 00700

PRELOAD PRIOR TO EMPLACING COMPACTED FILL, AND AFTER EMPLACING

C-105 AND C-302. CONTRACTOR SHALL CONDUCT SURVEY OF EXISTING

3. EMPLACE COMPACTED FILL PRELOAD (OPTION 1) AS SHOWN ON SHEETS

CROSSING AND OTHER REQUIRED IMPROVEMENTS FOR ACCESS TO SITE.

2. CONSTRUCT ACCESS ROAD, CONSTRUCTION ENTRANCE, AND CANAL

CONSTRUCTION EASEMENTS AS REQUIRED.

1. INSTALL SILT FENCE ALONG EXISTING CANALS TOP BANK AND ALONG

PHASE I NOTES:

2 2

TO MAINTAIN THE TRS FREE FROM WATER IN ACCORDANCE WITH SPECIFICATIONS SECTION 31 23 19.00 12 DEWATERING.

SHALL REMOVE EQUIPMENT FROM WITHIN THE TRS AND FROM THE VICINITY OF THE EXISTING PIPELINES, AND SHALL OPERATE THE DEWATERING SYSTEM

7. ESTIMATED DURATION OF PIPELINE RELOCATION FOR THREE PIPELINES IS 31 CALENDAR DAYS. DURING THE PIPELINE RELOCATION THE CONTRACTOR

6. PIPELINE OWNER SHALL INSTALL RELOCATED PIPELINES AND REMOVE PORTION OF EXISTING PIPELINES.

5. DRIVE SHEET PILE FOR FLOODWALL MONOLITHS M1, M2, M4, AND M5 FROM LEVEE C/L STATIONS 1308+04 THRU 1309+25 AND 1309+84 THRU 1311+04.

FOR MONOLITHS M2 AND M4. CONDUCT DYNAMIC PILE TESTS. SEE DETAIL THIS SHEET FOR H-PILE DRIVING SEQUENCE FOR PHASE II.

4. EXCAVATE WITHIN TEMPORARY RETAINING STRUCTURE AND DRIVE STEEL H-PILE FOR MONOLITHS M1 AND M5 AND DRIVE SELECTED STEEL H-PILE

3. DEWATERING SHALL BE IN ACCORDANCE WITH SPECIFICATIONS SECTION 31 23 19.00 12 DEWATERING.

CONSTRUCTION PHASES II THROUGH III.

2. CONSTRUCT TEMPORARY RETAINING STRUCTURE ON THE FLOOD SIDE OF THE EXISTING LEVEE TO PROVIDE FLOOD PROTECTION DURING

1. DEMOLISH EXISTING SHEET PILE AND GEOTECHNICAL INSTRUMENTATION AS SHOWN ON SHEET C-003.

PHASE II NOTES:

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S-003

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PILE NOTES: TEST PILE PROGRAM ORDER OF WORK:

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REQUIRED DESIGN CAPACITY.

9. DRIVE THE PRODUCTION PILES AS DIRECTED BY THE COR BASED ON THE PDA TEST RESULTS TO ACHIEVE THE

BY THE COR.

SHALL NOT BE ORDERED UNTIL THE ACTUAL PILE TIP ELEVATION HAS BEEN ESTABLISHED FOR EACH MONOLITH

8. ORDER PRODUCTION PILES AS DIRECTED BY THE COR BASED ON THE PDA TEST RESULTS. PRODUCTION PILES

THE PDA RESTRIKES.

7. SUBMIT DYNAMIC PILE TESTING REPORT AND REVISED WEAP ANALYSIS THREE (3) DAYS AFTER COMPLETION OF

APPROPRIATE CUTOFF ELEVATION.

6. ONCE THE REQUIRED DESIGN CAPACITY HAS BEEN REACHED, CUT OFF THE EXCESS LENGTH, IF ANY, TO THE

PILE AND PERFORMING PDA TESTING AS DIRECTED BY THE COR.

5. IF THE REQUIRED DESIGN CAPACITY HAS NOT BEEN ACHIEVED ON A CERTAIN TEST PILE, CONTINUE DRIVING THE

THE COR MAY MODIFY THE WAITING PERIODS THAT ARE REQUIRED BETWEEN RESTRIKES.

4. PERFORM MINIMUM 3, 7, AND 21-DAY RESTRIKES USING PDA IN ACCORDANCE WITH SPECIFICATION 31 62 14.01 12.

EACH TEST.

3. SUBMIT A DYNAMIC PILE TESTING REPORT TO THE COR NO LATER THAN 24 HOURS AFTER COMPLETION OF

A GREATER DEPTH UNTIL 7-DAY RESTRIKE TESTING IS PERFORMED OR AS DIRECTED BY THE COR.

OF THE PILE TIP ELEVATIONS SHOWN ON THE PLANS. TEST PILES WILL NOT BE DRIVEN DURING INITIAL DRIVE TO

2. DRIVE AND TEST THE TWO (2) TEST PILES USING PDA THE FULL DEPTH OF THE INITIAL DRIVE TO WITHIN ±1 FT

ALLOWED

1. ORDER TEST PILES (2) FOR THE LENGTHS SHOWN ON THE PLANS. SPLICING OF THE TEST PILES WILL BE

THE ORDER FOR WORK OF THE TEST PILE PROGRAM AND SUBSEQUENT PRODUCTION PILES IS AS FOLLOWS:

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CONTRACT SPECIFICATION.

INSTALLATIONS IN ACCORDANCE WITH SECTION 31 23 16.16 12, STRUCTURAL EXCAVATION AND BACKFILL, OF THE

10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL OPEN EXCAVATIONS RESULTING FROM ALL PILE

9. ALL PILES SHALL BE STEEL HP14X89 IN ACCORDANCE WITH ASTM A 572 GRADE 50.

SHALL BE REPAIRED OR REPLACED BY THE CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE OWNER.

AUTHORITY OF THE COR. DAMAGED PILES, AS DETERMINED BY THE CONTRACTING OFFICER'S REPRESENTATIVE,

8. ALL PILES EXCEPT THE TEST PILE SHALL BE DRIVEN FULL LENGTH AND SHALL NOT BE SPLICED EXCEPT BY

OTHER PILES.

7. THE SAME APPROVED PILE DRIVING SYSTEM USED DURING THE TEST PILE PROGRAM SHALL BE USED TO DRIVE ALL

PLOTTED WITH BLOW COUNT FOR RESTRIKES.

ENERGY TRANSFER, STROKE AND CAPACITY PLOTTED WITH PENETRATION DEPTH FOR INITIAL DRIVES AND

REPRESENTATIVE FOR REVIEW. PLOTS OF THE PDA DATA SHALL INCLUDE COMPRESSIVE AND TENSILE STRESSES, DETAILED DISCUSSION OF THE TEST PROCEDURE AND RESULTS TO THE CONTRACTING OFFICER'S

6. THE CONTRACTOR SHALL SUBMIT RESULTS OF THE WEAP AND CAPWAP ANALYSES, PLOTS OF THE PDA DATA AND A

TEST PILES SHALL BE DETERMINED USING THE RESULTS OF CAPWAP ANALYSES.

ANALYSES OF A SINGLE BLOW SELECTED FROM EACH DATA SET. THE FINAL ESTIMATED BEARING CAPACITY OF THE

OF THE INITIAL DRIVE AND AT THE BEGINNING OF EACH RESTRIKE SHALL BE ESTIMATED BY PERFORMING CAPWAP

RESTRIKE PERFORMED AFTER THE INITIAL PILE DRIVING. THE BEARING CAPACITY OF THE TEST PILE AT THE END

CONTINUOUSLY DURING THE INITIAL DRIVE OF THE TEST PILE. THE TEST PILE SHALL HAVE A PDA MONITORED 7-DAY

5. THE PDA SHALL BE USED TO MONITOR DRIVING STRESSES, PILE INTEGRITY, ENERGY TRANSFER AND PILE CAPACITY

SHOWN, UNLESS OTHERWISE DIRECTED BY THE COR.

BE DRIVEN AS A CONTINUOUS OPERATION. THE TEST PILES SHALL INITIALLY BE DRIVEN TO THE TIP ELEVATION

4. TEST PILES SHALL BE DRIVEN AS A PERMANENT PILE AT THE LOCATION SHOWN ON SHEET S-102. TEST PILES SHALL

SUBMITTED TO THE CONTRACTING OFFICER'S REPRESENTATIVE (COR) FOR REVIEW.

PRACTICE ENGINEERING IN LOUISIANA. A STATEMENT OF CERTIFICATION AND QUALIFICATIONS SHALL BE

LESS THAT FIVE (5) YEARS EXPERIENCE AND UNDER THE DIRECT SUPERVISION OF AN ENGINEER REGISTERED TO

MONITORING AND WEAP AND CAPWAP ANALYSES SHALL BE PERFORMED BY CERTIFIED PERSONNEL WITH NO

NECESSARY TO PERFORM ALL OPERATIONS TO COMPLETE THE DETERMINATION OF BEARING VALUE OF PILING. PDA

3. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL LABOR, MATERIALS, EQUIPMENT, AND SERVICES

TESTING" OF THE SPECIFICATIONS.

BE EVALUATED USING A WAVE EQUATION ANALYSIS IN ACCORDANCE WITH SECTION 31 62 14.01 12 "DYNAMIC PILE

AND SHALL BE PERFORMED IN ACCORDANCE TO THE REQUIREMENTS OF ASTM D4945. THE DRIVING SYSTEM SHALL

2. A PILE DRIVING ANALYZER (PDA) SHALL BE USED TO DETERMINE THE BEARING VALUE OF THE PERMANENT PILES

AND THE CLOSURE MONOLITH.

ADEQUACY OF THE PROPOSED DRIVING SYSTEM. WEAP ANALYSES IS REQUIRED FOR A RELOCATION MONOLITH

1. SUBMIT WEAP ANALYSES RESULTS TO THE CONTRACTING OFFICER'S REPRESENTATIVE (COR) TO VERIFY THE

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®of Engineers

US Army Corps of Engineers

US Army Corps

Vicksburg District

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