W912P823B0024 0001.pdf

Offers 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 or (c) By separate letter or electronic communication 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 letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

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

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE

2. AMENDMENT/MODIFICATION NUMBER 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQUISITION NUMBER 5. PROJECT NUMBER (If applicable)

7. ADMINISTERED BY (If other than Item 6) CODE

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICITATION NUMBER

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NUMBER

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

12. ACCOUNTING AND APPROPRIATION DATA (If required) copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

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

IT MODIFIES THE CONTRACT/ORDER NUMBER AS DESCRIBED IN ITEM 14.

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

NUMBER IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation data, 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)

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.

15C. DATE SIGNED

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

16C. DATE SIGNED

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

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

PAGE OF PAGES

6. ISSUED BY CODE

8. NAME AND ADDRESS OF CONTRACTOR (Number, street, county, State and ZIP Code) (X)

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

Previous edition unusable

SECTION 00010

Delete pages 3, 4, 5, and 6 in their entirety and substitute the attached revised pages 3, 4, 5, and 6, therefore.

SUBMITTAL REGISTER

Page 104/421 thru 106/421. Delete the SUBMITTAL REGISTER in its entirety and substitute the attached revised SUBMITTAL REGISTER, therefore.

NEW SECTION 31 05 20.10 12

Add the attached new Section 31 05 20.10 12 - HIGH STRENGTH GEOGRID

SECTION 31 11 00.00 12

Page 3, paragraph 3.2.3. Delete this paragraph in its entirety and substitute the following, therefore.

“3.2.3 Contractor Surveys

The Contractor shall clear the baseline traverse, centerline traverse, and ranges at all P.C.'s, P.I.'s, P.T.'s, 100-foot centerline stations and tie-in stations to facilitate the taking of original cross-sections by the Contractor. This clearing shall consist of the removal to within 6-inches of the ground surface of all trees, brush and vegetation. This clearing shall be completed in 5,000-foot increments and in advance of embankment construction by a minimum of 1,000 feet.”

DRAWINGS

1. SHEET ID Nos. G-03, G-04, C-001, C-002, C-003, C-004, C-005, C-011, C-014, C-015, C- 016, C-017, C-018, C-019, and C-025. Delete these drawings in their entirety and substitute the attached revised drawings SHEET ID Nos. G-03, G-04, C-001, C-002, C-003, C-004, C-005, C- 011, C-014, C-015, C-016, C-017, C-018, C-019, and C-025, therefore.

2. Add the attached new drawing SHEET ID No. G-029.

00010-3 Ed 19-020

SECTION 00010 – BIDDING SCHEDULE

West Shore Lake Pontchartrain, Louisiana, Hurricane Storm Damage Risk Reduction Project, WSLP-101A Levee, St. John the Baptist Parish and St. Charles Parish, Louisiana

Item DESCRIPTION Estimated Quantity Unit Unit Price Estimated Amount

BASE WORK

0001 Mobilization and Demobilization 1 JOB

0002 Access Road “J” Maintenance 1 JOB

0003 Traffic Control and Coordination 1 JOB

0004 Truck Wash-Down Racks 1 JOB

0005* Separator Geotextile 11,000 SY

0006* Reinforcement Geotextile 76,000 SY

0007 Clearing and Grubbing 1 JOB

0008 Land Side Drainage Channel Excavation 1 JOB

0009 Borrow Pit Development 1 JOB

0010 Embankment, Compacted Fill, Government Furnished

0010AA* First 254,000 CY 254,000 CY

0010AB* All Over 254,000 CY 127,000 CY

0011 Uncompacted Fill 1 JOB

0012 Sand Fill TON

0012AA* First 49,000 TON 49,000 TON

0012AB* All Over 49,000 TON 19,000 TON

0013* Vertical Wick Drains 6,730,000 LF

0014* Horizontal Strip Drains 300,000 LF

0015 Surfacing TON

0015AA* First 16,000 TON 16,000 TON

0015AB* All Over 16,000 TON 8,000 TON

0016* Seeding and Mulching 45 AC

00010-4 Ed 19-020

0017 Fertilizer

0017AA* First 9,000 LBS 9,000 LBS

0017AB* All Over 9,000 LBS 4,500 LBS

0018++* Lime Soil Amendment 45 TON

0019++* Sulfur Soil Amendment 23 TON

0020 Corrugated Metal Pipe 72" Diameter 570 LF

0021 R-90 Stone TON

0021AA First 170 TON 170 TON

0021AB All Over 170 TON 80 TON

0022* Geogrid 1,500 SY

TOTAL BASE WORK: $

OPTIONAL WORK (OW)

0023 Embankment – Compacted Fill Contractor Furnished - OW 130,000 CY

TOTAL OPTIONAL WORK: $

TOTAL BASE WORK + OPTIONAL WORK: $

*Denotes a change from the previous Bidding Schedule.

++Items not subject to the requirements of FAR 52.211-18 VARIATION IN ESTIMATED QUANTITY.

**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).

00010-5 Ed 19-020

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 representative. Physical work cannot start until the Accident Prevention Plan, 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 ITEMS. The Government may require the delivery of the numbered line item, identified in the schedule as OPTIONAL WORK, in the quantities and prices stated in the schedule. The Contracting Officer may exercise the OPTIONAL WORK Items by written notice to the Contractor no later than the start of Stage 2 embankment construction. Bidders shall bid on all items including optional items (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).

** If an option is to be exercised at the time of contract award FAR17.208 shall be used in place of FAR 52.217-5

NOTE 7: TIME ADJUSTMENT IN THE EVENT OF THE EXERCISE OF

OPTIONAL WORK. In the event that OPTIONAL WORK is exercised under the terms of the contract, no additional time will be added the contract duration of 1,070 calendar days established for the BASE WORK items specified in the Contract Clause entitled “COMMENCEMENT, PROSECUTION, AND

COMPLETION OF WORK (FAR 52-211-10 – APR 1984)”.

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

00010-6 Ed 19-020

EVALUATION OF SUBDIVIDED ITEMS.

Item Nos. 0010, 0012, 0015, 0017, and 0021 is subdivided into two or more estimated quantities and are to be separately priced. The Government will evaluate each of these items on the basis of total price of its sub-items.

(End of Clause)

VARIATIONS IN ESTIMATED QUANTITIES - SUBDIVIDED ITEMS.

The Variations in Estimated Quantities Subdivided Items clause is applicable only in Item Nos. 0010, 0012, 0015, 0017, and 0021.

a. Variations from the estimated quantity in the actual work performed under any second or subsequent sub-item or elimination of all work under such a second or subsequent sub-item will not be the basis for an adjustment in contract unit price.

b. Where the actual quantity of work performed for Item Nos. 0010, 0012, 0015, 0017, and 0021 is less than 85% of the quantity of the first sub-item listed under such items, the Contractor will be paid at the contract unit price for that sub-item for the actual quantity of work performed and, in addition, an equitable adjustment in contract price shall be made in accordance with the clause FAR 52.211-18, Variation in Estimated Quantity.

c. If the quantity of work performed under Item Nos. 0010, 0012, 0015, 0017, and 0021 exceeds 115% or is less than 85% of the total estimated quantity of the sub-items under that item, and/or if the quantity of work performed under the second sub-item or any subsequent sub-item under Item No. NONE exceeds 115% or is less than 85% of the estimated quantity of any such sub-item, and if such variation causes an increase or a decrease in the time required for performance of this contract, the contract completion time will be adjusted in accordance with the clause FAR 52.211-18, Variation in Estimated Quantity.

(End of Clause)

SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 1 OF 3 PAGES

WSLP-101A Levee

01 32 01.00 12 SD-01 Preconstruction Submittals

1.4 GProject Scheduler Qualifications

3.4.1 GPreliminary Project Schedule

3.4.2 GInitial Project Schedule

3.6.2 GPeriodic Schedule Update

01 33 00 SD-01 Preconstruction Submittals

1.7 GSubmittal Register

01 45 04.00 10 SD-01 Preconstruction Submittals

3.2 G CDContractor Quality Control Plan

01 55 26.00 12 SD-01 Preconstruction Submittals

3.2 GTraffic Control Device Plan

01 78 02.00 10 SD-02 Shop Drawings

1.3.1 G DO'As-Built' Drawings

31 05 19.04 12 SD-01 Preconstruction Submittals 1.5.1Work Plan

SD-04 Samples 1.5.1Geotextile

SD-07 Certificates

1.5.1 GGeotextile

31 05 19.05 12 SD-01 Preconstruction Submittals

1.4.1 GWork Plan

SD-04 Samples

1.4.1 GGeotextile

SD-06 Test Reports 1.4.1Geotextile

SD-07 Certificates

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

SCHEDULE DATES

CONTRACTOR

ACTION

APPROVING AUTHORITY

A C T I V I T Y

N O

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P A R A G R A P H

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AUTH REMARKS

(a) (b) (c) (d) (e) (f) (g) (h) (i) (j) (k) (l) (m) (n) (o) (p) (q) (r)

SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 2 OF 3 PAGES

31 05 19.05 12 1.4.1Geotextile 31 05 20.10 12 SD-01 Preconstruction Submittals

1.6.1 G ROWork Plan

SD-06 Test Reports

1.7 G ROHigh Strength Geogrid

3.5.2 G ROHigh Strength Geogrid

SD-07 Certificates 1.7High Strength Geogrid 3.5.2High Strength Geogrid

31 26 00.00 12 SD-01 Preconstruction Submittals

3.1 GSequence and Method of

Installation SD-03 Product Data

GVertical Wick Drains

2.1.2 GHorizontal Strip Drains

SD-04 Samples

1.4.1 GQuality Assurance Samples and

Tests SD-07 Certificates

GVertical Wick Drains

2.1.2 GHorizontal Strip Drains

1.7 GCompletion and Performance

GDrain Survey 32 15 00.00 12 SD-06 Test Reports

1.6.2 GSampling and Testing

32 92 19.23 12 SD-07 Certificates

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

SCHEDULE DATES

CONTRACTOR

ACTION

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SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 3 OF 3 PAGES

32 92 19.23 12 2.1.3Seed GTurf Establishment Plan G EDCHerbicide Application Plan

33 40 01.00 12 SD-07 Certificates 1.4.2Test results 1.4.2Test data 3.1.1Specified sheet thickness 3.1.1Specified coating thickness 1.4.2Hydrostatic Tests

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

SCHEDULE DATES

CONTRACTOR

ACTION

APPROVING AUTHORITY

A C T I V I T Y

N O

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WSLP 101A Levee Ed 19-020

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 05 20.10 12

HIGH STRENGTH GEOGRID

PART 1 GENERAL

1.1 SCOPE

1.2 MEASUREMENT AND PAYMENT

1.3 REFERENCES

1.4 HIGH STRENGTH GEOGRID MANUFACTURER/INSTALLER

1.5 PRE-QUALIFIED TESTING LABORATORY

1.6 QUALITY CONTROL

1.6.1 General

1.6.2 Reporting

1.6.3 Testing Laboratory

1.7 ACCEPTANCE REQUIREMENTS

1.8 SUBMITTALS

1.9 SHIPMENT AND STORAGE

PART 2 PRODUCTS

2.1 HIGH STRENGTH GEOGRID REQUIREMENTS

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Procedure

3.1.2 Exposure to Field Conditions

3.1.2.1 Testing

3.1.2.2 Ultraviolet Protection

3.2 MECHANICAL EQUIPMENT

3.3 SEAMS AND OVERLAPS

3.3.1 Overlaps

3.4 SAMPLING AND TESTING

3.5 FIELD SPECIMEN LOCATIONS

3.5.1 High Strength Geogrid

3.5.2 Test Results

3.6 FIELD QUALITY CONTROL

-- End of Section Table of Contents --

SECTION 31 05 20.10 12 Page 1

SECTION 31 05 20.10 12

HIGH STRENGTH GEOGRID

PART 1 GENERAL

1.1 SCOPE

The work covered by this section consists of providing all plant, labor, materials, and equipment and performing all operations required for placing the high strength geogrid complete; including testing, furnishing, hauling, seaming; as specified herein and shown on the drawings;until placement is completed and accepted. Implementing specified corrective measures at seams that fail to meet the required strength is also included.

1.2 MEASUREMENT AND PAYMENT

Geogrid will be measured in place to the nearest square yard of installed fabric as shown on the drawings. Payment will be made at the contract unit price per square yard for "Geogrid". Price and payment shall constitute full compensation for providing all plant, labor and materials for placing the high strength geogrid complete; including cutting, sewing, testing, maintaining, destructive seam testing, hauling, seaming, and corrective actions to fix deficiencies, to complete the work as specified herein and as shown on the drawings. Overlaps will be measured as a single layer. No payment will be made for corrective action that is required to correct deficiencies that are due to Contractor fault, negligence, defective materials or workmanship.

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.

ASTM INTERNATIONAL (ASTM)

ASTM D 4354 (1999; R 2009) Standard Practice for ASTM Sampling of Geosynthetics for Testing

ASTM D 4355 (2007) Deterioration of Geotextiles from Exposure to Light, Moisture and Heat in a Xenon-Arc Type Apparatus

ASTM D4759 (2011) Determining the Specification Conformance of Geosynthetics

ASTM D 6637 (2001; R 2009) Standard Test Method for Determining Tensile Properties of Geogrids by the Single or Multi-Rib Tensile Method

ASTM D7737/D7737M (2015) Standard Test Method for Individual Geogrid Junction Strength

SECTION 31 05 20.10 12 Page 2

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

EPA 9090 Compatibility Test for Wastes and Membrane Liners

1.4 HIGH STRENGTH GEOGRID MANUFACTURER/INSTALLER

The Contractor shall procure the services of a Geogrid Manufacturer/Installer (GMI) to supply the high strength geogrids as specified in this section and shown on the approved design drawings. The GMI and field sewing machine supplier selected by the Contractor will be subject to the approval by the Government.

1.5 PRE-QUALIFIED TESTING LABORATORY

The GMI shall procure the services of an independent third-party laboratory to perform all high strength geogrid testing specified.

The laboratory selected by the GMI shall have qualified personnel who have previous experience in performing the required tests and shall be able to furnish test results within 4 days of sampling. Sampling shall be performed in accordance with ASTM D 4354. If the laboratory selected by the GMI has not been pre-qualified by the Government, it shall be subject to the approval of the Contracting Officer's representative. All testing shall be performed at the GMI's expense.

1.6 QUALITY CONTROL

1.6.1 General

The Contractor shall establish and maintain quality control for the storage, handling, and placement of the high strength geogrid to assure compliance with contract requirements. He/she shall also maintain records of quality control for all construction operations including, but not limited to the following:

(1) Equipment. Type, size, and suitability for construction of the prescribed work.

(2) High Strength Geogrid Submittals. High strength geogrid samples, manufacturer's certification of compliance, and Work Plan.

(3) Construction. Layout, high strength geogrid inspection, and fill placement above the high strength geogrid.

1.6.2 Reporting

The original and two copies of these records, as well as the records of corrective actions taken, shall be furnished to the COR daily. Format of report shall be as prescribed in the Section 01 45 04.00 10 CONTRACTOR

QUALITY CONTROL.

1.6.3 Testing Laboratory

The Contractor shall retain the services of a laboratory that is accredited by the Geosynthetic Accreditation Institute (GAI). The laboratory shall perform only tests for which it is accredited and shall furnish field test results to the Contracting Officer within 4 days of sampling.

SECTION 31 05 20.10 12 Page 3

1.7 ACCEPTANCE REQUIREMENTS

All brands of high strength geogrid and all seams that are to be used in construction shall be accepted on the following basis. At least 30 days prior to installation, the Contractor shall furnish to the Contracting Officer, in duplicate, a mill certificate or affidavit signed by a legally authorized official from the company manufacturing the high strength geogrid. The certificate shall contain the signer's title, name and address of the Contractor, contract number, and project name and location.

The mill certificate or affidavit shall attest that the high strength geogrid meets the chemical, physical, and manufacturing requirements stated in this specification and that the seams used meet the seam requirements.

1.8 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

Work Plan; G, RO

The Contractor shall submit a Work Plan to the Contracting Officer. The plan shall include the following:

a. The dimensions of the high strength geogrid panels, whether the high strength geogrid will be seamed, overlapped, or both.

Distance between laps, if applicable.

b. A detailed description of how the high strength geogrid will be placed, and stretched to eliminate wrinkles and folds.

SD-06 Test Reports

High Strength Geogrid Test Results; G, RO

The Contractor shall submit high strength geogrid test results, as specified in paragraph FIELD SPECIMEN LOCATIONS.

SD-07 Certificates

High Strength Geogrid Certificate of Compliance

The Contractor shall submit high strength geogrid certificate of compliance, as specified in paragraph ACCEPTANCE REQUIREMENTS.

1.9 SHIPMENT AND STORAGE

High strength geogrid shall be shipped and maintained in a heavy protective cover until it is placed. During all periods of shipment and storage, the high strength geogrid shall be protected from direct sunlight, ultra-violet rays, temperatures greater than 140 degrees Fahrenheit, contaminant chemicals, abrasion, mud, dirt, or any other harmful elements. Only approved geogrid shall be delivered and used in revetment construction.

Geogrid delivered to the project site shall be clearly marked to show the brand name, type of geogrid, tensile strength at 5 percent strain, location

SECTION 31 05 20.10 12 Page 4 and date of manufacture, and its length (machine direction) and width.

PART 2 PRODUCTS

2.1 HIGH STRENGTH GEOGRID REQUIREMENTS

The high strength geogrid shall be a synthetic planar structure formed by a network of integrally connected polymeric tensile elements with apertures designed to interlock with the surrounding fill materials. The high strength geogrid shall conform to the physical requirements specified in Table 1.

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Procedure

The high strength geogrid shall be installed to the lines and grades as shown on the contract drawings. Objects or debris that are capable of damaging the high strength geogrid shall be removed before the high strength geogrid is placed. At the time of installation, the high strength geogrid shall be rejected if it has defects, rips, deterioration, or damage incurred during manufacture, transportation, or storage. Fill shall not be placed on the high strength geogrid until sags and wrinkles are removed from the high strength geogrid. The Contractor shall take precautions to avoid damaging the high strength geogrid during placement.

3.1.2 Exposure to Field Conditions

High strength geogrid shall not be exposed to field conditions for a duration that exceeds 5 calendar days. Exposure to field conditions is the time interval between the removal of the protective shipment cover and placement of fill on top of the high strength geogrid. Additional time, up to a maximum of 2 weeks, can be added on a day-by-day basis for each full day the high strength geogrid is covered by an industry accepted ultraviolet protective cover.

3.1.2.1 Testing

Any high strength geogrid that is exposed to field conditions for more than 2 calendar weeks shall be tested for strength. The Contracting Officer will determine the number of samples to be tested.

3.1.2.2 Ultraviolet Protection

Immediately after removal of the samples to be tested, the exposed high strength geogrid shall be covered with black Visqueen or equivalent ultraviolet protection. The ultraviolet protection shall be maintained until such time as the test results are obtained and the Contractor's plan for corrective action is approved by the Contracting Officer. Corrective action shall consist of:

(a) Removal of the exposed high strength geogrid and installation of new high strength geogrid.

(b) No corrective action when the test results indicate conformance with the strength requirements.

SECTION 31 05 20.10 12 Page 5

All corrective actions are subject to prior approval of the Contracting Officer. High strength geogrid that is rejected, or damaged due to Contractor negligence shall be tested and repaired or replaced as directed by the Contracting Officer at no additional expense to the Government.

3.2 MECHANICAL EQUIPMENT

Mechanical equipment, except for light rubber-tire equipment, will not be permitted directly on the high strength geogrid surface. Equipment used to spread the first layer of fill on top of the high strength geogrid shall have a unit tread pressure that does not exceed 3 pounds per square inch.

The first soil layer on top of the high strength geogrid shall have a minimum thickness of 12 inches, with a tolerance of +3 inches between the high strength geogrid and the track of the equipment and shall be placed and spread in a direction perpendicular to the levee centerline, unless a different method is approved by the Contracting Officer for specific locations. After a sufficient work area is established, the thickness of the layer shall be reduced to 1 foot and compacted to the specified density. Successive layers shall be of the specified thickness for levee embankment fill.

3.3 SEAMS AND OVERLAPS

3.3.1 Overlaps

A minimum of 3 feet overlap shall be used to join adjacent high strength geogrid panels together. Overlap shall be in the direction of fill placement to prevent "peeling" of the geogrid at overlaps by the advancing fill. Nylon cable ties ("zip ties") should be used every 10 linear feet of overlap.

3.4 SAMPLING AND TESTING

The Contractor shall take the required samples to be tested. Samples shall not be any larger than are required to perform the specified tests and shall be catalogued to correspond with the levee station from which the sample was taken. The Contracting Officer reserves the right to change the location of any test, or to increase the frequency of tests, as specified in paragraph FIELD SPECIMEN LOCATIONS.

3.5 FIELD SPECIMEN LOCATIONS

3.5.1 High Strength Geogrid

The Contractor shall take and perform tensile strength tests in the machine direction (MD) and cross-machine direction (XMD) of high strength geogrid that was delivered to the site. One sample shall be taken from the first panel and additionally at 3,000-foot increments, measured along the centerline. Samples shall be obtained from the end of the panel.

3.5.2 Test Results

The Contractor's testing laboratory shall perform ASTM D 6637, tensile strength tests on all high strength geogrid samples and shall submit certified test reports indicating the following results:

(1) Tensile strength at 5 percent strain and ultimate in the machine direction and cross-machine direction. A stress/strain plot of each test shall be submitted with clearly marked values at 5 percent and

SECTION 31 05 20.10 12 Page 6 ultimate, in (lbs/in) units.

(2) The job name and station from where the sample was taken shall be printed on each test sheet. Test results shall be furnished to the Contracting Officer no later than 4 days after sampling.

3.6 FIELD QUALITY CONTROL

The Quality Control Representative shall examine the high strength geogrid for damage and defects prior to installation. Any high strength geogrid found to be damaged or defective shall be removed from the site and replaced by an approved high strength geogrid. In the event that samples fail to meet the specified results, the Contracting Officer has the right to direct the Contractor to perform additional tests on samples taken between the location of the failed test and the location of the previous successful test. High strength geogrid that fails to meet test requirements shall be replaced with high strength geogrid that meets the required strength.

SECTION 31 05 20.10 12 Page 7

TABLE 1

PHYSICAL REQUIREMENTS FOR GEOGRID

The geogrid shall have typical characteristics shown in the table below, and shall be certified in writing by the manufacturer to meet these characteristics.

Properties(1) Longitudinal Diagonal General /Transverse

Rib Pitch(2) 1.60 inches 1.60 inches ------

Mid-rib depth(2) 0.06 inches 0.06 inches ------

Mid-rib width(2) 0.05 inches 0.05 inches ------

Rib shape rectangular

Aperture shape triangular

Junction Efficiency(3) 93%

Isotropic Stiffness Ratio(4) 0.6

Radial stiffness at low strain(5) (lb/ft @ 0.5% strain) 20,580

Resistance to chemical degradation(6) 100%

Resistance to ultra-violet light and weathering(7) 70%

1. Unless indicated otherwise, values shown are minimum average roll values determined in accordance with ASTM D4759. Brief descriptions of test procedures are given in the following notes.

2. Nominal dimensions.

3. Load transfer capability determined in accordance with ASTM D 6637 and ASTM D7737/D7737M and expressed as a percentage of ultimate tensile strength.

4. The ratio between the minimum and maximum observed values of radial stiffness at 0.5% strain, measured on rib and midway between rib directions.

5. Radial stiffness is determined from tensile stiffness measured in any in-plane axis from testing in accordance with

ASTM D 6637.

6. Resistance to loss of load capacity or structural integrity when subjected to chemically aggressive environments in accordance with

SECTION 31 05 20.10 12 Page 8

EPA 9090 immersion testing.

7. Resistance to loss of load capacity or structural integrity when subjected to 500 hours of ultraviolet light and aggressive weathering in accordance with ASTM D 4355.

SECTION 31 05 20.10 12 Page 9

TABLE 2

PHYSICAL REQUIREMENTS FOR BIAXIAL GEOGRID

The geogrid shall have typical characteristics shown in the table below, and shall be certified in writing by the manufacturer to meet these characteristics.

Properties(1) Longitudinal Diagonal General /Transverse

Rib Pitch(2) 1.3 inches 1.3 inches ------

Mid-rib width(2) 0.12 inches 0.08 inches ------

Rib shape rectangular

Aperture shape rectangular

Junction Efficiency(3) 95%

Isotropic Stiffness Ratio(4) 0.45

Radial stiffness at low strain(5) (lb/ft @ 0.5% strain) 53,000

Resistance to chemical degradation(6) 100%

Resistance to ultra-violet light and weathering(7) 100%

1. Unless indicated otherwise, values shown are minimum average roll values determined in accordance with ASTM D4759. Brief descriptions of test procedures are given in the following notes

2. Nominal dimensions.

3. Load transfer capability determined in accordance with ASTM D 6637 and ASTM D7737/D7737M and expressed as a percentage of ultimate tensile strength.

4. The ratio between the minimum and maximum observed values of radial stiffness at 0.5% strain, measured on rib and midway between rib directions

5. Radial stiffness is determined from tensile stiffness measured in any in-plane axis from testing in accordance with

ASTM D 6637.

6. Resistance to loss of load capacity or structural integrity when subjected to chemically aggressive environments in accordance with EPA 9090 immersion testing.

7. Resistance to loss of load capacity or structural integrity when

SECTION 31 05 20.10 12 Page 10 subjected to 500 hours of ultraviolet light and aggressive weathering in accordance with ASTM D 4355.

-- End of Section --

SECTION 31 05 20.10 12 Page 11

NUMBER

DETAIL

DETAILED INFORMATION

AREA ENLARGED FOR

DETAILED INFORMATION

AREA ENLARGED FOR

NUMBER

DETAIL

IS SHOWN

DETAIL

WHERE

SHEET

METAL PIPE. COVER IS STAMPED: WSLP-J-03 2022

THE CENTERLINE OF A GRAVEL RAOD, 67 FEET EAST OF A 18" CORRUGATED

SET IN CONCRETE WITH ALUMINUM ACCESS COVER. SET 19 FEET NORTH OF

STAINLESS STEEL ROAD DRIVEN TO A DEPTH OF 44 FEET INCASED IN 6" PVC

SAID GRAVEL ROAD 2.4 MILES TO THE MARK ON THE LEFT. WSLP-J03 IS A 1/2"

GRAVEL ROAD DESIGNATED AS ACCESS ROAD "J". THENCE NORTHERLY ALONG

51 PROCEED EASTERLY 0.69 MILES ALONG HIGHWAY 61 TO AN EXISTING

TO REACH STATION FROM THE INTERSECTION OF HIGHWAY 61 AND HIGHWAY

Y = 573,619.779 X = 3,564,826.005

LON. -90°26'7.6366

LAT. 30°4'27.42602

(2009.55)

NAVD88

EL. 1.93

WSLP-J03

CENTERLINE OF THE ROAD. COVER IS STAMPED: WSLP-J-02 2022

FARM ROAD AND TOP BANK OF DITCH, 15 FEET NORTHWEST OF THE

SET IN CONCRETE WITH ALUMINUM ACCESS COVER. SET AT THE EDGE OF THE

STAINLESS STEEL ROAD DRIVEN TO A DEPTH OF 60 FEET INCASED IN 6" PVC

SAID GRAVEL ROAD 1.1 MILES TO THE MARK ON THE RIGHT. WSLP-J02 IS A 1/2"

GRAVEL ROAD DESIGNATED AS ACCESS ROAD "J". THENCE NORTHERLY ALONG

51 PROCEED EASTERLY 0.69 MILES ALONG HIGHWAY 61 TO AN EXISTING

TO REACH STATION FROM THE INTERSECTION OF HIGHWAY 61 AND HIGHWAY

Y = 571,006.905 X = 3,558,598.929

LON. -90°27'18.73737

LAT. 30°4'2.03912

(2009.55)

NAVD88

EL. 4.54

WSLP-J02

ROAD AND HIGHWAY 61. COVER IS STAMPED: WSLP-J-01 2022

EDGE OF HIGHWAY 61, 71 FEET WEST OF THE INTERSECTION OF THE GRAVEL

SET IN CONCRETE WITH ALUMINUM ACCESS COVER. SET AT THE NORTHEAST

STAINLESS STEEL ROAD DRIVEN TO A DEPTH OF 60 FEET INCASED IN 6" PVC

GRAVEL ROAD DESIGNATED AS ACCESS ROAD "J". WSLP-J01 IS A 1/2"

51 PROCEED EASTERLY 0.69 MILES ALONG HIGHWAY 61 TO AN EXISTING

TO REACH STATION FROM THE INTERSECTION OF HIGHWAY 61 AND HIGHWAY

Y = 568,778.548 X = 3,553,290.193

LON. -90°28'19.34465

LAT. 30°3'40.37963

(2009.55)

NAVD88

EL. 6.46

WSLP-J01

MAKING IT EASIER TO ACCESS AND PROTECT THE MARK.

AND LOGO CAP STAMPED F 95 1938 WERE PLACED OVER THE ORIGINAL MARK

RAILROAD CROSSING AND MARK ON THE LEFT. A 5- INCH (13 CM) PVC PIPE

(SOUTHWEST) 0.3 MILE ALONG STATE HIGHWAY 44 TO STATE HIGHWAY 628, A

MILE ON U.S. HIGHWAY 61 TO STATE HIGHWAY 44, THENCE RIGHT

OUTSIDE LANE OF TWO LEFT TURN LANES), THENCE LEFT (SOUTHEAST) 0.05

(SOUTHWEST) 3.1 MI (5.0 KM) ALONG U.S. 51 TO U.S. HIGHWAY 61, (STAY IN THE

DOWN EXIT RAMP TO U.S. HIGHWAY 51 AT STOP LIGHT, THENCE LEFT

18.75 MI (30.2 KM) WEST ALONG I-10 TO EXI 209, THENCE RIGHT (WEST) 0.2 MILE

FROM CAUSEWAY BOULEVARD AND I-10 WESTBOUND LANES IN METAIRIE, GO

Y = 569,496.57 X = 3,549,438.90

LON. -90°29'3.11156

LAT. 30°3'47.77183

(2009.55)

NAVD88

EL. 11.84 FT

(PRIMARY)

F 95

DESCRIPTION

(EPOCH)

(NAVD 88)

ELEVATION

BENCHMARKS

TABULATION OF BENCHMARKS

CROSS SECTIONSCS-01 - CS-05

LAKE PONTCHARTRAIN AT WEST END - HYDROGRAPHH-01

BORING LOGSB-024

CONE PENETRATION TEST WSLP-19-012CB-023

CONE PENETRATION TEST WSLP-19-012CB-022

CONE PENETRATION TEST WSLP-19-011CB-021

CONE PENETRATION TEST WSLP-19-011CB-020

CONE PENETRATION TEST WSLP-19-010CB-019

CONE PENETRATION TEST WSLP-19-010CB-018

CONE PENETRATION TEST WSLP-19-009CB-017

INDEX OF DRAWINGS (CONT.)NO.

CONE PENETRATION TEST WSLP-19-009CB-016

CONE PENETRATION TEST WSLP-19-008CB-015

CONE PENETRATION TEST WSLP-19-008CB-014

CONE PENETRATION TEST WSLP-19-007CB-013

CONE PENETRATION TEST WSLP-19-007CB-012

CONE PENETRATION TEST WSLP-19-006CB-011

CONE PENETRATION TEST WSLP-19-006CB-010

CONE PENETRATION TEST WSLP-19-005CB-009

CONE PENETRATION TEST WSLP-19-005CB-008

CONE PENETRATION TEST WSLP-19-004CB-007

CONE PENETRATION TEST WSLP-19-004CB-006

CONE PENETRATION TEST WSLP-19-003CB-005

CONE PENETRATION TEST WSLP-19-003CB-004

BORING LOGSB-003

BORING LOGSB-002

BORING LOGSB-001

BORING LEGENDB-000

TEST AREA SECTIONSR-003

TEST AREA SECTIONSR-002

TEST AREA PLAN VIEWR-001

LAND SIDE DRAINAGE CHANNEL CULVERT CROSSING DETAILSDT-101

CRUSHED STONE ROAD EXTENSION FOR PIPELINE CROSSINGC-029

GOVERNMENT FURNISHED (BONNIE CARRE) BORROW PIT AREA EXCAVATION PLAN AND BORINGS PLANC-028

GOVERNMENT FURNISHED (BONNIE CARRE) BORROW PIT AREA PLAN VIEWC-027

SETTLEMENT PLATE DETAILSC-026

GEOTECHNICAL INSTRUMENTATION DETAILSC-025

TRUCK WASH DOWN RACK DETAILSC-024

BERM ROAD & ACCESS ROAD DETAILSC-023

STOCKPILE CULVERT DETAILSC-022

HORIZONTAL STRIP & VERTICAL WICK DRAIN DETAILSC-021

PLACEMENT PATTERN DETAILSC-020

EXISTING ACCESS ROAD J EASEMENTC-019

EXISTING ACCESS ROAD J EASEMENT AND EMBANKMENT STOCKPILE PLAN VIEWC-018

EXISTING ACCESS ROAD J EASEMENT, SAND STOCKPILE & STAGING AREA PLAN VIEWC-017

LAND SIDE DRAINAGE CHANNEL SECTION & DETAILC-016

EMBANKMENT SECTIONC-015

EMBANKMENT SECTIONC-014

SAND BASE AND LAND SIDE BERM SECTIONC-013

SAND BASE AND LAND SIDE BERM SECTIONC-012

SAND BASE AND LAND SIDE BERM SECTIONC-011

EXISTING WSLP-101 TEST AREA EXCAVATION SECTIONC-010

EXISTING WSLP-101 TEST AREA EXCAVATION SECTIONC-009

CLEARING & GRUBBING SECTIONC-008

CLEARING & GRUBBING SECTIONC-007

CLEARING & GRUBBING SECTIONC-006

CLEARING & GRUBBING SECTIONC-005

PLAN AND PROFILE, B/L STA. 960+00 TO B/L STA. 978+62C-004

PLAN AND PROFILE, B/L STA. 935+00 TO B/L STA. 960+00C-003

PLAN AND PROFILE, B/L STA. 910+00 TO B/L STA. 935+00C-002

PLAN AND PROFILE, B/L STA. 885+00 TO B/L STA. 910+00C-001

TABULATIONSG-04

INDEX, BENCHMARKS & LEGENDSG-03

LOCATION AND VICINITY MAPG-02

COVER SHEETG-01

INDEX OF DRAWINGSNO.

G-03

IN

D

E X

B

E N

C H

M A

R K

S

L E

G E

N D

S

H -8

-4 G

-0 .d g n

F E

B

U P

D A

T E

D P

H O

T O

D A

T E

D

U P

D A

T E

D I

N D

E X

O F

D R

A W

IN

G

S

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

A

B

C

D

E

F

G

H

J

K

L

M

N

P

S U

B M

IT

T

E D

B Y

C H

E C

K E

D B

Y

D R

A W

N B

Y

D E

S

IG

N E

D B

Y

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

N N

O

IS

S

U E

D A

T E

S I Z

E

M A

R K

D E

S C

R

IP

T

IO

N D

A T

E

SHEET ID

®of Engineers

US Army Corps

N E

W O

R L

E A

N S

L A

L

E A

K E

A V

E N

E W

O R

L E

A N

S D

IS

T

R

IC

T U

.S

A R

M Y

C O

R P

S O

F E

N G

IN

E

E R

S W

E S

T S

H O

R E

L A

K E

P O

N T

C H

A R

T R

A

IN

L

O U

IS

IA

N A

H U

R R

IC

A

N E

S T

O R

M D

A M

A G

E R

IS

K

R E

D U

C T

IO

N

P R

O J E

C T

P O

N T

C H

A R

T R

A

IN

L E

V E

E D

IS

T

R

IC

T

F

IL

E N

A M

E

F

IL

E N

U M

B E

R

Z X

X X

X X

X X

X X

X X

W P

-2

-B

N O

V E

M B

E R

A N

S I

D P

A R

IS

H

L

O U

IS

IA

N A

S T

J O

H N

T H

E B

A P

T

IS

T P

A R

IS

H

A N

D S

T

C H

A R

L E

S

T

A L

B E

R T

H U

E T

E

M C

C A

R T

Y

L H

A T

T E

N

D B

E C

K H

-8 -4

W S

L P

-1 A

L E

V E

E

BREAK LINE

BENCHMARK

EXISTING GROUND

AERIAL POWER LINE

NATURAL GAS LINE

WATER MAIN

RIGHT OF WAY

PROJECT BASELINE

LEVEE CROWN (PLAN VIEW)

LEVEE TOE (PLAN VIEW)

LEVEE CENTERLINE

EARTHWORK - SAND FILL

EARTHWORK - CRUSHED STONE

EARTHWORK - COMPACTED FILL

EXISTING GROUND

STAGING AREA

CONSTRUCTION LIMIT/

EARTHWORK - UNCOMPACTED FILL

EARTHWORK - UNDISTURBED

GENERAL LEGEND

X

SCALE:

TITLE

X

(SHOWN ON SAME SHEET)

DETAIL

(SHOWN ON ANOTHER SHEET)

DETAIL

X

SHT #

(SHOWN ON SAME SHEET)

OR SECTION TITLE

PLAN, ELEVATION, DETAIL

X

SHT #

X

CROSS REFERENCE SYMBOL LEGEND

14-2022.

13. THE RIGHT OF WAY DRAWINGS FOR THIS PROJECT CAN BE OBTAINED USING THE FILE NUMBER H-8-48927 AND THE DATE 7-

AND THE USACE SAFETY MANUAL EM-385-1-1.

12. ALL WORK AROUND HIGH VOLTAGE POWER LINES SHALL BE IN ACCORDANCE WITH OSHA AND ENTERGY REQUIREMENTS, WATERING, DUST CONTROL, REMOVAL OF MUD, SPILLAGE, AND DISPOSAL OF DEBRIS.

DURATION OF THE CONTRACT. MAINTENANCE OF ACCESS ROAD J SHALL INCLUDE GRADING, REPLACING ROAD SURFACING,

11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ACCESS ROAD J THROUGHOUT THE

SHALL RE-ESTABLISH THE BASELINE AS REQUIRED BEFORE BEGINNING THE WORK. ALL UNITS ARE US SURVEY FEET.

IMPLEMENTED. THE CONTRACTOR SHALL VERIFY THE ESTABLISHMENT OF THE PROJECT BASELINE AT THE PROJECT SITE, AND

10. THE BENCHMARKS AND BASELINES HAVE BEEN ESTABLISHED BY THE GOVERNMENT. THE STATE PLANE ZONE HAS BEEN

SPECIFICATIONS AND/OR DRAWINGS.

DETAILS. FOR THE UTILITY OWNER'S REPRESENTATIVE CONTACT THE DESIGNATED INDIVIDUAL REFERRED TO IN THE

PRIOR TO WORK ADJACENT TO AND OVER THE UTILITY ALIGNMENT. REFER TO THE SPECIFICATIONS, SECTION 01100, FOR

LOCATIONS WERE PROVIDED BY THE RESPECTIVE UTILITY COMPANIES. THE CONTRACTOR SHALL CONTACT THE OWNER(S)

9. THE LOCATIONS OF THE EXISTING UTILITIES INDICATED ON THE DRAWINGS ARE FOR INFORMATIONAL PURPOSES. THE

8. ALL THE STATIONS ARE BASELINE STATIONS UNLESS OTHERWISE NOTED.

2009.55 (NAVD88(2009.55)) USING GEOID12B UNLESS OTHERWISE NOTED.

7. ALL ELEVATIONS ARE EXPRESSED IN US FEET AND REFER TO THE NORTH AMERICAN VERTICAL DATUM OF 988 EPOCH

6. THE DRAWINGS MARKED "NOT TO SCALE" (N.T.S.) ARE GENERALLY DRAWN TO SCALE, BUT SHOULD NOT BE SCALED.

VERIFICATION.

5. THE DIMENSIONS, ELEVATIONS AND TABULATION COORDINATES ARE APPROXIMATE READINGS, AND REQUIRE FIELD

4. THE AERIAL PHOTOGRAPHY WAS FLOWN IN DECEMBER 2022.

DATUM 1983, STATE PLANE, LOUISIANA SOUTH, ZONE 1702, US SURVEY FEET.

3. THE XY COORDINATES USED IN THE DRAWINGS REFER TO THE FOLLOWING HORIZONTAL DATUM: NORTH AMERICAN

LINES, AND THE LAMBERT CONFORMAL CONIC PROJECTION IS REPRESENTED BY DASH TICK LINES.

2. INSIDE THE PLAN AREAS, THE POLYCONIC PROJECTION NORTH AMERICAN DATUM 1983 IS REPRESENTED BY SOLID TICK

DISTRICT, SURVEY SECTION (504) 862-1852.

1. THE DESCRIPTIONS OF HORIZONTAL AND VERTICAL CONTROL POINTS ARE AVAILABLE FROM USACE, NEW ORLEANS

GENERAL NOTES:

CPT CONE PENETROMETER TEST

ABBREVIATIONS

* UNLESS OTHERWISE NOTED ON EACH SHEET

BASELINE

BENCHMARK

CENTERLINE

CONSTRUCTIONCONST.

C/L

BM

B/L

NOT TO SCALEN.T.S.

LAND SIDEL/S

R/W RIGHT OF WAY

STATIONSTA.

ELEVATIONEL.

FOOT OR FEETFT.

HWY. HIGHWAY

OF ENGINEERS

UNITED STATES ARMY CORPS USACE

TYP. TYPICAL

LIMIT OF CONSTRUCTIONLOC

C/E CONSTRUCTION EASEMENT

+/- APPROXIMATE

X:X XV:XH SLOPE

(SHOWN ON SAME SHEET)

SECTION CUT

(SHOWN ON ANOTHER SHEET)

SECTION CUT

568,526.983,568,948.043

573,442.983,566,001.552

577,117.903,567,364.781

568,835.443,569,462.683

573,504.373,566,664.272

576,909.223,567,927.331

YX

STATE PLANE COORDINATES

POINT

RIGHT-OF-WAY TABULATION

* STATIONS ARE SHOWN FOR CONTINUITY

567,713.753,570,812.67996+80.46*

568,894.633,569,105.99976+05.07

573,475.613,566,360.29922+64.26

578,447.363,568,204.60869+61.45*

YX

STATE PLANE COORDINATES

ITEM

BASELINE TABULATION

574,184.443,566,307.20140+79.57

572,266.723,561,520.9989+23.32

572,264.333,561,516.0989+17.86

572,123.233,561,263.0986+28.18

572,120.503,561,257.3886+21.85

572,045.923,561,071.7884+21.82

572,044.793,561,069.1984+19.00

571,949.763,560,875.4182+03.24

571,948.733,560,873.1382+00.74

571,867.613,560,654.1479+67.36

571,866.713,560,651.9279+64.97

568,763.503,553,412.460+87.90

568,747.863,553,392.330+62.12

568,698.483,553,354.620+00

YX

STATE PLANE COORDINATES

STATION

CENTERLINE TABULATION

EXISTING ACCESS ROAD J

571,265.083,559,201.426

571,953.713,558,857.535

572,260.133,559,481.134

572,379.133,559,421.793

573,035.223,560,340.732

571,968.583,560,856.401

YX

STATE PLANE COORDINATES

POINT

TABULATION

EMBANKMENT STOCKPILE

572,132.663,561,230.4767

572,204.333,561,360.6666

572,275.063,561,491.3365

572,358.033,561,686.1264

572,441.003,561,880.9163

574,267.933,566,630.6262

572,794.783,562,744.1161e

572,817.913,562,734.6361d

572,836.883,562,780.8961c

572,813.743,562,790.3761b

572,875.233,562,940.4061a

574,215.643,566,609.9561

572,939.123,563,101.8860i

572,962.373,563,092.6860h

572,980.763,563,139.1860g

572,957.513,563,148.3860f

573,275.613,563,952.4460e

YX

STATE PLANE COORDINATES

NAD 83

POINT

J EASEMENT

EXISTING ACCESS ROAD

573,298.863,563,943.2460d

573,317.253,563,989.7360c

573,294.003,563,998.9360b

573,532.763,564,602.4660a

574,308.863,566,551.8160

573,581.583,564,725.8659i

573,604.833,564,716.6659h

573,623.223,564,763.1659g

573,599.983,564,772.3559f

573,863.373,565,546.8859e.4

573,854.933,565,552.7859e.3

573,683.263,565,118.7559e.2

573,691.613,565,112.7259e.1

574,053.413,565,918.5259e

574,076.663,565,909.3259d

574,095.053,565,955.8159c

574,071.813,565,965.0159b

574,255.713,566,526.4859

574,196.903,566,281.2258

574,146.493,566,262.5257

574,033.773,565,977.5956i

574,010.523,565,986.7856h

573,992.133,565,940.2956g

574,015.373,565,931.0956f

573,724.913,565,088.1556e.4

573,733.263,565,082.1356e.3

573,905.533,565,517.4656e.2

573,897.083,565,523.3656e.1

573,561.853,564,784.7056e

573,538.603,564,793.9056d

573,520.213,564,747.4156c

573,543.453,564,738.2156b

573,495.613,564,617.2956a

573,256.833,564,013.7155i

573,233.593,564,022.9155h

573,215.193,563,976.4155g

573,238.443,563,967.2155f

572,920.253,563,162.9155e

572,897.003,563,172.1155d

572,878.603,563,125.6155c

572,901.853,563,116.4155b

572,838.133,562,955.3455a

572,775.363,562,802.1954e

572,752.233,562,811.6754d

572,733.263,562,765.4054c

572,756.403,562,755.9254b

572,621.113,562,425.8454a

572,404.093,561,896.3353

572,238.993,561,508.7252

YX

STATE PLANE COORDINATES

NAD 83

POINT

J EASEMENT

EXISTING ACCESS ROAD

572,097.483,561,247.2951

572,094.383,561,242.9250

572,037.663,561,099.1949

572,029.053,561,070.1248

571,934.163,560,878.3747

571,855.833,560,673.4846

571,583.523,560,039.8445

571,311.223,559,406.2044

571,182.843,559,113.4743

571,054.453,558,820.7542

570,968.163,558,587.0141

570,792.063,558,160.1840

570,615.973,557,733.3439

570,543.893,557,563.5838

570,471.823,557,393.8137

570,360.273,557,127.0736

570,208.793,556,765.9335

570,057.313,556,404.7934

569,755.743,555,719.9733

569,454.163,555,035.1532

569,330.113,554,750.9531

569,206.053,554,466.7530

569,037.793,554,091.9529

568,869.523,553,717.1528

568,723.373,553,417.0327

568,630.693,553,440.1326

568,626.673,553,437.1525

568,758.053,553,262.2824

568,761.913,553,265.3723

568,753.133,553,341.7422

568,906.343,553,701.5021

569,074.483,554,076.0320

569,242.633,554,450.5619

569,366.713,554,734.8318

569,490.803,555,019.0917

569,792.433,555,704.0416

570,094.063,556,388.9915

570,245.613,556,750.3114

570,580.773,557,548.0913

570,652.863,557,717.9012

570,829.153,558,145.1811

571,005.433,558,572.4510

571,048.493,558,689.119

571,091.563,558,805.788

571,347.913,559,390.277

571,620.413,560,024.356

571,892.903,560,658.435

571,970.853,560,862.324

572,066.423,561,055.463

572,075.513,561,086.152

572,132.663,561,230.471

YX

STATE PLANE COORDINATES

NAD 83

POINT

J EASEMENT

EXISTING ACCESS ROAD

568,724.153,569,277.0092+94.25

573,481.653,566,425.5037+47.59

576,995.283,567,728.910+00

YX

STATE PLANE COORDINATES

STATION

TABULATION

NEW LEVEE CENTERLINE

BASELINE.

* NEW DRAINAGE CHANNEL CENTERLINE IS 229.96' OFFSET OF

568,575.583,569,029.12978+62.14

573,322.783,566,183.79923+04.61

573,593.423,566,158.72922+23.91

577,084.853,567,453.89885+00

YX

STATE PLANE COORDINATES

B/L STATION*

CENTERLINE TABULATION

DRAINAGE CHANNEL

NEW LAND SIDE

574,225.663,566,669.50144+70.85

574,236.353,566,642.50144+40.84

574,277.623,566,538.25143+28.72

574,184.443,566,307.20140+79.62

YX

STATE PLANE COORDINATES

STATION

RAMP CENTERLINE TABULATION

CULVERT CROSSING & ACCESS

569,640.623,555,347.22D1

569,820.383,555,259.53C1

569,765.573,555,147.19B1

569,590.313,555,232.68A1

YX

STATE PLANE COORDINATES

POINT

STAGING AREA TABULATION

570,110.603,556,404.04D

570,744.853,556,124.19C

570,557.693,555,703.83B

569,921.863,555,990.13A

YX

STATE PLANE COORDINATES

POINT

SAND STOCKPILE TABULATION

575,306.433,566,983.074A

575,270.033,567,082.903A

575,450.503,567,149.322A

575,487.133,567,050.051A

YX

STATE PLANE COORDINATES

POINT

TABULATION

PILE LOAD TEST SITE

TEMPORARY WORK AREA FOR

DO NOT DISTURBC-027OVERHEAD POWERLINEENTERGYE-5

DO NOT DISTURBC-027ABANDONED, GAS PIPELINEUNKNOWNG-8

DO NOT DISTURBC-02722-INCH, GAS PIPELINE

LP

BOARDWALK PIPELINE PARTNERS,

G-7

DO NOT DISTURBC-02718-INCH, GAS PIPELINE

LP

BOARDWALK PIPELINE PARTNERS,

G-6

DO NOT DISTURBC-02712-INCH, GAS PIPELINE

INC.

AIR PRODUCTS & CHEMICALS,

G-5

DO NOT DISTURBC-027GAS PIPELINE

OPERATION, LLC

ENTERPRISE PRODUCTS

G-4

DO NOT DISTURBC-027GAS PIPELINESHELL PIPELINE CO., LLCG-3

DO NOT DISTURBC-012WATER VALVEPRIVATEWV-01

DO NOT DISTURBC-012WATER METERPRIVATEWM-01

DO NOT DISTURBC-013ABANDONED WELL HEADUNKNOWNWH-01

DO NOT DISTURBC-012WATER LINEST. JOHN THE BAPTISTW-001

DO NOT DISTURBC-01412 IN OXYGENAIR LIQUIDEN-082

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DO NOT DISTURBC-0146 IN BUCKEYE PARTNERSBUCKEYEG-071

DO NOT DISTURBC-01412 IN HYDROGEN GASPRAXAIR/LINDEG-068

DO NOT DISTURBC-01410 IN ETHYLENESHELLG-057

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DO NOT DISTURBC-0146 IN BUTANESHELLG-055

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DO NOT DISTURBC-01420 IN NATUAL GASENLINKG-036

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DO NOT DISTURBC-0146 IN LIQUID NATURAL GASPHILLIP 66G-034

DO NOT DISTURBC-01420 IN NATUAL GASENLINKG-033

DO NOT DISTURBC-01412 IN HYDROGENPRAXAIR/LINDEG-032

DO NOT DISTURBC-0148 IN ISOBUTANEENTERPRISEG-031

DO NOT DISTURBC-0148 IN NATURAL GASENTERPRISEG-030

DO NOT DISTURBC-01424 IN MULTI-PRODUCTSHELLG-021

DO NOT DISTURBC-01412 IN LGLENTERPRISEG-020

DO NOT DISTURBC-01412 IN DRY GASSHELLG-019

DO NOT DISTURBC-01412 IN KOCH PIPELINE SE INCKOCHG-015

DO NOT DISTURBC-01212 IN NATURAL GASSHELLG-002

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DO NOT DISTURBC-012ABANDONEDUNKNOWNG-A01

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DO NOT DISTURBC-004OVERHEAD DISTRIBUTION LINESENTERGY E-1

CONTRACTOR

TO BE FILLED IN BY

C-001EXISTING CHANNELST. JOHN THE BAPTISTCHANNEL

DISPOSITIONSHEETDESCRIPTIONOWNERITEM

UTILITY TABULATION

H -8

-4 G

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B U

L A

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IO

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G-04

U P

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US Army Corps

N E

W O

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L A

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N A

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A

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M D

A M

A G

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IS

K

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D U

C T

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N

P R

O J E

C T

P O

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C H

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L E

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IS

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F

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X X

X X

X X

X X

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-2

-B

N O

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M B

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A N

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A R

IS

H

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IS

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N A

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J O

H N

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A P

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A R

IS

H

A N

D S

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H A

R L

T

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L H

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T E

N

D B

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K H

-8 -4

W S

L P

-1 A

L E

V E

E

C/L STA. 0+00.00

WSLP-19-011U

WSLP-19-010UWSLP-19-090C-V

WSLP-19-012C

WSLP-19-011C

WSLP-19-010C

EXISTING GRADE

COMPACTED FILL

NEW LAND SIDE CHANNEL, BOTTOM EL. -5.0

REINFORCEMENT…