Amend-0003_W912HY19B0009.pdf

W45VAK90460973

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

(See page no. 2 for description of amendment)

1. CONTRACT ID CODE PAGE OF PAGES

J 1 72

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

16C. DATE SIGNED

BY

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 W912HY19B0009

X 9B. DATED (SEE ITEM 11)

07-Jun-2019

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 X is extended, 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

09-Jul-2019

CODE

US ARMY CORPS OF ENGINEERS

2000 POINT FORT ROAD

P.O. BOX 1229

GALVESTON TX 77553-1229

W912HY 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912HY19B0009

A0003-2

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

1. THE SPECIFICATIONS FOR SOLICITATION NO. W912HY19B0009, CORPUS CHRISTI

SHIP CHANNEL, TEXAS PLACEMENT AREA NO. 10 IN NUECES COUNTY, TEXAS,

CONTAINMENT DIKE RAISE, ARE HEREBY AMENDED AS FOLLOWS:

THE PROPOSAL DUE DATE IS HEREBY RESCHEDULED FOR 17-JULY-2019 AT 2:00 P.M.

CDT.

a) Specifications.

(1) SECTION 00 11 00.00 45, BID SCHEDULE – The enclosed SECTION 00 11 00.00 45 entitled BID SCHEDULE supersedes that issued with this Solicitation.

(2) SECTION 31 23 16.18 45, EXCAVATION, FILLING, AND BACKFILLING FOR

STRUCTURE – The enclosed SECTION 31 23 16.18 45 entitled EXCAVATION, FILLING, AND BACKFILLING FOR STRUCTURE supersedes that issued with this Solicitation.

(3) SECTION 31 41 16.17 45, PLACEMENT AREA SHEET PILING – The enclosed SECTION 31 41 16.17 45 entitled PLACEMENT AREA SHEET PILING supersedes that issued with this Solicitation.

(4) SECTION 35 41 00.01 45, EMBANKMENT CONSTRUCTION – The enclosed SECTION 35 41 00.01 45 entitled EMBANKMENT CONSTRUCTION supersedes that issued with this Solicitation.

b) Drawings.

(1) DRAWINGS NO. G-102, C-101 through C-501, B-101, and S-101 - The enclosed Drawings

no. G-102, C-101 through C-501, B-101, and S-101, supersedes that issued with this Solicitation.

(2) DRAWINGS NO. C-103 AND C-321 - Drawings no. C-103 and C-321 are hereby deleted from this solicitation.

(3) NOTE: Entire drawing package is included for clarity, and to reflect the change of command to COL Timothy R. Vail.

2. This amendment shall be attached to and become a part of the solicitation.

5 Encls:

1. SECTION 00 11 00.00 45, BID SCHEDULE

2. SECTION 31 23 16.18 45, EXCAVATION, FILLING, AND BACKFILLING FOR STRUCTURE

3. SECTION 31 41 16.17 45, PLACEMENT AREA SHEET PILING

4. SECTION 35 41 00.01 45, EMBANKMENT CONSTRUCTION

5. DRAWINGS NO. G-102, C-101 through C-501, B-101, and S-101, including all other drawings for clarity.

SWG FILE NO.:NUECES 803-354 SOLICITATION NO.:W912HY19B0009

SECTION TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

SECTION 00 11 00.00 45

BID SCHEDULE

PART 1 GENERAL

1.1 BID SCHEDULE

1.1.1 Schedule No. 1

1.1.2 Option No. 1

1.2 EVALUATION OF OPTIONS (July 1990) (FAR 52.217-5)

-- End of Section Table of Contents --

DOCUMENT 00 11 00.00 45 Page 1

TO ACCOMPANY AMENDMENT NO. 0003 TO W912HY19B0009

SECTION 00 11 00.00 45

BID SCHEDULE

(AMD#0003)

PART 1 GENERAL

1.1 BID SCHEDULE

(TO BE ATTACHED TO STANDARD FORM 1442)

1.1.1 Schedule No. 1

Item No.

Description Estimated Quantity

Unit Unit Price Estimated Amount

SCHEDULE NO. 1

0001 Mobilization and Demobilization 1 JOB SUM $___________

0002 Clearing and Grubbing 1 JOB SUM $_________

0003 Stripping

1 JOB SUM $_________

0004 DMPA No. 10, Semi-compacted Containment Dike Construction

300,000 C.Y. $_________ $___________

0005 DMPA No. 10, Uncompacted Interior Berm Construction

95,000 C.Y. $_________ $___________

0006 DMPA No. 10, Shorebank Semi-compacted Berm Construction

75,000 C.Y. $_________ $___________

0007 DMPA No. 10, Demolition of Existing Drop-Outlet Structure

1 JOB SUM $___________

DOCUMENT 00 11 00.00 45 Page 2

Item No.

Description Estimated Quantity

Unit Unit Price Estimated Amount

SCHEDULE NO. 1

0008 DMPA No. 10, Construction of New Drop-Outlet Structure

1 JOB SUM $___________

0009 Turfing

1 JOB SUM $___________

0010 As-Built Drawings

1 JOB SUM $___________

TOTAL SCHEDULE NO. 1 $___________

NOTE: Completion time stated in SECTION 00 73 00.00 45 SPECIAL CONTRACT REQUIREMENTS, STANDARD is for Schedule No. 1 work.

DOCUMENT 00 11 00.00 45 Page 3

BID SCHEDULE (CONT'D)

(TO BE ATTACHED TO STANDARD FORM 1442)

1.1.2 Option No. 1

Item No.

Description Estimated Quantity

Unit Unit Price Estimated Amount

OPTION NO. 1

0011 DMPA No. 10, Shoreline Erosion Prevention

3,400 LF $_________ $___________

TOTAL OPTION NO. 1 $___________

TOTAL SCHEDULE NO. 1 AND OPTION NO. 1 $___________

NOTE FOR OPTION NO. 1: The Government may exercise this Option by written notice to the Contractor prior to completion of all authorized work. An additional time of 150 calendar days will be added to this Contract for completion of this Option.

DOCUMENT 00 11 00.00 45 Page 4

BID SCHEDULE (CONT'D)

(TO BE ATTACHED TO STANDARD FORM 1442)

1.2 EVALUATION OF OPTIONS (July 1990) (FAR 52.217-5)

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 the basic requirement. Evaluation of options will not obligate the Government to exercise the option(s).

-- End of Document --

DOCUMENT 00 11 00.00 45 Page 5

DIVISION 31 - EARTHWORK

SECTION 31 23 16.18 45

EXCAVATION, FILLING, AND BACKFILLING FOR STRUCTURE

PART 1 GENERAL

1.1 SUMMARY

1.2 MEASUREMENT AND PAYMENT

1.3 REFERENCES

1.4 RIGHTS-OF-WAY

1.5 SUBMITTALS

1.6 QUALITY CONTROL

1.6.1 Reporting

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Satisfactory Materials

2.1.2 Unsatisfactory Materials

2.1.3 Random Fill

2.1.4 Material for Structural Backfill

2.1.5 Equipment for Compaction Around Structures

PART 3 EXECUTION

3.1 CLEARING, GRUBBING AND REMOVAL OF DEBRIS

3.1.1 Construction Plan

3.2 EXCAVATION

3.2.1 Common Excavation

3.2.1.1 Structural Excavation

3.2.1.2 (AM#3)Drainage Ditches

3.2.2 Grade Tolerances

3.2.3 (AM#3)Final Grading

3.2.4 Removal of Unsatisfactory Soils

3.2.5 Protection or Removal of Utility Lines

3.3 SLIDES

3.4 BACKFILL

3.4.1 Backfill Around Piles and Other Structures

3.4.2 Backfilling Around Pipe

3.4.3 Structural Backfill

3.4.3.1 Final Subgrade

3.5 CONTRACTOR QUALITY CONTROL

3.5.1 Compliance Inspection

3.5.2 Records

-- End of Section Table of Contents --

SECTION 31 23 16.18 45 Page 1

SECTION 31 23 16.18 45

EXCAVATION, FILLING, AND BACKFILLING FOR STRUCTURE

(AMD#0003)

PART 1 GENERAL

1.1 SUMMARY

The work covered in this Section consists of furnishing labor, equipment, and other incidentals necessary to perform excavation, stockpiling, structural excavation and backfill for the drop-outlet structure and other incidental work specified, construction of compacted fills and backfill, disposal of excavated materials, and other earthwork incidental to excavation and other improvements.

1.2 MEASUREMENT AND PAYMENT

No separate payment will be made for work covered under this section.

Include all associated costs in the applicable Bid Schedule items.

1.3 REFERENCES

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

ASTM INTERNATIONAL (ASTM)

ASTM C33/C33M (2018) Standard Specification for Concrete Aggregates

ASTM D2487 (2017) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

1.4 RIGHTS-OF-WAY

The rights-of-way for constructing the work is to be furnished without cost to the Contractor. Preserve and protect from damage caused by operations, the monuments placed on rights-of-way and base lines set by the Government. Monuments damaged or displaced by operations are to be repaired or replaced by the Contractor at its expense. Additional markings or stakes that have been placed along the rights-of-way limits are to be maintained by the Contractor throughout the duration of this Contract.

1.5 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 31 23 16.18 45 Page 2

SD-01 Preconstruction Submittals

Construction Plan

SD-03 Product Data

Material For Structural Backfill; G,DO

1.6 QUALITY CONTROL

Establish and maintain quality control for excavation operations to assure compliance with Contract requirements and maintain records of quality control for construction operations including but not limited to the following:

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

(2) Structural Excavation. Check grade, slopes, and dimensions for compliance with design sections.

(3) Grade Tolerances. Check fills to determine if placement conforms to prescribed grade and design section.

(4) Construction. Layout, maintaining existing drainage, moisture control, thickness of layers, spreading and compacting.

(5) Classification of soils, placing and compacting of structural fill, and density tests.

(6) Control Testing. Perform control testing, including particle size analysis. No separate measurement and payment will be made for control testing required in this Subparagraph. Include the costs for control testing in the Contract prices for items of work to which the work is incidental thereto.

1.6.1 Reporting

The original and two copies of these records of inspections and tests, as well as the records of corrective action taken, is to be furnished to the Government daily. Format of the report is to be as specified in the

SECTION 01 45 01.00 QUALITY CONTROL.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Satisfactory Materials

Satisfactory Materials are to include materials classified in ASTM D2487 as CL, CH, SC, SP, SM, SW, GC. Satisfactory materials are to have a natural, in-place moisture content less than 40 percent and is to be free from roots, brush, sod or other perishable materials

2.1.2 Unsatisfactory Materials

Unsatisfactory soils are materials that include organic material, debris, soft silts, and similar materials.

SECTION 31 23 16.18 45 Page 3

2.1.3 Random Fill

Random Fill is to include materials classified in ASTM D2487 as CL, CH, SC, SW, SP and CL-ML. Random fill is to be free from roots, brush, sod or other objectionable materials. Random fill is to be placed to backfill the over-excavation. In areas where it is impracticable in the opinion of the Contracting officer, to dewater the area to be filled or backfilled, granular material is to be used.

2.1.4 Material for Structural Backfill

Unless otherwise specified on the plans, the satisfactory soils for backfill around the pipes are to be fine aggregate ASTM C33/C33M, or acceptable onsite granular soils. Follow the specification for structural fill and use random fill materials defined above for around pipes.

Acceptable granular materials are SC, SP, SM, SW, GC, GM, GP, GW chosen from the satisfactory materials subparagraph above.

2.1.5 Equipment for Compaction Around Structures

1. Hand tamping is to be used in the compaction of structural fill within 3 feet of a structure and near structures where vehicular equipment cannot be used. These hand tampers are to be power driven, hand operated type.

2. Alternative Compaction Equipment - The Contractor may propose for use alternative types of compaction equipment not included in these specifications. The suitability of the alternative equipment is to be demonstrated to the Contracting Officer by a field test conducted by and at the expense of the Contractor. The alternative compaction equipment is to be capable of properly compacting the soil so that no planes of weakness or laminations are formed in the fill.

Additionally, the alternative compaction equipment is not to detrimentally affect adjacent structures. The field test is to consist of compacting a minimum of three layers of an area of embankment with the alternative type equipment.

3. Miscellaneous Equipment - Scarifiers, disks, spring-tooth or spike-tooth harrows, spreaders, power tampers and other equipment are to be of types suitable for the required construction. Sprinkling equipment is to be designed to apply water uniformly and in controlled quantities to variable widths of surface.

PART 3 EXECUTION

3.1 CLEARING, GRUBBING AND REMOVAL OF DEBRIS

Clearing, grubbing and removal of debris is to be done in accordance with the SECTION 31 11 00.10 45 CLEARING, GRUBBING AND REMOVAL OF DEBRIS.

3.1.1 Construction Plan

Excavation is to be performed using a method that will ensure that the area of the site and the area immediately surrounding the site are continually and effectively drained. Water is not to be permitted to accumulate in the excavation areas. The excavation is to be drained by satisfactory methods to prevent softening of the foundation bottom, undercutting of footings, or other actions detrimental to proper construction procedures. Unless otherwise shown, backfill and fill for the structure is to be sloped to

SECTION 31 23 16.18 45 Page 4 drain away from the structure.

Compacted fill and backfill is to be carried on in areas free of water.

Normal ground water level in the project area varies. Silt and sand materials in the area may become saturated or water bearing and during excavation the slopes may be subject to sloughing. Prior to making the compacted fills and backfills, foundation areas are to not be permitted to accumulate water.

3.2 EXCAVATION

3.2.1 Common Excavation

Common excavation is to consist of removal of materials by excavating to remove the existing drainage pipes and the existing drop-outlet structural concrete footing, to install new footing and new drainage pipes. Care is to be exercised by the Contractor to not excavate below the grades shown to remove unsatisfactory materials, unless otherwise directed. Excessive excavation, as determined by the Contracting Officer, due to the fault or negligence of the Contractor is to be backfilled to grade. In the exterior slope repairing areas, excessive excavations are to be backfilled with cohesive materials as specified in the SECTION 35 41 00.01 45 EMBANKMENT CONSTRUCTION. Backfilling of excessive excavations due to the fault or negligence of the Contractor will be at the expense of the Contractor.

3.2.1.1 Structural Excavation

Make the required excavations for the construction of the drop-outlet structure. Satisfactory material from required structural excavation is to be used in the structural backfill. Materials determined to be unsuitable by the Contracting Officer will be ordered wasted. Excavation for the structure is to conform to the dimensions and elevations for the structure as shown. Excavation carried below indicated depths of the structures will not be permitted except to remove unsatisfactory material as directed.

Unsatisfactory material is to be excavated 2 feet below the depth of concrete footing and the drainage pipes and replaced with CL and SC material. Material removed below the depths shown is to be replaced to the indicated excavation grade with satisfactory materials placed and compacted as specified in the SECTION 35 41 00.01 45 EMBANKMENT CONSTRUCTION at no additional cost to the Government.

3.2.1.2 (AM#3)Drainage Ditches

There are existing drainage ditches within the PA. If in any case the existing drainage ditches which include perimeter and interior ditches have been impacted by construction activities, the Contractor is to re-establish the flow of the drainage ditches to the new drop-outlet structure.

Drainage ditches are to be excavated at locations, sizes and depths.

Borrow area drainage ditches are to be excavated and connected to the existing ditches.

3.2.2 Grade Tolerances

Excavation of side slopes are not to be more than 0.2-foot above or below the grade indicated, and not vary more than 0.2-foot in 10 feet as measured with a straightedge.

SECTION 31 23 16.18 45 Page 5

3.2.3 (AM#3)Final Grading

The excavated side slopes and drainage ditch bottom are to be graded smooth and recompacted where necessary to achieve a smooth compacted surface that is free of loose material and that conforms to the grade tolerance as specified above. The final graded ditch bottom is to be adequate to convey flow of water with no obstruction.

3.2.4 Removal of Unsatisfactory Soils

The removal of soils that are considered to be unsatisfactory are to be required in certain areas where compacted fill is to be placed. Soft yielding material encountered in the surface that will not adequately support construction equipment, in the opinion of the Contracting Officer, is to be removed to a minimum depth of 3 feet. The depth of removal is to be as directed. The Contractor will be required to excavate these areas to the depths directed and backfill the areas as specified in the Paragraph:

BACKFILL below and SECTION 35 41 00.01 45 EMBANKMENT CONSTRUCTION.

Unsatisfactory soils are materials that include organic material, debris, soft silts, and similar materials. These materials may be disposed in the Placement Area as indicated.

Unsatisfactory material in surfaces to receive fill is to be removed and replaced with satisfactory materials. Unsuitable materials are to be used as backfill cover to bury materials removed from SECTION 31 11 00.10 45 CLEARING, GRUBBING AND REMOVAL OF DEBRIS. The placing and compaction of satisfactory materials are to be as specified in the SECTION 35 41 00.01 45

EMBANKMENT CONSTRUCTION.

3.2.5 Protection or Removal of Utility Lines

Any existing utility lines that are shown or the locations of which are made known or visible to the Contractor prior to excavation and that are to be retained, as well as, utility lines constructed during excavation operations are to be protected from damage during excavation and backfilling, and if damaged, are to be repaired by and at Contractor expense. Existing utility lines that are to be retained and that are not shown or the locations of which are not made known to the Contractor in sufficient time to avoid damage, if inadvertently damaged during excavation, are to be repaired by the Contractor at no cost to the Government.

3.3 SLIDES

In areas of saturated soils, soils become very soft and lose its resistance which may cause settlement of the embankment. The Contractor is to be aware that the borrow material inside of Placement areas mainly consist of dredge maintenance material. Some sliding is expected during construction. If sliding occurs in the fill or excavation during construction, or after completion but prior to acceptance, the Contractor is to, upon written order directive, cut out and remove the slide as directed and backfill the excavated area with compacted fill. If the slide is caused through fault of the Contractor, the foregoing operation is to be performed without cost to the Government.

SECTION 31 23 16.18 45 Page 6

3.4 BACKFILL

3.4.1 Backfill Around Piles and Other Structures

Material is to consist of satisfactory material as specified in the Subparagraph: Satisfactory Materials, and be obtained from the required excavation. The moisture content of the material is to be adjusted to within the moisture content range specified in the SECTION 35 41 00.01 45 EMBANKMENT CONSTRUCTION. Material is to be placed in maximum 4-inch to 6-inch thick layers prior to compaction and be thoroughly compacted with power-driven hand tampers to the density of the surrounding earth.

Backfilling is to be carried out in areas that are continually and effectively drained.

3.4.2 Backfilling Around Pipe

The pipe foundation areas and other surrounding areas are to be carefully backfilled with approved satisfactory material as specified in the Subparagraph: Material for Structural Backfill. The backfill materials are to be soil material that is free of rocks, stones, or hard clods more than 3 inch in diameter. The moisture content of the material is to be adjusted to within the moisture content range specified in the SECTION 35 41 00.01 45 EMBANKMENT CONSTRUCTION. The initial backfill material is to be deposited in areas free of water in maximum 4-inch to 6-inch thick layers evenly on both sides of the pipe and beneath the pipe haunches and compacted carefully with power-driven tampers to the density of the surrounding earth. The backfilling over pipe in 6-inch layers and compaction with power-driven hand tampers is to continue until the pipe has a minimum of 2 feet of cover. The remainder of the backfill or fill over pipe is to be placed and compacted as specified for compacted fill in the SECTION 35 41 00.01 45 EMBANKMENT CONSTRUCTION. At no time will heavy equipment for spreading and compaction of material be operated within 2 feet of a wall. Backfilling is to be carried out in areas that are continually and effectively drained.

3.4.3 Structural Backfill

Backfill and fill for structures are to be placed in horizontal layers not to exceed 6 inches to 8 inches in loose depth and then compacted. Material is not to be placed on a surface that is muddy, frozen, or contains frost.

Backfilling is not to begin until construction of the drop-outlet structure has been approved, and the excavation cleaned of trash and debris.

Backfill and fill are to be brought up to the indicated finished grade.

Where material is to be placed against both sides of a wall or pipe, the placement of lifts are to be controlled so that the difference between the earth elevation on one side and the earth elevation on the other side of the wall is as small as practicable. However, the difference in elevations may not exceed 2 feet unless the finished grade on one side of the wall differs from the finished grade on the other, and the earth surface on both sides of the wall has been brought up to the lower finished grade. Unless otherwise directed, the placing and compaction of backfill and fill material is to conform to the provisions specified in the SECTION 35 41 00.01 45 EMBANKMENT CONSTRUCTION. Heavy equipment for spreading or compacting is not to be operated closer than 3 feet to a foundation or wall. Material within 3 feet of foundations, pipes, and tops of structures is to be compacted by hand operated power-driven tampers.

Excavation for the structures is to conform to the dimensions and elevations for the structures as shown. Excavation carried below indicated

SECTION 31 23 16.18 45 Page 7 depths of the structures will not be permitted except to remove unsatisfactory material as directed. Unsatisfactory material is to be excavated 2 feet below the depth of concrete foundation & the drainage pipes and replaced with satisfactory material. Material removed below the depths is to be replaced to the indicated excavation grade with satisfactory materials placed and compacted as specified in the SECTION 35 41 00.01 45 EMBANKMENT CONSTRUCTION at no additional cost to the Government.

3.4.3.1 Final Subgrade

Soft spots encountered within the subgrade foundation area are to be removed, replaced by approved satisfactory materials of similar soil type, and compacted as specified.

3.5 CONTRACTOR QUALITY CONTROL

3.5.1 Compliance Inspection

Inspect and test for compliance with the Contract requirements and record the inspection of the operations, including but not limited to the following:

(1) Excavation - Lines and grades; drainage; shoring; disposal of materials.

(2) Filling and Backfilling - Materials; preparation of ground surface;

placement; compaction.

3.5.2 Records

A copy of the records of inspections and corrective actions taken are to be included in the daily quality control reports.

-- End of Section --

SECTION 31 23 16.18 45 Page 8

DIVISION 31 - EARTHWORK

SECTION 31 41 16.17 45

PLACEMENT AREA SHEET PILING

PART 1 GENERAL

1.1 SUMMARY

1.2 REFERENCES

1.3 MEASUREMENT AND PAYMENT

1.4 SUBMITTALS

1.5 (AM#3)ESTIMATED QUANTITIES

1.6 SYSTEM DESCRIPTION

1.7 QUALITY ASSURANCE

1.7.1 Material Certificates

1.8 DELIVERY, STORAGE, AND HANDLING

PART 2 PRODUCTS

2.1 METAL SHEET PILING

2.1.1 Interlocks

2.1.2 General Requirements

2.2 APPURTENANT METAL MATERIALS

2.3 TESTS, INSPECTIONS, AND VERIFICATIONS

2.3.1 Materials Tests

PART 3 EXECUTION

3.1 Earthwork

3.2 INSTALLATION

3.2.1 Pile Driving Equipment

3.2.1.1 Driving Hammers

3.2.1.2 Jetting Equipment

3.2.2 Placing and Driving

3.2.2.1 Placing

3.2.2.2 Driving

3.2.3 Cutting-Off and Splicing

3.2.4 (AM#3)

3.2.5 Inspection of Driven Piling

3.2.6 Pulling And Redriving

3.3 INSTALLATION RECORDS

-- End of Section Table of Contents --

SECTION 31 41 16.17 45 Page 1

SECTION 31 41 16.17 45

PLACEMENT AREA SHEET PILING

(AMD#0003)

PART 1 GENERAL

1.1 SUMMARY

The work covered by this section consists of all plant, equipment, labor, materials and performance of all operationsin connection with installation of metal sheet piling for a new drop-outlet structure for seepage protection.

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.

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2015; Errata 1 2015; Errata 2 2016) Structural Welding Code - Steel

ASTM INTERNATIONAL (ASTM)

ASTM A572/A572M (2018) Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel

ASTM A6/A6M (2017a) Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling

1.3 MEASUREMENT AND PAYMENT

Measurement and payment for placement area sheet piling will be in accordance with provisions of the SECTION 01 22 00.10 MEASUREMENT AND

PAYMENT.

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:

SD-01 Preconstruction Submittals

Tie-In To Existing Sheet Pile; G,DS

SD-02 Shop Drawings

SECTION 31 41 16.17 45 Page 2

Metal Sheet Piling; G

SD-03 Product Data

Driving Pile Driving Equipment; G

PULLING AND REDRIVING; G

The proposed method of pulling sheet piling must be submitted and approved prior to pulling piling.

Interlocked Joint Strength In Tension Test

SD-06 Test Reports

MATERIALS TESTS

Certified materials test reports showing that sheet piling and appurtenant metal materials meet the specified requirements must be submitted for each shipment and identified with specific lots prior to installing materials.

SD-11 Closeout Submittals

Pile Driving Record

1.5 (AM#3)ESTIMATED QUANTITIES

The estimated quantities of sheet piling listed in the unit price schedule of the contract, as to be furnished by the Contractor, are given for bidding purposes only. Sheet piling quantities for payment will consist of the square feet of piling acceptably installed. Installed quantities will consist of all piling including fabricated sections driven between the required top and bottom elevations of pilings plus any additions thereto resulting from changes in design or alignment as provided in paragraph

DRIVING.

1.6 SYSTEM DESCRIPTION

Submit to the Contracting Officer for approval descriptions of pile driving equipment to be employed in the work. Descriptive information includes manufacturer's name, model numbers, capacity, rated energy, hammer details, cushion material, helmet, templates, and jetting equipment.

1.7 QUALITY ASSURANCE

1.7.1 Material Certificates

For each shipment, submit certificates identified with specific lots prior to installing piling. Include in the identification data piling type, dimensions, chemical composition, mechanical properties, section properties, heat number, and mill identification mark.

1.8 DELIVERY, STORAGE, AND HANDLING

Materials delivered to the site shall be new and undamaged and shall be accompanied by certified test reports. Provide the manufacturer's logo and mill identification mark on the sheet piling as required by the referenced

SECTION 31 41 16.17 45 Page 3 specifications. Store and handle sheet piling in the manner recommended by the manufacturer to prevent permanent deflection, distortion or damage to the interlocks; as a minimum, support on level blocks or racks spaced not more than 10 feet apart and not more than 2 feet from the ends. Storage of sheet piling should also facilitate required inspection activities and prevent damage to coatings and corrosion prior to installation.

PART 2 PRODUCTS

2.1 METAL SHEET PILING

Submit detail drawings for sheet piling, including fabricated sections, showing complete piling dimensions and details, driving sequence and location of installed piling. Metalwork fabrication for sheet piling shall be as specified herein and Section 05 50 13.10 45 METALWORK FABRICATION, MACHINE WORK, AND MISCELLANEOUS PROVISIONS.

a. Include in the drawings details of tip protection if needed, lagging, fabricated additions to plain piles, cut-off method, and dimensions of templates and other temporary guide structures for installing piling.

Provide details of the method for handling piling to prevent permanent deflection, distortion or damage to piling interlocks.

b. (AM#3) Metal sheet piling shall be hot-rolled steel sections conforming to ASTM A690/A690M for the main wall and ASTM A572/A572M, Grade 50, for the anchor wallsheet piling.

c. For protection of sheet piling, coat it in accordance with SECTION

09 97 02 PAINTING: HYDRAULIC STRUCTURES.

2.1.1 Interlocks

The interlocks of sheet piling shall be free-sliding, provide a swing angle suitable for the intended installation but not less than 5 degrees when interlocked, and maintain continuous interlocking when installed.

2.1.2 General Requirements

Sheet piling shall be full-length sections of the dimensions shown.

Provide fabricated sections conforming to the requirement and the piling manufacturer's recommendations for fabricated sections. Fabricated tees, wyes and cross pieces shall be fabricated of piling sections with a minimum web thickness of 0.375 inch. Provide sheet piling with standard pulling holes. Metalwork fabrication for sheet piling shall be as specified.

2.2 APPURTENANT METAL MATERIALS

Provide metal plates, shapes, bolts, nuts, rivets and other appurtenant fabrication and installation materials conforming to manufacturer's standards and to the requirements specified.

2.3 TESTS, INSPECTIONS, AND VERIFICATIONS

Requirements for material tests, workmanship and other measures for quality assurance must be as specified herein and in Section 05 50 13.10 45

METALWORK FABRICATION, MACHINE WORK, AND MISCELLANEOUS PROVISIONS ...

SECTION 31 41 16.17 45 Page 4

2.3.1 Materials Tests

Submit certified materials tests reports showing that sheet piling and appurtenant metal materials meet the specified requirements, for each shipment and identified with specific lots prior to installing materials.

Material test reports shall meet the requirements of ASTM A6/A6M. Perform materials tests conforming to the following requirements. Sheet piling and appurtenant materials shall be tested and certified by the manufacturer to meet the specified chemical, mechanical and section property requirements prior to delivery to the site. Testing of sheet piling for mechanical properties shall be performed after the completion of all rolling and forming operations. Testing of sheet piling shall meet the requirements of

ASTM A6/A6M.

PART 3 EXECUTION

3.1 Earthwork

Perform in accordance with SECTION 31 23 16.18 45 EXCAVATION, FILLING, AND BACKFILLING FOR STRUCTURE. Pre-excavation will not be permitted. Backfill as indicated.

3.2 INSTALLATION

3.2.1 Pile Driving Equipment

Submit complete descriptions of sheet piling driving equipment including hammers, extractors, protection caps and other installation appurtenances, prior to commencement of work. Provide pile driving equipment conforming to the following requirements.

3.2.1.1 Driving Hammers

Hammers shall be steam, air, or diesel drop, single-acting, double-acting, differential-acting, or vibratory type. The driving energy of the hammers shall be as recommended by the manufacturer for the piling weights and subsurface materials to be encountered. Repair damage to piling caused by use of a pile hammer with excess delivered force or energy.

3.2.1.2 Jetting Equipment

Jetting will not be permitted.

3.2.2 Placing and Driving

3.2.2.1 Placing

Any excavation required within the area where sheet pilings are to be installed shall be completed prior to placing sheet pilings. Pilings properly placed and driven shall be interlocked throughout their length with adjacent pilings to form a continuous diaphragm throughout the length or run of piling wall.

a. Pilings shall be carefully located as shown. Pilings shall be placed plumb with out-of-plumbness not exceeding 1/8 inch per foot of length and true to line. Place the pile so the face will not be more than 6 inches from vertical alignment at any point. Top of pile at elevation of cut-off shall be within 1/2 inch horizontally and 2 inches vertically of the location indicated. Manipulation of piles to force

SECTION 31 41 16.17 45 Page 5 them into position will not be permitted. Check all piles for heave.

Redrive all heaved piles to the required tip elevation.

b. Provide temporary wales, templates, or guide structures to ensure that the pilings are placed and driven to the correct alignment. Use a system of structural framing sufficiently rigid to resist lateral and driving forces and to adequately support the sheet piling until design tip elevation is achieved. Use two templates, at least, when placing each piling not less than 20 feet apart. Templates shall not move when supporting sheet piling. Fit templates with wood blocking to bear against the web of each alternate sheet pile and hold the sheet pile at the design location alignment. Provide outer template straps or other restraints as necessary to prevent the sheets from warping or wandering from the alignment. Mark template for the location of the leading edge of each alternate sheet pile. If in view, also mark the second level to assure that the piles are vertical and in position. If two guide marks cannot be seen, other means shall be used to keep the sheet pile vertical along its leading edge.

3.2.2.2 Driving

Submit records of the completed sheet piling driving operations, including a system of identification which shows the disposition of approved piling in the work, driving equipment performance data, piling penetration rate data, piling dimensions and top and bottom elevations of installed piling.

Drive pilings with the proper size hammer and by approved methods so as not to subject the pilings to damage and to ensure proper interlocking throughout their lengths.

a. Maintain driving hammers in proper alignment during driving operations by use of leads or guides attached to the hammer. Caution shall be taken in the sustained use of vibratory hammers when a hard driving condition is encountered to avoid interlock-melt or damages.

Discontinue the use of vibratory hammers and use impact hammers when the penetration rate due to vibratory loading is one foot or less per minute.

b. Employ a protecting cap in driving when using impact hammers to prevent damage to the tops of pilings. Remove and replace pilings damaged during driving or driven out of interlock at the Contractor's expense.

c. Drive pilings without the aid of a water jet.

d. Take adequate precautions to ensure that pilings are driven plumb.

Where possible, drive Z-pile with the ball end leading. If an open socket is leading, a bolt or similar object placed in the bottom of the interlock will minimize packing material into it and ease driving for the next sheet. If at any time the forward or leading edge of the piling wall is found to be out-of-plumb in the plane of the wall the piling being driven shall be driven to the required depth and tapered pilings shall be provided and driven to interlock with the out-of-plumb leading edge or other approved corrective measures shall be taken to insure the plumbness of succeeding pilings. The maximum permissible taper for any tapered piling shall be 1/8 inch per foot of length.

e. Pilings in each run or continuous length of piling wall shall be driven alternately in increments of depth to the required depth or elevation.

No piling shall be driven to a lower elevation than those behind it in the same run except when the pilings behind it cannot be driven

SECTION 31 41 16.17 45 Page 6 deeper. Incrementally sequence driving of individual piles such that the tip of any sheet pile shall not be more than 4 feet below that of any adjacent sheet pile. When the penetration resistance exceeds five blows per inch, the tip of any sheet pile shall not be more than 2 feet below any adjacent sheet pile. If the piling next to the one being driven tends to follow below final elevation it may be pinned to the next adjacent piling.

f. If obstructions restrict driving a piling to the specified penetration, the obstructions shall be removed or penetrated with a chisel beam. If the Contractor demonstrates that removal or penetration is impractical, make changes in the design alignment of the piling structure as directed to ensure the adequacy and stability of the structure.

Pilings shall be driven to depths shown and shall extend up to the elevation indicated for the top of pilings. A tolerance of 2 inches above the indicated top elevation will be permitted. Pilings shall not be driven within 100 feet of concrete less than 7 days old.

3.2.3 Cutting-Off and Splicing

Pilings driven to refusal or to the point where additional penetration cannot be attained and are extending above the required top elevation in excess of the specified tolerance shall be cut off to the required elevation. Pilings driven below the required top elevation and pilings damaged by driving and cut off to permit further driving shall be extended as required to reach the top elevation by splicing when directed at no additional cost to the Government.

a. Pilings adjoining spliced pilings shall be full length unless otherwise approved. If splices are allowed in adjoining pilings, the splices shall be spaced at least 2 feet apart in elevation. Splicing of pilings shall be as indicated. Ends of pilings to be spliced shall be squared before splicing to eliminate dips or camber. Pilings shall be spliced together with concentric alignment of the interlocks so that there are no discontinuities, dips or camber at the abutting interlocks. Spliced pilings shall be free sliding and able to obtain the maximum swing with contiguous pilings. Welding of splices shall conform to specifications. Shop and field welding, qualification of welding procedures, welders, and welding operators shall be in accordance with AWS D1.1/D1.1M.

b. The tops of pilings excessively battered during driving shall be trimmed when directed, at no cost to the Government. Piling cut-offs shall become the property of the Contractor and shall be removed from the site.

c. Cut holes in pilings for bolts, rods, drains or utilities in a neat and workmanlike manner, as shown or as directed. Use a straight edge in cuts made by burning to avoid abrupt nicks. Bolt holes in steel piling shall be drilled or may be burned and reamed by approved methods which will not damage the surrounding metal. Holes other than bolt holes shall be reasonably smooth and the proper size for rods and other items to be inserted. Do not use explosives for cutting.

3.2.4 (AM#3)Tie-In To Existing Sheet Pile

The Contractor will submit a corner sheetpile connection design for approval to tie the new and existing sheetpiling together as indicated on the plans. The corner sheetpiling shall be designed to ensure positive

SECTION 31 41 16.17 45 Page 7 connection. The final installation will produce a tight fitting transition with no gaps that would allow for material loss or erosion. This may involve bolting, splicing, or other methodology and will be approved by the Government.

3.2.5 Inspection of Driven Piling

Perform continuous inspection during pile driving. Inspect all piles for compliance with tolerance requirements. Bring any unusual problems which may occur to the attention of the Contracting Officer. Inspect the interlocked joints of driven pilings extending above ground. Pilings found to be out of interlock shall be removed and replaced at the Contractor's expense.

3.2.6 Pulling And Redriving

Submit the proposed method of pulling sheet piling, prior to pulling any piling. Pull, as directed, selected pilings after driving to determine the condition of the underground portions of pilings. Any piling so pulled and found to be damaged, to the extent that its usefulness in the structure is impaired, shall be removed and replaced at the Contractor's expense.

Pilings pulled and found to be in satisfactory condition shall be redriven when directed.

3.3 INSTALLATION RECORDS

Maintain a Pile Driving Record for each sheet pile driven. Indicate on the installation record: installation dates and times, type and size of hammer, rate of operation, total driving time, dimensions of driving helmet and cap used, blows required per foot for each foot of penetration, final driving resistance in blows for final 6 inches, pile locations, tip elevations, ground elevations, cut-off elevations, and any reheading or cutting of piles. Record any unusual pile driving problems during driving. Submit complete records to the Contracting Officer.

-- End of Section --

SECTION 31 41 16.17 45 Page 8

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

35 41 00.01 45

EMBANKMENT CONSTRUCTION

PART 1 GENERAL

1.1 (AM#3)SUMMARY

1.2 MEASUREMENT AND PAYMENT

1.3 (AM#3) REFERENCE

1.4 DEFINITIONS

1.4.1 Classification of Soil

1.4.2 (AM#3)Containment Dike and Embankment

1.5 PROTECTION OF EXISTING SERVICE LINES AND UTILITY STRUCTURES

1.6 SITE CONDITION

1.6.1 Subsurface Soil Information of Borrow Materials

1.6.2 Quantity Surveys

1.7 CHANGES IN DIKE ALIGNMENT

1.8 STOCKPILING

1.9 SUBMITTALS

PART 2 PRODUCTS

2.1 GENERAL

2.1.1 Satisfactory Materials

2.1.2 Unsatisfactory Materials

2.2 HAUL ROAD MATERIALS

2.3 FILL MATERIAlS

2.3.1 (AM#3)Containment Dike

2.3.2 (AM#3) Cohesive Materials for Erosion Prevention Berm

PART 3 EXECUTION

3.1 CONSTRUCTION

3.1.1 General

3.1.2 Lines and Grades

3.1.3 (AM#3)Drainage

3.1.4 Conduct of the Work

3.1.5 Bid Volume Estimate

3.1.6 Tolerances

3.2 EXCAVATION

3.2.1 General

3.2.2 Borrow Excavation

3.2.3 Disposition of Excavated Materials

3.2.4 Utilities

3.3 FOUNDATION PREPARATION

3.4 EMBANKMENT CONSTRUCTION

3.4.1 General

3.4.1.1 Gradation and Distribution

3.4.1.2 Placing

3.4.1.3 Equipment Traffic

SECTION 35 41 00.01 45 Page 1

3.4.2 (AM#3)Satisfactory Fill

3.4.3 (AM#3)Fill for Exterior Erosion Prevention Berm

3.4.4 Moisture Control

3.4.4.1 Insufficient Moisture for Suitable Bond

3.4.4.2 Excessive Moisture for Suitable Bond

3.4.4.3 Drying Wet Material

3.4.4.4 Increase Moisture in Dry Materials

3.4.4.5 Random Fill Access Dike

3.4.5 Compaction Equipment

3.4.5.1 Vibratory Steel-wheel Roller for Sandy Soils

3.4.5.2 Tamping Rollers

3.4.5.3 Rubber-tired Rollers for Cohesive and Cohesionless Soils

3.4.5.4 Hand Operated Compactors

3.4.5.5 Crawler-type Tractors

3.4.5.6 Sprinkling Equipment

3.4.5.7 Miscellaneous Equipment

3.4.6 Compaction of Semi-compacted

3.4.7 Compaction of Uncompacted Fill

3.5 EROSION AND SLIDES

3.6 TURFING

3.7 QUALITY CONTROL

3.7.1 (AM#3) Excavation

3.7.2 Containment Dike

3.7.2.1 General

3.7.2.2 Fill Placement

3.7.3 Records

-- End of Section Table of Contents --

SECTION 35 41 00.01 45 Page 2

35 41 00.01 45

EMBANKMENT CONSTRUCTION

(AMD#0003)

PART 1 GENERAL

1.1 (AM#3)SUMMARY

The work covered in this Section consists of furnishing labor, equipment, and other incidentals necessary to perform construction of semi-compacted earthworkperimeter containment dike, and uncompacted earthworkberm and training dike with materials excavated from within the proposed areas shown Placement Area (PA)No. 10. Grading of the borrow areas to drain and other associated earthworks shall be considered incidental works.

1.2 MEASUREMENT AND PAYMENT

Measurement and payment for the work specified herein will be paid for in accordance with provisions of the SECTION 01 22 00.10 MEASUREMENT AND

PAYMENT.

1.3 (AM#3) REFERENCE

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 D2487 (2017) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D4318 (2017; E 2018) Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

U.S. ARMY CORPS OF ENGINEERS (USACE)

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

1.4 DEFINITIONS

1.4.1 Classification of Soil

Material used to construct the Containment Dike and for backfill shall be classified in accordance with ASTM D2487 (Unified Soil Classification System). Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Material classified as SW, SP, GM, GW, GP and SM will be identified as cohesionless only when the fines are nonplastic.

SECTION 35 41 00.01 45 Page 3

1.4.2 (AM#3)Containment Dike and Embankment

The terms "Embankment" and "Containment Dike" are interchangeable in these specifications and drawings. Embankment or Containment Dike are defined as the earth fill portions of the earthen structural system or other fills related to earthen construction, including training dike, perimeter dike, and berms.

1.5 PROTECTION OF EXISTING SERVICE LINES AND UTILITY STRUCTURES

Any existing utility lines that are shown or the locations of which are made known to the Contractor prior to excavation and that are to be retained, as well as utility lines constructed during excavation operations, shall be protected from damage during excavation and backfilling and if damaged shall be repaired by and at the expense of the Contractor. If the Contractor damages existing utility lines that are not shown or the locations of which are not known to the Contractor, report of this damage shall be made immediately to the Contracting Officer. If it is determined that repairs are to be made by the Contractor, these repairs will be ordered in accordance with the CONTRACT CLAUSE entitled CHANGES.

EVERY EFFORT HAS BEEN MADE TO GIVE PERTINENT DETAILS ON THE LOCATION OF

THE PIPELINES/UTILITIES. THE DATA FURNISHED ON THE PLANS ARE BELIEVED

TO BE SUBSTANTIALLY CORRECT. HOWEVER, THE EXACT LOCATIONS MAY VARY

FROM THAT SHOWN: THEREFORE, THE CONTRACTOR SHALL COOPERATE WITH THE

RESPECTIVE OWNERS TO ESTABLISH THE ACTUAL POSITION OF THE

PIPELINES/UTILITIES. THE U.S. ARMY CORPS OF ENGINEERS PERMITS OF THE

RESPECTIVE PIPELINES/UTILITIES AND PREVIOUS SURVEYS ARE AVAILABLE.

THE FOLLOWING IS FURNISHED FOR INFORMATION ON VERIFYING PIPELINE/UTILITY

OWNERSHIPS:

Lonestar Notification Center 1-800-545-6005 or online at www.Lonestar811.com

Texas 811 (Dig-Tess) 1-800-344-8377

1.6 SITE CONDITION

1.6.1 Subsurface Soil Information of Borrow Materials

Subsurface Cone Penetration Testing (CPT) plots are shown from 2016 soil investigations. These data represent subsurface information at each CPT location and boring locations; however, between each CPT and boring locations variations may exist in the subsurface between each CPT and boring locations. Groundwater levels encountered at the time of exploration are indicated on the CPT plots. The groundwater level in the PA can vary significantly depending on time of year and the amount precipitation.

If the designated possible borrow area materials are not suitable for a specified fill material, the Contractor is permitted to relocate to a different borrow area within the PA as…