AMEND-0006_W912HY21B0003 20201211.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

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

THE BID OPENING DATE IS EXTENDED TO 22 DEC 2020 AT 2:00 P.M. LOCAL TIME.

CALL-IN INFORMATION

Join from the meeting link https://usace1.webex.com/usace1/j.php?MTID=m8ef980c5ce50945312b572294a88de38 OR

Join from a mobile device (attendees only) +1-844-800-2712, 1994285383# US Toll Free OR +1-669-234-1177, 1994285383# US Toll See Continuation for Drawings and Specs

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.

1. CONTRACT ID CODE PAGE OF PAGES

J 1

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 W912HY21B0003

X 9B. DATED (SEE ITEM 11)

22-Sep-2020

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.0006

5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

11-Dec-2020

CODE

CONTRACTING DIVISION

US ARMY CORPS OF ENGINEERS

2000 FT. POINT RD.

GALVESTON TX 77550

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

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912HY21B0003

A0006-2

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

1. The specifications for Solicitation No. W912HY21B0003, CORPUS CHRISTI SHIP CHANNEL, TEXAS PLACEMENT AREA NO. 13 PROJECT MANUAL FOR NUECES: PLACEMENT

AREA NO. 13 DIKE RAISE in Nueces County, Texas, are hereby amended as follows:

*THE BID OPENING DATE IS EXTENDED TO 22 DEC 2020 AT 2:00 P.M. LOCAL TIME.

a) Specifications.

(1) SECTION 35 31 19.32 45, RIPRAP AND BLANKET STONE – The enclosed SECTION 35 31 19.32 45 entitled RIPRAP AND BLANKET STONE supersedes that issued with this Solicitation.

(2) 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) None

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

02 Encls:

1. SECTION 35 31 19.32 45, RIPRAP AND BLANKET STONE

2. SECTION 35 41 00.01 45, EMBANKMENT CONSTRUCTION

SWG FILE NO.: NUECES 803-359 SOLICITATION NO.: W912HY21B0003

SECTION TABLE OF CONTENTS

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

SECTION 35 31 19.32 45

RIPRAP AND BLANKET STONE AMENDMENT NO. 0006

PART 1 GENERAL

1.1 SUMMARY

1.2 MEASUREMENT AND PAYMENT

1.3 REFERENCES

1.4 DEFINITIONS

1.4.1 Stone Protection

1.4.2 Graded Riprap

1.4.3 Blanket Stone

1.5 SUBMITTALS

1.6 STORAGE OF CONSTRUCTION MATERIALS

1.7 Work Plan

PART 2 PRODUCTS

2.1 Blanket Stone

2.1.1 General

2.1.2 MaterialAM#6

2.2 STONE

2.2.1 General

2.2.1.1 Evaluation Testing of Stone

2.2.1.2 Gradation Test

2.2.1.3 Proportional Dimension Limitations

2.3 RiprapAM#6

PART 3 EXECUTION

3.1 BLANKET STONE

3.1.1 General

3.1.2 Placement

3.2 RIPRAP

3.2.1 General

3.2.2 Placement

3.2.2.1 General

3.2.2.2 Check Surveys

3.3 CONTRACTOR QUALITY CONTROL

3.3.1 Compliance Inspection AM#6

3.3.2 Disposition

3.4 MISPLACED MATERIAL

3.5 Reporting

ATTACHMENTS:

GRADATION TEST DATA SHEET

-- End of Section Table of Contents --

SECTION 35 31 19.32 45 Page 1

TO ACCOMPANY AMENDMNET NO. 0006 TO W912HY21B0003

SECTION 35 31 19.32 45 Page 2

SECTION 35 31 19.32 45

RIPRAP AND BLANKET STONE

AMENDMENT NO. 0006

PART 1 GENERAL

1.1 SUMMARY

The work in this Section includes furnishing labor, equipment, and material for placing blanket stone and riprap for stone protection.

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 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 C127 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C136 (2006) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C295/C295M (2012) Petrographic Examination of Aggregates for Concrete

ASTM C33/C33M (2016) Standard Specification for Concrete Aggregates

ASTM C535 (2012) Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM D3740 (2012a) Minimum Requirements for Agencies Engaged in the Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction

ASTM D4791 (2010) Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

ASTM D4992 (2014; E 2015) Evaluation of Rock to be Used for Erosion Control

(AM#1)

SECTION 35 31 19.32 45 Page 3

ASTM D6092 (14-el) Standard Practice for Specifying Standard Sizes of Stone for Erosion

ASTM D5312/D5312M (2012; R 2013) Evaluation of Durability of Rock for Erosion Control Under Freezing and Thawing Conditions

ASTM D5313/D5313M (2012; R 2013) Evaluation of Durability of Rock for Erosion Control Under Wetting and Drying Conditions

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 144 (1992) Standard Test Method for Resistance of Rock to Freezing and Thawing

1.4 DEFINITIONS

1.4.1 Stone Protection

Stone protection is defined in this Contract as a system consisting of a layer or layers of filter material, such as bedding stone, or blanket stone, or geosynthetic fabric (geotextile) beneath a layer or layers of riprap.

1.4.2 Graded Riprap

Graded riprap is reasonably well graded, or other material that is durable and dense and deliberately selected and graded. It is loosely placed along or around shorelines, streambeds, bridge abutments pilings, and other shoreline structures to protect these features against water erosion. Stone riprap is normally produced by mechanical with a jaw crusher and grizzly after the stone has been mined by blasting in a quarry.

1.4.3 Blanket Stone

Blanket stone is generally well graded as specified Size Number: 1 in ASTM C33/C33M. It is placed under graded stone riprap in a layer or combination of layers, designed and installed in such a manner as to prevent the loss of underlying soil or finer materials because of moving water.

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. The following shall be submitted in accordance with the SECTION 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Work Plan ; G

Prior to starting construction, submit a construction work plan as specified below.

SECTION 35 31 19.32 45 Page 4

SD-04 Samples

Stone ; G

Suitable samples of stone to be used shall be submitted prior to delivery of the material to the worksite.

SD-06 Test Reports Gradation Test Evaluation Testing of Stone Blanket Stone Test and Service Records ; G

Suitable tests and service records to determine the acceptability of stone shall be submitted.

SD-07 Certificates Riprap Blanket Stone Weigh Scale Certification Certified Weight Scale Tickets

1.6 STORAGE OF CONSTRUCTION MATERIALS

Construction materials received with certified weights which cannot be used immediately for construction, but must be unloaded from the barges, rail cars, or trucks shall be stored in approved storage areas. The storage area shall be reasonably near the jobsite and shall be approved.

The storage area shall be a relatively smooth area so that the stored material can later be recovered free from dirt or other foreign materials.

1.7 Work Plan

Prior to the work submit a work plan that includes descriptions and details on what measures will be taken to protect the existing shoreline and adjacent complete works from being compromised or damaged by the proposed construction activities and operations. Describe the materials, equipment, construction techniques, sequences, and procedures that will be used to mobilize and transport the materials to the worksites, excavate the embankment slope for stone placement, and place stone as specified.

Provide detailed plans as to how the worksite is going to be accessed from the water. State how the worksite is going to be maintained during construction, cleaned up afterwards, and how demobilization will be executed.

PART 2 PRODUCTS

2.1 Blanket Stone

2.1.1 General

Submit the source for materials used for bedding. Blanket stone shall consist of gravel or crushed stone. Submit blanket stone test reports attesting that the blanket stone meet specified requirements.

2.1.2 Material AM#6

Blanket stone shall be composed of tough, durable particles, adequately free from thin, flat and elongated pieces (i.e. tabular) , and shall

SECTION 35 31 19.32 45 Page 5 contain no organic matter nor soft, friable particles in quantities considered objectionable by the Contracting Officer. The aggregates shall meet the quality requirements of ASTM C33/C33M Size Number 1 on "Table 3 Grading Requirements for Coarse Aggregates," or equivalent and it shall be approved by the Contracting Officer.

Perform at least one test on each 1000 tons to be delivered to the project site placed for each specified gradation in accordance with ASTM C136.

All points on individual grading curves obtained from representative samples of blanket stone shall lie between the boundary limits as defined by smooth curves drawn through the tabulated gradation limits plotted on ENG FORM 2087 or similar form. The individual gradation curves within these limits shall not exhibit abrupt changes in slope denoting either gap grading or scalping of certain sizes or other irregularities which would be detrimental to the proper functioning of the bedding layers.

2.2 STONE

2.2.1 General

Conduct the tests in accordance with applicable ASTM and Corps of Engineers methods of tests, given in the Handbook for Concrete and Cement, in a laboratory validated by the Government. The cost of testing shall be borne by the Contractor.

2.2.1.1 Evaluation Testing of Stone

Evaluation Testing shall be the responsibility of the Contractor and shall be submitted prior to delivery of the material to the worksite. The information shall be furnished prior to preparation of pre-production demonstration stockpiles. The laboratory to perform the required testing shall be validated based on relevant paragraphs of ASTM D3740. The individual tests shall be listed for which the validation covers along with the date of the inspection.

Test Designation Riprap

Minimum Maximum

The method of test for Saturated Surface Dry (SSD) shall be ASTM C127. 2.48 2.6

The method of test for unit weight shall be ASTM C127 155 lbs 165 lbs

Petrographic Examination. Stone shall be evaluated in accordance with ASTM C295/C295M which shall include information required by ASTM D4992.

The absorption of the stone determined in accordance with ASTM C127

1.5% 3%

SECTION 35 31 19.32 45 Page 6

Test Designation Riprap

Resistance of Rock to Wetting and Drying. in accordance with

ASTM D5313/D5313M

0.5% 1%

Resistance to Freezing and Thawing.

Stone shall have a maximum loss of after the number of cycles specified in ASTM D5312/D5312M, Figure 1, when determining the durability of stone when subjected to freezing and thawing in accordance with COE CRD-C 144

ASTM D5312/D5312M.

5%

Resistance to Degradation in accordance with ASTM C535. 40%

2.2.1.2 Gradation Test

The Contractor shall require that the selected quarry perform gradation tests from representative samples of stone prior to its shipment to the work site. Take the sample in the presence of the Contracting Officer.

Submit the gradation tests using a GRADATION TEST DATA SHEET. At least one gradation test shall be performed for the specified riprap and blanket stone. The gradation tests shall be reported using the forms, GRADATION TEST DATA SHEET attached at the end of this section and ENG FORM 4794.

Acceptance of stone as to conformance with gradation requirements will be made at the jobsite.

2.2.1.3 Proportional Dimension Limitations

The maximum aspect ratio (greatest dimension:least dimension) of any piece of stone for size ranges shall be not greater than 3:1 when measured across mutually perpendicular axis. Not more than 25 percent of the stones within a gradation range shall have an aspect ratio greater than 2.5:1. A maximum of 5 percent flat and elongated pieces by weight will be acceptable. A flat and elongated piece of riprap is defined as having a ratio of width to thickness or length to width greater than 3:1.

ASTM D4791 shall be used as a guide to perform the test.

2.3 Riprap AM#6

Stone shall be well graded in accoordance with R- 700 ASTM D6092 and shall conform to the table(s) below:

SECTION 35 31 19.32 45 Page 7

TABLE - FOR RIPRAP

PERCENT LIGHTER BY WEIGHT (SSD) LIMITS OF STONE WEIGHT, (pounds)

100 700 - 1500

50 300 - 700

15 60 -300

TXDOT 30i n Ar mor St one may be used as a subst i t ut e f or ASTM R- 700. I f gr aded i n accor dance wi t h ASTM D6092 and shal l conf or m wi t h t he t abl e below.

TABLE - ARMOR STONE

SIZE MAX ( l b. ) 90% l b. 50%lb. 8% mi n si ze l b.

30 i nch 2600 1150-2250 400-900 40

PART 3 EXECUTION

3.1 BLANKET STONE

3.1.1 General

Blanket stone composed of crushed rock or stone shall be placed over the prepared slope within the limits shown. The blanket stone shall conform to the requirements of the blanket stone Paragraph. Reasonably well-graded stone shall include essentially the stone sizes between the two extremes specified which shall result in a dense, fairly well-graded material not having noticeable voids or a lack of the larger sizes.

3.1.2 Placement

Blanket stone shall be spread uniformly using a satisfactory method to the neat lines shown. Placing stone by methods which may segregate particle size within the blanket shall not be permitted. Blanket stone placed under water shall be lowered beneath the water to the existing excavated bottom and slopes before being released.

3.2 RIPRAP

3.2.1 General

Riprap shall be placed within the limits shown or otherwise directed.

Either boulders or quarried rock may be used if conforming to the applicable requirements in this Section. A maximum of 5 percent by weight of chips and fragments resulting from handling may be placed in the finished section. The inclusion of objectionable quantities of gypsum, shale, and chert in the riprap shall not be permitted. The stone gradation shall be as specified. Specified stone shall include

SECTION 35 31 19.32 45 Page 8 essentially stone sizes between the two extremes specified which shall result in dense, fairly well-graded material not having noticeable voids or a lack of the larger sizes. The stone shall conform to the gradation specified in PART 2.

3.2.2 Placement

3.2.2.1 General

Riprap shall be placed using a method that will produce a reasonably well graded mass of rock with the minimum practicable percentage of voids, and shall be constructed to the lines and grades shown. Riprap shall be placed using a method that shall minimize displacing the blanket material. The larger stones shall be well distributed and the entire mass of stones in their final position shall be roughly graded to conform to the gradation specified above. The finished work shall be free from objectionable pockets of small stones and clusters of larger stones. The desired distribution of the various sizes of stones throughout the mass shall be obtained by selective loading of the material at the quarry or other source, by controlled dumping of successive loads during final placing, or by other methods of placement which shall produce the specified results. Riprap shall be placed in the dry to the extent practicable.

3.2.2.2 Check Surveys

Contractor surveys are required on each material placed for determining the materials are acceptably placed in the work. Make checks as the work progresses to verify lines, grades and thicknesses established for completed work. At least one check survey as specified below shall be made for each 100 foot section as shown after completion. Following placement of each type of material, the cross section of each step of the work shall be approved by the Contracting Officer before proceeding with the next step of the work. Approval of cross sections based upon check surveys shall not constitute final acceptance of the work. Cross sections shall be taken on lines 100 feet apart, measured along the structure reference line, with readings at 20-foot intervals and at breaks along the lines. However, other cross section spacing and reading intervals may be used if determined appropriate by the Contracting Officer. Additional elevations and soundings shall be taken as the Contracting Officer may deem necessary or advisable. The surveys shall be conducted in the presence of an authorized representative of the Contracting Officer, unless this requirement is waived by the Contracting Officer.

a. Above Water: The elevation of stone above the water surface shall be determined by the use of a leveling instrument and a rod having a base 12 inches in diameter. If approved by the Contracting Officer other means may also be used.

b. Below Water: For portions of the work that are under water, sounding surveys shall be performed either by means of a sounding pole or a sounding basket weighing about 8 1/2 pounds, each of which has a base measuring 12 inches in diameter.

c. Electronic Depth Recorder: The survey depth recorder used must be a standard model acceptable to the Contracting Officer using a sounding chart that can be read directly to the nearest foot and estimated to the nearest tenth (0.1) of a foot. Accuracy shall be better than 1/2 of 1 percent.

SECTION 35 31 19.32 45 Page 9

3.3 CONTRACTOR QUALITY CONTROL

3.3.1 Compliance Inspection AM#6

Inspect for compliance with this Contract requirements and record the inspection of the operations. A copy of the records of inspection and corrective action taken, shall be submitted as directed. The Contractor, at its expense, shall perform inspection in accordance with the following schedule:

(1) Blanket Stone (3/4" to 4" )

Gradation - one gradation test to be performed in accordance with CRD-C-103

Placement - continuous check of placement to ensure proper thickness and that material is not segregated

(2) Riprap ( 30-400 lbs ) ( R- 700 or TxDOT 30- i n)

Quality - one set of quality tests

Placement - continuous check of placement to ensure proper size and compliance with grade lines shown

3.3.2 Disposition

Do not deposit material of any kind or piece on the banks of a navigable water where same may be washed into the navigable water, either by ordinary or by high tides, storms or floods and impede or obstruct navigation, in accordance with 33 U.S.C. 407.

3.4 MISPLACED MATERIAL

If the Contractor, during the progress of the work, loses, dumps, throws overboard, sinks, or misplaces material, plant, machinery, or appliances which in the opinion of the Contracting Officer may be dangerous to or obstruct navigation, the Contractor shall recover and remove the same with the utmost dispatch. Give immediate notice, with description and location of these obstructions, to the Contracting Officer or Inspector and when required, shall mark or buoy these obstructions until same are removed.

If the Contractor refuses, neglects, or delays compliance with the above requirements, these obstructions may be removed by the Contracting Officer and the cost of removal shall be recovered by deducting it from the amounts due or to become due to the Contractor. The liability of the Contractor for the removal of a vessel wrecked or sunk without fault or negligence shall be limited to that provided in Sections 15, 19, and 20 of the River and Harbor Act of March 3, 1899 (33 U.S.C. 410 et seq).

3.5 Reporting

Reporting shall be in accordance with paragraph Gradation Test. A copy of the records of inspection and corrective action taken, shall be included in the daily quality control reports.

-- End of Section --

SECTION 35 31 19.32 45 Page 10

SECTION 35 31 19.32 45 Page 11

THIS PAGE INTENTIONALLY LEFT BLANK

SECTION 35 31 19.32 45 Page 12

SECTION TABLE OF CONTENTS

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

35 41 00.01 45

EMBANKMENT CONSTRUCTION AMENDMENT NO. 0006

PART 1 GENERAL

1.1 SUMMARY AM#4

1.2 MEASUREMENT AND PAYMENT

1.3 REFERENCE

1.4 SUBMITTALS

1.5 EXCAVATION PLAN

1.6 CONSTRUCTION AND COMPACTION EQUIPMENT PLANS

1.7 DEFINITIONS

1.7.1 Containment Dike and Embankment

1.7.2 Over excavation

1.8 PROTECTION OF EXISTING SERVICE LINES AND UTILITY STRUCTURES

1.9 SITE CONDITION

1.9.1 Subsurface Soil Information of Borrow Materials

1.10 CHANGES IN DIKE ALIGNMENT

1.11 STOCKPILING

1.12 QUANTITY SURVEYS

1.13 DAMAGE TO WORK

1.14 ENVIRONMENTAL LITIGATION

1.14.1 Suspension of Work

1.14.1.1 Definition

1.15 COORDINATION MEETINGS

PART 2 PRODUCTS

2.1 General

2.2 SATISFACTORY MATERIALS

2.3 UNSATISFACTORY MATERIALS

2.4 HAUL ROAD MATERIALS

2.5 CONSTRUCTION MATERIALS

2.5.1 Fill Materials

PART 3 EXECUTION

3.1 CONSTRUCTION

3.1.1 Lines and Grades

3.1.2 Drainage Requirements

3.1.3 Conduct of the Work

3.2 EXCAVATION

3.2.1 General

3.2.2 Borrow Excavation

3.2.3 Over Excavation

3.2.3.1 Outside Limits of Containment Dike Foundation or Structures

3.2.3.2 Within Limits of Dike Foundation or Structures

3.2.4 Disposition of Excavated Materials

3.2.5 Utilities

SECTION 35 41 00.01 45 Page 1

3.3 BORROW AREAS

3.3.1 Government Furnished

3.4 TOLERANCES

3.5 DIKE RAISE FOUNDATION PREPARATION

3.6 EMBANKMENT CONSTRUCTION

3.6.1 General

3.6.1.1 Gradation and Distribution

3.6.1.2 Placing

3.6.1.3 Equipment Traffic

3.6.1.4 Random Fill

3.6.2 Moisture Control

3.6.2.1 Insufficient Moisture for Suitable Bond

3.6.2.2 Excessive Moisture for Suitable Bond

3.6.2.3 Drying Wet Material

3.6.2.4 Increase Moisture in Dry Materials

3.6.2.5 Random Fill Access Dike

3.6.3 Compaction

3.6.3.1 Compaction Equipment

3.6.3.2 Tamping Rollers

3.6.3.3 Rubber-tired Rollers

3.6.3.4 Hand Operated Compactors

3.6.3.5 Crawler-type Tractors

3.6.3.6 Sprinkling Equipment

3.6.3.7 Miscellaneous Equipment

3.6.4 Compaction of Semi-compacted Satisfactory Fill

3.6.5 Compaction of Uncompacted Fill AM#4

3.7 EROSION AND SLIDES

3.8 TURFING

3.9 QUALITY CONTROL

3.9.1 General

3.9.2 Containment Dike

3.9.2.1 General

3.9.2.2 Fill Placement

3.9.3 Records

-- End of Section Table of Contents --

SECTION 35 41 00.01 45 Page 2

35 41 00.01 45

EMBANKMENT CONSTRUCTION

AMENDMENT NO. 0006

PART 1 GENERAL

1.1 SUMMARY AM#4

The wor k cover ed i n t hi s Sect i on consi st s of f ur ni shi ng l abor , equi pment , and ot her i nci dent al s necessar y t o per f or m const r uct i on of semi - compact ed per i met er cont ai nment di ke, uncompact ed ber m and t r ai ni ng di ke wi t h mat er i al s excavat ed f r om wi t hi n Pl acement Ar ea ( PA) No. 13. Gr adi ng t he bor r ow ar eas t o dr ai n and ot her associ at ed ear t hwor ks shal l be consi der ed i nci dent al wor k. The Contractor is to anticipate encountering previously placed dike material that may have to be that does not meet specifications that will have to be removed and reconstructed. The Cont r act or i s t o ant i c i pat e encount er i ng ar eas of er osi on al one t he ent i r e l engt h of t he per i met er cont ai nment di ke t hat wi l l have t o be r epai r ed accor di ng t o t he speci f i cat i ons out l i ned i n t hi s sect i on.

The maj or i t y of t he wor k t o br i ng t he per i met er cont ai nment di ke up t o t he gr ade l i nes shown on t he dr awi ngs i s l ocat ed bet ween st at i ons 275+00 t o 326+00 and st at i ons 175+00 t o 225+00. These ar e j ust appr oxi mat ed st at i on limits.

1.2 MEASUREMENT AND PAYMENT

Measurement and payment for embankment construction will be paid for in accordance with provisions of the SECTION 01 22 00.10 MEASUREMENT AND

PAYMENT.

1.3 REFERENCE

The publication listed below forms a part of this specification to the extent referenced. The publication is 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)

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

SECTION 35 41 00.01 45 Page 3

Excavation Plan ; G Construction Plan ; G Compaction Equipment Plan ; G

SD-06 Test Reports

Quantity Surveys

Submit preconstruction survey and acceptance survey for quantity validations.

SD-07 Certificates

Compaction Equipment of Conformance

SD-08 Manufacturer's Instructions

Compaction Equipment

1.5 EXCAVATION PLAN

Submit a written Excavation Plan 21 calendar days prior to the beginning of excavation. Approval of the detailed Plan shall be obtained prior to starting the work. If necessary, modify the Plan as required to meet field conditions upon modification approval. As a minimum, the Plan shall contain the following:

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

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

3. Sequence of work for excavating the borrow areas with plan and cross sectional views showing starting and final work locations and clearing, grubbing, and stripping limits.

1.6 CONSTRUCTION AND COMPACTION EQUIPMENT PLANS

Submit a written Construction Plan and Compaction Equipment Plan for approval 30 days prior to placement of material for containment dike construction. The Plan is to include, but is not limited to,

1. Location of haul roads and construction methods.

2. Listing of equipment for fill material placement, handling, transport, and compaction.

3. Sequence of construction for containment dike.

4. Methods for controlling drainage.

5. Compaction equipment proposed to be used.

SECTION 35 41 00.01 45 Page 4

1.7 DEFINITIONS

1.7.1 Containment Dike and Embankment

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

1.7.2 Over excavation

Over excavation is defined as excavation performed beyond the lines and grades shown that is made at and for the convenience of the Contractor or incidental to the work. No separate payment will be made for over excavation or for additional embankment materials needed to backfill the over-excavation.

1.8 PROTECTION OF EXISTING SERVICE LINES AND UTILITY STRUCTURES

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, are to be protected from damage during excavation and backfilling and if damaged, are to 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 is to 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.

THE FOLLOWING IS FURNISHED FOR INFORMATION ON VERIFYING PIPELINE

OWNERSHIPS:

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

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

1.9 SITE CONDITION

1.9.1 Subsurface Soil Information of Borrow Materials

Available subsurface soil borings from 2009 soil investigations are provided as shown. This data represents subsurface information at each soil boring location; however, variations may exist in the subsurface between each boring location. The groundwater level in the PA can vary significantly depending on the time of year and the amount of precipitation.

1.10 CHANGES IN DIKE ALIGNMENT

The Government reserves the right to make changes in the dike alignment as may be found necessary before completion of the work, but if it becomes necessary, through no fault of the Contractor, to abandon a line or location on which work has been done, payment for materials placed will be made as specified in the payment item.

SECTION 35 41 00.01 45 Page 5

1.11 STOCKPILING

When the excavation from borrow sources progresses at a faster rate than fill placement is being accomplished, such excavated material is to be stockpiled at approved locations adjacent to the work until its use is authorized. No payment will be made for such stockpiling nor for the reloading and hauling of this material to its final position in the containment dike.

1.12 QUANTITY SURVEYS

(1) Quantity surveys are to be conducted, and the data derived from these surveys will be used in computing the quantities of work performed and the actual construction completed and in place.

(2) The Contractor is to conduct the preconstruction and final surveys and surveys for any period for which progress payments are requested. These surveys will be conducted under the direction of a representative of the Contracting Officer, unless the Contracting Officer waives this requirement in a specific instance. The Government will make the computations that are necessary to determine the quantities of work performed or finally in place. The Government is to make the computations based on the surveys for any periods for which progress payments are requested.

(3) Promptly upon completing a survey, the Contractor is to submit the originals of field notes and other records relating to the survey or to the layout of the work to the Contracting Officer, who will use them as necessary to determine the amount of progress payments.

Field notes for original and final surveys and surveys for any periods for which progress payments are requested will be provided to the Contracting Officer in an ASCII data file format in the form, point name, easting, northing, and elevation. The Contractor is to retain copies of the material submitted to the Contracting Officer.

1.13 DAMAGE TO WORK

The responsibility for damage to any part of the permanent work will be as set forth in the CONTRACT CLAUSE entitled PERMITS AND RESPONSIBILITIES.

However, if in the judgment of the Contracting Officer, any part of the permanent work performed by the Contractor is damaged by flood, earthquake, hurricane or tornado, which damage is not due to the failure of the Contractor to take reasonable precautions or to exercise sound engineering and construction practices in the conduct of the work, the Contractor will make the repairs as ordered by the Contracting Officer and full compensation for these repairs will be made at the applicable Contract unit or lump sum price as fixed and established in this Contract. If, in the opinion of the Contracting Officer, there are no Contract unit or lump sum prices applicable to any part of this work an equitable adjustment pursuant to the CONTRACT CLAUSE entitled CHANGES of this Contract, will be made as full compensation for the repairs of that part of the permanent work for which there are no applicable Contract unit or lump sum prices. Except as herein provided, damage to all work, including temporary construction; utilities; materials; equipment; and plant shall be repaired and approved at the Contractor's expense regardless of the cause of this damage.

SECTION 35 41 00.01 45 Page 6

1.14 ENVIRONMENTAL LITIGATION

1.14.1 Suspension of Work

If the performance of all or any part of the work is suspended, delayed, or interrupted due to an order of a court of competent jurisdiction as a result of environmental litigation, as defined below, the Contracting Officer, at the request of the Contractor, will determine if the order is due in any part to the acts or omissions of the Contractor or a subcontractor at any tier not required by the terms of this Contract. If it is determined that the order is not due in any part to acts or omissions of the Contractor or a subcontractor at any tier other than as required by the terms of this Contract, this suspension, delay, or interruption will be considered as if ordered by the Contracting Officer in the administration of this Contract under the terms of the CONTRACT CLAUSE entitled SUSPENSION OF WORK. The period of this suspension, delay or interruption will be considered unreasonable, and an adjustment will be made for an increase in the cost of performance of this Contract, excluding profit, as provided in that CLAUSE, subject to the provisions thereof.

1.14.1.1 Definition

The term "environmental litigation," as used herein, means a lawsuit alleging that the work will have an adverse effect on the environment or that the Government has not duly considered, either substantively or procedurally, the effect of the work on the environment.

1.15 COORDINATION MEETINGS

Schedule and attend regular coordination meetings with the Government.

Meetings are to be scheduled as directed. Schedule and format of meetings to be determined at the Pre-Construction Conference. Contractor is responsible for preparation and dissemination of meeting minutes.

PART 2 PRODUCTS

2.1 General

Materials for embankment fills are to be secured from required excavations and from the borrow areas indicated. The intention is to use the most satisfactory materials obtainable from these sources. Materials to be wasted will be specifically designated at the time the material is excavated. Materials containing brush, roots, sod or other perishable materials will not be considered satisfactory. The suitability of the materials will be subject to approval and their disposition in the embankment will be as directed. Excavate in the borrow areas in the locations determined by the Contracting Officer, whenever such control is necessary to obtain the type of material required for the embankment.

The Contracting Officer, according to his judgment, may request for a licensed 3rd party Geotechnical Engineer consultant to verify the suitability of the material with appropriate Geotechnical lab tests or equivalent procedures. Costs associated with verification will be at the Contractor's expense.

2.2 SATISFACTORY MATERIALS

Satisfactory Materials for construction of the embankments are to consist

SECTION 35 41 00.01 45 Page 7 of soil materials, including clayey soils, classified as CH, CL, CL-ML, and SC, SP and SM free from roots, trash, debris, and other organic materials in accordance with ASTM D2487.

2.3 UNSATISFACTORY MATERIALS

Unsatisfactory materials shall not be used in any containment dike or other required fill area. Unsatisfactory materials includes all other materials that are not defined above as satisfactory materials.

2.4 HAUL ROAD MATERIALS

Materials for haul road are to consist of satisfactory materials that include SW, SP, GW, GP, GM and shell fragments which, from the standpoint of stability and are suitable for use in the haul road construction.

2.5 CONSTRUCTION MATERIALS

2.5.1 Fill Materials

Materials for semi-compacted constructions shall meet the criteria of SATISFACTORY MATERIALS paragraph and shall be obtained by excavation from the designated borrow areas.

PART 3 EXECUTION

3.1 CONSTRUCTION

The CPT soil profiles shown represent samples taken in specific locations during subsurface soil investigations in 2016. If the designated borrow area materials are not suitable for a specified fill, the Contractor is permitted to relocate to a different borrow area within the PA as a borrow source upon the approval of the Contracting Officer.

The Contractor shall be aware that the placement area has been utilized as a dredge deposit storage facility periodically throughout the years.

Therefore the deposited soil characteristics are nonuniform and vary from one location to another location depending on the origin of a dredge reach in the ship channels. The Contractor shall anticipate to encounter extremely soft and saturated materials throughout the interior placement area.

3.1.1 Lines and Grades

The construction of raising the existing containment dike shall be constructed to the lines, grades, and cross sections indicated, unless otherwise directed. The Government reserves the right to increase or decrease the foundation widths and dike slopes or to make other changes in the containment dike or berm sections as may be considered necessary to produce a safe earthen structure. Changes in quantities resulting from revisions will not constitute justification for change in Contract unit prices, except as provided for in the CONTRACT CLAUSE entitled VARIATIONS

IN ESTIMATED QUANTITIES.

3.1.2 Drainage Requirements

Surface and groundwater control is to be accomplished in coordination with the required excavation, dike construction, and outlet structure replacements. Completely drain construction site during periods of

SECTION 35 41 00.01 45 Page 8 construction to keep soil materials sufficiently dry. Construct storm drainage features that can include ponds or basins, at the earliest stages of site development, and throughout construction, grade the construction area to provide positive surface water runoff away from the construction activity or provide temporary ditches, swales, and other drainage features and equipment as required to maintain the borrow materials in workable conditions. Methods for care of surface water and for controlling the surface and groundwater levels are to be subject to approval. In the event of heavy rain fall, the surface and groundwater control may necessitate the use of temporary diversion ditches and pump. Once drainage of the Placement Area and sufficient drying of the foundation surfaces have been accomplished, additional excavation and dike construction can proceed. Remove the weaker soils if it is inadequate to support the working platform of the construction equipment, subsequently replacing the weaker soils with stronger soils. It is the responsibility of the Contractor to assess the soil and groundwater conditions and to employ necessary methods that will permit construction to proceed.

3.1.3 Conduct of the Work

Maintain and protect the newly reconstructed perimeter containment dikein a satisfactory condition during construction until final completion and acceptance of the work under this Contract. If, in the opinion of the Contracting Officer, the hauling equipment causes horizontal shear planes or slickensides, rutting, quaking, heaving, cracking, or excessive deformation of the dikes or backfill berms, limit the type, load, or travel speed of the hauling equipment on the dike or backfill berm. The Contractor may be required to remove, at no additional payment, dike material placed outside of prescribed slope lines. Approved dike or backfill material which is lost in transit or rendered unsuitable after being placed in the dike or backfill and before final acceptance of the work will be replaced using a satisfactory method at no additional cost to the Government. Excavate and remove from the dike or backfill material which is unsatisfactory, dispose this material, and refill the excavated area as directed, at no additional cost to the Government.

3.2 EXCAVATION

3.2.1 General

Excavation is to consist of removal of material in preparing the foundations for drainage pipe installation, removal of material to the lines and grades based on the existing pipe elevation, removal of objectionable materials, and reuse the excavated perimeter dike material for reconstruction of the perimeter dike. Over excavation is to be backfilled to grade with similar over excavated material or satisfactory material and compacted to a density of at least that of the surrounding material. Some areas along the perimeter dike have been prevously worked on and raised to the required elevations. However, some of those areas may not meet the specification requirements outlined in this section. The Contractor shall ensure that the entire perimeter dike meets the specifications discussed in these sections. Areas that do not meet the requirements shall be removed and reconstructed according to specifications.

Provide excavation for drop-outlet structure sufficient to leave at least a 12 inch clearance between the outer structure surfaces and the face of the excavation or support members of sufficient size to permit the placement and removal of forms for the full length and width of structure

SECTION 35 41 00.01 45 Page 9 footings and foundations as shown. Remove loose disintegrated materials and thin strata. When concrete is to be placed in an excavated area, take special care not to disturb the bottom of the excavation. Do not excavate to the final grade level until just before the concrete is to be placed.

3.2.2 Borrow Excavation

The borrow areas for which an Excavation Plan shall be submitted prior to initiating any containment dike lift operations. The permissible depth(s) in the borrow areas vary with the existing PA interior ground elevation.

The maximum depths shall not be deeper than 5 feet. Borrow areas shall be drained and kept draining continuously during the entire construction period. The bottom of borrow areas shall be graded smooth and drain toward the drop-outlet structure during and after the borrow excavation is completed.

3.2.3 Over Excavation

3.2.3.1 Outside Limits of Containment Dike Foundation or Structures

Over excavation outside the limits of the dike foundations or structures is to be backfilled to the grade with similar over excavated material or satisfactory material and compacted to a density of at least that of the surrounding material.

3.2.3.2 Within Limits of Dike Foundation or Structures

Over excavation within the limits of the dike foundations or structures is to be backfilled to grade as specified.

3.2.4 Disposition of Excavated Materials

Satisfactory excavated material is to be incorporated in the appropriate zones of the dike templates. When direct placement is not practicable, satisfactory material from the excavation is to be stockpiled for subsequent use in parts of the work for which it is specified herein or as indicated. Satisfactory material in excess of the quantity necessary to construct backfills and dike is to be stockpiled for future construction work.

3.2.5 Utilities

The Contractor is responsible for movement of construction machinery and equipment over pipes and utilities during construction. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work affected by the Contract excavation until approval for backfill is received. Report damage to utility lines immediately to the Contracting Officer.

Excavations for pipe beds are to be shaped to fit the contour of the pipe over a width of not less than 0.6 of the pipe diameter or as shown.

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3.3 BORROW AREAS

3.3.1 Government Furnished

Borrow areas are to be excavated to the extent necessary to obtain satisfactory materials. The permissible depth(s) in the borrow areas vary. Borrow areas are to be drained continuously and kept dry during excavation. Where possible, unsatisfactory materials in borrow areas are not to be removed.

Interior stockpile of satisfactory materials located within the PA is to be utilized as borrow materials if the material is suitable.

3.4 TOLERANCES

Perimeter containment dike is to be constructed to match the adjacent grade. At every point a tolerance of 8 inch above or 0 inches below the prescribed grade will be permitted in the final dressing, provided that excess material is distributed to ensure that the crown of the dike drains to the PA interior and that there are no abrupt humps or depressions in the surfaces.

Upon completion of construction operations, remaining stockpiled material is to be removed as directed by the Contracting Officer.

3.5 DIKE RAISE FOUNDATION PREPARATION

The stripped dike areas are to be semi-compacted before placing new fill materials for the dike raising. If there are holes, cavities and depressions in the stripped foundation areas, it is to be filled with the same materials for semi-compaction prior to the initial layer of fill.

The fill shall be placed in layers ranging from 12 inches to 18 inches.

The surface shall be cleared of existing vegetation and debris. Material not meeting the requirements for fill material as determined by the Contracting Officer shall be removed.

Remove and replace unsatisfactory or very soft dredge materials in new drop-outlet structures and access dike foundations with satisfactory materials by methods of displacing or excavation, as directed by the Contracting Officer.

3.6 EMBANKMENT CONSTRUCTION

3.6.1 General

Prior to beginning placement fills on the dike foundation, notify the Government that the foundation is ready to receive fill and drainage pipe installation. No fill is to be placed on the dike foundation until these areas have been inspected and given final approval. Unless otherwise directed, the embankment is to be maintained at approximately the same level regardless of the number of types of materials being placed.

3.6.1.1 Gradation and Distribution

The gradation and distribution of materials throughout each zone of the dike are to be so that the dike will be free from lenses, pockets, streaks, and layers of material differing substantially in texture or gradation from surrounding material of the same class. If lenses, SECTION 35 41 00.01 45 Page 11 pockets, or layers of materials differing substantially in texture or gradation from surrounding material occur in the spread material, the layer is to be mixed by harrowing or another approved method to blend the materials. During the placing and spreading process, continuously maintain a force of workers adequate to remove roots, debris, and oversize stones from the Containment dike materials.

3.6.1.2 Placing

Fill material is not to be placed against concrete which has not been in place at least 14 days. Heavy equipment is not to be operated over pipes and buried structures until at least 2 feet of fill material has been placed and compacted over them. Within these areas, the fill is to be compacted with approved mechanical hand tamping equipment. Before placing material for semi-compacted fill, the foundation surface is to be cleared of existing vegetation and debris. Material not meeting the requirements for fill material as determined by the Contracting Officer will be removed. Foundation surfaces and existing surfaces are to be scarified to a depth of 6 inches before placing the fill. Semi-compacted fill is to be placed with suitable equipment in uniform layers which, before compaction, is not to exceed 8 inches in depth if a tamping roller is used or 6 inches in depth if a light rubber-tired roller is used. No fill material is to be placed in water. Soft or unsatisfactory material in the fill area is to be removed as directed before placing the fill.

3.6.1.3 Equipment Traffic

Equipment traffic on a dike zone is to be routed to distribute the compactive effort as much as practicable. Ruts formed in the surface of a layer of spread material are to be filled before that material is compacted. If, in the opinion of the Contracting officer, the compacted surface of a layer of material is too smooth to bond properly with the succeeding layer, the surface is to be loosened by scarifying or other approved methods before material from the succeeding layer is placed.

3.6.1.4 Random Fill

Random fill shall be placed on access dike, training dike and berms constructions an shall consists of haul roads materials.