W912PP-14-B-0034_AMEND3.pdf

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

(a) By completing items 8 and 15, and returning or (c) By separate letter or 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 your 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.

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

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

2. AMENDMENT/MODIFICATION NO. 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQ. NO. 5. PROJECT NO. (If applicable)

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

STANDARD FORM 30 (REV. 10-83)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICITATION

NO.

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NO.

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

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

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

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

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

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

15C. DATE SIGNED

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

16C. DATE SIGNED

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

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

PAGE OF PAGES

6. ISSUED BY CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code) (X)

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

NSN 7540-01-152-8070

Previous edition unusable

PROJECT: RIO GRANDE FLOODWAY, SAN ACACIA PHASE 1 & 2 LEVEE CONSTRUCTION, Socorro County, New Mexico

1. This is Amendment No. 0003 to Solicitation No. W912PP-14-B-0034. The following revisions shall be incorporated into the specifications. All other provisions shall remain unchanged.

U.S. ARMY ENGINEER DISTRICT, ALBUQUERQUE

CORPS OF ENGINEERS

4101 JEFFERSON PLAZA, N.E.

ALBUQUERQUE, NEW MEXICO 87109-3435

See Item 6

J

W912PP-14-B-0034

1 2

09/12/2014

08/19/2014

W912PP-14-B-0034

Amendment No. 0003

2. SPECIFICATIONS: Delete the following listed pages and substitute the pages attached hereto. On the revised pages, for convenience, changes are emphasized by the amendment number in parentheses before and after changes from the previous issue. All portions of the revised (or new) pages shall apply whether or not changes have been indicated.

Delete Page Insert Page

00 10 00, Pgs. 3 – 3g 00 10 00, Pgs. 3 – 3g 01 22 00, Pg. 10 01 22 00, Pg. 10 02 35 27, Entire Section 02 35 27, Entire Section 32 15 00, Pg. 4 32 15 00, Pg. 4 33 46 16, Pg. 3 33 46 16, Pg. 3 35 31 19, Entire Section 35 31 19, Entire Section

3. DRAWING CHANGES: The following drawings have been revised and the sequence number changed to indicate such revision: 2.2, and 54.1

////////LAST ITEM////////

Solicitation No. W912PP-14-B-0034

BIDDING SCHEDULE

(To be attached to SF 1442)

Item Estimated Unit Estimated No. Description Quantity Unit Price Amount

BASE BID Sta. 10+00.00 – 192+00.00

0001 Demolition

Bridge Removal, and All other Demolition, Complete

1 JOB *** $

0002 Jetty Jack Removal, Complete

0003 Diversion and Care of

Water, Complete

0004 Excavation, Unclassified 542,000 C.Y. $ $

0005 Clearing and Grubbing 53 AC. $ $

0006 Engineered Fill 368,000 C.Y. $ $

0007 Random Fill, Earth Berm, Ramps 23,500 C.Y. $ $

0008 Required Waste Fill 80,000 C.Y. $ $

0009 Soil Bentonite Backfill

Trench 16,700 C.Y. $ $

0010 Rip Rap, Handling, Placing 18,000 C.Y. $ $

0011 Filter Fabric 764,100 S.F. $ $

0012 6-inch Aggregate Surface

Course 42,55013,50

S.Y. $ $

0013 Filter Drain Material, Type I 3,000 C.Y. $ $

0014 Filter Drain Material, Type II 61,200 C.Y. $ $

0015 Flowable Fill at Discharge

Pipe 23 C.Y. $ $

0016 Subdrainage Assembly, 8-inch Cap, 8-inch Tee, 8-inch Street Elbow, 8-inch Riser

21 EA $ $

Page 3a of 49

BIDDING SCHEDULE (Cont’d)

Item Estimated Unit Estimated No. Description Quantity Unit Price Amount

BASE BID Sta. 10+00.00 – 192+00.00 (Cont’d)

0017 8-Inch Diameter Perforated

16,200 L.F. $ $

0018 8-Inch Diameter Solid PVC

Discharge Pipe 1,000 L.F. $ $

0019 8-Inch Rodent Screen 42 EA. $ $

0020 Toe Drain Double Clean Out 21 EA. $ $

0021 Articulating Concrete

Block Revetments 102,000 S.F. $ $

0022 Reconstruct Existing Survey

Monuments, Complete

12 EA. $ $

0023 Seeding, Standard Mix, 24 AC. $ $

0024 Seeding, Grass and Forb

Mix, Complete

8 AC. $ $

0025 Concrete for Minor

Structures 10 C.Y. $ $

0026 6” Dia Wood Bollards and

Wire Rope, Complete 2050 L.F. $ $

0027 Reconstruct 12-inch HDPE

SDR 11 Pipe 1300 L.F. $ $

0028 Rock Filled Gabion Mattress

(12’x6’x1’), Complete 430 C.Y. $ $

0029 Waste Disposal 80,000 C.Y. $ $

0030 Bond Premium and All Other

Work Not Separately Listed, Including Maintenance and Repair of Haul Roads, Complete

1 JOB *** $

TOTAL AMOUNT – BASE BID $

Page 3b of 49

Item Estimated Unit Estimated No. Description Quantity Unit Price Amount

BID OPTION 1 Sta. 192+00.00 – 254+00.00

0031 Jetty Jack Removal, 0032 Diversion and Care of

0033 Excavation, Unclassified 204,500 C.Y. $ $

0034 Clearing and Grubbing 16 AC. $ $

0035 Engineered Fill 98,700 C.Y. $ $

0036 Random Fill, Earth Berm, 9,900 C.Y. $ $

0037 Required Waste Fill 31,600 C.Y. $ $

0038 Soil Bentonite Backfill

6,500 C.Y. $ $

0039 Filter Fabric 246,520 S.F. $ $

0040 6-inch Aggregate Surface

Course 13,4704,300 S.Y. $ $

0041 Filter Drain Material, 1,170 C.Y. $ $

0042 Filter Drain Material, 23,900 C.Y. $ $

0043 Flowable Fill at Discharge

9 C.Y. $ $

0044 Subdrainage Assembly, 8-inch Street Elbow, 8-inch

8 EA $ $

Page 3c of 49

BID OPTION 1 Sta. 192+00.00 – 254+00.00 (Cont’d)

0045 8-Inch Diameter Perforated

6,200 L.F. $ $

0046 8-Inch Diameter Solid PVC

400 L.F. $ $

0047 8-Inch Rodent Screen 16 EA. $ $

0048 Toe Drain Double Clean Out 8 EA. $ $

0049 Articulating Concrete

42,000 S.F. $ $

0050 Reconstruct Existing Survey

4 EA. $ $

0051 Seeding, Standard Mix, 0052 Seeding, Grass and Forb

4 AC. $ $

0053 Concrete for Minor

5 C.Y. $ $

0054 Reconstruct 12-inch HDPE

500 L.F. $ $

0055 Rock Filled Gabion Mattress

170 C.Y. $ $

0056 Waste Disposal 40,000 C.Y. $ $

0057 Bond Premium and All Other

Work Not Separately Listed, Including Maintenance and Repair of Haul Roads,Complete

TOTAL AMOUNT – BID OPTION 1 $

Page 3d of 49

Item Estimated Unit Estimated No. Description Quantity Unit Price Amount

BID OPTION 2 Sta. 254+00.00 – 314+52.00

0058 Jetty Jack Removal, 0059 Diversion and Care of

0060 Excavation, Unclassified 204,000 C.Y. $ $

0061 Clearing and Grubbing 16 AC. $ $

0062 Engineered Fill 111,000 C.Y. $ $

0063 Random Fill, Earth Berm, 9,900 C.Y. $ $

0064 Required Waste Fill 18,000 C.Y. $ $

0065 Soil Bentonite Backfill

6,800 C.Y. $ $

0066 Filter Fabric 240,750 S.F. $ $

0067 6-inch Aggregate Surface

Course 13,0504,200 S.Y. $ $

0068 Filter Drain Material, 1,130 C.Y. $ $

0069 Filter Drain Material, 23,200 C.Y. $ $

0070 Flowable Fill at Discharge

9 C.Y. $ $

0071 Subdrainage Assembly, 8-inch Street Elbow, 8-inch

8 EA $ $

Page 3e of 49

BID OPTION 2 Sta. 254+00.00 – 314+52.00 (Cont’d)

0072 8-Inch Diameter Perforated

6,060 L.F. $ $

0073 8-Inch Diameter Solid PVC

400 L.F. $ $

0074 8-Inch Rodent Screen 16 EA. $ $

0075 Toe Drain Double Clean Out 8 EA. $ $

0076 Articulating Concrete

41,040 S.F. $ $

0077 Reconstruct Existing Survey

4 EA. $ $

0078 Seeding, Standard Mix, 0079 Seeding, Grass and Forb

4 AC. $ $

0080 Concrete for Minor

5 C.Y. $ $

0081 Reconstruct 12-inch HDPE

500 L.F. $ $

0082 Rock Filled Gabion Mattress

170 C.Y. $ $

0083 Waste Disposal 40,000 C.Y. $ $

0084 Bond Premium and All Other

Work Not Separately Listed, Including Maintenance and Repair of Haul Roads, Complete

TOTAL AMOUNT – BID OPTION 2 $

Page 3f of 49

RECAPITULATION

1. TOTAL AMOUNT - BASE BID $

2. TOTAL AMOUNT - BID OPTION NO. 1 $

3. TOTAL AMOUNT - BID OPTION NO. 2 $

4. TOTAL AMOUNT - BASE BID AND BID OPTION NOS. 1 & 2 $

NOTES:

1. AWARD. Award of all proposal items will be made to one Proposer. The Proposer must propose on all items.

2. EXERCISE OF OPTIONS. The Government reserves the right to exercise the option(s) by written notice to the Contractor either singularly or in any combination for up to 90 calendar days after award of the Base Bid without an increase in the Offeror's bid price. Completion of added options shall continue at the same schedule as the Base Bid unless otherwise noted in Section 00 73 00 SPECIAL CONTRACT REQUIREMENTS, Paragraph 1, COMMENCEMENT, PROSECUTION AND COMPLETION OF WORK.

3. EVALUATION OF OPTIONS: (FAR 52.217-5) (JUL 1990)

Except when it is determined in accordance with FAR 17.206(b) not to be in the Government's best interests, the Government will evaluate offers for award purposes by adding the total price for all options to the total price for the basic requirements. Evaluation of options will not obligate the Government to exercise the options(s).

4. PROGRESS PAYMENT REQUESTS made by the Contractor pursuant to the provisions of Contract Clause 52.232-5, PAYMENTS UNDER FIXED-PRICE CONSTRUCTION CONTRACTS, Section 00 70 00 shall be submitted on ENG FORM 93 to the billing office as designated on Block 26, Standard Form 1442, Solicitation, Offer and Award, back. ENG FORM 93 shall be submitted to that office on the 1st of each month in appropriate form and certified. Photocopies of the form shall be furnished on that same date to the Corps of Engineers offices designated at the Pre-Construction Conference.

5. ARITHMETIC DISCREPANCIES:

(a) For the purpose of initial evaluation of bids, the following will be utilized in the resolving arithmetic discrepancies found on the face of bidding schedule as submitted by the bidder:

(1) Obviously misplaced decimal points will be corrected;

Page 3g of 49

PROPOSAL SCHEDULE (Cont’d)

NOTES (Cont’d):

(2) Discrepancy between unit price and extended price, the unit price will govern;

(3) Apparent errors in extension of unit prices will be corrected;

(4) Apparent errors in addition of lump-sum and extended prices will be corrected.

(b) For the purposes of bid evaluation, the government will proceed on the assumption that the bidder intends his bid to be evaluated on basis of the unit prices, the totals arrived at by resolution of arithmetic discrepancies as provided above and the bid will be so reflected on the abstract of bids.

(c) These correction procedures shall not be used to resolve any ambiguity concerning which bid is low. (EFARS 52.214-5000)

6. ACCRUALS. In accordance with USACE Engineer Financial Regulation (ER) 37- 1-30, and other applicable Federal and DOD financial accounting standards, the Contractor must assist government personnel with providing reasonably accurate estimates of the value of goods and/or services rendered to the Government pursuant to this contract for each calendar month during which goods and services are delivered. Standard forms and instructions will be provided by the Government to assist with meeting this requirement. These monthly estimates, which facilitate timely entry of accruals, must be received by the Government on or before four (4) business days prior to each calendar month-end.

7. UNIT ABBREVIATIONS

EA. = EACH AC. = ACRE

L.S. = LUMP SUM S.Y. = SQUARE YARD

L.F. = LINEAR FOOT C.Y. = CUBIC YARD

S.F. = SQUARE FOOT

C.F. = CUBIC FOOT

--END OF PROPOSAL SCHEDULE--

01 22 00-10

b. Measurement will be in acres based upon computations made from the above-described limits and lines shown on the drawings, or as otherwise established by the Contracting Officer.

1.3.25 Item 0025, 0053, 0080, “Concrete for Minor Structures”

1.3.25.1 Payment

Payment will be made at the contract unit price for the costs of all labor, equipment and materials needed for earthwork, subgrade preparation, reinforcement, placement, and curing of the concrete as specified for the toe drain double clean out in accordance with Section 03 30 04 CONCRETE FOR MINOR STRUCTURES and Section 31 00 00 EARTHWORK.

1.3.25.2 Measurement

The quantity of concrete for minor structures will be measured for completed and accepted work in cubic yards.

1.3.26 Item No. 0026, "6-Inch Dia. Wood Bollards and Wire Rope, Complete”

1.3.26.1 Payment

Payment will be made at the contract unit price for costs associated with the installation of bollards and wire rope and associated materials.

Payment will constitute full compensation for all labor, equipment, transportation, assembly, and incidentals necessary to complete the work shown on the drawings.

1.3.26.2 Measurement

The quantity of wood bollards and wire rope will be measured for completed and accepted work in linear feet.

1.3.27 Item No. 0027, 0054, 0081, "Reconstruct 12-Inch HDPE SDR 11 Pipe, Complete”

1.3.27.1 Payment

Payment will be made at the contract unit price for costs associated with the removal of the existing pipe, reconstruction of the 12-Inch HDPE SDR 11 Pipe and all associated materials. Payment will constitute full compensation for all labor, equipment, transportation, assembly, and incidentals necessary to complete the work shown on the drawings.

1.3.27.2 Measurement

The reconstructed 12-Inch HDPE SDR 11 pipe will be measured for completed and accepted work in linear feet.

SECTION 02 35 27

SOIL-BENTONITE (S-B) BACKFILL TRENCH

PART 1 GENERAL

1.1 DEFINITIONS

The terms used in this Section are defined as follows:

1.1.1 Slurry Trench

The slurry trench is a 2 foot minimum width trench excavated through the existing ground or prepared working surface using the slurry trenchmethod of excavation and backfilled with S-B backfill material, to form a low permeability cutoff wall.

1.1.2 Slurry Trench Method of Excavation

The slurry trench method of excavation consists of excavating a vertical walled trench while keeping the trench filled with a bentonite slurry mixture. The purpose of the slurry is to support the walls of the trench, form a filter cake on and in the trench walls and prevent movement of ground water, into or through the excavated trench.

1.1.3 Bentonite

Bentonite is an ultrafine natural clay whose principal mineral constituent is sodium cation montmorillonite.

1.1.4 Bentonite Slurry

Bentonite slurry is a colloidal mixture of bentonite and water.

1.1.5 Soil-Bentonite (S-B) Backfill

S-B backfill is a homogeneous mixture of material produced by mixing soil with bentonite slurry, which is placed into the excavated trench to complete the soil-bentonite backfill trench.

1.1.6 Ground Water Level

The ground water level is the piezometric level of the ground water as determined from piezometers and wells.

1.1.7 Working Surface

The working surface is the top of the the surface of previously compacted fill from which the slurry trench shall be constructed.

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.

02 35 27 - 1

AMERICAN PETROLEUM INSTITUTE (API)

API RP 13B-1 (2009; 4th Ed) Recommended Practice for Field Testing Water-Based Drilling Fluids

API Spec 13A (2010) Specification for Drilling-Fluid Materials

ASTM INTERNATIONAL (ASTM)

ASTM C143/C143M (2010) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM D 1140 (2000; R 2006) Amount of Material in Soils Finer than the No. 200 (75-micrometer) Sieve

ASTM D 2216 (2010) Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

ASTM D 2434 (1968; R 2006) Permeability of Granular Soils (Constant Head)

ASTM D 422 (1963; R 2007) Particle-Size Analysis of Soils

ASTM D 4318 (2010) Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D 5084 (2010) Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter

ASTM D 698 (2007e1) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.))

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

EPA 600/4-79/020 (1983) Methods for Chemical Analysis of Water and Wastes

1.3 SUBMITTALS

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

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

SD-01 Preconstruction Submittals

Preconstruction Testing Plan; G Slurry Trench Implementation Plan; G

SD-02 Shop Drawings

As-Built Profile

02 35 27 - 2

SD-04 Samples

Bentonite S-B Backfill Material

SD-06 Test Reports

S-B Backfill Test Report Quality Control Testing Soundings Water Bentonite Slurry Mixes Bentonite Slurry Properties

SD-07 Certificates

Bentonite

1.4 OTHER SUBMITTAL REQUIREMENTS

Submit the following:

a. Plan describing the general work sequence and layout of operations.

The layout of operations shall include scale drawings, which depict bentonite slurry and S-B backfill preparation and storage areas. The plan shall describe Contractor qualifications, equipment, method of slurry trench excavation, use or disposal of excavated material, bottom cleaning, slurry preparation and maintenance, S-B backfill preparation and placement, and site clean-up.

b. Plan describing quality control equipment and test procedures, sample test forms for reporting test results, and the offsite laboratory proposed for use.

c. Data on the equipment to be used in the construction of the S-B backfill trench; equipment to be used to obtain samples; and equipment to be used in the Contractor's quality control testing.

d. A copy of the test results from the bentonite manufacturer for each lot shipped to the site and a certificate of compliance stating that the bentonite complies with applicable standards.

1.5 QUALITY ASSURANCE

The Government may perform quality assurance testing on representative samples obtained by the Contractor of the bentonite slurry and S-B backfill using the laboratory and equipment furnished by the Contractor. The Government testing will in no way relieve the Contractor of the responsibility of performing tests necessary to meet the Construction Quality Control (CQC) requirements. Provide the equipment and laboratory space to government personnel on demand and these services will be considered a subsidiary obligation of the soil bentonite backfill trench construction. Make all routine testing procedures available for inspection by the Contracting Officer at any time.

02 35 27 - 3

1.5.1 Qualifications

1.5.1.1 Contractor

Contractor shall have successfully installed a minimum area of 1,000,000 square feet of S-B Backfill Trench. The qualifications and experience of personnel responsible for conducting the operations shall include references (name and telephone number) of the owners of the Contractor's previous slurry trench construction projects.

1.5.1.2 Slurry Trench Specialist

The slurry trench specialist shall be an individual who has had experience with at least 5 projects in all aspects of slurry trench construction which includes, but is not limited to:

a. The use, testing, and control of bentonite slurries,

b. The mixing methods required to properly mix the bentonite slurry and S_B backfill materials as required,

c. Slurry trench excavation and backfilling procedures, and

d. A thorough knowledge of construction equipment and material testing required for slurry trench construction.

Slurry trench specialist will report to the CQC manager. Slurry trench specialist may be provided by a subcontractor.

1.5.1.3 Slurry Trench Excavation Equipment Operator

The slurry trench excavation equipment operator shall have experience using similar slurry trench excavation equipment to be used for this contract in a minimum of 2 projects of similar or greater magnitude (depth).

1.6 DELIVERY, STORAGE, AND HANDLING

Protect materials delivered and placed in storage from the weather, dirt, dust or other contaminants.

1.7 GEOTECHNICAL SITE CONDITIONS

1.7.1 Exploratory Borings

Subsurface exploratory borings have been obtained by the Government to determine the character of materials to be excavated. Locations of the borings are shown on the drawings and the logs of those borings, which fall within the area of this contract, are included in the drawings for the convenience of the Contractor. The Government assumes no responsibility for interpretation or deductions made from the logs and borings. Local minor variations may exist in the subsurface materials between boring locations and, if encountered, will not be considered as being materially different within the purview of this contract . Soils classifications shown on the logs are the result of laboratory classifications in accordance with the Unified Soil Classifications System. The results of all laboratory testing, including rock and soil, are available for review by the Contractor in the US Army Corps of Engineers, Albuquerque District Office.

02 35 27 - 4

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Bentonite

The bentonite shall be sodium cation base montmorillonite powder that conforms to API Spec 13A, Section 5, and Table 1, located at the end of this section. Other chemically treated bentonites may be considered provided the required permeability values can not be obtained with bentonites conforming with Section 4 or Section 5 of API Spec 13A. No bentonite from the bentonite manufacturer shall be used prior to acceptance by the Contracting Officer. Bentonite not meeting specifications shall be promptly removed from the site at the Contractor's expense. Bentonite shall be protected from moisture during transit and storage. Submit a minimum of 10 pounds of the proposed bentonite at least 1 month prior to use or change in source of bentonite.

2.1.2 Water

The Contractor shall supply water required for mixing with bentonite to produce bentonite slurry. The water shall be clean, fresh, and comply with the standards specified in Table 1. Submit water quality test results for water used for mixing the bentonite slurry to assure conformance to these standards. Submit a record of the water source and associated chemical analysis.

2.1.3 Backfill Material

The backfill material shall be obtained from material excavated from the slurry trench. Thirty days prior to utilization of any off-site borrow, the site shall be identified and a minimum of 50 pounds of each type of proposed borrow soil, at least 1 month prior to use of each type of material, shall be submitted to the Contracting Officer for QA testing.

Backfill shall be free of roots, debris, brush, sod, organic or frozen material. Materials shall be thoroughly blended prior to mixing with bentonite slurry and shall conform to the following gradation requirements:

Screen Size or Number (U.S.

Standard)

Percent Passing by Dry Weight

3 inch 100

No. 4 40-80

No. 40 25-60

No. 200 20-40

2.2 EQUIPMENT

Furnish all necessary plant and equipment for use on this project.

2.2.1 Trench Excavation Equipment

Equipment for excavating the slurry trench shall be any type or combination of excavating equipment capable of performing the work as specified and shown on the drawings. The equipment shall be capable of excavating the

02 35 27 - 5 required minimum width of trench in a single pass of the excavating equipment. The buckets utilized with such equipment may be perforated, tapered and equipped with bottom-side cutter teeth protruding no more than 6 inches. The bucket shall be designed to maintain the width of the trench and to minimize raveling of the trench sides during use. The equipment shall be able to reach at least 5 feet deeper than the maximum depth shown on the drawings.

2.2.2 Bentonite Slurry Mixing and Cleaning Equipment

The slurry mixing plant shall be equipped with a high-speed/high-shear, colloidal mixer or a high-velocity/high pressure venturi jet mixer used in conjunction with a high-speed/high-shear centrifugal pump. The plant shall be equipped with a mechanically or hydraulically agitated sump and shall include pumps, valves, hoses, supply lines, tools, and other equipment and materials required to prepare the slurry and deliver it in a continuous supply from the hydration pond or tanks to the slurry trench. Mixers shall be capable of achieving complete dispersion of bentonite and additives, and shall be capable of continually mixing the bentonite slurry to provide and maintain a uniform blended bentonite slurry. Provide sufficient tanks for storage of hydrated bentonite slurry. Slurry cleaning equipment shall be available to reduce sand, sediment, or other solids as necessary to maintain the sand content or density requirements of the bentonite slurry in the trench. Bentonite slurry cleaning equipment may include but not be limited to vibratory shaker screens, centrifugal sand separators, or stilling ponds.

2.2.3 Field Laboratory Equipment

The field laboratory shall contain as a minimum the following equipment:

1 Mold and rod for slump test

2 Marsh funnel sets

1 Standard filter press

2 Mud balances (direct reading of density)

1 Slurry sampler

2 Number 200 sieves

1 Set of standard sieves and sieve shaker

1 Oven for moisture content

1 Balance

1 pH meter

2 Sand content sets

1 4 inch Cylindrical mold

02 35 27 - 6

2.3 BENTONITE SLURRY MIXES

2.3.1 Initial Bentonite Slurry Mixture

The initial bentonite slurry mixture shall conform to the standards specified in Table 1.

2.3.2 Trench Bentonite Slurry Mixture

The trench bentonite slurry mixture shall conform to the standards specified in Table 1.

2.3.3 Additional Bentonite

If directed by the Contracting Officer, thicken the slurry to a more viscous condition than the limits specified above. Use additional bentonite, as directed.

2.3.4 Additives

Peptizing agents and bulking agents shall not be mixed with the slurry.

Approved thinners or dispersants and flocculants of the types used in the control of oil field drilling muds, may be used to control standard properties of the slurry such as apparent viscosity, pH and filtration characteristics.

2.3.5 S-B Backfill

The S-B backfill, consisting of backfill material and bentonite slurry shall be thoroughly mixed and shall conform to the standards specified in Table 1 just prior to placement in the trench.

PART 3 EXECUTION

3.1 GENERAL REQUIREMENTS

The slurry trench shall be constructed to the elevations, lines, grades, and cross-sections shown and in accordance with these specifications, unless otherwise directed by the Contracting Officer. The Government may modify the dimensions and quantities of the work as determined necessary.

Submit a Slurry Trench Implementation Plan for approval, a minimum of 4 weeks prior to the start of construction.

3.2 S-B BACKFILL TRENCH TEST SECTION

Contractor shall construct a 100-foot long (minimum) test section of S-B Backfill trench in accordance with the contractor's government approved Slurry Trench Implementation Plan. Test section will be evaluated based on the requirement stated in paragraph 3.4 BENTONITE SLURRY PLACEMENT AND TESTING. This test section will evaluate trenching, cleaning, mixing, type of equipment, quality of bentonite slurry (density, specific gravity, segregration, etc) and procedures (mixing, installation, etc). If different equipment is substituted or changes or if any installation procedure changes, a new 100-foot long test section will be required for Government evaluation and approval. The test section shall be evaluated for a minimum of 14 days prior to continuing with S-B Backfill trench construction. If the test section is determined to be acceptable it can be incorporated into the final levee section.

02 35 27 - 7

3.3 WORKING SURFACE

Slurry trench construction shall be accomplished from the working surface, as shown on the drawingsworking surface may require the contractor to overbuild to allow for sufficient space from the trench mix and place the bentonite slurry. Overbuild cannot extend past shown construction limits and must be removed to return levee to shown line and grade after completion of the slurry trench. If the Contractor's operations require a wider working surface, the reason for the change shall be submitted. If approved, a wider working surface may be constructed at no additional cost to the Government. Working surface material and compaction requirements are described in Section 31 23 00.00 20. In the event that the static ground water table is encountered at a depth of 3.0 foot or less below the designated working surface, at the direction of the Contracting Officer, raise the working surface to a height of 3 feet above the measured static ground water level with approved fill material. The working surface thus constructed shall be utilized as a basis for measurement for payment.

3.4 S-B BACKFILL TRENCH EXCAVATION

The excavation shall begin from the working surface and shall provide a vertical (within 2 percent) continuous 2 foot minimum width trench to the required depth along the centerline of the excavation. The Contracting Officer may direct the Contractor to modify the trench depth based on examination of bucket cuttings or drive samples. The toe of the slope of the trench excavation shall not precede the toe of the S-B backfill slope by less than 30 feet or more than 100 feet. At the intersection of 2 straight line segments, the trench excavation shall extend a minimum of 5 feet beyond the outside of the intersection at all depths. If trench excavation overlaps into previously completed slurry trench, the excavation shall extend a minimum of 10 feet into the previously placed S-B backfill at all depths. Any removed section of completed slurry trench shall be refilled with S-B backfill at no additional expense to the Government.

3.5 BENTONITE SLURRY PLACEMENT AND TESTING

3.5.1 Bentonite Slurry Placement

Introduce bentonite slurry into the trench at the time excavation begins.

The level of the slurry in open trenches shall be maintained a minimum of 3 feet above ground water level and no more than 2 feet below the top of the working surface until the placement of S-B backfill is complete. If the density or sand content of the bentonite slurry in the trench does not conform to the standards specified in Table 1, the excess solids shall be removed from the bentonite slurry using approved methods or the bentonite slurry shall be replaced with fresh slurry. Bentonite slurry shall not be diluted by surface water. Conditioning of the bentonite slurry may require recirculation through a shaker screen or the addition of approved additives. Provide sufficient personnel, equipment, slurry storage areas, and prepared bentonite slurry materials ready to raise the slurry level at any time in the excavated trench, weekends and holidays included.

3.5.2 Bentonite Slurry Testing

The bentonite slurry in the trench shall be sampled a minimum of 2 times each 8 hour shift (near the beginning and end of each shift), at two depths; approximately 2 feet below the slurry surface and approximately 2 feet above the bottom of the trench. These samples shall be taken within 5

02 35 27 - 8 feet of the toe of the S-B backfill slope. Additional samples shall be obtained at the request of the Contracting Officer.

3.6 EXCAVATED MATERIAL

Material excavated from the trench shall be used for S-B backfill.

Excavated material to be used for S-B backfill shall be stockpiled for subsequent processing in approved areas. Excavated trench material not used as backfill shall be placed in the waste disposal area .

3.7 STABILITY

The Contractor is responsible for ensuring and maintaining the stability of the excavated trench at all times, for its full length and depth, and for maintaining slurry densities and levels within specified limits. Control surcharges from all excavation and backfilling equipment, waste, berm construction, backfill stockpiles, and any other loading situations that may affect trench stability. It is the Contractor's sole responsibility to ensure that the mixing of S-B backfill and any stockpiles do not affect the open trench stability. In the event of failure of the trench walls prior to completion of backfilling, re-excavate the trench, remove all material displaced into the trench, and take corrective action to prevent further deterioration, at the Contractor's expense.

3.8 SLURRY TRENCH CLEANING

At a minimum, unless otherwise approved, the trench bottom shall be cleaned at the start of each day. The trench bottom shall be probed for any deposits or sloughed materials prior to cleaning. The trench bottom shall be cleaned by using an excavator bucket, or other approved equipment to ensure removal of sand, gravel, sediment, and other material left in the trench during excavation or which has settled out of the slurry. Cleaning equipment shall not remove material from the walls of the trench. The Contracting Officer may require more frequent cleaning.

3.9 S-B BACKFILL MIXING AND PLACEMENT

3.9.1 Mixing

The S-B backfill shall be thoroughly mixed via disking, harrowing, bulldozing, blading, or other approved methods into a homogeneous mass, free from large lumps or clods of soil or pockets of fines, sand, or gravel. Occasional lumps of up to 3 inches in their largest dimension will be permitted. All particles shall be coated with bentonite slurry. The S-B backfill may be sluiced with slurry during the mixing operations.

Sluicing with water is not permitted. The S-B backfill shall be mixed along the side of the trench. When mixing the S-B backfill along the side of the trench, heavy equipment such as bulldozers shall not operate in a back and forth fashion, paralleling the open trench, closer than 15 feet from the lip of the trench. Excess bentonite slurry may be allowed to flow back into the trench.

3.9.2 Placement

Initial S-B backfill placement shall be by one of the following methods:

(1) Placement by lowering S-B backfillto the bottom of the trench with crane and clamshell bucket, or tremie methods until the surface of the S-B backfill rises above the surface of the slurry trench at the end of the trench; (2) Construct a lead-in trench 1H:1V or flatter at a point outside

02 35 27 - 9 of the limits of work to allow a S-B backfill face to form prior to reaching the full depth of the required slurry trench. No payments will be made for the portions of trenches which lie outside of the limits of work.

Placement operations shall proceed in such a manner that the slope of the initially placed S-B backfill is maintained. Free dropping of S-B backfill through the bentonite slurry is not permitted. The S-B backfill shall be placed so that it will slide down the forward face of the S-B backfill slope. The S-B backfill shall be placed in the excavated trench so that no pockets of bentonite slurry are trapped and that a constant slope is maintained. Placement shall be continuous from the beginning of the trench in the direction of the excavation to the end of the trench.

3.9.3 Mixing and Placing During Cold Weather

No mixing or placing of the S-B backfill shall be performed when the air temperature is below 20 degrees F. Frozen S-B backfill shall not be placed in the trench and backfill material containing frozen lumps shall not be used to mix S-B backfill.

3.9.4 Testing

When required, additional samples for pPermeability testing shall be taken at 5 foot intervals for the full depth of the completed slurry trench using 3 inch thin wall (Shelby) tubes every 1000 cubic yards of in place trench.

If test results do not meet the requirements listed in Table 1, corrective action, as determined by the Contracting Officer, shall be taken.

3.10 SOUNDINGS

Take excavation and S-B backfill soundings every 20 feet along the trench centerline using a weighted tape, cable, or other approved device. Submit a record of soundings and measurements taken during construction of the slurry trench. Soundings shall be measured to the nearest 0.1 ft. The soundings shall measure the following:

3.10.1 Elevation of Trench Bottom Prior to Backfilling

Determine the elevation of the slurry trench bottom after the slurry trench has been cleaned and approved as described under paragraph Trench Cleaning. This sounding shall not precede the toe of the S-B backfill slope more than 50 feet. This elevation is subject to approval by the Contracting Officer.

3.10.2 Profile of S-B Backfill Slope and Slurry Trench Bottom

The S-B backfill slope and slurry trench bottom shall be sounded at the beginning and end of each shift, and at additional times as directed, at intervals of 20 feet.

3.11 AS-BUILT PROFILE

An as-built profile of the slurry trench bottom and S-B backfill slopes, including descriptions of materials encountered in the slurry trench bottom, shall be continuously maintained. This profile shall indicate extent of excavation and the S-B backfill profile at the end of each work day. Submit a scale drawing providing a log of the subsurface materials excavated from the trench, and a profile of the completed slurry trench.

The limits of each batch of S-B backfill shall be delineated as placed.

The logging of trench bottom shall be accomplished by a civil engineer or

02 35 27 - 10 geologist.

3.12 TREATMENT OF TOP OF SLURRY TRENCH

Prior to placement of the compacted trench cover, a temporary plastic sheeting, 10 mil thickness minimum, cover shall be placed and secured over the trench to prevent desiccation. The temporary cover material shall be placed within 2 days after S-B backfill placement is completed over each 100 foot reach. If any depression develops within the completed slurry trench area, it shall be repaired by placing and compacting additional trench cover soil. After a minimum two weeks, the temporary trench cover shall be removed and replaced by a final compacted trench cover. A final compacted trench cover 10 feet wide and 2 ft deep shall be placed to a dry density of 90 percent of maximum density at optimum moisture to plus 3 percent in accordance with ASTM D 698. Heavy construction equipment and machinery shall only be driven over the slurry trench at locations approved by the Contracting Officer for heavy equipment crossing. The contractor shall present a method of protecting the top of the slurry trench from heavy equipment crossing for approval by the Contracting Officer.

3.13 QUALITY CONTROL TESTING

Provide Quality Control Inspectors as necessary for bentonite slurry preparation and maintenance, trench excavation, and S-B backfill preparation and placement. Submit all test results.

3.13.1 Bentonite Tests

A minimum of 1 test for each specified requirement shall be performed for each truck or rail car shipment delivered to the site. Certificates of compliance from the manufacturer for each lot of bentonite used will be acceptable instead of testing each truck or rail car.

3.13.2 Water Tests

A minimum of 1 test for each specified requirement shall be performed for each water source used. Testing shall be performed as specified in Table 1.

3.13.3 Backfill Material Tests

One set of backfill material tests, as specified in Table 1, shall be performed for every 500 cubic yards used.

3.13.4 Bentonite Slurry Properties

Bentonite slurry shall be required to hydrate a minimum of 8 hours prior to use. If the contractor can demonstrate compliance with the specifications hydration time may be reduced. The initial bentonite slurry shall be tested prior to placing in the trench and a minimum of 2 times each 8 hour shift per mixing plant. Submit a record of bentonite slurry mix quantities, proportions of additives utilized, and adjustments for each batch.

3.13.5 S-B Backfill Tests

Sampling and testing shall be performed, in accordance with the approved Preconstruction Testing Plan, just prior to placing S-B backfill in the trench as shown in Table 1. The density of the S-B backfill shall be

02 35 27 - 11 calculated using a 4 inch cylindrical mold as described in Paragraph 6 of ASTM D 698. S-B backfill shall be placed in the mold and rodded 10 times.

Additional S-B backfill shall then be added to fill the mold. The weight and volume of the molded S-B backfill shall then be used to determine the density. Density shall be determined at a rate of 1 test for every 1000 cubic yards. A sample of S-B backfill for permeability testing shall be taken just prior to placement in the trench for every 10005000 cubic yards.

Submit a Plan providing a list of test equipment, procedures, and materials to be used to develop the mix design for the S-B backfill and an S-B Backfill Test Report containing the results of the tests performed, a report summarizing the procedures and results of the Pre-construction S-B backfill mix tests. The report shall include a description of mix proportions, gradations, slumps, densities, permeabilities, and moisture contents of 3 samples of the final S-B backfill mix using the bentonite and backfill materials proposed for use. Submit a minimum of 50 pounds of each type of proposed borrow soil at least 1 month prior to use.

3.14 CLEAN-UP

Excavation spoil, unused S-B backfill, and excess bentonite slurry shall be removed following completion of S-B backfill placement. These materials shall be disposed of at the direction of the Contracting Officer.

02 35 27 - 12

BENTONITE SLURRY TRENCH QUALITY CONTROL TESTING TABLE 1

Property Requirement Test Method

Bentonite Powder

YP/PV Ratio 1.5 max. API Spec 13A

Plastic Viscosity > 10 API Spec 13A

Filtrate Loss < 12.5 cubic cm API Spec 13A

Moisture Content < 10% ASTM D 2216

Chemical Analysis of Water pH 6 to 8 API RP 13B-1

Hardness < 200 ppm API RP 13B-1

Total Dissolved Solids < 500 ppm EPA 600/4-79/020 Method 160.1

VOCs Maximum Contaminant Level (MCL)

SW-846 Method 5030B/8260B

SVOCs MCL SW-846 Method 3510C/8270C

TPH MCL SW-846 Modified 8015

Metals MCL SW-846 3005A/6010C

Pesticides MCL SW-846 3510C/8081A/8141A

Initial Bentonite Slurry

Viscosity > 40 sec API RP 13B-1

Density > 64 pcf API RP 13B-1

Filtrate Loss < 20 cubic cm API RP 13B-1 pH 6.5 to 10 API RP 13B-1

In-Trench Bentonite Slurry

Density 64-85 pcf and at least 15 pcf less than S-B backfill density

API RP 13B-1

02 35 27 - 13

BENTONITE SLURRY TRENCH QUALITY CONTROL TESTING TABLE 1

Property Requirement Test Method

Viscosity > 40 sec API RP 13B-1 pH 6.5 to 10 API RP 13B-1

Sand Content 10% max. API RP 13B-1

Backfill Material

Grain Size Para. 2.1.3 ASTM D 422

Moisture content For record ASTM D 2216

Fines Content Para. 2.1.3 ASTM D 1140

Atterberg limits Para. 2.1.3 ASTM D 4318

S-B Backfill

Slump Cone 4-6 inches ASTM C143/C143M

Density For Record ASTM D 698 and Para.

2.4.5

Permeability < 1 x 10-7 cm/sec

ASTM D 2434 ASTM D 5084

1) If more than one (1) batching plant is being used, these frequencies shall apply to each batching plant separately.

2) Permeability tests may be performed using an approved fixed wall permeameter except that for every 5 such tests, there shall be 1 test using a flexible wall permeameter. Fixed wall test methods and procedures shall be submitted and approved prior to use.

3) Flexible wall permeability tests shall be performed at a maximum effective confining pressure of 5 psi and a maximum hydraulic gradient of 20.

-- End of Section --

02 35 27 - 14 aggregate surface. It is the responsibility of the Contractor to obtain materials that will meet the gradation requirements after mixing, placing, compacting, and other operations. TABLE I shows permissible gradings for granular material used in aggregate surface roads and airfields. Sieves shall conform to ASTM E11.

TABLE I. GRADATION FOR AGGREGATE SURFACE COURSES

Percentage by Weight Passing Square-Mesh Sieve

Sieve Designation No. 1

1 in. 100 3/8 in. 50-85 No. 4 35-65 No. 10 25-50

No. 200 8-15

2.2 LIQUID LIMIT AND PLASTICITY INDEX REQUIREMENTS

The portion of the completed aggregate surface course passing the No. 40 sieve shall have a maximum liquid limit of 35 and a plasticity index of 24 to 129.

PART 3 EXECUTION

3.1 OPERATION OF AGGREGATE SOURCES

Perform clearing, stripping, and excavating. Operate the aggregate sources to produce the quantity and quality of materials meeting these specification requirements in the specified time limit. Upon completion of the work, the aggregate sources on Government property shall be finalized to drain readily and be left in a satisfactory condition. Finalize aggregate sources on private lands in agreement with local laws or authorities.

3.2 STOCKPILING MATERIALS

Prior to stockpiling the material, clear and level the storage sites. All materials, including approved material available from excavation and grading, shall be stockpiled in the manner and at the locations designated. Stockpile aggregates in such a manner that will prevent segregation. Aggregates and binders obtained from different sources shall be stockpiled separately.

3.3 COMPACTION

Degree of compaction is a percentage of the maximum density obtained by the test procedure presented in ASTM D1557 abbreviated herein as present laboratory maximum density. Compact each layer of the aggregate surface course with approved compaction equipment, as required in the following paragraphs. The water content during the compaction procedure shall be maintained at optimum or at the percentage specified by the Contracting Officer. In locations not accessible to the rollers, the mixture shall be compacted with mechanical tampers. Compaction shall continue until each layer through the full depth is compacted to at least 100 percent of laboratory maximum density. Remove any materials that are found to be unsatisfactory and replace them with satisfactory material or rework them

32 15 00 - 4 fittings.

2.1.1 Plastic

Plastic pipe shall contain ultraviolet inhibitor to provide protection from exposure to direct sunlight.

2.1.1.1 Polyvinyl Chloride (PVC) and Fittings

Polyvinyl chloride (PVC) pipe and fittings shall conform to ASTM F949 if corrugated. Otherwise, PVC pipe, SDR 26, shall conform to ASTM D3034.

2.1.1.2 Pipe Perforations

Water inlet area shall be a minimum of 0.5 square inch per linear foot.

Manufacturer's standard perforated pipe which essentially meets these requirements may be substituted with prior approval of the Contracting Officer.

a. Circular Perforations in Plastic Pipe: Circular holes shall be cleanly cut not more than 3/8 inch or less than 3/16 inch in diameter and arranged in rows parallel to the longitudinal axis of the pipe.

Perforations shall be approximately 3 inches center-to-center along rows. The rows shall be approximately 1-1/2 inches apart and arranged in a staggered pattern so that all perforations lie at the midpoint between perforations in adjacent rows. The rows shall be spaced over not more than 155 degrees of circumference. The spigot or tongue end of the pipe shall not be perforated for a length equal to the depth of the socket, and perforations shall continue at uniform spacing over the entire length of the pipe.

b. Slotted Perforations in Plastic Pipe: Circumferential slots shall be cleanly cut so as not to restrict the inflow of water and uniformly spaced along the length and circumference of the tubing. Width of slots shall not exceed 1/8 inch nor be less than 1/32 inch. The length of individual slots shall not exceed 1-1/4 inches on 3 inch diameter tubing, 10 percent of the tubing inside nominal circumference on 4 to 8 inch diameter tubing, and 2-1/2 inches on 10 inch diameter tubing.

Rows of slots shall be symmetrically spaced so that they are fully contained in 2 quadrants of the pipe. Slots shall be centered in the valleys of the corrugations of profile wall pipe.

2.2 FILTER FABRIC

Submit samples of filter fabric, and certifications from the manufacturers attesting that filter fabric meets specification requirements. Provide geotextile that is a woven pervious sheet of polymeric material consisting of long-chain synthetic polymers composed of at least 95 percent by weight polypropylene (PP) or polyester (PET). The use of woven slit film geotextiles (i.e. geotextiles made from yarns of a flat, tape-like character) will not be allowed. Add stabilizers and/or inhibitors to the base polymer, as needed, to make the filaments resistant to deterioration by ultraviolet light, oxidation, and heat exposure. The filter fabric shall provide an equivalent opening size (AOS) no finer than the US Standard Sieve No. 60 and no coarser than the US Standard Sieve No. 40.

AOS is defined as the number of the US Standard sieve having openings closest in size to the filter fabric openings. The percent open area provided shall not be less than 4 percent and not more than 8 percent.

Percent open area is defined as the summation of open areas divided by the

33 46 16 - 3

SECTION 35 31 19

STONE, CHANNEL, PROTECTION FOR STRUCTURES

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Filter Layer(s)

1.1.1.1 Payment

Geotextiles used as filters will be paid for in accordance with provisions of Section 31 05 19 GEOTEXTILES . Preparation of the base will not be paid for separately and all costs incidental thereto shall be included in contract prices for other items for which payment will be made. No payment will be made for material required to replace subgrade material lost by rainwash, wind erosion, overexcavation or otherwise.

1.1.2 Riprap

1.1.2.1 Payment

Payment…