A21- 20B0050 AM_0001.pdf

PDF 560 KB Posted Jul 20, 2020

Attached to: Mississippi River & Tributaries Project (MR&T), Mississippi River Levee (MRL), Atchafalaya Basin Levee District, Point Pleasant Seepage Relief Well Project Phase III, Iberville Parish, LA.
Solicitation number: W912P820B0050
Issued by: Department of the Army Corps of Engineers Engineering District New Orleans

About this file

Written by GovTribe AI · Dec 27, 2023

This is a solicitation for a construction project to install relief wells and electric-powered pumps along the west bank of the Mississippi River in Iberville Parish, Louisiana. The project involves boring 42 eight-inch relief wells approximately 100 feet below the landside levee toe, spaced about 150 feet apart. An existing drainage ditch will be excavated and graded to collect outflow from the wells. Six pairs of electric pumps will convey seepage water discharged from the wells back over the levee and into the river during high water. Permanent 12-inch HDPE discharge lines with steel end sections will be installed above the levee. Slope paving will be provided where pipes emerge from cover. The estimated value is between $5 million and $10 million. This is a set-aside solicitation for service-disabled veteran-owned small businesses only. The solicitation and additional details can be found on beta.SAM.gov using the provided solicitation number. The point of contact for questions is the named Contract Specialist.

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Other files

File	Type	Posted
W912P820B0050 Bid Abstract .pdf	PDF	Aug 18, 2020
A21- 20B0050 AM_0004.pdf	PDF	Aug 14, 2020
A21- 20B0050 AM_0003.pdf	PDF	Aug 10, 2020
A21- 20B0050 AM_0002.pdf	PDF	Aug 5, 2020
A21- Plans.pdf	PDF	Jul 9, 2020
A21- 20B0050 Solicitation.pdf	PDF	Jul 9, 2020

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AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

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

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

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

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

FAR (48 CFR) 53.243

The above numbered solicitation is hereby amended to incorporate changes on the follow ing pages.

The Bid Opening Date remains the same, 10 AUGUST 2020, 2PM LOCAL TIME.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 25

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

16C. DATE SIGNED

BY 20-Jul-2020

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 W912P820B0050

X 9B. DATED (SEE ITEM 11)

08-Jul-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 is extended, X is not extended.

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

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

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

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

12. ACCOUNTING AND APPROPRIATION DATA (If required)

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

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

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

CONTRACT ORDER NO. IN ITEM 10A.

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

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

D. OTHER (Specify type of modification and authority)

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

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

10A. MOD. OF CONTRACT/ORDER NO.

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

6. ISSUED BY

3. EFFECTIVE DATE

20-Jul-2020

CODE

USACE, CONTRACTING DIVISION

ATTN: CEMVN-CT, ROOM 172

7400 LEAKE AVE.

NEW ORLEANS LA 70118-3651

W912P8 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

SPECIFICATIONS:

SECTION

00010

Page 00010-3, Item 0016 Concrete Slope Pavement. Delete the Description “Concrete Slope Pavement”, Estimated Quantity “50” and Unit “SQ” and substitute the new Description “Concrete Pavement”, Estimated Quantity “65” and Unit cubic yard “CY”.

SECTION 01 33 00

Page 8. Delete the “Submittal Register” attached at the end of this section in its entirety and substitute the attached revised “Submittal Register”.

SECTION 35 42 38.00 12

Delete “Section 35 42 38.00 12 CONCRETE SLOPE PAVEMENT” in its entirety and substitute the attached revised “Section 35 42 38.00 12 CONCRETE PAVEMENT”.

00010-3 ED 20-059

SECTION 00010 – BIDDING SCHEDULE

Mississippi River and Tributaries Atchafalaya Basin Levee District, Point Pleasant Seepage Relief Well Project Phase III

Iberville Parish, LA

Item DESCRIPTION Estimated Quantity Unit Unit Price Estimated Amount

0001 Mobilization and Demobilization 1 JOB

0002 Traffic Control and Coordination 1 JOB

0003 Blocked Out Guard Rail 1,100 LF

0004 Guard Rail End Treatment Tangent 10 EA

0005 Silt Fences 12,000 LF

0006 Truck Wash-Down Rack 1 JOB

0007 Submersible Pumps 1 JOB

0008 Discharge Piping 1 JOB

0009 Electrical Work 1 JOB

0010 Clearing and Grubbing 1 JOB

0011 Seeding and Mulching 40 AC

0012 Fertilizer 8,000 LBS

0013++ Lime Soil Amendment 40 TON

0014++ Sulfur Soil Amendment 40 TON

0015 Relief Wells 5,500 LF

*0016 Concrete Pavement 65 CY

TOTAL: $

* Denoted change from previous Bidding Schedule.

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

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

Award will be made as a whole to one bidder.

00010-4 ED 20-059

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

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

DECLARED NON-RESPONSIVE AND THEREFORE INELIGIBLE FOR

AWARD.

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

NOTE 3: THE NOTICE TO PROCEED (NTP): The successful bidder is advised that performance and payment bonds shall be submitted in accordance with the time frame in block 12B of SF 1442. The NTP will be issued immediately after verification of acceptable performance and payment bonds. Within seven (7) days after issuance of the NTP, the Contractor shall initiate a meeting to discuss the submittal process with the Area or Resident Engineer or his authorized representative. Physical work cannot start until the Accident Prevention Plan, Contractor Quality Control Plan, and other submittals which may be required, have been submitted and approved and all preliminary meetings called for under the contract, have been conducted.

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

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

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SECTION TABLE OF CONTENTS

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

SECTION 35 42 38.00 12

CONCRETE PAVEMENT

PART 1 GENERAL

1.1 SCOPE

1.2 REFERENCES

1.3 MEASUREMENT AND PAYMENT

1.4 SUBMITTALS

1.5 QUALITY CONTROL

1.5.1 General

1.5.2 Reporting

1.6 DESIGN AND PERFORMANCE REQUIREMENTS

1.6.1 Strength Acceptance

1.6.2 Construction Tolerances

1.6.3 Concrete Mixture Proportions

1.6.4 Formwork

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Cementitious Material

2.1.1.1 Portland Cement

2.1.1.2 Blended Hydraulic Cement

2.1.1.3 Pozzolan, Other than Silica Fume

2.1.2 Aggregates

2.1.3 Chemical Admixtures

2.1.3.1 Air-Entraining Admixture

2.1.3.2 Water-Reducing or Retarding Admixture

2.1.4 Water

2.1.5 Reinforcing Steel

2.1.6 Expansion Joint Filler Strips, Preformed

2.1.7 Joint Sealant

2.1.8 Form Coatings

2.1.9 Curing Materials

PART 3 EXECUTION

3.1 LEVEE CROWN AND PAVEMENT AREAS

3.1.1 Levee Crown

3.1.2 Pavement Areas

3.2 TOE TRENCH

3.2.1 Excavation

3.2.2 Stockpiling

3.2.3 Backfilling

3.3 CUTOFF WALLS

3.4 JOINTS

3.4.1 Construction Joints

3.4.2 Dummy Joints

SECTION 35 42 38.00 12 Page 1 ED 20-059

3.4.3 Expansion Joints

3.5 FORMING

3.6 PREPARATION FOR PLACING

3.7 PRODUCTION OF CONCRETE

3.8 CONVEYING

3.9 PLACING CONCRETE

3.9.1 General

3.9.2 Cold-Weather Requirements

3.9.3 Hot-Weather Requirements

3.10 FINISHING

3.11 PROTECTION

3.12 CURING

3.13 FORM REMOVAL

3.14 JOINT SEALING

3.15 BACKFILLING AND EMBANKMENT DRESSING

3.16 G

-- End of Section Table of Contents --

SECTION 35 42 38.00 12 Page 2 ED 20-059

SECTION 35 42 38.00 12

CONCRETE PAVEMENT

PART 1 GENERAL

1.1 SCOPE

The work covered by this section consists of furnishing all plant, labor, equipment and materials (including concrete), and performing all operations in connection with foundation preparation; excavation, forming, reinforcement, placing, curing and testing of concrete; sealing joints; and placing miscellaneous backfill as shown on the drawings and as hereinafter specified.

1.2 REFERENCES

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

AMERICAN CONCRETE INSTITUTE (ACI)

ACI 308R (2016) Guide to Curing Concrete

ACI 318/318R (2008; Errata 2008) Building Code Requirements for Structural Concrete and Commentary

ACI 347 (2004; Errata 2008; Errata 2012) Guide to Formwork for Concrete

ACI SP-66 (2004) ACI Detailing Manual

ASTM INTERNATIONAL (ASTM)

ASTM A 1064/A 1064M (2017) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A 615/A 615M (2009b) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM C 31/C 31M (2012) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C 33/C 33M (2013) Standard Specification for Concrete Aggregates

ASTM C 39/C 39M (2009a) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C 94/C 94M (2014) Standard Specification for

SECTION 35 42 38.00 12 Page 3 ED 20-059

Ready-Mixed Concrete

ASTM C 109/C 109M (2016a) Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or (50-mm) Cube Specimens)

ASTM C 143/C 143M (2010) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C 150 (2012) Standard Specification for Portland Cement

ASTM C 172 (2008) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C 231 (2014) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 260 (2010) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C 309 (2011) Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C 494/C 494M (2013) Standard Specification for Chemical Admixtures for Concrete

ASTM C 595 (2010) Standard Specification for Blended Hydraulic Cements

ASTM C 618 (2012) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C 685/C 685M (2010) Concrete Made by Volumetric Batching and Continuous Mixing

ASTM D 75 (2014) Standard Practice for Sampling Aggregates

ASTM D 1752 (2004a; R 2008) Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion

ASTM D 3406 (2000) Joint Sealant, Hot Poured, Elastomeric Type, for Portland Cement Concrete Pavements

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST HB 44 (2016) NIST Handbook 44: Specifications, Tolerances, and other Technical Requirements for Weighing and Measuring Devices

SECTION 35 42 38.00 12 Page 4 ED 20-059

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 100 (1975) Method of Sampling Concrete Aggregate and Aggregate Sources, and Selection of Material for Testing

COE CRD-C 400 (1963) Requirements for Water for Use in Mixing or Curing Concrete

LOUISIANA STANDARD SPECIFICATIONS FOR ROADS AND BRIDGES (2016

Edition), LOUISIANA DEPARTMENT OF TRANSPORTATION AND DEVELOPMENT

(LADOTD)

LSSRB 1003.08 Aggregates for Portland Cement Concrete and Mortar

U.S. BUREAU OF RECLAMATION (BOR)

BRSS-M-41 (Mar 1998) Elastomeric Canal Joint Sealant

1.3 MEASUREMENT AND PAYMENT

Concrete for concrete pavement will be measured by the cubic yard satisfactorily placed in accordance with the details shown on the drawings. Payment will be made at the contract unit price per cubic yard for "Concrete Pavement". Price and payment shall constitute full compensation for furnishing all plant, labor, materials, and equipment required to complete the work as specified, which includes construction of the concrete berm/dike ditch and outflow section, concrete relief well apron, pump pad, slope pavement, electrical rack foundation and any other incidental concrete work. Payment also includes restoration of the levee crown and slopes if disturbed by concrete construction.

1.4 SUBMITTALS

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

submittals not having a "G" designation are for information only. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Reinforcing Steel; G

1.5 QUALITY CONTROL

1.5.1 General

The Contractor shall establish and maintain quality control and records thereof for pavement operations to assure compliance with contract requirement for all construction operations including but not limited to the following:

(1) Preparing concrete foundations.

(2) Checking batching equipment for accuracy at least once a month in accordance with requirements of NIST HB 44.

(3) Formwork. Verify dimensions and finish elevations for compliance with the drawings.

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(4) Embedded Items. Verify all embedded items are in place before concrete placement.

(5) Setting of forms and expansion joints, reinforcement, chipping and wire brushing of construction joints and checkout just prior to concrete placement.

(6) Concrete. Verify concrete mix is correct for intended use.

(7) Batching, mixing, conveying, placing, finishing, curing and protecting concrete, and sealing joints.

(8) Control Testing. The individuals who sample and test concrete shall have demonstrated a knowledge and ability to perform the necessary test procedures equivalent to the ACI minimum guidelines for certification of Concrete Field Testing Technicians, Grade I. Tests shall be conducted at least once during each shift that concrete is produced or as directed by the Government. If results are out of specification, the frequency of testing shall be increased until deficiencies are corrected.

(a) Aggregate Tests.

(b) Air Content Tests.

1.5.2 Reporting

The original and two copies of quality control records, as well as the records of corrective action taken shall be furnished to the Government daily. The report format shall be as prescribed in Section 01 45 04.00 10 CONTRACTOR QUALITY CONTROL. The Contracting Officer has the right to examine all test and inspection records.

1.6 DESIGN AND PERFORMANCE REQUIREMENTS

The Government will maintain the option to sample and test joint sealer, joint filler material, aggregates and concrete to determine compliance with the specifications. The Contractor shall provide facilities and labor as may be necessary to assist the Government in procurement of representative test samples. Samples of aggregates will be obtained at the point of batching in accordance with ASTM D 75. Concrete will be sampled in accordance with ASTM C 172. Slump and air content will be determined in accordance with ASTM C 143/C 143M and ASTM C 231, respectively, when cylinders are molded. Compression test specimens will be made, cured, and transported in accordance with ASTM C 31/C 31M. Compression test specimens will be tested in accordance with ASTM C 39/C 39M. Samples for strength tests will be taken not less than once each shift in which concrete is produced. A minimum of 3 specimens will be made from each sample; 2 will be tested at 28 days (90 days if pozzolan or GGBF slag is used) for acceptance, and 1 will be tested at 7 days for information.

1.6.1 Strength Acceptance

Acceptance test results will be the average strengths of 2 specimens tested at the specified design age. The strength of the concrete will be considered satisfactory so long as the average of 3 consecutive acceptance test results equal or exceed the specified compressive strength, f 'c, and no individual acceptance test result falls below f 'c by more than 500

SECTION 35 42 38.00 12 Page 6 ED 20-059 pounds per square inch.

1.6.2 Construction Tolerances

A Class "C" finish shall apply to all surfaces except those specified to receive a Class "D" finish. A Class "D" finish shall apply to all surfaces which will be permanently concealed after construction. For formed surfaces, the permitted abrupt or gradual irregularities as defined in ACI 347 shall be 1/2 inch for Class "C" finishes and 1 inch for "D" finishes. Gradual variation is determined by placing a freestanding (unleveled), 5-foot straightedge anywhere on the surface and allowing it to rest upon two high spots and measuring the gap at any point between the straightedge and the surface.

1.6.3 Concrete Mixture Proportions

Concrete mixture proportions shall be the responsibility of the Contractor and shall be developed using the procedures found in paragraph 5.3.2 of ACI 318/318R. Specified compressive strength, f 'c, shall be 2,000 pounds per square inch at 28 days (90 days if pozzolan or GGBF slag is used). The nominal maximum size coarse aggregate shall be 1 inch. The air content shall range from 4.5 percent to 7.5 percent. The slump shall be suitable for placing concrete on sloping surfaces as shown on the drawings, but shall not exceed 5 inches. The maximum water to cementitious materials ratio shall be 0.55. Concrete for electrical rack foundations shall develop 4,000 pounds per square inch compressive strength at 28 days.

1.6.4 Formwork

The design and construction of the formwork shall be the responsibility of the Contractor.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Cementitious Material

Cementitious materials shall be portland cement, portland cement in combination with pozzolan or GGBF slag, or blended hydraulic cement and shall conform to appropriate specifications listed below.

2.1.1.1 Portland Cement

Portland cement shall meet the requirements of ASTM C 150, low alkali, Type I or II, except that the Blaine Fineness shall not exceed 400 square meters per kilogram.

2.1.1.2 Blended Hydraulic Cement

Blended hydraulic cement shall conform to ASTM C 595, Type IP (35) or IS.

Blended hydraulic cement shall meet the mortar expansion limits found in Table 2 of ASTM C 595. Admixture additions shall not be included in the blended cement.

2.1.1.3 Pozzolan, Other than Silica Fume

Pozzolan shall conform to ASTM C 618, Class C or F, with the Multiple Factor and the Effectiveness in Controlling Alkali-Silica Reaction

SECTION 35 42 38.00 12 Page 7 ED 20-059 requirements of Table 3.

2.1.2 Aggregates

The aggregate sources listed in Section 01100 GENERAL PROVISIONS, paragraph AGGREGATE SOURCES have been tested and at the time testing was performed, these sources were capable of producing materials of a quality acceptable for this project provided suitable processing was performed. If the Contractor proposes to furnish aggregates from a source not listed in "AGGREGATE SOURCES," samples consisting of not less than 500 pounds of each size coarse aggregate and 300 pounds of fine aggregate taken under the supervision of the Contracting Officer in accordance with COE CRD-C 100 shall be delivered to the U.S. Army Engineer Research and Development Center (Waterways Experiment Station), 3909 Halls Ferry Road, Vicksburg, MS, within 15 days after notice to proceed. Sampling and shipment of samples shall be at the Contractor's expense. From 90 to 120 days will be required to complete evaluation of the aggregates. Testing by and at the expense of the Government will be in accordance with the applicable CRD or ASTM test methods. Tests to which aggregate may be subjected are specific gravity, absorption, freezing and thawing in concrete, alkali aggregate reaction, organic impurities and any other test necessary to demonstrate that the aggregate is of a quality which is at least equivalent to those produced by the sources listed in "AGGREGATE SOURCES". Quality of all aggregates shall conform to the requirements of ASTM C 33/C 33M. The grading of the aggregates as delivered to the mixer shall conform to LSSRB 1003.08 or ASTM C 33/C 33M. The nominal maximum size shall be as listed in paragraph CONCRETE MIXTURE PROPORTIONS.

2.1.3 Chemical Admixtures

Chemical admixtures that have been in storage at the project site for longer than 6 months or that have been subjected to freezing shall be retested at the expense of the Contractor at the request of the Contracting Officer and shall be rejected if test results are not satisfactory.

2.1.3.1 Air-Entraining Admixture

The air-entraining admixture shall conform to ASTM C 260 and shall consistently cause the concrete to have an air content in the specified range under field conditions.

2.1.3.2 Water-Reducing or Retarding Admixture

Water-Reducing or Retarding Admixtures shall meet ASTM C 494/C 494M, Type A, B, or D, except that the 6-month and 1-year compressive strength tests are waived.

2.1.4 Water

Water for mixing and curing shall be fresh, clean, potable, and free of injurious amounts of oil, acid, salt, sugar, or alkali, except that nonpotable water may be used if it meets the requirements of COE CRD-C 400.

2.1.5 Reinforcing Steel

Reinforcing steel bar shall conform to the requirements of ASTM A 615/A 615M, Grade 60. Welded steel wire fabric shall conform to the requirements of ASTM A 1064/A 1064M. Details of reinforcement not shown shall be in accordance with ACI 318/318R, Chapters 7 and 12 and ACI SP-66. Contractor

SECTION 35 42 38.00 12 Page 8 ED 20-059 shall provide shop drawings for reinforcing steel.

2.1.6 Expansion Joint Filler Strips, Preformed

Expansion joint filler strips shall be preformed sponge rubber conforming to ASTM D 1752, Type 1. Wood, cork, or other cellulose-based material shall not be used.

2.1.7 Joint Sealant

Field-molded joint sealant shall be capable of being placed on the slopes shown at manufacturer recommended placing temperatures and in accordance with paragraph JOINT SEALING. Sealant shall comply with ASTM D 3406 or BRSS-M-41: Class A, C, R or S.

2.1.8 Form Coatings

Form coating shall be commercial formulation that will not bond with, stain, cause deterioration, or any other damage to concrete surfaces. The coating shall not impede the wetting of surfaces to be cured with water or curing compounds.

2.1.9 Curing Materials

Membrane-forming curing compound shall conform to ASTM C 309, Type 2.

PART 3 EXECUTION

3.1 LEVEE CROWN AND PAVEMENT AREAS

3.1.1 Levee Crown

The crown of the levee to be used by construction traffic shall be conditioned in advance of pavement operations to carry and withstand such traffic required by these specifications. The crown of the levee shall be graded to a reasonably smooth surface that slopes to drain. Throughout the period of pavement construction, the crown shall be maintained by shaping, addition of surfacing materials as specified in Section 32 15 00.00 12 SURFACING (CRUSHED STONE), paragraph MAINTENANCE, and compaction as may be necessary to avoid damage to the levee and permit passage of construction traffic. Wherever, by reason of rainwash, the Contractor's operations, or other causes, fill must be placed to restore the levee to pre-construction condition, embankment material shall be placed, and compacted in accordance with Section 31 24 00.00 12 EMBANKMENT, paragraph EMBANKMENT CONSTRUCTION.

3.1.2 Pavement Areas

Preparation of the area to receive pavement shall commence as follows:

(1) All vegetation and debris shall be removed from the area to receive pavement.

(2) The area / slopes shall be graded and/or degraded to a reasonably smooth, uniform surface to the slopes shown on the drawings, in such a manner as to maintain the maximum design section. Wavewash and rainwash gullies less than 6 inches in depth may be refilled by plowing and/or disking the slope of the levee without adding any material.

Gullies 6 inches or greater in depth shall be filled with embankment material compacted to a density at least equal to that of the adjoining

SECTION 35 42 38.00 12 Page 9 ED 20-059 undisturbed embankment and dressed in accordance with the requirements of Section 31 24 00.00 12 EMBANKMENT, paragraph "Dressing."

(3) After the area and slopes have been prepared, but prior to excavation of the cutoff wall trench, the entire area above the original natural ground surface shall be compacted by not less than 5 passes over the entire surface by the treads of a crawler type tractor, or similar equipment. A pass shall consist of complete coverage of the surface of a layer by the treads of the tractor or other compacting equipment approved by the Contracting Officer. Portions of the embankment, which the compacting equipment cannot reach for any reason, shall be compacted by an approved method to the density equal to that of the surrounding embankment. In the event the prepared slope is damaged or develops low areas in the course of compaction or during subsequent operations, embankment material shall be added, compacted and dressed. Dressing includes bringing the entire embankment to not less than the prescribed design cross section at all points in areas where embankment is to be placed. Compaction shall be repeated to whatever extent is necessary to produce a smooth slope meeting the requirements of these specifications. After final compaction is completed, the area shall be dressed to a smooth surface suitable to receive the pavement.

3.2 TOE TRENCH

3.2.1 Excavation

The toe trench shall be smoothly excavated to the section and bottom elevation shown on the drawings. In the event that the toe trench is excavated to depths greater than those specified, the Contractor shall fill the excessive excavation by placing excavated embankment material in layers, 6 inches or less in thickness, and compacting each layer to the density of the adjacent undisturbed ground, up to the elevation specified for the bottom of the pavement. In lieu of filling the excessive excavation, the Contractor may extend the pavement, at full thickness, down to the bottom of the cut. However, if the Contractor elects to extend the pavement to elevations lower than those specified, no payment will be made for such extra pavement. The toe trench shall be kept thoroughly drained.

3.2.2 Stockpiling

Earth material from the toe trench excavation shall be placed to a uniform grade and section adjacent to the excavation in the batture area.

3.2.3 Backfilling

Backfilling operations shall not commence before 7 calendar days, and must be completed within 14 calendar days after placing the bottom slab. The material excavated from the toe trench shall be used as backfill unless it is determined otherwise by the Contracting Officer. Backfilling shall be accomplished in accordance with Section 31 24 00.00 12 EMBANKMENT, paragraph "Compacted Fill" and shall not damage the pavement. Any pavement damaged during backfill operations shall, at the expense of the Contractor, be replaced or repaired as directed by the Contracting Officer. In the event that the backfill develops low areas, additional material shall be placed as may be necessary to produce a smooth backfill, without humps or hollows, to allow drainage away from the levee.

SECTION 35 42 38.00 12 Page 10 ED 20-059

3.3 CUTOFF WALLS

Cutoff walls shall be constructed along the top of the pavement, and down the slope of the levee from the top to the bottom of the pavement, in accordance with the details shown on the drawings. The cutoff wall trench shall be kept thoroughly drained.

3.4 JOINTS

Within 15 days after completion of the required curing period, all debris, dirt, laitance and curing compound shall be removed from all types of joints by sandblasting or another approved method. Immediately after cleaning, all joints shall be filled with sealant utilizing equipment and methods recommended by the sealant manufacturer. All joints shall be filled to within 1/8 inch plus or minus 1/16 inch below the pavement surface. The Contractor shall be careful not to over fill or under fill the joints.

3.4.1 Construction Joints

Construction joints shall be constructed where new pavement abuts existing new pavement in the direction parallel to the ditch centerlines. The surface of any existing new pavement against which new pavement is to be placed shall be chipped and wire brushed to the extent necessary to remove damaged and unsound concrete and provide a clean surface. A 1/2 inch wide by 1-3/8 inch deep recess as shown on the drawing shall be constructed for sealant. At all other locations throughout the limits of the job, construction joints will not be permitted unless approved by the Contracting Officer.

3.4.2 Dummy Joints

Dummy joints within the slabs shall be constructed a maximum distance of 10 feet from each other. These joints shall be 1/4 inch to 1/2 inch wide and 1-3/8 inches deep and shall extend from one end of the pavement to the other, in the direction perpendicular to ditch centerlines.

3.4.3 Expansion Joints

Expansion joints shall be constructed perpendicular to the ditch centerline at 30 foot maximum intervals, and at locations where the Contractor stops the pavement operation on any day. Expansion joint filler shall be one continuous piece the full width of each slab (ribbon). Expansion joints shall consist of 1/2 inch thick actual size, expansion joint filler topped with joint sealant, as shown on the drawings. Above the expansion joint filler, to the top surface of the pavement, the joint shall be formed with a 1/2 inch block of wood. This block shall remain in place for 24 hours or longer as determined by the Contracting Officer, if block removal operations cause breakage of the pavement.

3.5 FORMING

Forms shall be true to line and grade, mortar tight and sufficiently staked to prevent deformation under load in excess of 1/4 inch in 10 feet. All forms shall be so constructed that they can be removed without damaging the concrete. Forms shall be coated with a form release agent, which shall be applied shortly before concrete is placed.

SECTION 35 42 38.00 12 Page 11 ED 20-059

3.6 PREPARATION FOR PLACING

Concrete placement shall not begin until the entire preparation including the following items has been accepted by the Government. The entire cross section shall be brought to the lines and grades shown, unless approved by the Contracting Officer. Snow, ice, standing or flowing water, loose particles, debris, and foreign matter shall have been removed. Earth foundations shall be compacted and dressed as specified in Section 31 24 00.00 12 EMBANKMENT, paragraph "Compaction". Reinforcement shall be secured in place; joints, anchors, and other embedded items shall have been positioned. Internal ties shall be arranged so that when the forms are removed the metal part of the tie will be not less than 2 inches from concrete surfaces permanently exposed to view. Embedded items shall be free of oil and other foreign matter. All equipment needed to place, consolidate, protect, and cure the concrete shall be at the placement site and in good operating condition. The ground shall be moistened (being careful not to pond water) immediately prior to concrete placement to prevent the soil from prematurely drying out the fresh concrete.

3.7 PRODUCTION OF CONCRETE

Ready-Mixed concrete shall conform to ASTM C 94/C 94M and concrete made by volumetric batching and continuous mixing shall conform to ASTM C 685/C 685M, except as otherwise specified. The equipment used by the Contractor to produce and place concrete shall be capable of doing so at a rate that will prevent the occurrence of cold joints. The Contractor shall have facilities to measure and record moisture contents of the aggregates and adjust mix proportions to compensate for varying moisture contents. A batch ticket, as specified in ASTM C 94/C 94M (including information in paragraph CEMENTITIOUS MATERIALS), shall be furnished to the Contracting Officer for every batch of concrete when delivered to the project. The Contracting Officer shall have free access to the batching and mixing plant at all times.

3.8 CONVEYING

Concrete shall be conveyed from mixer to forms as rapidly as practicable, by methods that will prevent segregation or loss of ingredients. Concrete mixed in stationary mixers and transferred by non agitating equipment shall be placed within 30 minutes after it has been mixed unless otherwise authorized. When a truck mixer or agitator is used for transporting concrete, the concrete shall be delivered to the site of the work and discharge shall be completed within 1 1/2 hours after introduction of the cement to the aggregate or water.

3.9 PLACING CONCRETE

3.9.1 General

Concrete placement shall not be permitted when in the opinion of the Contracting Officer, weather conditions prevent proper placement, finishing and curing. Placement of concrete shall commence with the bottom slab being placed first, progressing up the levee slope to the top slab unless another order of work is approved by the Contracting Officer. The placement shall be carried on at such a rate that the formation of cold joints will be prevented. Concrete shall be worked into the corners and angles of the forms without permitting the materials to segregate.

Concrete shall be placed within 15 minutes after it has been discharged from a truck mixer. No waste water or concrete from equipment cleaning

SECTION 35 42 38.00 12 Page 12 ED 20-059 shall be disposed of in forms or on completed pavement.

3.9.2 Cold-Weather Requirements

The ambient temperature of the space adjacent to the concrete placement and the concrete surface to receive the concrete placement during cold weather shall be above 40 degrees F. Concrete, when deposited in the forms during cold weather shall have a temperature of not less than 40 degrees F. When heating is necessary to keep the concrete temperature above 40 degrees F, it shall be regulated so that the concrete temperature does not exceed 75 degrees F. Salt, chemicals, or other foreign materials shall not be mixed with the concrete to prevent freezing. Any concrete damaged by freezing shall be removed and replaced at the expense of the Contractor.

3.9.3 Hot-Weather Requirements

When the rate of evaporation of surface moisture, as determined by use of Figure 4.1 of ACI 308R, is expected to exceed 0.2 pound per square foot per hour, provisions for windbreaks, shading, fog spraying, or covering with a light-colored material shall be made in advance of placement, and such protective measures shall be taken as quickly as finishing operations will allow. All concrete placed during warm weather shall be delivered to the forms at the coolest temperature that is practicable to produce under current conditions but not above 95 degrees F. Concrete shall contain a retarding admixture if its temperature exceeds 85 degrees F.

3.10 FINISHING

All unformed surfaces shall be float and broom finished to elevations shown, unless otherwise specified. With the exception of concrete for electrical rack foundations, exterior surfaces shall be sloped for drainage.

Unformed surfaces shall be finished to a tolerance of 3/8 inch for a float finish. Surfaces to be float finished shall be screeded and darbied or bullfloated to eliminate the ridges and to fill in the voids left by the screed. In addition, the darbying or bullfloating shall fill all surface voids and only slightly embed the coarse aggregate below the surface of the fresh concrete. When the water sheen disappears and the concrete will support a person's weight without more than about 1/4 inch indentation, floating should be completed. Floating should embed large aggregates just beneath the surface, remove slight imperfections, humps, and voids to produce a plane surface, compact the concrete, and consolidate mortar at the surface. Floated surface shall be completed with a broom finish producing uniform corrugations not more than 1/16 inch deep.

3.11 PROTECTION

Immediately after placement, all concrete shall be protected from premature drying and freezing temperatures. All concrete shall be adequately protected from damage. Concrete shall be protected from, the damaging effects of rain for 12 hours, and flowing water for 14 days. Concrete damaged by rain or flowing water shall be removed by the Contractor at no cost to the Government. No repair of damaged concrete will be allowed.

The air and forms in contact with concrete shall be maintained at temperatures above 40 degrees F for at least the first 3 days and at temperatures above freezing for the remainder of the specified curing period. During the period of protection removal, the temperature of the air in contact with the concrete shall not be allowed to drop more than 25 degrees F within a 24-hour period. No fire or excessive heat shall be permitted near or in direct contact at any time.

SECTION 35 42 38.00 12 Page 13 ED 20-059

3.12 CURING

Curing operations shall commence immediately after the finishing operations have been completed in the section to be cured. All concrete shall be cured with curing compound for 7 days, except concrete made with Type II, or blended cement and concrete containing pozzolan or GGBF slag, the curing time shall be 14 days. The curing compound shall be applied when the concrete surface is still damp but not wet with free water. Curing compound shall not be applied during rainfall. The entire surface of the paving shall be sprayed uniformly with curing compound. Formed surfaces shall also be sprayed with curing compound as soon as forms are dislodged.

Curing compound shall be applied under pressure by mechanical sprayers operating at a minimum pressure of 75 pounds per square inch, and at the rate recommended by the curing compound manufacturer but, in no case greater than 400 square feet per gallon. The spraying equipment shall be of the fully atomizing type equipped so that the compound can be stirred continuously by effective mechanical or other approved means. At the time of use, the compound shall be in a thoroughly mixed condition. Hand spraying of odd widths or shapes and on concrete surfaces exposed by the removal of forms will be permitted. Curing compound shall not be applied to the inside faces of joints to be sealed. Should the film become damaged from any cause within the required curing period, the damaged portions shall be repaired immediately with additional compound. Failure to provide sufficient cover material of the type specified shall be cause for immediate rejection of all concrete not properly cured.

3.13 FORM REMOVAL

After concrete placement is completed, forms shall not be removed before 12 hours, but shall be removed by 24 hours or as directed by the Contracting Officer.

3.14 JOINT SEALING

3.15 BACKFILLING AND EMBANKMENT DRESSING

Backfilling or dressing operations shall not commence before 14 calendar days after adjacent concrete has been placed or until cylinders cured in accordance with paragraph 10.2.1 of ASTM C 31/C 31M indicate that the concrete has attained at least 75 percent of the specified compressive strength. Operations shall be accomplished in accordance with the compacted fill requirements of Section 31 24 00.00 12 EMBANKMENT paragraph COMPACTED FILL and shall not damage the concrete. Any concrete damaged during backfill operations shall, at the expense of the Contractor, be replaced or repaired as directed by the Contracting Officer. The levee embankment adjacent to the pavement shall be flush with the top of the pavement. No forms or other foreign material of any description shall be left in the levee and ditch.

SECTION 35 42 38.00 12 Page 14 ED 20-059

3.16 G

For grouting of base plates non-shrink cementitious grout shall be used with a minimum compressive strength of 5,000 pound per inch at 7 days in a fluid state when tested per ASTM C 109/C 109M.

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SECTION 35 42 38.00 12 Page 15 ED 20-059

A21- SF30 20B0050 AM_0001.pdf

Award will be made as a whole to one bidder.

ED 20-059_Am0001_Pt Pleasant Relief Well Ph III-ED

File details come from the government source that posted it. Updated Jul 20, 2020.