contract2

(See ).

SOLICITATION, OFFER, AND AWARD

(Construction, Alteration, or Repair) IMPORTANT - The "offer" section on the reverse must be fully completed by offeror.

9. FOR INFORMATION CALL:

NOTE: In sealed bid solicitations "offer" and "offeror" mean "bid and "bidder". SOLICITATION

1. SOLICITATION NO.

5. REQUISITION/PURCHASE REQUEST NO.

CODE

6. PROJECT NO.

8. ADDRESS OFFER TO

4. CONTRACT NO.

7. ISSUED BY

10. THE GOVERNMENT REQUIRES PERFORMANCE OF THE WORK DESCRIBED IN THESE DOCUMENTS (Title, identifying no., date)

11. The contractor shall begin performance

12a. THE CONTRACTOR MUST FURNISH ANY REQUIRED PERFORMANCE AND PAYMENT BONDS? (If "YES", indicate within how many calendar days after award in Item 12b.)

13. ADDITIONAL SOLICITATION REQUIREMENTS:

a. Sealed offers in original and

b. An offer guarantee

c. All offers are subject to the (1) work requirements, and (2) other provisions and clauses incorporated in the solicitation in full text or by reference.

d. Offers providing less than

NSN 7540-01-155-3212 STANDARD FORM 1442 (REV. 4-85) Prescribed by GSA - FAR (48 CFR) 53.236-1(d)

calendar days for Government acceptance after the date offers are due will not be considered and will be rejected.

is, is not required.

local time

containing offers shall be marked to show the offeror's name and address, the solicitation number, and the date and time offers are due.

(date). If this is a sealed bid solicitation, offers will be publicly opened at that time. Sealed envelopes

copies to perform the work required are due at the place specified in Item 8 by (hour)

award,

YES NO

notice to proceed. This performance period is mandatory negotiable.

calendar days and complete it within calendar days after receiving

a. NAME b. TELEPHONE NO. (Include area code) (NO COLLECT CALLS)

12b. CALENDAR DAYS

2. TYPE OF SOLICITATION

SEALED BID (IFB)

NEGOTIATED (RFP)

3. DATE ISSUED PAGE OF PAGES

17. The offeror agrees to perform the work required at the prices specified below in strict accordance with the terms of this solicitation, if this offer is accepted

calendar days after the date offers are due. (Insert any number equal to or greater than the minimum requirement by the Government in writing within

stated in Item 13d. Failure to insert any number means the offeror accepts the minimum in Item 13d.)

OFFER (Must be fully completed by offeror)

AMOUNTS

18. The offeror agrees to furnish any required performance and payment bonds.

19. ACKNOWLEDGMENT OF AMENDMENTS (The offeror acknowledges receipt of amendments to the solicitation -- give number and date of each)

AMENDMENT NO.

DATE.

AWARD (To be completed by Government)

CONTRACTING OFFICER WILL COMPLETE ITEM 28 OR 29 AS APPLICABLE

14. NAME AND ADDRESS OF OFFEROR (Include ZIP Code)

CODE FACILITY CODE

15. TELEPHONE NO. (Include area code)

16. REMITTANCE ADDRESS (Include only if different than Item 14.)

20a. NAME AND TITLE OF PERSON AUTHORIZED TO SIGN OFFER (Type or print)

21. ITEMS ACCEPTED:

22. AMOUNT

26. ADMINISTERED BY

30a. NAME AND TITLE OF CONTRACTOR OR PERSON AUTHORIZED TO SIGN (Type or print)

31c. DATE

STANDARD FORM 1442 (REV. 4-85) BACK

31b. UNITED STATES OF AMERICA

BY

31a. NAME OF CONTRACTING OFFICER (Type or print)

29. AWARD (Contractor is not required to sign this document.) Your offer on this solicitation is hereby accepted as to the items listed. This award consummates the contract, which consists of (a) the Government solicitation and your offer, and (b) this contract award. No further contractual document is necessary.

30b. SIGNATURE 30c. DATE

28. NEGOTIATED AGREEMENT (Contractor is required to sign this document and return and deliver all items or perform all work requirements identified on this form and any continuation sheets for the consideration stated in this contract. The rights and obligations of the parties to this contract shall be governed by (a) this contract award, (b) the solicitation, and (c) the clauses, representations, certifications, and specifications incorporated by reference in or attached to this contract.

copies to issuing office.) Contractor agrees to furnish

24. SUBMIT INVOICES TO ADDRESS SHOWN IN (4 copies unless otherwise specified)

23. ACCOUNTING AND APPROPRIATION DATA

ITEM 25. OTHER THAN FULL AND OPEN COMPETITION PURSUANT TO

27. PAYMENT WILL BE MADE BY

10 U.S.C. 2304(c) ( ) 41 U.S.C. 253(c) ( )

20b. SIGNATURE 20c. OFFER DATE

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Section 00010 - Solicitation Contract Form

EAST GRAND FORKS FLOOD CONTROL PROJECT SILL PLATE REPAIRS AUGUST 2021 SCOPE OF WORK

1. General. The work shall consist of the repair of the sill for nine road closure structures. The proposed bid shall provide for all labor, equipment, materials, and supplies necessary for this work. To schedule a site visit, contact the Corps of Engineers Representative (Bob Johnson) at 701-555-3434.

2. Pre-Construction Conference. After the bid proposals are received and after contract award, a pre-construction conference will be held at the Corps Grand Forks office. Any reference drawings will be furnished to the Contractor at this time.

3. Construction Schedule. Work may begin as weather permits after the Contractor receives the Notice to Proceed and after the Contractor’s work plan has been approved. The Contractor shall submit a work plan that details the sequence and scheduling of the proposed work. The work plan shall be submitted within 10 days of contract award. A pre-construction meeting shall be held at the Grand Forks Resident Office before commencing work. The safety and work plan, schedule, and coordination issues shall be discussed. All work shall be completed by 30 days after N.T.P.

4. Submittals. Government approval is required for submittals with a "G" designation; submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Adequate time (a minimum of 30 calendar days exclusive of mailing time) shall be allowed and shown on the register for review and approval. No delay damages or time extensions will be allowed for time lost in late submittals.The following submittals are required: SD-01 Preconstruction Submittals Work Plan; G, RO Safety Plan; G, SO Repair Plan; G, DO Traffic Control Plan; G, RO SD-02 Shop Drawings Expansion Joint Details; G, DO Concrete Placement Tolerances; G, DO SD-03 Product Data Concrete Mix Design; G, DO Concrete Operation Plan; G, DO Chemical Admixtures; G, DO Hot Weather Placement; G, DO Cold Weather Placement; G, DO Preformed Expansion Joint Filler; G, DO Curing Methods; G, DO SD-09 Reports Concrete Testing Reports; FIO

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5. Sill Work. The proposed bids shall include all costs associated with repair of the sill plates for the 12th Street, 4th Street, River Road, 17th Street, Demers Ave., North and South River Rd., Hill Street, 2nd Ave., and Bygland Road Closures. The contractor shall submit a repair plan for government approval prior to starting work.

a. The 12th Street, 4th Street, River Road, 17th Street, North and South River Rd., 2nd Ave., and Hill Street sill repairs require filling voids between the MC channel and concrete. The simplest way of determining if voids exist is to strike the steel plate with a sounding hammer. Change in resonance can be indicative of the presence of a void, however this method doesn’t account for the depth of the void. The voids shall be filled by pressure injecting a high performance, nonshrink cementitious grout. The repair plan submittal shall include proposed type of sealant and method of installation. This work shall be completed prior to December 1, 2021.

b. The Bygland and Demers Road sill repair requires removing the existing MC channel sill plate and replacing the MC section with concrete. The MC section shall be removed, and the existing concrete shall be removed approximately 12 inches in depth without damaging the reinforcing steel. While, maintaining their position, care shall taken to remove the concrete surrounding the tension anchors. Unless otherwise specified, the concrete mix design, placement tolerances, curing methods, and expansion joint details shall be conducted in accordance with the attached concrete specification. The contractor shall provide a detailed submittal for approval of the concrete mix design, placement tolerances, curing methods and expansion joint details. This work shall be completed prior to June 1, 2021.

c. Concrete Mix Design. Concrete shall conform to the requirements in the attached section 03300 CAST-IN-PLACE STRUCTURAL CONCRETE from the East Grand Forks, Phase 2 Levees Project specifications, except that the following properties shall govern over those in the attachment:

i. The mix design shall be able to achieve compressive strengths greater than 5000 psi @ 28 days. ii. The water to cement ratio (w/cm) shall not be greater than .40.

d. Concrete Placement. Concrete shall be placed in accordance with the requirements in PART 3 EXECUTION of the attached section 03300 CAST-INPLACE STRUCTURAL CONCRETE from the East Grand Forks, Phase 2 Levees Project specifications.

e. Concrete Testing. Concrete shall be tested in accordance with the testing requirements in the attached section 03300 CAST-IN-PLACE STRUCTURAL CONCRETE from the East Grand Forks, Phase 2 Levees Project specifications.

f. Concrete Aggregate. Concrete aggregate shall be produced from the sources listed in the attached section 00830 MATERIAL SOURCES.

g. Concrete Reinforcement. Concrete reinforcement shall be provided and installed in accordance with the requirements in the attached section 03200 CONCRETE

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REINFORCEMENT from the East Grand Forks, Phase 2 Levees Project specifications.

h. Expansion Joints. Expansion joints shall be provided and installed in accordance with the requirements in the attached section 03150 EXPANSION JOINTS, CONTRACTION JOINTS, AND WATER STOPS from the East Grand Forks, Phase 2 Levees Project specifications.

i. Formwork. Formwork shall be in accordance with the requirements in the attached section 03100 STRUCTURAL CONCRETE FORMWORK from the East Grand Forks, Phase 2 Levees Project specifications.

j. Existing Concrete Removal. For the concrete removal along Bygland and Demers Ave., the contractor shall use Hydro-Blasting. Hydro-Blasting is the preferred choice for concrete removal to minimize micro cracking in the concrete. If freezing temperatures or other environmental or site conditions create a situation where Hydro-Blasting will lead to unsafe or otherwise undesirable conditions, the contractor may propose a different method of removal such as saw cutting, wire saw cutting, or hammering (15 lbs max), provided the contractor can show that the proposed method of removal will not result in micro cracking or other damage to the existing structure. The concrete removal plan shall be submitted for review.

k. Contractor shall conduct a stoplog fit test on each structure to a height of 3 feet to ensure the bottom stoplog provides a water tight barrier. The fit test will be done in the presence of the East Grand Forks Street Superintendant. The Contractor shall coordinate the fit test with the Corps of Engineers Representative (shown above) and the Government will be responsible for coordinating with the City of East Grand Forks.

6. Traffic Control Plan. Contractor shall provide traffic control in accordance with Minnesota Department of Transportation Manual on Uniform Traffic Control Devices. Demers Avenue and Bygland Road serve as main routes with increased traffic in and out of the city. Therefore, the contractor shall close one lane at a time while conducting work at these two sites to allow traffic to pass in the open lane. The Contractor shall submit a Traffic Control Plan for approval.

7. Detail Drawings. See attached detail drawings of the existing sill plate design.

8. Shop Drawings. Shop drawings and repair plan shall be submitted for government approval before any material is ordered or delivered to the site.

9. Materials and Workmanship. Materials and workmanship shall be in accordance with the current project specifications. The materials to be used for this project shall be a high performance cementitious grout for filling voids under the steel sill plate and concrete for replacing the steel sill sections. For more details see section 4 of this document.

10. Safety. All work shall be in conformance with the Corps of Engineers Safety and Health Requirements Manual EM 385-1-1 (30 November 2014 edition).

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11. Site Restoration and Cleanup. The contractor shall clean up and dispose of all job related debris in accordance with all state and local laws and ordinances. All surface areas damaged by the Contractor’s operations shall be restored.

12. Measurement and Payment. This work will not be measured for payment. Payment will be made on a lump sum basis, complete for the design, fabrication, and construction of sill repairs at the sites listed, including preparatory field measurements, verification of existing conditions, and the test installation of stop logs. Restoration of roads, curbs, sidewalks, and turfed areas are incidental to the price bid. Payment shall constitute full compensation for furnishing all labor, materials, equipment, and incidentals required and performing all work in a satisfactory manner and in accordance with the requirements described herein. Unit of Measurement: lump sum.

13. Final Inspection. Prior to the final inspection, the Contractor will coordinate with the Government to schedule a pre-final inspection and develop a punchlist.

Attachments Repair Drawing A Repair Drawing B 00830 Material Sources 031.00.00 Structural Concrete Formwork 031.50.00 Expansion Joints, Contraction Joints, and Waterstops 032.00.00 Concrete Reinforcement 033.00.00 Cast in Place Concrete

EAST GRAND FORKS FLOOD CONTROL PROJECT SILL PLATE REPAIRS AUGUST 2021 BID SCHEDULE CLIN DESCRIPTION QTY UNIT UNIT PRICE AMOUNT 0001 Sill Plate Repair 1 LS $ ********** $ ********

W912ES-22-T-0004

Page 7 of 52 SECTION 00830 MATERIAL SOURCES Material Sources Fine Concrete Aggregate Forester Pit Sec. 29 & N 1/2 Sec. 32 Bradshaw Gravel Supply T 160 N, R 46 W (Strata Corp.) Kittson County, MN (701) 746-7491 Trail Pit Sec. 25 Bradshaw Gravel Supply T 150 N, R 40 W (Strata Corp.) Polk County, MN (701) 746-7491 Anderson Pit Sec. 6 and Sec. 31 Bradshaw Gravel Supply T 138 N, R 41 W (Strata Corp.) Becker County, MN (701) 746-7491 Loeffler Pit E 1/2, Sec. 17 Loeffler Concrete & Gravel T 160 N, R 46 W (218) 265-2676 Kittson County,MN Coarse Concrete Aggregate J & S Gravel Pit SE 1/4, Sec. 30 Northern Paving Co. T 150 N, R 44 W (218) 281-5101 Red Lake County, MN Forester Pit Sec. 29 & N 1/2 Sec. 32 Bradshaw Gravel Supply T 160 N, R 46 W (Strata Corp.) Kittson County, MN (701) 746-7491 Trail Pit Sec. 25 Bradshaw Gravel Supply T 150 N, R 40 W (Strata Corp.) Polk County, MN (701) 746-7491 Anderson Pit Sec. 6 & Sec. 31 Bradshaw Gravel Supply T 138 N, R 41 W (Strata Corp.) Becker County, MN (701) 746-7491 Loeffler Pit E 1/2, Sec. 17 Loeffler Concrete & Gravel T 160 N, R 46 W (218) 265-2676 Kittson County,MN Riprap and Bedding

W912ES-22-T-0004

Page 8 of 52 East Grand Forks, Phase 2 Levees EGFPH2 SECTION TABLE OF CONTENTS DIVISION 03 - CONCRETE SECTION 03100 STRUCTURAL CONCRETE FORMWORK PART 1 GENERAL 1.1 REFERENCES 1.2 SUBMITTALS 1.3 DESIGN 1.3.1 Design Requirements 1.3.2 Form Removal PART 2 PRODUCTS 2.1 FORM MATERIALS 2.1.1 Forms For Class A and Class B Finish (Exposed to View) 2.1.2 Forms For Class C Finish (Not Exposed to View) 2.1.3 Forms For Class D Finish (Concrete to be covered with soil) 2.1.4 Form Ties 2.1.5 Form Releasing Agents PART 3 EXECUTION 3.1 INSTALLATION 3.1.1 Formwork 3.2 CHAMFERING 3.3 COATING 3.4 REMOVAL OF FORMS 3.5 TOLERANCES FOR FORMED SURFACES -- End of Section Table of Contents --

W912ES-22-T-0004

Page 9 of 52 SECTION 03100 Page 1 East Grand Forks, Phase 2 Levees EGFPH2 SECTION 03100 STRUCTURAL CONCRETE FORMWORK

PART 1 GENERAL 1.1 REFERENCES  The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. ACI INTERNATIONAL (ACI) ACI 347R (1994) Guide to Formwork for Concrete AMERICAN HARDBOARD ASSOCIATION (AHA) AHA ANSI/AHA A135.4 (1995) Basic Hardboard DEPARTMENT OF COMMERCE (DOC) DOC PS 1 (1996) Voluntary Product Standard - Construction and Industrial Plywood

1.2 SUBMITTALS Government approval is required for submittals with a "GA" designation; submittals having an "FIO" designation are for information only. The following shall be submitted in accordance with SECTION 01330: SUBMITTAL PROCEDURES: SD-01 Data Design; FIO. Design analysis and calculations for form design and methodology used in the design. Form Materials; FIO. Manufacturer's data including literature describing form materials, accessories, and form releasing agents. SD-04 Drawings Concrete Formwork; FIO. Drawings showing details of formwork, including dimensions of fiber voids, joints, supports, studding and shoring, and sequence of form and shoring removal. See SECTION 03300 for additional requirements of formwork drawings. SD-06 Instructions Form Releasing Agents; FIO. Manufacturer's recommendation on method and rate of application of form releasing agents.

1.3 DESIGN Design and engineering of formwork, shoring and reshoring as well as its construction is the responsibility of the Contractor. Formwork shall be designed by a Professional Structural Engineer currently registered in the State of Minnesota, having a minimum of 3 years experience in this type of design work and in accordance with methodology of ACI 347R for anticipated loads, lateral pressures, and stresses. Forms shall be capable of producing a surface which meets the requirements of the class of finish specified in SECTION 03300: CAST-IN-PLACE STRUCTURAL CONCRETE. Forms shall be capable of withstanding the pressures resulting from placement and vibration of concrete.

1.3.1 Design Requirements Design formwork for loads, lateral pressures and allowable stresses outlined in ACI 347R and for design considerations, wind loads, allowable stresses and other applicable requirements of the controlling local building code. Where conflicts occur between the above two standards, the more stringent requirements shall govern. Design formwork to limit maximum deflection of form facing materials reflected in concrete surfaces exposed to view to 1/240 of span between structural members.

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Page 10 of 52 SECTION 03100 Page 2 East Grand Forks, Phase 2 Levees EGFPH2

1.3.2 Form Removal Develop a procedure and schedule for removal of shores and installation of reshores and for calculating the loads transferred to the structure during this process. Perform structural calculations as required to prove that all portions of the structure in combination with remaining forming and shoring system has sufficient strength to safely support its own weight plus the loads placed thereon. When developing procedure, schedule and structural calculations, consider the following at each stage of construction: The structural system that exists; effects of all loads during construction; strength of concrete; the influence of deformations of the structure and shoring system on the distribution of dead loads and construction loads; the strength and spacing of shores or shoring systems used, as well as the method of shoring, bracing, shore removal, and reshoring including the minimum time intervals between the various operations; any other loading or condition that affects the safety of serviceability of the structure during construction.

PART 2 PRODUCTS 2.1 FORM MATERIALS 2.1.1 Forms For Class A and Class B Finish (Exposed to View) Forms for Class A and Class B finished surfaces shall be plywood panels conforming to DOC PS 1, Grade B-B concrete form panels, Class I or II. Other form materials or liners may be used provided the smoothness and appearance of concrete produced will be equivalent to that produced by the plywood concrete form panels. Use full 4 foot x 8 foot panels unless smaller pieces will cover entire area. Forms for round columns shall be the prefabricated seamless type.

2.1.2 Forms For Class C Finish (Not Exposed to View) Forms for Class C finished surfaces shall be shiplap lumber; plywood conforming to DOC PS 1, Grade B-B concrete form panels, Class I or II; tempered concrete form hardboard conforming to AHA ANSI/AHA A135.4; other approved concrete form material; or steel, except that steel lining on wood sheathing shall not be used. Forms for round columns may have one vertical seam.

2.1.3 Forms For Class D Finish (Concrete to be covered with soil) Forms for Class D finished surfaces, except where concrete is placed against earth, shall be wood or steel or other approved concrete form material.

2.1.4 Form Ties Commercially fabricated for use in form construction. Do not use wire ties. Constructed so that ends or end fasteners can be removed without causing spalling at surfaces of the concrete. 3/4 inch minimum to 1 inch maximum diameter cones on both ends. Embedded portion of ties to be not less than 1-1/2 inch from face of concrete after ends have been removed.

2.1.5 Form Releasing Agents Form releasing agents shall be commercial formulations that will not bond with, stain or adversely affect concrete surfaces. Agents shall not impair subsequent treatment of concrete surfaces depending upon bond or adhesion nor impede the wetting of surfaces to be cured with water or curing compounds.

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Page 11 of 52 SECTION 03100 Page 3 East Grand Forks, Phase 2 Levees EGFPH2

PART 3 EXECUTION 3.1 INSTALLATION 3.1.1 Formwork Install products in accordance with manufacturer's instructions. Make forms sufficiently tight to prevent loss of mortar from concrete. At construction joints, overlap contact surface of form sheathing for flush surfaces exposed to view over hardened concrete in previous placement by at least 1 inch. Hold forms against hardened concrete to prevent offsets or loss of mortar at construction joint and to maintain a true surface. Where possible, locate juncture of built-in-place wood or metal forms at architectural lines, control joints or at construction joints. Construct wood forms for wall openings to facilitate loosening, if necessary, to counteract swelling. Anchor formwork to shores or other supporting surfaces or members so that movement of any part of formwork system is prevented during concrete placement. Provide runways for moving equipment with struts or legs, supported directly on formwork or structural member without resting on reinforcing steel. Provide positive means of adjustment (wedges or jacks) of shores and struts and take up all settlement during concrete placing operation. Securely brace forms against lateral deflection. Fasten wedges used for final adjustment of forms prior to concrete placement in position after final check. Provide temporary openings at base of column and wall forms and at other points where necessary to facilitate cleaning and observation immediately before concrete is placed, and to limit height of free fall of concrete to prevent aggregate segregation. Temporary openings to limit height of free fall of concrete shall be spaced no more than 8 FT apart. Clean surfaces of forms, reinforcing steel and other embedded materials of any accumulated mortar or grout from previous concreting and of all other foreign material before concrete is placed.

3.2 CHAMFERING Except as otherwise shown, place 3/4 inch chamfer strips in exposed to view corners of forms to produce 3/4 inch wide beveled edges.

3.3 COATING Forms for Class A and Class B finished surfaces shall be coated with a form releasing agent before the form or reinforcement is placed in final position. The coating shall be used as recommended in the manufacturer's printed or written instructions. Forms for Class C and D finished surfaces may be wet with water in lieu of coating immediately before placing concrete, except that in cold weather with probable freezing temperatures, coating shall be mandatory. Surplus coating on form surfaces and coating on reinforcing steel and construction joints shall be removed before placing concrete.

3.4 REMOVAL OF FORMS Forms shall be removed preventing injury to the concrete and ensuring the complete safety of the structure. Formwork for columns, walls, side of beams and other parts not supporting the weight of concrete may be removed when the concrete has attained sufficient strength to resist damage from the removal operation but not before at least 24 hours has elapsed since concrete placement. Supporting forms and shores shall not be removed from beams, floors and walls until the structural units are strong enough to carry their own weight and any other construction or natural loads. Supporting forms or shores shall not be removed before the concrete strength has reached 70 percent of design strength, as determined by

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Page 12 of 52 SECTION 03100 Page 4 East Grand Forks, Phase 2 Levees EGFPH2

field-cured cylinders or other approved methods. This strength shall be demonstrated by job-cured test specimens, and by a structural analysis considering the proposed loads in relation to these test strengths and the strength of forming and shoring system. The job-cured test specimens for form removal purposes shall be provided in numbers as directed and shall be in addition to those required for concrete quality control. The specimens shall be removed from molds at the age of 24 hours and shall receive insofar as possible, the same curing and protection as the structures they represent.

3.5 TOLERANCES FOR FORMED SURFACES 1. Variations from the plumb: a. In the lines and In any 10 feet of surfaces of columns, length ----------------- 1/4 inch piers, walls and Maximum for entire in arises length ----------------- 1/2 inch  b. For exposed corner In any 20 feet of columns,control-joint length ----------- ---- 1/4 inch grooves, and other Maximum for entire conspicuous lines length------------------ 1/2 inch

2. Variation from the level or from the grades indicated on the drawings: a. In slab soffits, In any 10 feet of ceilings, beam soffits, length ----------------- 1/4 inch and in arises, measured In any bay or in any 20 before removal of feet of length --------- 3/8 inch supporting shores Maximum for entire length ----------------- 3/4 inch b. In exposed lintels, In any bay or in any 20 feet of sills, parapets, length ----------- ----- 1/4 inch horizontal grooves, Maximum for entire and other conspicuous length------------------ 1/2 inch lines

3. Variation of the linear In any 20 feet --------- 1/2 inch building lines from Maximum -----------------1 inch established position in plan

4. Variation of distance 1/4 inch per 10 feet of distance, between walls, columns, but not more than 1/2 inch in any partitions one bay,and not more than 1/2 inch total variation

5. Variation in the Minus ---------------- 1/4 inch sizes and locations Plus ----------------- 1/2 inch of sleeves, floor openings, and wall opening

6. Variation in Minus ----------------- 1/4 inch cross-sectional Plus ------------------ 1/2 inch dimensions of columns and beams and in the thickness of slabs and walls

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Page 13 of 52 SECTION 03100 Page 5 East Grand Forks, Phase 2 Levees EGFPH2

7. Footings: a. Variation of dimensions Minus ------------------ 1/2 inch in plan Plus ------------------- 2 inches when formed or plus 3 inches when placed against unformed excavation b. Misplacement of 2 percent of the footing eccentricity width in the direction of misplacement but not more than 2 inches c. Reduction in thickness Minus ------------------ 5 percent of specified thickness Plus ---- No limit except that which may interfere with other construction

8. Variation in steps: a. In a flight of stairs Riser ------------------ 1/8 inch Tread ------------------ 1/4 inch b. In consecutive steps Riser ------------------ 1/16 inch Tread ------------------ 1/8 inch Establish and maintain in an undisturbed condition and until final completion and acceptance of Project, sufficient control points and bench marks to be used for reference purposes to check tolerances. Regardless of tolerances listed allow no portion of structure to extend beyond legal boundary of Project. To maintain specified tolerances, camber formwork to compensate for anticipated deflections in formwork prior to hardening of concrete. -- End of Section --

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Page 14 of 52 SECTION 03100 Page 7 East Grand Forks, Phase 2 Levees EGFPH2 SECTION TABLE OF CONTENTS DIVISION 03 - CONCRETE SECTION 03150 EXPANSION JOINTS, CONTRACTION JOINTS, AND WATERSTOPS

PART 1 GENERAL 1.1 REFERENCES 1.2 SUBMITTALS 1.3 DELIVERY AND STORAGE PART 2 PRODUCTS 2.1 PREFORMED EXPANSION JOINT FILLER 2.1.1 Neoprene Expansion Joint Fillers 2.1.2 Asphalt Expansion Joint Fillers 2.1.3 Fiber Expansion Joint Fillers 2.2 SEALANT 2.2.1 Joint Sealant 2.2.2 Hot-Poured Type (for slabs on grade) 2.2.3 Field-Molded Type 2.3 WATERSTOPS 2.3.1 Rubber Belting for Type A Expansion Joint 2.3.2 Non-Metallic Materials 2.3.2.1 PVC Waterstops 2.3.2.2 Expansion Joints 2.3.3 Non-Metallic Hydrophilic PART 3 EXECUTION 3.1 JOINTS 3.1.1 General - Construction Joints 3.1.2 Contraction Joints 3.1.2.1 Sawed Joints 3.1.2.2 Waste Disposal 3.1.3 Expansion Joints 3.1.4 Joint Sealant 3.2 WATERSTOPS, INSTALLATION AND SPLICES 3.2.1 Non-Metallic Hydrophilic 3.2.2 PVC Bulb type 3.2.3 Quality Assurance 3.2.4 Non-Metallic Hydrophilic Waterstop Installation 3.3 CONSTRUCTION JOINTS -- End of Section Table of Contents --

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Page 15 of 52 SECTION 03150 Page 1 East Grand Forks, Phase 2 Levees EGFPH2 SECTION 03150 EXPANSION JOINTS, CONTRACTION JOINTS, AND WATERSTOPS

PART 1 GENERAL 1.1 REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM C 920 (1995) Elastomeric Joint Sealants ASTM D 378 (1991) Rubber Belting, Flat Type  ASTM D 380 (1994) Methods of Testing Rubber Hose ASTM D 395 (1994) Test Method for Rubber Property -Compression Set ASTM D 412 (1992) Test Method for Rubber Properties in Tension ASTM D 471 (1996) Rubber Property - Effect of Liquids ASTM D 573 (1994) Test Method for Rubber - Determination in Air Oven ASTM D 994 Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type) ASTM D 1056 Standard Specification for Flexible Cellular Materials Sponge or Expanded Rubber ASTM D 1149 (1991) Test Method for Rubber Property - Young's Modulus at Normal & Abnormal Temperatures ASTM D 1190 (1996) Concrete Joint Sealer, Hot-Applied Elastic Type Joint Sealers ASTM D 1191 (1984) Test Methods for Concrete Joint Sealers SECTION 03150 Page 2 East Grand Forks, Phase 2 Levees EGFPH2 ASTM D 1751 (1983; R 1991) Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types) ASTM D 1752 (1984; R 1996) Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction ASTM D 2240 (1991) Test Method for Rubber Property - Durometer ASTM D 5249 (1995) Backer Material for Use With Cold and Hot-Applied Joint Sealants in Portland-Cement Concrete and Asphalt Joints CORPS OF ENGINEERS (COE) COE CRD-C 513 (1974) Corps of Engineers Specifications for Rubber Waterstops COE CRD-C 572 (1974) Corps of Engineers Specifications for Polyvinylchloride Waterstop

1.2 SUBMITTALS Government approval is required for submittals with a "GA" designation; submittals having an "FIO" designation are for information only. The following shall be submitted in accordance with Section 01330 SUBMITTAL PROCEDURES:

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Page 16 of 52 SD-01 Data Preformed Expansion Joint Filler; GA. Sealant; GA. Waterstops; GA. Manufacturer's literature, including safety data sheets, for preformed fillers and the lubricants used in their installation; field-molded sealants and primers (when required by sealant manufacturer); and waterstops. SD-04 Drawings Waterstops; FIO. Shop drawings and fabrication drawings provided by the manufacturer or prepared by the Contractor. SD-06 Instructions Preformed Expansion Joint Filler; FIO. Sealant; FIO. Waterstops; FIO. Manufacturer's recommended instructions for installing preformed fillers, field-molded sealants; preformed compression seals; and waterstops; and for splicing non-metallic waterstops. SD-13 Certificates Preformed Expansion Joint Filler; FIO. Sealant; FIO. Waterstops; FIO. Certificates of compliance stating that the joint filler and sealant materials and waterstops conform to the requirements specified. SD-14 Samples Field-Molded Type; GA. One gallon of field-molded sealant and one quart of primer (when primer is recommended by the sealant manufacturer) identified to indicate manufacturer, type of material, quantity, and shipment or lot represented. Non-metallic Materials; GA. Specimens identified to indicate manufacturer, type of material, size, quantity of material, and shipment or lot represented. Each sample shall be a piece not less than 12 inch long cut from each 200 feet of finished waterstop furnished, but not less than a total of 4 feet of each type, size, and lot furnished. One splice sample of each size and type for every 50 splices made in the factory and every 10 splices made at the job site. The splice samples shall be made using straight run pieces with the splice located at the mid-length of the sample and finished as required for the installed waterstop. The total length of each splice shall be not less than 12 inches long.

1.3 DELIVERY AND STORAGE Material delivered and placed in storage shall be stored off the ground and protected from moisture, dirt, and other contaminants. Sealants shall be delivered in the manufacturer's original unopened containers. Sealants whose shelf life has expired shall be removed from the site.

PART 2 PRODUCTS 2.1 PREFORMED EXPANSION JOINT FILLER Expansion joint filler shall be preformed material. Unless otherwise indicated, filler material shall be 3/8 inch thick and of a width applicable for the joint formed. Backer material, when required, shall conform to ASTM D 5249. 2.1.1 Neoprene Expansion Joint Fillers Materials: closed cell neoprene. ASTM D 1056, Class SC, 2 to 5 psi compression deflection, Grade SCE-41. 2.1.2 Asphalt Expansion Joint Fillers Materials: ASTM D 994. SECTION 03150 Page 4 East Grand Forks, Phase 2 Levees EGFPH2 2.1.3 Fiber Expansion Joint Fillers Materials: ASTM D 1751.

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2.2 SEALANT Joint sealant shall conform to the following: 2.2.1 Joint Sealant Elastomeric (non-bituminous, gray, single-component polyurethane-type): ASTM C 920, Type S, Grade P for horizontal joints, Grade NS for vertical joints, Class 25 and use as required per paragraph 5 of ASTM C 920. 2.2.2 Hot-Poured Type (for slabs on grade) ASTM D 1190 tested in accordance with ASTM D 1191. 2.2.3 Field-Molded Type ASTM C 920, Type M for horizontal joints or Type NS for vertical joints, Class 25, and Use NT. Bond breaker material shall be polyethylene tape, coated paper, metal foil or similar type materials. The back-up material shall be compressible, non-shrink, nonreactive with sealant, and non-absorptive material type such as extruded butyl or polychloroprene rubber.

2.3 WATERSTOPS Intersection and change of direction waterstops shall be shop fabricated, leaving only straight butt splices for the field. 2.3.1 Rubber Belting for Type A Expansion Joint The rubber reinforced belting incorporated in this joint shall be similar to that used for conveyor and machine belting meeting the requirements of ASTM D 380 2.3.2 Non-Metallic Materials` 2.3.2.1 PVC Waterstops PVC waterstops shall be manufactured from virgin polyvinyl chloride compound not containing any scrap or reclaimed materials or pigment. The compound shall contain plasticizers, stabilizers, and other additives to meet specified requirements. Polyvinylchloride (PVC) waterstops shall conform to COE CRD-C 572. Rubber waterstops shall conform to COE CRD-C 513. Thermoplastic elastomeric rubber waterstops shall conform to ASTM D 471. 2.3.2.2 Expansion Joints Materials: In expansion joints: 9 inch wide x 3/8 inch thick tear web type waterstop. 2 inch minimum horizontal movement without rupturing. Similar to Greenstreak Plastic Products Style #700. In all other joints: 6 inch wide x 3/8 inch thick bulb type. Provide hog rings or grommets at maximum 12 inch OC along the length of the waterstop. 2.3.3 Non-Metallic Hydrophilic Swellable strip type compound of polymer modified chloroprene rubber that swells upon contact with water shall conform to ASTM D 412 as follows: Tensile strength 420 psi minimum; ultimate elongation 600 percent minimum. Hardness shall be 50 minimum on the type A durometer and the volumetric expansion ratio in distilled water at 70 degrees F shall be 3 to 1 minimum.

PART 3 EXECUTION 3.1 JOINTS Joints shall be installed at locations indicated and as authorized. 3.1.1 General - Construction Joints Locate joints as indicated on Contract Drawings or as shown on approved shop drawings. Unplanned construction joints will not be allowed. If concrete cannot be completely placed between planned construction joints, then it must be removed. In general, locate joints near middle of spans of slabs, beams and girders unless a beam intersects a girder at this point, in which case, offset joint in girder a distance equal to twice the width of the beam. Locate joints in walls and columns at underside of floors,

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slabs, beams, or girders, and at tops of foundations or floor slabs, unless shown otherwise. At Contractor's option, beam pockets may be formed into concrete walls. Size pockets to allow beam reinforcing to be placed as detailed on Drawings. Place beams, girders, column capitals and drop panels at same time as slabs. Make joints perpendicular to main reinforcement with all reinforcement continuous across joints. Provide roughened construction joints at all construction joints unless indicated otherwise on Drawings. Clean the previously hardened concrete interface and remove all laitance. Intentionally roughen the interface to a full amplitude of 1/4 inch. Provide recessed flat surface as required to install strip type waterstops. Allow a minimum of 48 HRS before placement of adjoining concrete construction. 3.1.2 Contraction Joints Contraction joints may be constructed by cutting the concrete with a saw after concrete has set. Joints shall be approximately 1/8 inch wide and shall extend into the slab one-fourth the slab thickness, minimum, but not less than 1 inch. 3.1.2.1 Sawed Joints Joint sawing shall be early enough to prevent uncontrolled cracking in the slab, but late enough that this can be accomplished without appreciable spalling. Concrete sawing machines shall be adequate in number and power, and with sufficient replacement blades to complete the sawing at the required rate. Joints shall be cut to true alignment and shall be cut in SECTION 03150 Page 6 East Grand Forks, Phase 2 Levees EGFPH2 sequence of concrete placement. 3.1.2.2 Waste Disposal The method used in disposing of wastewater employed in cutting, washing, and rinsing of concrete surfaces shall be such that the wastewater does not stain, discolor, or affect exposed surfaces of the structures, or damage the environment of the project area. 3.1.3 Expansion Joints Do not permit reinforcement or other embedded metal items bonded to concrete (except smooth dowels bonded on only one side of joint) to extend continuously through an expansion joint. Use approved expansion joint fillers, unless noted otherwise on Drawings. 3.1.4 Joint Sealant Sawed contraction joints and expansion joints in slabs shall be filled with joint sealant, unless otherwise shown. Joint surfaces shall be clean, dry, and free of oil or other foreign material which would adversely affect the bond between sealant and concrete. Joint sealant shall be applied as recommended by the manufacturer of the sealant.

3.2 WATERSTOPS, INSTALLATION AND SPLICES Waterstops shall be installed at the locations shown to form a continuous water-tight diaphragm. Adequate provision shall be made to support and completely protect the waterstops during the progress of the work. Any waterstop punctured or damaged shall be repaired or replaced. Exposed waterstops shall be protected during application of form release agents to avoid being coated. Suitable guards shall be provided to protect exposed projecting edges and ends of partially embedded waterstops from damage when concrete placement has been discontinued. Splices shall be made by certified trained personnel using approved equipment and procedures. 3.2.1 Non-Metallic Hydrophilic Install on smooth surface of hardened concrete by use of nails, adhesive or other means as recommended by manufacturer to prevent movement of waterstop during placement of concrete. Waterstop to be continuous with splices in accordance with manufacturer's instructions. Use in joints against existing concrete and where indicated on Drawings.

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3.2.2 PVC Bulb type Position waterstop accurately in forms. Secure waterstops in correct position using hog rings or grommets spaced along the length of waterstop and tie wire to adjacent reinforcing. Hold horizontal waterstops in place with continuous supports. Install according to manufacturer's instructions. Do not displace reinforcement from required location. Waterstops to be continuous. Splice ends with perpendicular butt splice using electrical splicing iron in accordance with manufacturer's instructions. Unless otherwise noted, use for all construction joints in new construction for all structures indicated on Drawings. 3.2.3 Quality Assurance Edge welding will not be permitted. Centerbulbs shall be compressed or closed when welding to non-centerbulb type. Waterstop splicing defects which are unacceptable include, but are not limited to the following: 1) Tensile strength less than 80 percent of parent section. 2) Free lap joints. 3) Misalignment of centerbulb, ribs, and end bulbs greater than 1/16 inch. 4) Misalignment which reduces waterstop cross section more than 15 percent. 5) Bond failure at joint deeper than 1/16 inch or 15 percent of material thickness. 6) Misalignment of waterstop splice resulting in   misalignment of waterstop in excess of 1/2 inch in 10 feet. 7) Visible porosity in the weld area, including pin holes. 8) Charred or burnt material. 9) Bubbles or inadequate bonding. 10) Visible signs of splice separation when cooled splice is bent by hand at a sharp angle. 3.2.4 Non-Metallic Hydrophilic Waterstop Installation Ends to be joined shall be miter cut with sharp knife or shears. The ends shall be adhered with cyanacryiate (super glue) adhesive. When joining hydrophilic type waterstop to PVC waterstop, the hydrophilic waterstop shall be positioned as shown on the drawings. A liberal amount of a single component hydrophilic sealant shall be applied to the junction to complete the transition.

3.3 CONSTRUCTION JOINTS Construction joints are specified in Section 03300 CAST-IN-PLACE STRUCTURAL CONCRETE except that construction joints coinciding with expansion and contraction joints shall be treated as expansion or contraction joints as applicable. -- End of Section --

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PART 1 GENERAL 1.1 REFERENCES 1.2 QUALITY ASSURANCE 1.2.1 Quality Control 1.3 SUBMITTALS 1.4 WELDING 1.5 DELIVERY AND STORAGE PART 2 PRODUCTS 2.1 DOWELS 2.2 REINFORCING STEEL 2.3 WIRE TIES 2.4 SUPPORTS 2.5 PROPRIETARY REBAR MECHANICAL SPLICES 2.6 WELDING ELECTRODES 2.7 REBAR ADHESIVE ANCHORS 2.8 FABRICATION 2.8.1 Tolerances. PART 3 EXECUTION 3.1 REINFORCEMENT 3.1.1 Placement 3.1.2 Splicing 3.1.3 Rebar Support 3.1.4 Adhesive Anchors 3.1.5 Tolerances 3.2 DOWEL INSTALLATION 3.3 FIELD QUALITY CONTROL 3.3.1 Reinforcement Congestion and Interferences -- End of Section Table of Contents --

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PART 1 GENERAL 1.1 REFERENCES  The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. ACI INTERNATIONAL (ACI) ACI 318/318R (1995) Building Code Requirements for Structural Concrete and Commentary ACI SP-66 ACI Detailing Manual AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM A 53 (1999) Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless ASTM A 82 (1997a) Steel Wire, Plain, for Concrete Reinforcement ASTM A 615 (1996a) Deformed and Plain Billet-Steel Bars for Concrete Reinforcement ASTM A 706 (1998) Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement AMERICAN WELDING SOCIETY (AWS) AWS D1.4 (1998) Structural Welding Code - Reinforcing Steel CONCRETE REINFORCING STEEL INSTITUTE (CRSI) CRSI MSP-1 (1996) Manual of Standard Practice

1.2 QUALITY ASSURANCE 1.2.1 Quality Control Independent Testing Agency: Contractor to employ and pay for services of a testing laboratory to: Review and approve Contractor proposed welding procedures and processes for conformance with AWS D1.4. Qualify welders in accord with AWS D1.4. Test three samples of each bar size and each type of weld in accord with AWS D1.4. The tensile strength of each test shall be not less than 125 percent of the required yield strength of the rebar tested. Conduct nondestructive field tests (radiographic or magnetic particle) on not less than one random sample for each 10 welds. In addition if any welds are found defective, test five previous welds performed by same welder. Visually inspect each weld for presence of cracks, undercuts, inadequate size and other visible defects.

1.3 SUBMITTALS Government approval is required for submittals with a "GA" designation; submittals having an "FIO" designation are for information only. The following shall be submitted in accordance with Section 01330 SUBMITTAL PROCEDURES: SD-04 Drawings Concrete Reinforcement System; GA. Detail drawings showing rebar number, sizes, spacing, dimensions, configurations, locations, mark numbers, lap splice lengths and locations, concrete cover and rebar supports. Sufficient rebar details to permit installation of reinforcing. Rebar details in accordance with ACI SP-66. Locations where proprietary rebar mechanical splices are required or proposed for use.

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SD-06 Instructions Adhesive Anchors; GA Proprietary Rebar Mechanical Splices; GA Manufacturer's installation instructions. Manufacturer and type of proprietary rebar mechanical splices. Manufacturer and type of rebar adhesive anchor including installation instructions and embedment depth required to achieve specified pull-out strength. SD-08 Statements Welding; FIO. A list of qualified welders names.  SD-13 Certificates Product Technical Data; FIO. Acknowledgement that products submitted meet requirements of standards referenced. Mill certificates for all reinforcing attesting that the reinforcing steel furnished contains no less than 25 percent recycled scrap steel and meets the requirements specified herein, prior to the installation of reinforcing steel.

1.4 WELDING Welders shall be qualified in accordance with AWS D1.4. Qualification test shall be performed at the worksite and the Contractor shall notify the Contracting Officer 24 hours prior to conducting tests. Special welding procedures and welders qualified by others may be accepted as permitted by AWS D1.4. Welders to have been qualified during the previous 12 months prior to commencement of welding.

1.5 DELIVERY AND STORAGE Reinforcement and accessories shall be stored off the ground on platforms, skids, or other supports.

PART 2 PRODUCTS 2.1 DOWELS Dowels shall conform to ASTM A 615, Grade 60, with metal end cap to allow longitudinal movement equal to joint width plus 1 inch. Steel pipe conforming to ASTM A 53, Schedule 80, may be used as dowels provided the ends are closed with metal or plastic inserts or with mortar.

2.2 REINFORCING STEEL Reinforcing steel shall be deformed bars conforming to ASTM A 615 or ASTM A 706, grades and sizes as indicated. Cold drawn wire used for spiral reinforcement shall conform to ASTM A 82.

2.3 WIRE TIES Wire ties shall be 16 gauge or heavier black annealed steel wire.

2.4 SUPPORTS Bar supports for formed surfaces shall be designed and fabricated in accordance with CRSI MSP-1 and shall be steel or precast concrete blocks. Precast concrete blocks shall have wire ties and shall be not less than 4 inches square when supporting reinforcement on ground. Precast concrete block shall have compressive strength equal to that of the surrounding concrete. Where concrete formed surfaces will be exposed to weather or where surfaces are to be painted, steel supports within 1/2 inch of concrete surface shall be galvanized, plastic protected or of stainless steel. Concrete supports used in concrete exposed to view shall have the same color and texture as the finish surface. For slabs on grade, supports shall be precast concrete blocks or plastic coated steel fabricated with bearing plates.

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2.5 PROPRIETARY REBAR MECHANICAL SPLICES To develop in tension and compression a minimum of 125 percent of the yield strength of the rebars being spliced.

2.6 WELDING ELECTRODES E90 meeting requirements of AWS D1.4.

2.7 REBAR ADHESIVE ANCHORS Manufactured for the specific purpose of embedding and developing 125 percent of the yield strength of rebars in hardened concrete.

2.8 FABRICATION 2.8.1 Tolerances. Tolerances: Sheared lengths: +/- 1 inch. Overall dimensions of stirrups, ties and spirals: +/- 1/2 inch. All other bends: +0 inch, -1/2 inch. Minimum diameter of bends measured on the inside of the rebar to be as   indicated in ACI 318/318R paragraph 7.2. Ship rebars to jobsite with attached plastic or metal tags. Place on each tag the mark number of the rebar corresponding to the mark number indicated on the shop drawing. Mark numbers on tags to be so placed that the numbers cannot be removed.

PART 3 EXECUTION 3.1 REINFORCEMENT Reinforcement shall be fabricated to shapes and dimensions shown and shall conform to the requirements of ACI 318/318R. Reinforcement shall be cold bent unless otherwise authorized. Bending may be accomplished in the field or at the mill. Bars shall not be bent after embedment in concrete. Safety caps shall be placed on all exposed ends of vertical concrete reinforcement bars that pose a danger to life safety. Wire tie ends shall face away from the forms. 3.1.1 Placement Reinforcement shall be free from loose rust and scale, dirt, oil, or other deleterious coating that could reduce bond with the concrete. Reinforcement shall be placed in accordance with ACI 318/318R at locations shown plus or minus one bar diameter (measured parallel with face of form). Reinforcement shall not be continuous through expansion joints and shall be as indicated through construction or contraction joints. Concrete coverage (measured perpendicular to face of form) shall be as indicated on drawings. 3.1.2 Splicing Splices of reinforcement shall conform to Paragraph 12.15 of ACI 318/318R and shall be made only as required or indicated. Splicing shall be by lapping or by mechanical or welded butt connection; except that lap splices shall not be used for bars larger than No. 11 unless otherwise indicated. Obtain approval by the Engineer prior to welding reinforcement. Welding shall conform to AWS D1.4. Welded butt splices shall be full penetration butt welds. Do not tack weld reinforcing. Have each welder place an approved identifying mark near each completed weld. Lapped bars shall be placed in contact and securely tied or spaced transversely apart to permit the embedment of the entire surface of each bar in concrete. Lapped bars shall not be spaced farther apart than one-fifth the required length of lap or 6 inches. Mechanical proprietary splice connectors may only be used when approved, or indicated on the Contract Drawings. Mechanical butt splices shall be in accordance with the recommendation of the manufacturer of the mechanical splicing device. Butt splices shall develop 125 percent

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of the specified minimum yield tensile strength of the spliced bars or of the smaller bar in transition splices. Bars shall be flame dried before butt splicing. Adequate jigs and clamps or other devices shall be provided to support, align, and hold the longitudinal centerline of the bars to be butt spliced in a straight line. Where parallel horizontal reinforcement in beams is indicated to be placed in two or more layers, rebars in the upper layers shall be placed directly above rebars in the bottom layer with clear distance between layers to be 6 inches. Place spacer rebars at 3 feet maximum centers to maintain the required clear distance between layers. Extend reinforcement to within 4 inches of concrete perimeter edges unless noted otherwise on contract drawings. 3.1.3 Rebar Support Support rebars and fasten together to prevent displacement by construction loads or placing of concrete. On ground, provide supporting concrete blocks or metal bar supports with bottom plate. Over formwork, provide chairs, runners, bolsters, spacers, hangers and other rebar support. 3.1.4 Adhesive Anchors Embed rebars into hardened concrete utilizing adhesive anchor system specifically manufactured for such installation. Drill hole in concrete   with diameter and depth as required to develop 125 percent of the yield strength of the bar according to manufacturer's requirements. Place adhesive in drilled hole. Insert rebar into hole and adhesive in accordance with manufacturer's instructions. 3.1.5 Tolerances Rebar placement: Clear distance to formed surfaces: +1/4 inch. Minimum spacing between bars: -1/4 inch. Top bars in slabs and beams: Members 8 IN deep or less: +1/4 inch. Members between 8 inch and 2 feet deep: -1/4 inch, +1/2 inch. Members more than 2 FT deep: -1/4 inch, +1 inch. Crosswise of members: Spaced evenly within +/- 1 inch. Lengthwise of members: +/- 2 inch. Minimum clear distances between rebars: Beams, walls and slabs: Distance equal to rebar diameter or 1 inch, whichever is greater. Columns: Distance equal to 1-1/2 times the rebar diameter or 1-1/2 inch, whichever is greater. Beam and slab rebars shall be threaded through the column vertical rebars without displacing the column vertical rebars and still maintaining the clear distances required for the beam and slab rebars.

3.2 DOWEL INSTALLATION Dowels shall be installed at locations indicated and at right angles to joint being doweled. Dowels shall be accurately positioned and aligned parallel to the finished concrete surface before concrete placement. Dowels shall be rigidly supported during concrete placement. One end of dowels shall be coated with a bond breaker.

3.3 FIELD QUALITY CONTROL 3.3.1 Reinforcement Congestion and Interferences Notify Engineer whenever the specified clearances between rebars cannot be met. Do not place any concrete until the Engineer submits a solution to rebar congestion problem. Rebars may be moved as necessary to avoid interference with other reinforcing steel, conduits, or embedded items. If rebars are moved more than one bar diameter, obtain Engineer's approval of resulting arrangement of rebars. No cutting of rebars shall be done without written approval of Engineer. -- End of Section --

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PART 1 GENERAL 1.1 REFERENCES 1.2 QUALITY ASSURANCE 1.2.1 Quality Control. 1.2.2 Qualifications 1.3 SUBMITTALS 1.4 CONSTRUCTION TOLERANCES 1.4.1 Appearance 1.5 STORAGE OF MATERIALS 1.6 GOVERNMENT ASSURANCE INSPECTION AND TESTING PART 2 PRODUCTS 2.1 GENERAL CONCRETE REQUIREMENTS 2.1.1 Strength Requirements 2.1.2 Slump 2.1.3 Admixtures 2.1.3.1 Air Entrainment 2.1.4 Gradation of Aggregates 2.2 CEMENTITIOUS MATERIALS 2.2.1 Portland Cement 2.2.2 Pozzolan (Fly Ash) 2.3 AGGREGATES 2.3.1 Composition 2.3.2 Quality 2.3.3 Sources 2.4 CHEMICAL ADMIXTURES 2.5 CURING MATERIALS 2.5.1 Impervious-Sheet 2.5.2 Membrane-Forming Compound 2.6 WATER 2.7 GROUT 2.7.1 Nonshrink Grout: 2.7.2 Epoxy Grout: 2.8 BONDING AGENT 2.9 BONDING GROUT 2.10 PATCHING MORTAR 2.11 EPOXY ADHESIVE 2.12 EMBEDDED ITEMS PART 3 EXECUTION 3.1 CONCRETE FINISH SCHEDULE 3.2 PREPARATION FOR PLACING 3.2.1 Soil Subgrades 3.2.2 Embedded Items 3.3 CONCRETE PRODUCTION 3.3.1 Concrete Mixers 3.3.2 Site Mixed Concrete 3.4 TRANSPORTING CONCRETE TO PROJECT SITE 3.5 CONVEYING CONCRETE ON SITE 3.5.1 Concrete Pumps 3.6 PLACING CONCRETE 3.6.1 Depositing Concrete 3.6.2 Consolidation 3.6.3 Cold Weather Requirements 3.6.4 Hot Weather Requirements

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3.7 JOINTS 3.7.1 Construction Joints 3.7.1.1 Preparation for Construction Joints 3.7.2 Expansion and Contraction (Control) Joints 3.8 REPAIR OF SURFACE DEFECTS 3.8.1 Preparation for Surface Repairs 3.8.2 Repairing Surface Defects 3.9 FINISHING FORMED SURFACES 3.9.1 Ordinary and Sack Rubbed Surface Finishes 3.9.1.1 Ordinary Surface Finish 3.9.1.2 Sack Rubbed Surface Finish 3.9.2 Special Surface Finish 3.10 FINISHING UNFORMED SURFACES 3.10.1 General 3.10.2 Rough Slab Finish 3.10.3 Floated Finish 3.10.4 Troweled Finish 3.10.5 Broomed Finish 3.11 CURING AND PROTECTION 3.11.1 General 3.11.2 Moist Curing  3.11.3 Membrane forming Curing Compounds 3.11.4 Impervious Sheeting 3.11.5 Ponding or Immersion 3.12 GROUT 3.12.1 Grout Schedule of Use 3.12.2 Grout Installation 3.13 TESTING AND INSPECTION FOR CONTRACTOR QUALITY CONTROL 3.13.1 Gradation 3.13.1.1 Fine Aggregate 3.13.1.2 Coarse Aggregate 3.13.2 Concrete Mixture 3.13.3 Inspection Before Placing 3.13.4 Cold-Weather Protection 3.13.5 Reports -- End of Section Table of Contents --

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PART 1 GENERAL 1.1 REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. ACI INTERNATIONAL (ACI) ACI 201.2R (1992) Guide to Durable Concrete ACI 211.1 (1991)Standard Practice for Selecting Proportions for Normal, heavyweight and Mass Concrete ACI 212.3 (1998)Chemical Admixtures for Concrete ACI 301 (1996) Standard Specifications for Structural Concrete ACI 303 (1991) Guide to Cast-In-Place Architectural Concrete Practice ACI 304 (1989) Measuring, Mixing, Transporting and Placing Concrete ACI 304.2 (1991) Placing Concrete by Pumping Methods ACI 305 (1991) Hot Weather Concreting ACI 306 (1988) Cold Weather Concreting ACI 309 (1997) Guide for Consolidation of Concrete ACI 318/318R (1999) Building Code Requirements for Structural Concrete and Commentary AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM C 31 (1998) Making and Curing Concrete Test Specimens in the Field ASTM C 33 (1999a) Concrete Aggregates SECTION 03300 Page 4 East Grand Forks, Phase 2 Levees EGFPH2 ASTM C 39 (1996) Compressive Strength of Cylindrical Concrete Specimens ASTM C 94 (1999) Ready-Mixed Concrete ASTM C 136 (1996a) Sieve Analysis of Fine and Coarse Aggregates ASTM C 138 (1981) Unit Weight, Yield, and Air Content (Gravimetric) of Concrete ASTM C 143 (1998) Slump of Hydraulic Cement Concrete  ASTM C 150 (1998a) Portland Cement ASTM C 171 (1997a) Sheet Materials for Curing Concrete ASTM C 172 (1999) Sampling Freshly Mixed Concrete ASTM C 173 (1994ael) Air Content of Freshly Mixed Concrete by the Volumetric Method ASTM C 231 (1997el) Air Content of Freshly Mixed Concrete by the Pressure Method ASTM C 260 (1998) Air-Entraining Admixtures for Concrete ASTM C 289 Standard Test Method for Potential Alkali-Silica Reactivity of Aggregates (Chemical Method) ASTM C 309 (1998a) Liquid Membrane-Forming Compounds for Curing Concrete ASTM C 494 (1999) Chemical Admixtures for Concrete

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Page 28 of 52 ASTM C 618 (1999) Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete ASTM C 685 (1998a) Concrete Made by Volumetric Batching and Continuous Mixing ASTM C 881 (1999) Epoxy-Resin-Base Bonding Systems for Concrete ASTM C1059 (1999) Latex Agents for Bonding Fresh to Hardened Concrete ASTM C 1064 (1999) Temperature of Freshly Mixed Portland Cement Concrete SECTION 03300 Page 5 East Grand Forks, Phase 2 Levees EGFPH2 ASTM C 1077 (1998) Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation ASTM C 1107 (1999) Packaged Dry, Hydraulic-Cement Grout (Non shrink) ASTM D 75 (1997) Practice for Sampling Aggregates ASTM E 329 (1990) Standard Practice for Use in the Evaluation of Testing and Inspection Agencies as Used in Construction CORPS OF ENGINEERS (COE) COE CRD-C 621 (1989) Specification for Non-shrink Grout NATIONAL READY-MIXED CONCRETE ASSOCIATION (NRMCA) NRMCA TMMB-100 (1994) Truck Mixer Agitator and Front Discharge Concrete Carrier Standards of the Truck Mixer Manufacturers Bureau NRMCA QC 3 (1984) Quality Control Manual: Section 3, Plant Certifications Checklist: Certification of Ready Mixed Concrete Production Facilities

1.2 QUALITY ASSURANCE 1.2.1 Quality Control. Independent Testing Agency: Contractor to employ and pay for services of a testing laboratory to: Perform materials evaluation and inspection and to design concrete mixes. Concrete testing agency to meet requirements of ASTM E 329 and ASTM C 1077. Do not begin concrete production until proposed concrete mix design has been approved by Engineer. Approval of concrete mix design by Engineer does not relieve Contractor of his responsibility to provide concrete that meets the requirements of this Specification. Adjust concrete mix designs when material characteristics, job conditions, weather, strength test results or other circumstances warrant. Do not use   revised concrete mixes until submitted to and approved by Engineer. Perform structural calculations as required to prove that all portions of the structure in combination with remaining forming and shoring system has sufficient strength to safely support its own weight plus the loads placed thereon. 1.2.2 Qualifications Ready mixed concrete batch plant certified by National Ready Mixed Concrete Association (NRMCA).

1.3 SUBMITTALS Government approval is required for submittals with a "GA" designation; submittals having an "FIO" designation are for information only. The following shall be submitted in accordance with SECTION 01330: SUBMITTAL PROCEDURES:

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SD-08 Statements Concrete Mixture Design; GA. The results of trial mixture design studies along with a statement giving the maximum nominal coarse aggregate size and the proportions of ingredients that will be used in the manufacture of each strength or class of concrete, at least 14 days prior to commencing concrete placing operations. Aggregate weights shall be based on the saturated surface dry condition. The statement shall be accompanied by test results from an approved independent commercial testing laboratory, showing that mixture design studies have been made with materials proposed for the project and that the proportions selected will produce concrete of the qualities indicated. No substitutions shall be made in the materials used in the mixture design studies without additional tests to show that the quality of the concrete is satisfactory. A mix design shall be submitted for each concrete mix to be used on the project. Concrete mix design submittal is to include the following information: a. Sieve analysis and source of fine and coarse aggregates. b. Test for aggregate organic impurities. c. Test for deleterious aggregate per ASTM C 289. d. Proportioning of all materials. e. Type of cement with mill certificate for cement. f. Type of fly ash with certificate of conformance to specification requirements. g. Slump. h. Air content. i. Brand, type, ASTM designation, and quantity of each admixture proposed for use. j. 28-day cylinder compressive test results of trial mixes per ACI 318/318R and as indicated herein. k. Shrinkage test results. l. Standard deviation value for concrete production facility. Project Data. Submit evidence obtained within the last 5 years from previous quality control testing on the concrete mix. m. Results of fine aggregate tests for gradation and durability. n. Results of coarse aggregate tests for gradation and durability. All materials included in the mixture shall be of the same type and from the same source as will be used on the project. Each mix shall be accompanied by evidence by one of the following methods that demonstrates the mix will produce concrete having the characteristics and quality as specified: a. Project Data. Submit evidence obtained within the last 5 years from previous quality control testing on the concrete mix. b. Mix Design Study. Submit a mix design study complying with ACI 211.1 conducted in the past 12 months. The mix design shall be completed by a testing laboratory complying with ASTM C 1077. Project data or mix design studies shall be obtained for the exact mix as submitted. Minor mix alterations or substitutions may be accepted if approved by the Contracting Officer. Any alternations or substitutions shall be clearly identified, and shall be accompanied by recommendations from the admixture supplier or a registered professional engineer indicating the expected effects on the concrete.

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Concrete Operation Plan; GA. The plan shall demonstrate a thorough understanding of all involved technical and logistical conditions necessary for the production of concrete that meets all requirements of these specifications. The plan shall provide as a minimum the following: a. Sources of cement, pozzolan, and aggregates. b. Location of aggregate stockpiles, batching plant, and mixing plant. c. Method and route for conveying batched concrete under all expected weather conditions. d. Method of conveying concrete within the project. e. Sources of electrical power and water. f. Provisions for replacement of required equipment in the event of breakdown. g. Methods for preventing aggregate stockpiles from freezing, moisture variation, or contamination. h. Methods of consolidation and curing. Include manufacturer's literature. i. Contractor quality control. Cold Weather Plan; GA. If concrete is to be placed under cold weather conditions, the procedures, materials, methods, and protection proposed to accomplish it shall be submitted for review. Hot Weather Plan; GA. If concrete is to be placed under hot weather conditions, the procedures, materials, methods, and protection proposed to accomplish it shall be submitted for review. Joint Treatment Plan; GA.. The methods and equipment proposed for joint cleanup and waste disposal shall be submitted for review. SD-09 Reports Concrete Testing Reports; FIO. Per Article 3.13. SD-13 Certificates Manufacturer's Certificates; GA. The following materials shall be certified for compliance with all specification requirements. Submit manufacturer, type and product literature: a. Cement and pozzolan b. Impervious sheet curing materials c. Admixtures d. Curing compound e. Bonding and patching mortar f. Bonding agent and epoxy adhesive g. Non-shrink grout and cure/seal compound f. Special surface finish materials Batch Tickets; FIO Batch tickets shall be collected and furnished to the Contracting Officer for each load of ready-mixed concrete. The batch tickets do not need to be transmitted through the submittal process. Ticket to show: 1) Mix identification mark. 2) General name of structure to which concrete is to be placed. 3) Quantity delivered. 4) Amount of each material in batch. 5) Outdoor temperature in the shade. 6) Time at which cement was added. 7) Time of delivery. 8) Time of discharge. 9) Numerical sequence of the delivery. 10) Amount of water added.

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1.4 CONSTRUCTION TOLERANCES Variation in alignment, grade, and dimensions of the structures from the established alignment, grade, and dimensions shown shall be within the tolerances specified in SECTION 03100 - CONCRETE FORMWORK. 1.4.1 Appearance Finished surfaces shall be protected from stains or abrasions. Permanently exposed surfaces shall be cleaned, if stained or otherwise discolored, by an approved method that does not harm the concrete. Abrupt variations in color, shade, or tint will not be permitted on these surfaces.

1.5 STORAGE OF MATERIALS Cement and other cementitious materials shall be stored in weathertight buildings, bins, or silos which will exclude moisture and contaminants and keep each material completely separated. Do not use cementitious materials if caked or lumpy. Aggregate stockpiles shall be arranged and used in a manner to avoid excessive segregation and to prevent contamination with other materials or with other sizes of aggregates. Aggregate shall not be stored directly on ground unless a sacrificial layer is left undisturbed. Do not use frozen or partially frozen aggregates. Allow sand to drain until moisture content is uniform prior to use. Reinforcing bars and accessories shall not be stored on cohesive soils or areas that may puddle water. Other materials shall be stored in such a manner as to avoid contamination and deterioration. Admixtures which have been in storage at the project site for longer than 6 months or which have been subjected to freezing shall not be used unless retested and proven to meet the specified requirements. Materials shall be capable of being accurately identified after bundles or containers are opened.

1.6 GOVERNMENT ASSURANCE INSPECTION AND TESTING The Contracting Officer may appoint a Government representative or an independent testing laboratory to inspect construction and monitor operations of the Contractor's CQC staff as considered appropriate for quality assurance. The Contractor shall provide facilities and labor as may be necessary for procurement of representative test samples. Government inspection or testing will not relieve the Contractor of any of it's CQC responsibilities. Failure to detect defective work or material will not prevent rejection later when a defect is discovered nor will it obligate the Government for final acceptance.

PART 2 PRODUCTS 2.1 GENERAL CONCRETE REQUIREMENTS Concrete shall be ready mixed concrete conforming to ASTM C 94. All concrete to be normal weight concrete. Water-cement ratio shall not exceed 0.44. Materials shall meet the requirements of the respective publications and other data specified below.

2.1.1 Strength Requirements The design compressive strength (f'c) shall not be less than 4,000 pounds per square inch. The strength of the concrete will be considered    satisfactory so long as the average of all sets of three consecutive test results equals or exceeds the specified compressive strength f'c and no individual test result falls below the specified strength f'c by more than 500 psi. A "test" is defined as the average of two companion cylinders, or if only one cylinder is tested, the results of the single cylinder test. Design compressive strength (f'c) shall be evaluated for acceptance at 28 days unless pozzolan is used, in which case the design strength shall be met in 90 calendar days, provided the 90-day period does not extend past

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the contract expiration date. Members identified with concrete not meeting the criteria shall be replaced. The Contractor may conduct additional testing to verify strength or further define the limits of inferior concrete if approved by the Contracting Officer.

2.1.2 Slump Slump of the concrete, as delivered to the point of placement into the forms, shall not exceed 3 inches and, shall not be less than 1 inch. Slump is measured at point of discharge of the concrete into the concrete construction member. If a superplastizer is used, the slump shall not exceed 3 inches before the admixture is added and shall not exceed 8 inches at the point of delivery after the admixture is added. Concrete of lower than minimum slump may be used provided it can be properly placed and consolidated. Pumped concrete: Provide additional water at batch plant to allow for slump loss due to pumping. Provide only enough additional water so that slump of concrete at discharge end of pump hose does not exceed maximum slump specified above. Determine slump per ASTM C 143.

2.1.3 Admixtures Concrete shall not contain admixtures that provide special properties to the concrete unless specified or approved. Admixtures to be used on the project shall be included in the mix design submittals. Accelerating admixtures shall be used only during cold weather and when approved in writing. 2.1.3.1 Air Entrainment Air entrained concrete will be required in all structures except for the footings of the closure structures. Reference ACI 201.2R, Table 1.4.3, recommended air content for severe exposure: Nominal max. aggregate 3/4" 1" 1.5" 3" Ave. air content 6% 6% 5.5% 4.5% A reasonable tolerance is + or - 1.5% subject to the limits in the following paragraph: All concrete shall be air entrained to contain between 5 and 7 percent total air. Air content to be measured in accordance with ASTM C 231, ASTM C 173, or ASTM C 138.

2.1.4 Gradation of Aggregates Nominal maximum size coarse aggregate shall be 1-1/2 inches, except 3/4 inch nominal maximum size coarse aggregate shall be used when any of the following conditions exist: the narrowest dimension between sides of forms is less than 7-1/2 inches, the depth of the slab is less than 4-1/2 inches, or the minimum cover or clear spacing between reinforcing is less than 2 inches.

2.2 CEMENTITIOUS MATERIALS Cementitious materials shall be portland cement, or portland cement in combination with pozzolan. If pozzolan is used, it shall not be less than 15% nor more than 25% by weight of the total cementitious material. Cementitious materials shall conform to appropriate specifications listed below. Use of cementitious materials in concrete which will have surfaces exposed in the completed structure shall be restricted so there is no change in color, source, or type of cementitious material. 2.2.1 Portland Cement ASTM C 150, Type I with a maximum 15 percent amount of tricalcium aluminate, or Type II.

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2.2.2 Pozzolan (Fly Ash) ASTM C 618, Class C or F with the optional requirements for multiple factor, drying shrinkage, and uniformity from Table 2A of ASTM C 618. Requirement for maximum alkalies from Table 1A of ASTM C 618 shall apply. Nonstaining. Hardened concrete containing fly ash to be uniform light gray color. Maximum loss on ignition: 4 percent. Compatible with other concrete ingredients.

2.3 AGGREGATES 2.3.1 Composition Fine aggregate shall consist of clean natural sand. Coarse aggregate shall consist of natural gravel, crushed rock, or other inert granular material. Maximum amount of clay or shale particles: 1 percent. 2.3.2 Quality The aggregate particles shall be clean, hard, unweathered, and uncoated. The shape of the particles shall be generally cubical or spherical. Where required, fines shall be removed from the aggregates by adequate washing. The aggregates as delivered to the mixer shall meet the quality requirements of ASTM C 33, Table 3 for the appropriate type or location of concrete construction for use in a severe climate. 2.3.3 Sources Unless approved otherwise, aggregates shall be produced from the sources listed in SECTION 00830 - ATTACHMENTS. If the Contractor proposes to furnish aggregates from a source not listed, the Government will make such tests and other investigations as necessary to determine whether or not aggregates meeting the requirements of this project can be produced from the proposed source. The tests to which the aggregate will be subjected may include specific gravity, absorption, Los Angeles abrasion, soundness in magnesium sulfate, petrographic analysis, freezing and thawing in concrete, alkali-aggregate reaction, organic impurities, deleterious materials, and other tests necessary to determine that concrete of acceptable quality and cost can be produced from the materials proposed. These tests will be conducted in accordance with the applicable Corps of Engineers methods of testing given in the Handbook for Concrete and Cement. When the Contractor desires to use aggregates from a source not listed, suitable samples for quality evaluation consisting of not less than 700 pounds of each size of coarse aggregate and 300 pounds of fine aggregates shall be taken in accordance with ASTM D 75 and delivered to the Contracting Officer or to a laboratory as directed. Sampling and shipping of samples shall be at the Contractor's expense. A maximum of 120 calendar days will be required to complete evaluation of the aggregate.

2.4 CHEMICAL ADMIXTURES Chemical admixtures, when required or permitted, shall conform to the appropriate specification listed. a. Air-Entraining Admixture. ASTM C 260 and shall consistently entrain the air content in the specified ranges under field conditions. b. Accelerating Admixture. ASTM C 494, Type C or E, except that calcium chloride or admixtures containing calcium chloride shall not be used. c. Water-Reducing or Retarding Admixture. ASTM C 494, Type A and B. d. High-Range Water Reducer. ASTM C 494, Type F or G. e. Do not use retarding or accelerating admixtures unless specifically approved in writing by Engineer and at no cost to Owner.

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2.5 CURING MATERIALS 2.5.1 Impervious-Sheet Impervious-sheet materials shall conform to ASTM C 171, type optional, except that polyethylene sheet shall be white opaque. 2.5.2 Membrane-Forming Compound Membrane-Forming curing compound shall conform to ASTM C 309, Type 1-D or 2, except that only a styrene acrylate or chlorinated rubber compound meeting Class B requirements shall be used for surfaces that are to be painted or are to receive bituminous roofing, or waterproofing, or floors that are to receive adhesive applications of resilient flooring. The curing compound selected shall be compatible with any subsequent paint, roofing, waterproofing, or flooring specified. Nonpigmented compound shall contain a fugitive dye, and shall have the reflective requirements in ASTM C 309 waived. Membrane-forming curing compound shall not be used on surfaces that are to be treated with floor hardener.

2.6 WATER Water for mixing and curing shall be fresh, clean, potable, and free of oil, acid, salt, or alkali. Water for curing shall not contain any substance that stains the concrete. River water shall not be used.

2.7 GROUT 2.7.1 Nonshrink Grout: Nonmetallic, noncorrosive, nonstaining, premixed with only water to be added. Grout to produce a positive but controlled expansion. Mass expansion not to be created by gas liberation. Minimum compressive strength of nonshrink grout at 28 days: 6500 psi. 2.7.2 Epoxy Grout: 3-component epoxy resin system: Two liquid epoxy components and one inert aggregate filler component. Each component packaged separately for mixing at jobsite.

2.8 BONDING AGENT ASTM C1059, Type II.

2.9 BONDING GROUT One part cement to one part aggregate. Mix cement and aggregate. Mix bonding agent and water together in separate container in accordance with manufacturer's instructions. Add bonding agent/water mixture to cement/aggregate mixture. Mix to consistency of thick cream. Bonding agent itself may be used as bonding grout if approved by manufacturer and Engineer.

2.10 PATCHING MORTAR One part cement to two and one-half parts aggregate by damp loose volume. Substitute white Portland cement for a part of gray Portland cement to produce color matching surrounding concrete. Mix cement and aggregate. Mix bonding agent and water together in separate container in accordance with manufacturer's instructions. Add only enough bonding agent/water mixture to cement/aggregate mixture to allow handling and placing. Let stand with frequent manipulation with a trowel, until mix has reached stiffest consistency to allow placement.

2.11 EPOXY ADHESIVE ASTM C 881, Type V.

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2.12 EMBEDDED ITEMS Embedded items shall be of the size and type indicated or as needed for the application. Dovetail slots shall be galvanized steel. Inserts for shelf angles and bolt hangers shall be of malleable iron or cast or wrought steel.

PART 3 EXECUTION 3.1 CONCRETE FINISH SCHEDULE a. Broomed Finish. A broomed finish shall be applied to the following surfaces: walks, exterior stairs, surfaces to receive terrazzo, treads of concrete pan stairs, and exterior slab closure. Exterior surfaces shall be sloped for drainage, unless otherwise shown.

b. Float Finish. Surfaces to be float-finished shall include the top of the structural slab where insulation is to be applied and all remaining surfaces not specified elsewhere. The finished surface shall be a true plane within 5/16 inch in 10 feet. c. Trowel Finish. A steel trowel finish shall be applied to all floor surfaces, unless otherwise specified or indicated. d. Forms. Surfaces, unless another type of finish is specified, shall be left with the texture imparted by the forms, except defective surfaces shall be repaired as described below. Forms shall not be reused if there is any evidence of surface wear or defects that would impair the quality of the surface. e. Horizontal Concrete Repairs. Concrete shall be screeded, floated, and lightly troweled to a finish approved by the Contracting Officer. The finished surface shall be a true plane within 5/16 inch in 10 feet.

3.2 PREPARATION FOR PLACING Surfaces to receive concrete shall be clean, damp and free from frost, ice, mud, loose particles, foreign matter, and water. Forms shall be in place, cleaned, coated, and adequately supported. Reinforcing steel shall be in place, cleaned, tied, and adequately supported. Transporting and conveying equipment shall be in-place, ready for use, clean, and free of hardened concrete and foreign material. Equipment for consolidating concrete shall be at the placing site and in proper working order. Equipment and material for curing and for protecting concrete from weather or mechanical damage shall be at the placing site, in proper working condition and in sufficient amount for the entire placement. Concrete shall not be placed before the completion of all adjacent pile driving or other operations that might prove detrimental to freshly placed concrete. 3.2.1 Soil Subgrades Immediately prior to setting forms and reinforcement, the foundation shall be compacted with a manual tamper. 3.2.2 Embedded Items Before placement of concrete, care shall be taken to determine that all embedded items are firmly and securely fastened in place as indicated on the drawings, or required. Conduit and other embedded items shall be clean and free of oil and other foreign matter such as loose coatings or rust, paint, and scale. The embedding of wood in concrete will be permitted only when specifically authorized or directed. Voids in sleeves, inserts, and anchor slots shall be filled temporarily with readily removable materials to prevent the entry of concrete into voids.

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3.3 CONCRETE PRODUCTION Concrete shall be furnished from a ready-mixed concrete plant, except that small batches for pours less than 2 cubic yards may be batched on-site. Ready-mixed concrete shall be batched, mixed, and transported in accordance with ASTM C 94. Truck mixers, agitators, and nonagitating transporting units shall comply with NRMCA TMMB-100. Ready-mix plant equipment and facilities shall be certified in accordance with NRMCA QC 3. Aluminum pipes, chutes, troughs, spouts, or tremies shall not be used for pumping, conveying, or placing concrete. 3.3.1 Concrete Mixers The mixers shall not be charged in excess of the capacity recommended by the manufacturer. Truck mixers, the mixing of concrete therein, and concrete uniformity shall conform to the requirements of ASTM C 94. Each   truck shall be equipped with two counters from which it is possible to determine the number of revolutions at mixing speed and the number of revolutions at agitating speed. 3.3.2 Site Mixed Concrete If the Contractor elects to provide an on site batching and mixing plant, a batch type plant shall be provided of sufficient capacity to prevent cold joints. Site-mixed concrete shall be produced in conformance with ACI 301, or by volumetric batching and continuous mixing in conformance with ASTM C 685.

3.4 TRANSPORTING CONCRETE TO PROJECT SITE Concrete shall be transported to the placing site in truck mixers.

3.5 CONVEYING CONCRETE ON SITE Concrete shall be conveyed from mixer to forms by methods that will prevent segregation or loss of ingredients. Any concrete transferred from one conveying device to another shall be passed through a hopper, which is conical in shape, and shall not be dropped vertically more than 5 feet, except where suitable equipment is provided to prevent segregation and where specifically authorized. Trucks shall be equipped with radios or phones to permit communication between the mixing plant and the concrete placement site. 3.5.1 Concrete Pumps The pipeline shall be rigid steel pipe or heavy-duty flexible hose. The inside diameter of the pipe shall be at least three times the nominal maximum size coarse aggregate in the concrete mixture to be pumped, but not less than 5 inches. The maximum size coarse aggregate will not be reduced to accommodate the pumps. The distance to be pumped shall not exceed limits recommended by the pump manufacturer. The concrete shall be supplied to the concrete pump continuously. When pumping is completed, concrete remaining in the pipeline shall be ejected without contamination of concrete in place. After each operation, equipment shall be thoroughly cleaned, and flushing water shall be wasted outside of the forms and in compliance with the approved environment protection plan.

3.6 PLACING CONCRETE Place concrete in compliance with ACI 304 and ACI 304.2. Mixed concrete shall be discharged within 1-1/2 hour or before the mixer drum has revolved 300 revolutions, whichever comes first after the introduction of the mixing water to the cement and aggregates. When the length of haul makes it impossible to deliver truck- mixed concrete within this time limit, batching of cement and a portion of the mixing water shall be delayed until the truck mixer is at or near the construction site. Concrete shall be placed within 15 minutes after it has been discharged from the transporting unit. Sufficient placing capacity shall be provided so that concrete can be kept free of cold joints. Do not allow concrete to freefall more than 4 feet.

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3.6.1 Depositing Concrete Concrete shall be deposited as close as possible to its final position in the forms, and there shall be no vertical drop greater than 5 feet except where suitable equipment is provided to prevent segregation and where specifically authorized. Depositing of the concrete shall be so regulated that it will be effectively consolidated in horizontal layers not more than 18 inches thick, except that all slabs shall be placed in a single layer. Concrete to receive other construction shall be screeded to the proper level. Concrete shall be deposited continuously so that fresh concrete is deposited on in-place concrete that is still plastic. 3.6.2 Consolidation Consolidation of concrete shall conform to ACI 309, except as otherwise specified. Immediately after placing, each layer of concrete shall be   consolidated by internal vibrators. The vibrators shall at all times be adequate in effectiveness and number to properly consolidate the concrete. A spare vibrator shall be kept at the jobsite during all concrete placing operations. Vibrators shall be inserted vertically at uniform spacing over the area of placement. The distance between insertions shall be approximately 1-1/2 times the radius of action of the vibrator so that the area being vibrated will overlap the adjacent just-vibrated area by a reasonable amount. The vibrator shall penetrate rapidly to the bottom of the layer and at least 6 inches into the preceding layer if there is such. Vibrator shall be held stationary until the concrete is consolidated and then vertically withdrawn slowly while operating. Form vibrators shall not be used unless specifically approved and unless forms are constructed to withstand their use. Vibrators shall not be used to move concrete within the forms. Excessive vibration of concrete resulting in segregation shall be prevented. 3.6.3 Cold Weather Requirements Concrete shall not be placed without a procedure approved in accordance with paragraph: SUBMITTALS when the concrete is likely to be subjected to freezing temperatures before the expiration of the curing period. Heating of the mixing water or aggregates will be required to regulate the concrete-placing temperatures. The placing temperature of the concrete shall be as recommended in ACI 306, Table 3.1, with the temperature of the concrete measured in accordance with ASTM C 1064. Do not place heated concrete that is warmer than 80 degrees F. Air and form temperature in contact with concrete shall be above 50 degrees F prior to placing concrete and maintained for the first 3 days, and at a temperature above 32 degrees F for the remainder of the specified curing period. Do not place concrete on frozen ground. Thermometers shall be installed at such locations as may be directed. Suitable thermometers shall be furnished by the Contractor and installed adjacent to the concrete surface and 2 inches inside the surface of the concrete. During the period of protection removal, heat shall be shut down and insulation or tents shall removed in a systematic schedule such that the temperature differential between the air and concrete surface does not exceed 25 degrees F. Exhaust fumes from combustion heating units shall be vented to the outside of the enclosure, and heaters and ducts shall be placed and directed so as not to cause areas of overheating and drying of concrete surfaces or to create fire hazards. Materials entering the mixer shall be free from ice, snow, or frozen lumps.

3.6.4 Hot Weather Requirements Concrete shall be properly placed and finished with approved procedures in accordance with paragraph: SUBMITTALS. When hot, windy conditions during concreting appear probable, equipment and material shall be at the placing

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site to provide windbreaks, shading, fogging, or other action to prevent plastic shrinkage cracking or other damaging drying of the concrete. The concrete-placing temperature shall not exceed 85 degrees F (60 degrees F for concrete for horizontal repairs). Cooling of the mixing water or aggregates or placing concrete in the cooler part of the day may be required to obtain an adequate placing temperature. Steel forms and reinforcements shall be cooled prior to concrete placement when steel temperatures are greater than 120 degrees F. Conveying and placing equipment shall be cooled if necessary to maintain proper concrete-placing temperature. When the rate of evaporation of surface moisture, as determined by use of Figure 2.1.5 of ACI 305, may reasonably be expected to exceed 0.2 pounds per square feet per hour, provision for windbreaks, shading, fog spraying, or wet 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.

3.7 JOINTS All joints not shown on the drawings are subject to approval by the Contracting Officer. Joints shall be perpendicular to the main reinforcement. Place waterstops per SECTION 03150: EXPANSION JOINTS, CONTRACTION JOINTS, AND WATERSTOPS. 3.7.1 Construction Joints Concrete shall be placed continuously so that structural members are monolithic in construction. Construction joints shall be located and constructed as indicated or approved. Where concrete work is interrupted by weather, end of work shift or other similar type of delay, location and type of construction joint shall be subject to approval of the Contracting Officer. Fresh concrete shall not be placed against adjacent hardened concrete until it is at least 48 hours old. 3.7.1.1 Preparation for Construction Joints Concrete surfaces to which other concrete is to be bonded shall be abraded in an approved manner that will expose sound aggregate uniformly without damaging the concrete. Surfaces shall be thoroughly washed and shall be damp but without free water when concrete is placed or joint shall be coated with epoxy adhesive or cement grout. The concrete surface shall be free of all accumulated laitance, coatings, stains, debris, loose material, and other foreign matter. Laitance shall be removed when the concrete is sufficiently hard so that only the surface skin or mortar is removed and there is no undercutting of coarse aggregate particles. The surface shall be cleaned as the last operation prior to closing forms and obstructing the area with reinforcement. 3.7.2 Expansion and Contraction (Control) Joints See SECTION 03150: EXPANSION JOINTS, CONTRACTION JOINTS, AND WATERSTOPS

3.8 REPAIR OF SURFACE DEFECTS 3.8.1 Preparation for Surface Repairs Preparation for surface repairs shall follow the requirements for preparation for construction joints, with the following additional criteria: The surface preparation shall include air-water cutting, sandblasting, high-pressure water jet, or other approved method. The surface shall be cleaned as the last operation prior to placing concrete or obstructing the area with reinforcement. The surface shall be watered for 12 hours prior to placing concrete. Horizontal surfaces shall be air blasted to remove puddled water. 3.8.2 Repairing Surface Defects Repair shall follow procedure of "Finishing Formed Surfaces" below.

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3.9 FINISHING FORMED SURFACES Beginning no more than 24 hours after form removal,, all fins and loose materials shall be removed. All voids and honeycombs exceeding 1/2 inch in diameter and all tie rod holes shall be reamed or chipped and filled with patching mortar. Voids and honeycomb shall be dampened, brush-coated with a neat cement grout or with an approved bonding agent, and filled with patching mortar. Allow bonding grout to set for period of time required by bonding agent manufacturer before applying premixed patching mortar. Mortar shall be thoroughly compacted inplace and struck off to adjacent concrete, or mortar during remedial work, including curing, shall be above 50 F. The patched areas shall be cured for seven days. Defective areas larger than 36 square inches in any surface shall be replaced or corrected as directed by the Contracting Officer. 3.9.1 Ordinary and Sack Rubbed Surface Finishes An Ordinary Surface Finish or Sack Rubbed Surface Finish shall be applied to new exposed concrete surfaces of the Pump Station K-12 tie-in walls and discharge levee chamber/gate well and the closure structure surfaces not covered with brick or shale veneer. It shall also include the existing concrete surface of the flood wall adjacent to K-12 that is exposed due to re-grading or damaged by construction. The term "exposed surfaces", as used hereinafter, shall mean exposed to public view in the completed structure above a point 6 inches below the final groundline. The Contractor, at the Contractor's option, may use the Sack Rubbed Method to fill smaller voids in lieu of the Ordinary Method. In addition to the Ordinary or Sack Rubbed Surface Finish, a Special Surface Finish will be applied to the new concrete and also a Special Surface Finish will be applied to existing concrete. All exposed new concrete surfaces shall receive an ordinary or sack rubbed surface finish. 3.9.1.1 Ordinary Surface Finish As soon as possible after removal of the forms, the concrete surfaces shall be examined for areas of unsound concrete and defective surfaces due to improper concrete placement, faulty form work, faulty form removal, and other causes. Concrete with porosity, honey comb, or segregated materials shall be removed and replaced, but the ordinary surface finish shall not be started until the Engineer has viewed the extent of the defective concrete and has approved the time and method of repair and the materials to be used. In general, small areas may be repaired with mortar as specified for surface cavities; large areas may require concrete with formed surfaces. A bonding agent, mechanical bonds, or both may be required, and all repair work shall be cured in an approved manner. When defects in a concrete section are so extensive that satisfactory repairs cannot be made, that section will be considered unacceptable work. All fins and irregular projections shall be removed from exposed surfaces and form surfaces that will be waterproofed. All surface cavities produced by form ties, and on exposed surfaces, any surface cavities (bug holes) with a diameter of approximately 3/8 inch and larger, and smaller surface cavities so closely spaced as to be conspicuous shall be thoroughly cleaned, saturated with water, and filled with mortar. The mortar shall consist of 1 part white cement, 2 parts standard Portland cement, 6 parts mortar sand, and water. For surfaces which will not be exposed to view, standard Portland cement may be substituted for the white cement. The amount of water used shall produce a mortar consistency as dry as possible to use effectively, and to further reduce plastic shrinkage, the mortar shall be mixed about one hour in advance of use. An approved latex or acrylic-based bonding agent shall be incorporated into the mortar used for performing the ordinary surface finish. with mortar, thoroughly compacted into place, pointed, and trimmed flush with the concrete surface.

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Page 40 of 52 SECTION 03300 Page 18 East Grand Forks, Phase 2 Levees EGFPH2

On exposed surfaces, mortar stains or streaks outside the area of the filled cavity shall be avoided and, if they should occur, they shall be removed. When the specifications or drawings do not specify additional surface finishing on an exposed surface, at the time of completion of all concrete work on the structure, all conspicuous streaks, stains, and blemishes shall be removed from the surface. Additional surface finishing shall also be done on an exposed surface that requires only ordinary surface finish, when the ordinary surface finish is performed before the completion of the curing period for the concrete being finished, the finishing shall be done with a minimum of interruption to the curing. 3.9.1.2 Sack Rubbed Surface Finish Where numerous surface voids are present on an exposed surface, the Sack Rubbed Finish may be used to fill the smaller voids in lieu of the method described under Ordinary Surface Finish. However, the filling of form tie holes and other large cavities shall be done as specified under Ordinary Surface Finish. As a preparatory operation, the entire surface shall be   ground with a high-speed, electric, disk-type grinder or sandblasted until blemishes, discoloration, and thin mortar films covering surface voids have been removed. When the structure has been completed to the extent that further blemishes and discolorations on the surface will not result from any remaining construction, the final operations shall be performed as follows: 1) Initial Operation The surface shall be thoroughly saturated with water and while the surface is still moist, a mortar mixture (consisting of 1 part white cement, 1 part standard Portland cement, and 2 parts mortar sand, with sufficient water added to produce a moderately thick paste) shall be applied to the wetted area with a rubber float, starting at the top. All voids shall be completely filled during this operation. If any portion of the surface shows evidence of becoming dry before the mortar is applied, it shall be rewetted. 2) Operations During Mortar Cure After the mortar has set sufficiently to be retained within the voids, and before it has become completely dry, the entire surface which has been floated with mortar shall be rubbed with a small burlap sack filled with a dry mix (sand and cement only) of the mortar described above. All mortar in excess of that required to fill the voids shall be removed during the dry mortar sack rubbing operations. In lieu of the dry mix filled burlap sack, any equally effective means of removing the excess mortar will be approved. 3) Final Operation The completed surface shall be free of blemishes, discolorations, surface voids, and conspicuous form marks. The surface shall be uniform in texture and appearance except for the difference in texture between filled voids and the remainder of the surface. Surfaces that do not meet these requirements shall be corrected to the satisfaction of the Engineer. 3.9.2 Special Surface Finish A special surface finish will be required on all new exposed surfaces of the Pump Station K-12 tie-in walls and discharge levee chamber/gate well and the closure structure surfaces not covered with brick or shale veneer. It shall also include the existing concrete surface of the flood wall adjacent to K-12 that is exposed due to re-grading or damaged by construction. The term "exposed surfaces", as used hereinafter, shall mean exposed to public view in the completed structure above a point 6 inches below the final groundline. The objective of this operation is to obtain a surface that is reasonably smooth and uniform in texture and appearance. The Special Surface Finish requirements shall not relieve the Contractor of full responsibility for performing the Ordinary Surface Finish as specified. The Special Surface

W912ES-22-T-0004

Page 41 of 52 SECTION 03300 Page 19 East Grand Forks, Phase 2 Levees EGFPH2

Finishing shall be performed using an approved mixture of commercial packaged mortar acrylic-based bonding agent, with acrylic-based paint in a gray color, similar to that of the floodwall adjacent to Pump Station K-12, as approved by the Government. The materials used for the mixture shall be compatible with each other. Manufactures' data sheets showing applicability to the project use and with storage, mixing, and application instructions shall be submitted for approval. The same material and methods shall be used for all surfaces specified to be given a Special Surface Finish. Formed surfaces and existing surfaces shall receive a sweep sandblast to break the surface film and to remove all laitance, form release agent, and other foreign matter that may impede adhesion of the Special Surface Finish. All surfaces that are to receive a Special Surface Finish shall be thoroughly flushed down with clean water not more than 24 hours before commencing the Special Surface Finish. The approved materials shall be thoroughly mixed with water  in accordance with an approved formulation and to the degree necessary for application in accordance with the manufacturer's instructions. The mixture shall be applied by brushing or spraying in sufficient thickness to completely cover the original surface with a one-coat application, but shall not be so that as to cause runs, sags, or a "plastered" effect. The final surface after drying shall be uniform in color and texture, with no evidence of laps or breaks in continuity, and shall generally be lighter in color than the original concrete, but not white. Application of the Special Finish shall not be started until all work which might mar the surface finish has been completed, nor until the finish operations can be carried on continuously from beginning to completion on any one flat surface. Corrective work, as directed, will be required over any areas which have not been satisfactorily finished, including as much adjacent area as may be necessary to achieve uniform appearance, all at the Contractor's expense.

3.10 FINISHING UNFORMED SURFACES The finish of all unformed surfaces shall meet the requirements of paragraph Tolerances in PART 1, when tested as specified herein. 3.10.1 General Unformed surfaces that are not to be covered by additional concrete or backfill shall have a float finish, with additional finishing as specified below, and shall be true to the elevation shown on the drawings. Unless otherwise shown on the drawings, exterior surfaces shall be sloped for drainage, as directed. Joints shall be carefully made with a jointing or edging tool. The dusting of surfaces with dry cement or other materials or the addition of any water during finishing shall not be permitted. If bleedwater is present prior to finishing, the excess water shall be carefully dragged off or removed by absorption with porous materials such as burlap. Slabs with surfaces which exhibit significant crazing shall be removed and replaced. 3.10.2 Rough Slab Finish As a first finishing operation for unformed surfaces and as final finish for slabs to receive mortar setting beds, the surface shall receive a rough slab finish. The concrete shall be screeded with straightedge strikeoffs immediately after consolidation to bring the surface to the required finish level with no coarse aggregate visible. Side forms and screed rails shall be provided, rigidly supported, and set to exact line and grade. 3.10.3 Floated Finish Screeding shall be followed immediately by darbying or bull floating before bleeding water is present, to bring the surface to a true, even plane. After the concrete has stiffened it shall be floated to a true and even plane free of ridges. Floating shall be performed by use of suitable hand floats or power driven equipment.

W912ES-22-T-0004

Page 42 of 52 SECTION 03300 Page 20 East Grand Forks, Phase 2 Levees EGFPH2

3.10.4 Troweled Finish The finished surface shall be thoroughly consolidated and shall be steel-troweled to a smooth, even, dense finish, free from blemishes including trowel marks and be uniform in texture and appearance. A final hard steel troweling shall be done by hand, with the trowel tipped, and using hard pressure, when the surface is at a point that the trowel will produce a ringing sound. Tolerance shall be true planes within 5/16 inch in 10 feet as determined by a 10 foot straightedge placed anywhere on the slab in any direction. 3.10.5 Broomed Finish After floating, the surface shall be lightly steel troweled, and then carefully scored by pulling a coarse fiber push-type broom across the surface. Brooming shall be transverse to traffic or at right angles to the slope of the slab. After the end of the curing period, the surface shall   be vigorously broomed with a coarse fiber broom to remove all loose or semi-detached particles.

3.11 CURING AND PROTECTION Concrete shall be cured by an approved method for a period of 7 days, except that cement blended with pozzolan shall be cured for 14 days. 3.11.1 General Immediately after placement, concrete shall be protected from premature drying, extremes in temperatures, rapid temperature change, mechanical injury and damage from rain and flowing water. Materials and equipment needed for adequate curing and protection shall be available and at the site prior to placing concrete. No fire or excessive heat, including welding, shall be permitted near or in direct contact with the concrete at any time. In cold weather, follow curing procedures in Cold Weather Plan. In hot weather, follow curing in Hot Weather Plan 3.11.2 Moist Curing Concrete to be moist-cured shall be maintained continuously wet for the entire curing period, commencing immediately after finishing. When wooden forms are left in place during curing, they shall be kept wet at all times. Surfaces shall be cured by ponding, by continuous sprinkling, by continuously saturated burlap or cotton mats, or by continuously saturated plastic coated burlap. Burlap and mats shall be clean and free from any contamination and shall be completely saturated before being placed on the concrete. The Contractor shall have an approved work system to ensure that moist curing is continuous 24 hours per day. If inspection identifies an area of inadequate curing, immediate corrective action shall be taken, and the required curing period for those areas shall be extended by 1 day. 3.11.3 Membrane forming Curing Compounds Membrane curing will not be permitted on any surface to which sack-rubbed finish or smooth finish is to be applied. Membrane curing shall not be used on surfaces containing protruding steel reinforcement, or surfaces that are to receive any subsequent treatment depending on adhesion or bonding to the concrete, such as additional concrete, hardeners, sealers, terrazzo, or abrasive aggregate finish. Clear or translucent membrane-forming compound with fugitive dye shall be used on all surfaces permanently exposed to view, and white pigmented compound may be used on all other surfaces. A styrene acrylate or chlorinated rubber compound meeting ASTM C 309, Class B requirements, may be used for surfaces which are to be painted or are to receive bituminous roofing or waterproofing, or floors that are to receive adhesive applications of resilient flooring. The curing compound selected shall be compatible with any subsequent paint, roofing, waterproofing or flooring. Membrane curing compound shall not be used on surfaces that are maintained at curing temperatures with free steam.

W912ES-22-T-0004

Page 43 of 52 SECTION 03300 Page 21 East Grand Forks, Phase 2 Levees EGFPH2

Curing compound shall be applied to formed surfaces immediately after the forms are removed and prior to any patching or other surface treatment except the cleaning of loose sand, mortar, and debris from the surface. All surfaces shall be thoroughly moistened with water. Curing compound shall be applied to slab surfaces as soon as the bleeding water has disappeared, with the tops of joints being temporarily sealed to prevent entry of the compound and to prevent moisture loss during the curing period. The curing compound shall be applied in a two-coat continuous operation by approved motorized power-spraying equipment operating at a minimum pressure of 75 psi, at a uniform coverage of not more than 400 square feet per gallon for each coat, and the second coat shall be applied perpendicular to the first coat. Allow preceding coat to completely dry prior to applying the next coat. Concrete surfaces which have been subjected to rainfall within 3 hours after curing compound has been applied shall be resprayed by the method and at the coverage specified. Surfaces   on which clear compound is used shall be shaded from direct rays of the sun for the first 3 days. Surfaces coated with curing compound shall be kept free of foot and vehicular traffic, and from other sources of abrasion and contamination during the curing period. Appearance is a primary consideration for exterior concrete surfaces exposed to view. The Contractor shall exercise extreme care to apply curing compound evenly on these surfaces. Variations in shade, color, or tint, resulting from uneven application of curing compound, shall be repaired by and at the expense of the Contractor as directed. 3.11.4 Impervious Sheeting Surfaces shall be thoroughly wetted and be completely covered with sheeting. Sheeting shall be at least 18 inches wider than the concrete surface to be covered. Covering shall be laid with light-colored side up. Covering shall be lapped not less than 12 inches and securely weighted down or shall be lapped not less than 4 inches and taped to form a continuous cover with completely closed joints. The sheet shall be weighted to prevent displacement so that it remains in contact with the concrete during the specified length of curing. Coverings shall be folded down over exposed edges of slabs and secured by approved means. If inspection identifies tears, holes, laps or joints that are not completely closed, the tears and holes shall immediately be repaired or the sheets replaced, the joints closed, and the required curing period for those areas shall be extended by 1 day. 3.11.5 Ponding or Immersion Water shall not be more than 20 degrees F less than the temperature of the concrete.

3.12 GROUT 3.12.1 Grout Schedule of Use a. Nonshrink grout: Filling form tie holes, under column and beam base plates, other uses indicated on the Drawings. b. Epoxy grout: Patching cavities in concrete, grouting of dowels and anchor bolts into existing concrete, other uses indicated on the Drawings. 3.12.2 Grout Installation a. Nonshrink grout: Clean concrete surface to receive grout. Saturate concrete with water for 24 HRS prior to grouting. Mix in a mechanical mixer. Use no more water than necessary to produce flowable grout. Place in accordance with manufacturer's instructions. Provide under beam, column, and equipment base plates, and in other locations indicated on the Drawings. Completely fill all spaces and cavities below the top of base plates. Provide forms where base plates and bed

W912ES-22-T-0004

Page 44 of 52 SECTION 03300 Page 22 East Grand Forks, Phase 2 Levees EGFPH2

plates do not confine grout. Where exposed to view, finish grout edges smooth. Except where a slope is indicated on the Drawings, finish edges flush at the base plate, bed plate, member or piece of equipment. Coat exposed edges of grout with cure or seal compound recommended by the grout manufacturer. b. Epoxy grout: Mix and place in accordance with manufacturer's instructions. Apply only to clean, dry, sound surface. Completely fill all cavities and spaces around dowels and anchors without voids. Grout base and bed plates as specified for nonshrink grout. Obtain manufacturer's field technical assistance as required to assure proper placement.

3.13 TESTING AND INSPECTION FOR CONTRACTOR QUALITY CONTROL The Contractor's Independent Testing Agency shall perform the inspection and tests described below and, based upon the results of these inspections and tests, shall take the action required and shall submit specified reports. When, in the opinion of the Contracting Officer, the concreting operation is out of control, concrete placement shall cease and the operation shall be corrected. If the Government conducts quality assurance testing, the Contractor shall assist in collection of samples as directed. All necessary platforms, tools, and equipment for obtaining samples shall be furnished by the Contractor. 3.13.1 Gradation 3.13.1.1 Fine Aggregate At least once during each shift when the concrete plant is operating, there shall be one sieve analysis in accordance with ASTM C 136. 3.13.1.2 Coarse Aggregate At least once during each shift in which the concrete plant is operating, there shall be a sieve analysis in accordance with ASTM C 136 for each size of coarse aggregate. 3.13.2 Concrete Mixture a. Air Content Testing. Air content tests shall be measured when compressive strength specimens are fabricated. Specified air content shall be attained at point of placement into the forms. Measurement shall be in accordance with ASTM C 231. c. Slump Testing. The concrete slump shall be measured when compressive strength specimens are fabricated. Measurement shall be in accordance with ASTM C 143. The slump shall be reported along with the compressive strength data. e. Temperature. The temperature of the concrete shall be measured when compressive strength specimens are fabricated. Measurement shall be in accordance with ASTM C 1064. The temperature shall be reported along with the compressive strength data. f. Strength Specimens. Test cylinders shall be cast for compressive strength tests for each mix design at the following rates: a. not less than once each day when pour exceeds 8 cubic yards. b. not less than once for each 125 cubic yards of concrete. c. the number of test cylinders need not exceed 3 sets per day for each mix. A set of test specimens shall consist of four cylinders, one to be tested at 7 days and two at 28 days. If either of the 28 day breaks does not meet the specified strength, the fourth cylinder shall be tested at 90 days, otherwise it shall be discarded. Test specimens shall be molded and cured in accordance with ASTM C 31 and tested in accordance with ASTM C 39. Results of all strength tests shall be reported immediately to the Contracting Officer.

W912ES-22-T-0004

Page 45 of 52 SECTION 03300 Page 23 East Grand Forks, Phase 2 Levees EGFPH2

3.13.3 Inspection Before Placing Foundations, construction joints, forms, and embedded items shall be inspected by the Contractor in sufficient time prior to each concrete placement in order to certify to the Contracting Officer that they are ready to receive concrete. Full cooperation shall be given other trades to install embedded items. Suitable templates or instructions shall be used for setting items not placed in the forms. 3.13.4 Cold-Weather Protection At least once each shift and once per day on non-work days, an inspection shall be made of all areas subject to cold-weather protection. Any deficiencies shall be noted, corrected, and reported. 3.13.5 Reports The results of all tests and inspections conducted at the project site, as well as corrective actions taken, shall be reported in writing weekly and shall be delivered to the quality assurance representative within three days after the end of each weekly reporting period. The Contracting Officer has the right to examine all Contractor quality control records. -- End of Section --

W912ES-22-T-0004

Page 46 of 52 NOTES TO OFFERORS To assure timely and equitable evaluation of quotes, contractors must follow the instructions contained herein. The quote must be complete, self sufficient, and respond directly to the requirements of this solicitation. Offerors are encouraged to ask any questions regarding this solicitation. Technical related questions will be accepted up to 72 hours prior to the close of the solicitation. This requirement is for the acquisition of construction services.

Submit an electronic proposal to [email protected]. You may also deliver hand carried offers to 100 Street Place, St Paul, MN 55101 and must be time stamped no later than the stated due date in block 13a of the SF 1442.

Quote Preparation Instructions

NOTE: All Contractor quotes with company identifying information (name, logo, stamp, etc…) shall be limited to the cover page only on all submitted information, including technical submittals and schedules provided with the quote.

1. Contractors shall complete blocks 14 and 15 of the SF 1442. In doing so, the contractor accedes to the contract terms and conditions as written in the Solicitation, with attachments.

2. Contractors shall insert proposed unit (“UNIT PRICE”) and extended prices (“AMOUNT”) in Pricing Schedule. Please note that a price must be entered on all CLINS as partial quotations will not be accepted.

3. Offerors shall complete the fill-ins and certifications in the provisions as necessary. Specifically, the provision reps and certs 52.204-8 and 252.204-7007 with the proposal or acknowledge that Annual Representation and Certification at Online Representations and Certifications Application (ORCA) are complete. Submission of the first page of ORCA is also acceptable.

4. Offerors shall provide all technical submittals and information as requested in these specific instructions. 5. Prior to award contractor must be registered with the Central Contractor Registration (CCR) database at http://www.ccr.gov.

6. If this procurement is designated for small business set aside the winning contractor must be registered and designated in the appropriate small business category (NAICS) (see solicitation, SF 1442 block 10) with the CCR prior to contract award.

W912ES-22-T-0004

Page 47 of 52

7. NOTICE TO LARGE BUSINESS: The U.S. Army Corps of Engineers, St. Paul District, is committed to participation of Small Business, Small Disadvantaged Business and Women- Owned Small Business in the performance of work under this solicitation and resultant contract.

Your attention is directed to the solicitation clauses 52.219-0008 entitled "Utilization of Small, Small Disadvantaged and Women-Owned Small Business Concerns", 52.219-0009 entitled "Small, Small Disadvantaged and Women-Owned Small Business Subcontracting Plan," If you are a large business and the apparent low bidder with a bid exceeding $1,000,000, submission of a Subcontracting Plan in accordance with above clauses will be required. The Contracting Officer will review the plan using the following goals to assure that it represents your best efforts to maximize subcontracting opportunities. Award will not be made until the Contracting Officer approves the Subcontracting Plan.

The following subcontracting goals are informational only and not legally binding but are considered reasonable and achievable during the resultant contract from this solicitation. The goals expressed in percent of total planned subcontracting dollars are:

Small 61.4% Small Disadvantaged Business 9.1% Women-Owned Small Business 5.0% HUBZone Small Business Maximum (%)Practicable Veteran-owned Small Business 3.0% Subcontract Reporting (SF 294 & SF 295) 100.0%

Electronic Quote Format

All quote information shall be provided on, or formatted to, standard paper size.

Electronic proposals provided via e-mail shall be submitted in Microsoft Word or Excel format or Adobe Acrobat (.pdf) as applicable. WINZIP (.zip) files cannot be accepted as they are routinely blocked by the domain firewall. It may be necessary to send multiple emails to keep the e-mail within the firewall size of 8MB. Quotes sent in multiple e-mails shall be numbered to include the total sent, for example “E-mail 2 of 6.”

For any questions regarding this solicitation, e-mail is the preferred method. E-mail questions to [email protected]

Evaluation of Proposals

Quotes shall be evaluated IAW FAR Part 13 – Simplified Acquisition Procedures for construction. The Government will award a contract resulting from this solicitation to the responsible contractor whose quote, conforming to the solicitation; will be most advantageous to the Government, price and other factors considered. Award will be made to the lowest priced technically acceptable quote with the highest past performance rating.

The following factors will be used to evaluate offers:

W912ES-22-T-0004

Page 48 of 52

(i) Technical capability to meet the Government’s requirement; (ii) Past Performance, and (iii) Price inclusive of options (the Government will evaluate offers for award purposes by adding the total price for all options to the total price for the basic requirement; evaluation of options shall not obligate the Government to exercise the option(s)) if applicable. In order for the quote to be considered technically acceptable, the Government will make a determination of technical acceptability by evaluating the following:

The offeror shall not simply rephrase or restate the Government’s requirements, but shall provide convincing rationale to address how the Offerors intends to meet these requirements.

Options (if applicable). The Government will evaluate offers for award purposes by adding the total price for all options to the total price for the basic requirement. The Government may determine that an offer is unacceptable if the option prices are significantly unbalanced. Evaluation of options shall not obligate the Government to exercise the options.

To be considered for evaluation, all Contractors may submit an electronic proposal to the following e-mail addresses no later than the stated due date and time. Submit an electronic proposal to [email protected]. You may also deliver hand carried offers to 100 Street Place, St Paul, MN 55101 and must be time stamped no later than the stated due date in block 13 of the SF 1442. Submission of proposals via fax will not be accepted.

8. Unbalanced Bids. The government may reject as nonresponsive any bid that is materially unbalanced between contract line item numbers or sub-items on the bidding schedule. A bid is materially unbalanced when it is based on prices that are significantly less than cost for some work and prices that are overstated, in relation to cost, for other work. A materially unbalanced bid may be rejected if the Contracting Officer has a reasonable doubt as to whether the bid will result in the lowest overall cost to the government even though it may be the low evaluated bid. Additionally, a bid that is so unbalanced so as to be tantamount to an advance payment will be rejected as nonresponsive even if acceptance of the bid would result in the lowest overall cost to the government.

9. Any prospective offerors desiring an explanation or interpretation of the solicitation, drawings, specifications, etc., must request it in writing in accordance with Contract Clause 52.214-4001.

Late Quotes

Offers that are received late will not be considered for award.

1. The Contractor shall provide the standard commercial warranty or the warranty terms the Contractor offers to its most favorable customers, whichever is greater; however, the minimum warranty shall be one year. This excludes acts of Government negligence, acts of war and acts

W912ES-22-T-0004

Page 49 of 52

ITEM NO SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE 0001 1 Lump Sum

of nature. Any warranty offered shall be incorporated into the contract. The warranty shall include all parts, labor, transportation, and installation.

2. The contractor shall ensure each warranty includes details of the warranty duration and warranty coverage. Repairs required during the warranty period that are covered under the terms of the express warranty shall be the responsibility of the contractor providing the warranty. The Contractor and its suppliers may offer extended warranties in its quote, which may be accepted at the Government’s discretion and included in the contract award. However, the offer of additional warranties will not affect technical acceptability or favor one contractor over another.

3. The contractor’s terms of express warranty shall be incorporated into the contract award.

Exchanges with Offerors after Receipt of Quotes/Proposals

Contractors may be asked to clarify certain aspects of their quote. Clarification conducted to resolve minor or clerical errors will not constitute discussions and the Contracting Officer reserves the right to award a contract without the opportunity for proposal revision.

The Government intends to award a contract without discussions with respective contractors. The Government, however, reserves the right to conduct discussions if deemed in its best interest.

AMOUNT

EGF SILL PLATES FFP work shall consist of the repair of the sill plates for the 12th Street, 4th Street, and Bygland Road Closures. The 12th Street, 4th Street, and Bygland Road sill plate repairs require filling the space between the MC channel and concrete with a flexible, waterproof sealant. The Bygland Road sill plate repair also requires replacing broken anchors with new anchors. The work also includes incidental costs of establishing and maintaining traffic control. FOB: Destination

NET AMT

W912ES-22-T-0004

Page 50 of 52

INSPECTION AND ACCEPTANCE TERMS

Supplies/services will be inspected/accepted at:

CLIN INSPECT AT INSPECT BY ACCEPT AT ACCEPT BY 0001 N/A N/A N/A Government

QUANTITY SHIP TO ADDRESS UIC

DELIVERY INFORMATION

CLIN DELIVERY DATE

0001 30-NOV-2021 1 WESTERN AREA OFFICE BOB JOHNSON USACE WESTERN AREA OFFICE 200 EAST 1st AVE GRAND FORKS ND 58201 701-555-3434 FOB: Destination

W912ES

CLAUSES INCORPORATED BY FULL TEXT

52.214-34 SUBMISSION OF OFFERS IN THE ENGLISH LANGUAGE (APR 1991)

Offers submitted in response to this solicitation shall be in the English language. Offers received in other than English shall be rejected.

(End of provision)

CLAUSES INCORPORATED BY FULL TEXT

52.214-35 SUBMISSION OF OFFERS IN U.S. CURRENCY (APR 1991)

Offers submitted in response to this solicitation shall be in terms of U.S. dollars. Offers received in other than U.S. dollars shall be rejected.

(End of provision)

, I

12th and 4th Street Road Closures

River Road, 17th Street, North River Road, South River Road, 2nd Ave., and Hill Street

1/2" dia X 6" studs

Fill existing voids with a high performance cementitious grout

Expansion Joint

Approach Slab

Existing Concrete

Relief Hoi,

Injection

')

{ I

I I 0 -----++------------- -- \_ I \ I I

'L ) I I

I I

I I

I 0 +--- ------ ------------ ---

Fill existing voids with a high performance cementitious grout

Existing voids

MC 12 X 10.6 1/2" dia X 6" studs

Existing Concrete

Approach Slab

Existing Concrete

3''

3'-0"

'

Bygland Road and Demers Ave. Closure

Existing Road Closure Sill

1/2" dia X 611 studs

Existing voids

Expansion Joint

Approach Slab

, I

Existing Concrete \ (

) \

Existing Cracks

Remove existing concrete and replace with new concrete

Bygland Road and Demers Ave. Closure

Road Closure Sill after Repair

it

( / 0 --+-----++--------+-----.- \ I

\, / L -

Existing voids

MC 12 X 10.6

1/2" dia X 6'' studs

Existing Concrete

Approach Slab

2'-611

Replace with new system composed of 1/2" performed).'oint backer rod filler, 3 4" closed cell 1/2"x 111 joint sealant.

Expansion Joint

I I I

2'-6"

Remove concrete and replace with new concrete

Existing Concrete - , '

' '

1.... 811 ....1

3'-011 311

New reinforcement stirrups

Existing reinforcement

I I !,. - I

3" 3'-0"

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1. Page1[0]:
1. SolicitationNo[0]: W912ES-20-T-0004
2. ContractNo[0]:
3. IssuedBy[0]: Contracting Division USACE - St. Paul 100 Street Place St. Paul, MN 55101
4. WorkDescribed[0]: This is a Request for Quote. The work shall consist of the repair of the sill plates for the 12th Street, 4th Street and Bygland Road Closures. The 12th Street, 4th Street and Bygland Road sill plate repairs require filling the space between the MC channel and concrete with a flexible, waterproof sealant. The Bygland Road sill plate repair also requires replacing broken anchors with new anchors. The work also includes incidental costs of establishing and maintaining traffic control. For further details, read the SOW. Use SF 25 and 25a for Bonds. The contractor shall provide all labor, equipment, materials and supplies necessary for this work. To schedule a site visit, contact the Core of Engineers Representative Bob Johnson at 701-555-3434 This is a HUBZONE Set Aside NAICS Code is 237310 scope of work is between 25K and 100K.
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15. DateIssued[0]: 03/02/2022
16. DateDue[0]: 03/24/2022
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27. LessCalendarDays[0]: 60
28. Hour[0]: 10:00 AM
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