Am_0005.pdf

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

(a) By completing items 8 and 15, and returning or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

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

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

2. AMENDMENT/MODIFICATION NUMBER 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQUISITION NUMBER 5. PROJECT NUMBER (If applicable)

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

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICITATION NUMBER

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NUMBER

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

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

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

IT MODIFIES THE CONTRACT/ORDER NUMBER AS DESCRIBED IN ITEM 14.

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

NUMBER IN ITEM 10A.

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

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

D. OTHER (Specify type of modification and authority)

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

15C. DATE SIGNED

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

16C. DATE SIGNED

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

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

PAGE OF PAGES

6. ISSUED BY CODE

8. NAME AND ADDRESS OF CONTRACTOR (Number, street, county, State and ZIP Code) (X)

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

Previous edition unusable

Amendment No.0005 W9128F

PHYSICAL FITNESS FACILITY, PN058139

FORT CARSON, COLORADO

See attached documentation for content of the amendment revisions to solicitation.

Date for receipt of proposals is 16 APR 2021 at 1400 hours

Government Point of Contact: Bill Rawe, Contract Specialist, William.T.Rawe@usace.army.mil_

U.S ARMY CORPS OF ENGINEERS, OMAHA DISTRICT

CONTRACTING OFFICE

5475 Tech Center Drive, Suite 205 Colorado Springs, CO 80919

See Item 6

W9128F-21-R-0002

04/13/2021

03/04/2021

04/13/2021

Am #0005 - 2 (Continuation of SF 30)

DEPARTMENT OF THE ARMY

Omaha District, Corps of Engineers

1616 Capitol Avenue Omaha, Nebraska 68102-4901

:NOTICE: Failure to acknowledge : Solicitation No. W9128F-21-R-0002 :all amendments may cause rejec-:

:tion of the bid. See FAR : Date of Issue: 4 MAR 2021 :52.214-3 of Section 00 21 00. : NEW Date of Opening:

16 APR 2021

Amendment No. 0005

13 APR 2021

SUBJECT: Amendment No. 0005 to Specifications and Drawings for Design and Construction of PHYSICAL FITNESS FACILITY AT FORT CARSON, COLORADO

TO: Prospective Offerors and Others Concerned

1. The specifications and drawings for subject project are hereby modified as follows (revise all specification indices, attachment lists, and drawing indices accordingly).

a. Specifications (New and/or Revised and Reissued). Delete and substitute or add specification pages as noted below. The substituted pages are revised and reissued with this amendment. Sections should have changes tracked but all language shall apply regardless of the accuracy of this effort.

Pages Deleted Pages Substituted or Added 00 10 00 00 10 00* 03 45 00 03 45 00*

2. This amendment is a part of the bidding papers and its receipt shall be acknowledged on the Standard Form 1442. All other conditions and requirements of the specifications remain unchanged.

3. Bids will be received until 2:00 p.m., local time at place of bid opening, 16 APR 2021.

Attachments:

Specification Pages listed in 1.a., above

U.S. Army Corps of Engineers, Omaha District 1616 Capitol Avenue Omaha, Nebraska 68102-4901

13 APR 2021

jlb/2099

00 10 00 - 1

SOLICITATION, OFFER

AND AWARD

(Construction, Alteration, or Repair)

1. SOLICITATION NO.

W9128F-21-R-0002

2. TYPE OF SOLICITATION

SEALED BID (IFB)

NEGOTIATED (RFP)

3. DATE ISSUED

4 MAR 2021

PAGES OF PAGES

IMPORTANT - The "offer" section on the reverse must be fully completed by offeror.

4. CONTRACT NO. 5. REQUISITION/PURCHASE REQUEST NO. 6. PROJECT NO.

7. ISSUED BY CODE CT 8. ADDRESS OFFER TO

U.S.ARMY CORPS OF ENGINEERS, OMAHA

Contracting Division (CENWO-CT-M) 5475 Tech Center Drive, Suite 205 Colorado Springs, CO 80919

U.S.ARMY CORPS OF ENGINEERS, OMAHA

Attn: CONTRACTING DIVISION (CENWO-CT-M) 5475 Tech Center Drive, Suite 205 Colorado Springs, CO 80919

9. FOR INFORMATION

E-MAIL:

A. NAME

Bill Rawe

B. E-MAIL ADDRESS

william.t.rawe@usace.army.mil

SOLICITATION

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

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

The offeror hereby agrees to do all work described in the documents entitled:

PHYSICAL FITNESS FACILITY

PN058139 (FY21)

FORT CARSON, COLORADO

RETURN WITH OFFER: INFORMATION REQUIRED BY SECTION 00 10 00 (SF1442 AND CLIN PRICING SCHEDULE)

THIS SOLICITATION IS UNRESTRICTED AND OPEN TO BOTH LARGE AND SMALL BUSINESS PARTICIPATION.

11. The Contractor shall begin performance within 10 calendar days and complete it within 540* calendar days after receiving award, notice to proceed. This performance period is mandatory, negotiable. (* - See notes below 00 10 00-3 CLIN Pricing Schedule)

12A. THE CONTRACTOR MUST FURNISH ANY REQUIRED PERFORMANCE AND PAYMENT BONDS?

(If "YES," indicate within how many calendar days after award in Item 12B.)

YES NO

12B. CALENDAR DAYS

13. ADDITIONAL SOLICITATION REQUIREMENTS:

A. Sealed offers in original and *See Block 10 copies to perform the work required are due at the place specified in Item 8 by 1400 (hour) local time 13 16 APR 2021. If this is a sealed bid solicitation, offers must be publicly opened at that time. Sealed envelopes containing offers shall be marked to show the offeror's name and address, the solicitation number, and the date and time offers are due.

B. An offer guarantee is is not required.

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 ___90_____ calendar days for Government acceptance after the date offers are due will not be considered and will be rejected.

NSN 7540-01-155-3212 1442-101 STANDARD FORM 1442(REV. 4-85)

Prescribed by GSA FAR(48 CFR) 53.236-1(d)

Am_0005

00 10 00 - 2

14. NAME AND ADDRESS OF OFFEROR (Include ZIP Code) 15. TELEPHONE NO. (Include area code)

DUNS Number:

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

CODE FACILITY CODE

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 by the Government in writing within 90 calendar days after the date offers are due.

AMOUNTS

SEE ATTACHED CLIN PRICING SCHEDULE

Contractor’s Fax No. CAGE CODE Contractor’s E-Mail address

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

20A. NAME AND TITLE OF PERSON AUTHORIZED TO SIGN OFFER

(Type or print)

20B. SIGNATURE 20C. OFFER DATE

AWARD (To be completed by Government)

21. ITEMS ACCEPTED:

22. AMOUNT 23. ACCOUNTING AND APPROPRIATION DATA

24. SUBMIT INVOICES TO ADDRESS SHOWN IN

(4 copies unless otherwise specified)

ITEM 25. OTHER THAN FULL AND OPEN COMPETITION PURSUANT TO

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

26. ADMINISTERED BY CODE 27. PAYMENT WILL BE MADE BY

U.S. Army Engineer District, Omaha 1616 Capitol Ave.

Omaha, Nebraska 68102-4901

USAED Omaha c/o USACE Finance Center 5722 Integrity Drive Millington, TN 38054-5005

CONTRACTING OFFICER WILL COMPLETE ITEM 28 OR 29 AS APPLICABLE

28. NEGOTIATED AGREEMENT (contractor is required to sign this document and return _______ copies to issuing office.) Contractor agrees to furnish and deliver all items or perform all work, requisitions 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.

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.

30A. NAME AND TITLE OF CONTRACTOR OR PERSON AUTHORIZED

TO SIGN (Type or print)

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

30B. SIGNATURE 30C. DATE 31B. UNITED STATES OF AMERICA

BY

31C. AWARD DATE

STANDARD FORM 1442 BACK (REV. 4-85)

PRICING SCHEDULE

ITEM

NO.

DESCRIPTION ESIMATED

QUANTITY

UNIT UNIT

PRICE

ESTIMATED AMOUNT

BASIC ITEMS

Entire work complete to Construct Physical Fitness Facility, extending to 5’ outside the building

(MILCON)

Job

XXX

complete to Construct Sitework, from the 5’ line outside the PFF to the limits of construction

(MILCON)

TOTAL BASIC AMOUNT (ITEMS 0001 AND 0002) $_____________________________

OPTION ITEMS

[Option]

Procure and Install A/V Equipment

(OMA)

[Option]

Procure and Install ESS Equipment

(OMA)

TOTAL AMOUNT OPTIONS (ITEMS 0003 THRU 0004) $_________________________________

TOTAL AMOUNT BASIC PLUS OPTIONS (ITEMS 0001 THRU 0004) $___________________________

Proposed period of performance: _______ calendar days (after Notice to Proceed) This duration should not exceed the benchmark 540 days. See Note 4 below.

NOTES:

1. See 00 21 00, INSTRUCTIONS TO OFFERORS for evaluation of options. The Government reserves the right to exercise the options up to 365 calendar days after Notice to Proceed is given for this project. The period of performance will be extended by 180 calendar days in the event an option is exercised.

2. Prices must be entered for all items of the schedule. Total amounts submitted without prices being entered on individual items will be rejected. In case of variation between the Job (lump-sum) prices and the total amount, the Job (lump-sum) prices will be considered the price submitted. In case of variation between the unit prices and the extensions, the unit prices will be considered the price submitted.

3. A modification to a proposal which provides for a single adjustment to the total amounts, should state the application of the adjustment to each respective Job (lump-sum) price and unit price affected. If the modification is not so apportioned, the single adjustment will be applied to Item No. 0001.

4. The Offeror shall propose a total integrated contract duration in number of calendar days after the Notice to Proceed (NTP) is received by the Contractor. The total number of proposed calendar days for construction through completion, ready for turnover should not exceed the benchmark duration of 540 calendar days. The proposed duration shall become the required contract duration. The Government may issue the NTP via e-mail or Facsimile (FAX) or by other means. Day number 1 is the day after the date of receipt of the NTP.

See Section 00 73 00, paragraph 1.1: COMMENCEMENT, PROSECUTION AND COMPLETION OF

WORK.

Physical Fitness Facility FCDY

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 45 00

PRECAST ARCHITECTURAL CONCRETE

05/16

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 MODIFICATION OF REFERENCES

1.4 GENERAL REQUIREMENTS

1.5 DESIGN

1.5.1 Standards and Loads

1.5.2 Connections

1.5.3 Concrete Proportion

1.5.4 Design Calculations

1.5.5 Thermal Calculations

1.6 DELIVERY, STORAGE, AND HANDLING

1.7 STORAGE AND INSPECTION AT MANUFACTURER'S PLANT

1.8 PLANT INSPECTION

1.8.1 Fabricator Quality Certifications

1.9 ERECTOR CERTIFICATION

1.10 CONCRETE SAMPLING AND TESTING

1.10.1 Test for Concrete Materials

1.10.2 Quality Control Testing During Fabrication

1.11 QUALITY ASSURANCE

1.11.1 Precast Drawings

1.11.2 Concrete Wall Panel Surface Finish Sample

1.11.3 Concrete Wall Sample Panels

1.11.4 Required Records

1.11.5 Concrete Wall Mockup Panels

1.11.6 Pre-Installation Meeting

1.12 TOLERANCES

PART 2 PRODUCTS

2.1 CONCRETE WALL PANELS

2.2 CONCRETE

2.2.1 Contractor-Furnished Mix Design

2.2.2 Exposed-to-View Facing Mixture

2.2.3 Backing Mixture

2.3 MATERIALS

2.3.1 Fine Aggregates

2.3.2 Coarse Aggregate

2.3.3 Exposed Aggregate

2.3.4 Cementitious Materials

2.3.4.1 Fly Ash

2.3.4.2 Raw or Calcined Natural Pozzolan

2.3.4.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

2.3.4.4 Ground Granulated Blast-Furnace Slag

2.3.4.5 Silica Fume

SECTION 03 45 00 Page 1

2.3.4.6 Cement

2.3.5 Admixtures

2.3.6 Water

2.3.7 Reinforcement

2.3.7.1 Reinforcing Bars

2.3.7.2 Low-Alloy Reinforcing Bars

2.3.7.3 Zinc Coated Bars

2.3.7.4 Wire

2.3.7.5 Welded Wire Reinforcement

2.3.7.6 Supports for Concrete Reinforcement

2.3.8 Prestressing Tendons

2.3.8.1 Prestressing 7-Wire Strand.

2.3.8.2 Prestressing 2 and 3-Wire Strand.

2.3.8.3 Single Wire Strand

2.3.8.4 Post-tensioning Bar

2.3.9 Tie Wire

2.3.10 Plates, Angles, Anchors and Embedment

2.3.11 Form Release Agent

2.3.12 Grout

2.4 CAST-IN EMBEDDED ITEMS AND CONNECTORS

2.4.1 Inserts

2.4.1.1 Threaded-Type Concrete Inserts

2.4.1.2 Wedge-Type Concrete Inserts

2.4.1.3 Slotted-Type Concrete Inserts

2.4.2 Connection Devices

2.4.2.1 Clip Angles

2.4.2.2 Ferrous Casting Clamps

2.4.2.3 Threaded Fasteners

2.5 PRECAST ELEMENT FABRICATION

2.5.1 Formwork and Fabrication Tolerances

2.5.2 Reinforcement

2.5.3 Preparation for Placing Concrete

2.5.4 Concrete Mixing and Conveying

2.5.4.1 Batch Plant, Mixer, Mixing, and Measuring of Materials

2.5.4.2 Conveying

2.5.5 Concrete Placing

2.5.6 Identification Markings

2.5.7 Finishing

2.5.7.1 Unformed Concealed Surfaces (Standard Smooth Finish)

2.5.7.2 Architectural Finishes

2.5.7.3 Other Surfaces

2.5.8 Curing

2.5.9 Repair of Surface Defects

2.5.9.1 Smooth, Concealed Surfaces

2.5.9.2 Exposed-to-View Surfaces

2.5.10 Stripping

2.5.11 Built-In Anchorage Devices

2.5.12 Lifting Devices

2.5.13 Finishing for Formed Surfaces

2.6 SEALANT AND BACKER MATERIAL

2.7 MISCELLANEOUS ARCHITECTURAL PRECAST CONCRETE SYSTEMS

2.7.1 Thin Brick Veneer

2.7.1.1 Sand-Cement Mortar

2.7.1.2 Pointing Grout

2.7.1.3 Thin Brick Facing

2.8 BEARING PADS

2.8.1 Elastomeric

2.8.2 Hardboard (Interior Only)

2.8.3 Random-Oriented, Fiber-Reinforced Elastomeric Pads

SECTION 03 45 00 Page 2

2.8.4 Cotton-Duck-Fabric-Reinforced Elastomeric Pads

2.8.5 Frictionless Pads

2.8.6 Sub Title

2.9 INSULATED PANEL ACCESSORIES

2.9.1 Polyisocyanurate Board Insulation

2.9.2 Wythe Connectors

PART 3 EXECUTION

3.1 PREPARATION

3.2 EXAMINATION

3.3 INSTALLATION

3.3.1 Building Framing System

3.3.2 Concrete Strength at Time of Precast Unit Installation

3.3.3 Erection

3.3.4 Erection Tolerances

3.3.5 Joints

3.3.5.1 Joint Sealing

3.3.6 Protection

3.4 DEFECTIVE WORK

3.5 JOINTS

3.6 INSPECTION AND ACCEPTANCE PROVISIONS

3.6.1 Dimensional Tolerances

3.6.2 Surface Finish Requirements

3.6.3 Strength of Precast Units

3.6.4 Testing Precast Units for Strength

3.7 SAMPLING AND TESTING

3.7.1 Rejection

3.7.2 Field Quality Control

3.7.2.1 Welded Connection Visual Inspection

3.8 CLEANING

-- End of Section Table of Contents --

SECTION 03 45 00 Page 3

SECTION 03 45 00

PRECAST ARCHITECTURAL CONCRETE

05/16

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 within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 251 (2006; R 2011) Standard Specification for Plain and Laminated Elastomeric Bridge Bearings

AMERICAN CONCRETE INSTITUTE (ACI)

ACI 211.1 (1991; R 2009) Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete

ACI 211.2 (1998; R 2004) Standard Practice for Selecting Proportions for Structural Lightweight Concrete

ACI 214R (2011) Evaluation of Strength Test Results of Concrete

ACI 301 (2016) Specifications for Structural Concrete

ACI 304R (2000; R 2009) Guide for Measuring, Mixing, Transporting, and Placing Concrete

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306.1 (1990; R 2002) Standard Specification for Cold Weather Concreting

ACI 318 (2014; Errata 1-2 2014; Errata 3-5 2015;

Errata 6 2016; Errata 7-9 2017) Building Code Requirements for Structural Concrete and Commentary

ACI SP-66 (2004) ACI Detailing Manual

AMERICAN HARDBOARD ASSOCIATION (AHA)

AHA A135.4 (1995; R 2004) Basic Hardboard

SECTION 03 45 00 Page 4

AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)

ANSI A108/A118/A136.1 (2013) Installation of Ceramic Tile

ANSI A118.7 (2010) American National Standard Specifications for High Performance Cement Grouts for Tile Installation

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE)

ASCE 7 (2017) Minimum Design Loads for Buildings and Other Structures

AMERICAN SOCIETY OF MECHANICAL ENGINEERS (ASME)

ASME B18.21.1 (2009; R 2016) Washers: Helical Spring-Lock, Tooth Lock, and Plain Washers (Inch Series)

AMERICAN WELDING SOCIETY (AWS)

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

ASTM INTERNATIONAL (ASTM)

ASTM A27/A27M (2017) Standard Specification for Steel Castings, Carbon, for General Application

ASTM A36/A36M (2019) Standard Specification for Carbon Structural Steel

ASTM A47/A47M (1999; R 2018; E 2018) Standard Specification for Ferritic Malleable Iron Castings

ASTM A153/A153M (2016) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A184/A184M (2019) Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement

ASTM A283/A283M (2013) Standard Specification for Low and Intermediate Tensile Strength Carbon Steel Plates

ASTM A416/A416M (2018) Standard Specification for Low-Relaxation, Seven-Wire for Prestressed Concrete

ASTM A421/A421M (2015) Standard Specification for Uncoated Stress-Relieved Steel Wire for Prestressed Concrete

ASTM A449 (2014) Standard Specification for Hex Cap Screws, Bolts, and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile

SECTION 03 45 00 Page 5

Strength, General Use

ASTM A563 (2015) Standard Specification for Carbon and Alloy Steel Nuts

ASTM A615/A615M (2020) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A706/A706M (2016) Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A722/A722M (2015) Standard Specification for Uncoated High-Strength Steel Bar for Prestressing Concrete

ASTM A767/A767M (2016) Standard Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement

ASTM A886/A886M (2017) Standard Specification for Steel Strand, Indented, Seven-Wire Stress-Relieved for Prestressed Concrete

ASTM A910/A910M (2018) Standard Specification for Uncoated, Weldless, 2-Wire and 3-Wire Steel Strand for Prestressed Concrete

ASTM A1064/A1064M (2017) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM C31/C31M (2019a) Standard Practice for Making and Curing Concrete Test Specimens in the Field

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

ASTM C39/C39M (2018) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C42/C42M (2018a) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C67/C67M (2018) Standard Test Methods for Sampling and Testing Brick and Structural Clay Tile

ASTM C78/C78M (2018) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C94/C94M (2020) Standard Specification for Ready-Mixed Concrete

ASTM C143/C143M (2015) Standard Test Method for Slump of

SECTION 03 45 00 Page 6

Hydraulic-Cement Concrete

ASTM C144 (2018) Standard Specification for Aggregate for Masonry Mortar

ASTM C150/C150M (2018) Standard Specification for Portland Cement

ASTM C172/C172M (2017) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C231/C231M (2017a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2010a; R 2016) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C272/C272M (2016) Standard Test Method for Water Absorption of Core Materials for Sandwich Constructions

ASTM C311/C311M (2018) Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete

ASTM C494/C494M (2019) Standard Specification for Chemical Admixtures for Concrete

ASTM C618 (2019) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C650 (2004; R 2014) Standard Test Method for Resistance of Ceramic Tile to Chemical Substances

ASTM C666/C666M (2015) Resistance of Concrete to Rapid Freezing and Thawing

ASTM C979/C979M (2016) Standard Specification for Pigments for Integrally Colored Concrete

ASTM C989/C989M (2018a) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM C1107/C1107M (2017) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C1218/C1218M (2017) Standard Test Method for Water-Soluble Chloride in Mortar and Concrete

ASTM C1240 (2014) Standard Specification for Silica Fume Used in Cementitious Mixtures

ASTM C1260 (2014) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

SECTION 03 45 00 Page 7

ASTM C1289 (2019) Standard Specification for Faced Rigid Cellular Polyisocyanurate Thermal Insulation Board

ASTM C1602/C1602M (2018) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM D635 (2018) Standard Test Method for Rate of Burning and/or Extent and Time of Burning of Plastics in a Horizontal Position

ASTM D746 (2014) Standard Test Method for Brittleness Temperature of Plastics and Elastomers by Impact

ASTM D1056 (2014) Standard Specification for Flexible Cellular Materials - Sponge or Expanded Rubber

ASTM D1149 (2007; R 2012) Standard Test Method for Rubber Deterioration - Surface Ozone Cracking in a Chamber

ASTM D1621 (2016) Standard Test Method for Compressive Properties of Rigid Cellular Plastics

ASTM D2240 (2015; E 2017) Standard Test Method for Rubber Property - Durometer Hardness

ASTM D5759 (2012) Characterization of Coal Fly Ash and Clean Coal Combustion Fly Ash for Potential Uses

ASTM E96/E96M (2016) Standard Test Methods for Water Vapor Transmission of Materials

ASTM E488/E488M (2015) Standard Test Methods for Strength of Anchors in Concrete and Masonry Elements

PRECAST/PRESTRESSED CONCRETE INSTITUTE (PCI)

PCI MNL-117 (2013) Manual for Quality Control for Plants and Production of Architectural Precast Concrete Products, 3rd Edition

PCI MNL-120 (2010) PCI Design Handbook - Precast and Prestressed Concrete, 6th Edition

PCI MNL-122 (2007) Architectural Precast Concrete, 3rd Edition

1.2 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

SECTION 03 45 00 Page 8 that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Pre-Installation Meeting

SD-02 Shop Drawings

Precast Drawings; G , DO

SD-03 Product Data

Cast-In Embedded Items And Connectors; G , DO

Connection Devices; G , DO

Admixtures

Sealant and Backer Material

Thin Brick Veneer; G , DO

Bearing Pads

Plates, Angles, Anchors And Embedment; G, DO

SD-04 Samples

Brick Color Chips

Form Liner

Concrete Wall Panel Surface Finish; G, DO

Concrete Wall Sample Panels; G, PO

Concrete Wall Mockup Panels; G, PO

SD-05 Design Data

Design Calculations; G , DO

Contractor-Furnished Mix Design; G , DO

Concrete Mix Design for Repair of Surface Defects; G

Thermal Calculations; G , DO

SD-06 Test Reports

Strength Tests; G, PO

Slump

Air Content

Test for Concrete Materials

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Water

Contractor-furnished mix design; G, DO

Submit laboratory test reports showing that the mix has been successfully tested to produce concrete with the properties specified. Include mill test and tests for cement, aggregates, and admixtures. Provide maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained versus sieve size. Test reports shall be submitted along with the concrete mix design.

Cement

Pozzolan

Air-Entraining Admixture

Water-Reducing Admixture

Accelerating Admixture

Aggregates

Submit test results for aggregates in accordance with ASTM C1260 for potential alkali-silica reactions.

SD-07 Certificates

Manufacturer's Qualifications; G

Fabricator Quality Certifications

Erector Certification

SD-08 Manufacturer's Instructions

Installation; G , PO

Cleaning; G , PO

Thin Brick

SD-11 Closeout Submittals

Concrete Batch Ticket Information; G , PO

1.3 MODIFICATION OF REFERENCES

In the referenced ACI and PCI publications, consider the advisory provisions to be mandatory. Interpret reference to the "Building Official," the "Structural Engineer," and the "Architect/Engineer" to mean the Contracting Officer.

1.4 GENERAL REQUIREMENTS

Precast concrete units must be designed and fabricated by an experienced and certified precast concrete manufacturer. The manufacturer needs to have been regularly and continuously engaged in the manufacture of precast

SECTION 03 45 00 Page 10 concrete work similar to that indicated on the drawings for at least 3 years. The Contractor must submit a statement detailing the Manufacturer's Qualifications. Coordinate precast work with the work of other trades.

1.5 DESIGN

1.5.1 Standards and Loads

Precast unit design must conform to ASCE 7, ACI 318 and PCI MNL-122 .

Indicate design loads for precast concrete on the drawings. A differential temperature of 192 degrees F, between interior and exterior faces of the units, must be considered in the design. Stresses due to restrained volume change caused by shrinkage and temperature differential, handling, transportation and erection must be accounted for in the design.

1.5.2 Connections

Connection of units to other members, or to other units must be of the type and configuration indicated. The design and sizing of connections for all design loads will be completed by the Contractor.

1.5.3 Concrete Proportion

Base the selection of proportions for concrete on the methodology presented in ACI 211.1 for normal weight concrete and ACI 211.2 for lightweight concrete. Develop the concrete proportion using the same type and brand of cement, the same type and gradation of aggregates, and the same type and brand of admixture that will be used in the manufacture of precast concrete units for the project. Do not use calcium chloride in precast concrete and admixtures containing chloride ions, nitrates, or other substances that are corrosive will not be used in prestressed concrete.

1.5.4 Design Calculations

Calculations for design of members, connections and embedments not shown must be made by a registered professional engineer experienced in the design of precast architectural concrete. Calculation will include the analysis of member for lifting stresses and the sizing of the lifting inserts. Submit calculations for review and approval prior to fabrication, signed and sealed by the registered design professional who prepared the design.

1.5.5 Thermal Calculations

Submit thermal calculations for review complying with PCI MNL-120 , for the steady state thermal resistance for the precast concrete wall panels. The calculations for average R-value shall include the effects of inside and outside air film, insulation, inner and outer concrete wythes, typical full height concrete webs that cross the insulation space (if required in panel design, with web width as determined by precast manufacturer), and wythe connectors that cross the insulation space (with connector locations and thermal conductivity characteristics as determined by precast manufacturer). Effects of wythe connectors shall be accounted for using the methodology given in PCI MNL-120 . Calculations need not include the effects of embed plates; localized areas of concrete crossing (or partially crossing) the insulation space; and panel reinforcement.

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The average aged R-value of a typical size insulated precast wall panel without door, window, or other openings shall not be less than 19.5 h*ft2*F/Btu.

1.6 DELIVERY, STORAGE, AND HANDLING

Deliver packaged materials, except for wall panels, to the project site in the original, unbroken packages or containers, each bearing a label clearly identifying manufacturer's name, brand name, weight or volume, and other pertinent information. Store packaged materials, and materials in containers, in a weathertight and dry place until ready for use.

Store products in manufacturer's unopened packaging in dry storage area, with ambient temperature between 30 degrees F and 120 degrees F, until installation.

1.7 STORAGE AND INSPECTION AT MANUFACTURER'S PLANT

Protect precast units temporarily stored at the manufacturer's plant from damage in accordance with PCI MNL-117 and PCI MNL-122 . Immediately prior to shipment to the jobsite, all precast concrete units must be inspected for quality to insure all precast units conform to the requirements specified. Inspection for quality will include, but will not be limited to, the following elements: color, texture, dimensional tolerances, chipping, cracking, staining, warping and honeycombing. Replace or repair all defective precast concrete units as approved.

1.8 PLANT INSPECTION

At the option of the Contracting Officer, precast units may be inspected.

The Contractor is to give notice 14 days prior to the time the units will be available for plant inspection. Neither the exercise nor waiver of inspection at the plant will affect the Government's right to enforce contractual provisions after units are transported or erected.

1.8.1 Fabricator Quality Certifications

Plants must be certified by the PCI Plant Certification Program for Group A, Category A1, or Architectural Precast Association (APA) certification or National Precast Concrete Association (NPCA). When plants are not currently enrolled in one of the three certification programs listed above then they must provide a product quality control system in accordance with PCI MNL-117 and perform concrete and aggregate quality control testing using an approved, independent commercial testing laboratory.

1.9 ERECTOR CERTIFICATION

Erector with erecting organization and all erecting crews certified and designated by PCI's Certificate of Compliance to erect Category S2 (Complex Structural Systems) for load-bearing members.

1.10 CONCRETE SAMPLING AND TESTING

1.10.1 Test for Concrete Materials

Sample and test concrete materials proposed for use in the work in accordance with PCI MNL-117 .

Submit reports for each material sampled and tested prior to the start of work. Reports must contain the project name and number, date, name of

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Contractor, name of precast unit manufacturer, name of concrete testing service, source of concrete aggregates, generic name of aggregate, and values specified.

1.10.2 Quality Control Testing During Fabrication

Sample and test concrete for quality control during fabrication as follows:

REQUIREMENT TEST METHOD NUMBER OF TESTS

Sampling fresh concrete ASTM C172/C172M except modified for slump per

ASTM C94/C94M

As required for each test

Slump test ASTM C143/C143M One for each concrete load at point of discharge and one for each set of compressive strength tests

Air Content by pressure method

ASTM C231/C231M One for each set of compressive strength tests

Compressive test specimens ASTM C31/C31M One set of six specimens for each Compressive Strength test, one set per day or for every 20 cubic yards of concrete placed, whichever is greater.

Compression test specimens may be either standard 6 by 12 inch cylinders or 4-inch cubes. Cubes may be molded individually or cut from slabs.

Preparation and testing of cube specimens must be as nearly consistent with the test methods specified as possible, with the exception that the concrete will be placed in a single layer.

Curing of compression test specimens must be the same as the curing method used for the precast concrete wall panels until panels are stripped of forms and then standard moist cure will continue.

REQUIREMENT TEST METHOD NUMBER OF TESTS

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Concrete temperature

Each time a set of compression test specimens is made

Compressive strength tests

ASTM C39/C39M One set of facing strength tests mix and one set of backing mix for every ten panels or fraction thereof cast in any one day; two specimens in each set tested at 7 calendar days; three specimens in each set tested at 28 calendar days, and one specimen in each set retained in reserve for testing if required

Evaluate compression test results at 28 days in accordance with ACI 214R using a coefficient of variation of 20 percent. Evaluate the strength of concrete by averaging the test results (two specimens) of standard cylinders tested at 28 days. Not more than 20 percent of the individual tests can have an average compressive strength less than the specified ultimate compressive strength. Submit test reports on the same day that tests are made.

Reports for Compressive Strength tests need to contain the project name and number, date of concrete placement, name of Contractor, name of precast concrete wall panel manufacturer, name of concrete testing service, panel identification letter and number, use of concrete mixture (facing or backing), design compressive strength at 28 calendar days, concrete-mix proportions and materials, and compressive breaking strength and type of break.

If 4-inch cubes are used for compressive strength specimens, average strength of the cubes at any test age must be multiplied by the factor of

0.8 to arrive at an estimate of the corresponding 6 by 12 inch cylinder strength. Report both of these values .

1.11 QUALITY ASSURANCE

1.11.1 Precast Drawings

Submit precast drawings with the following information:

a. Anchorage for work of other trades.

b. Locations and details of anchorage devices to be embedded in or attached to structure or other construction.

c. Joints between precast units and between precast units and other construction.

d. Precast dimensions, cross-section, and edge details; location, size, and type of reinforcement, including reinforcement necessary for safe handling and erection of precast units and other embedded items. Comply with ACI SP-66 .

e. Shoring, unless structural computations are submitted showing that

SECTION 03 45 00 Page 14 allowable concrete stresses during the work will not be exceeded when shoring is not used.

f. Layout, dimensions, and identification of each precast unit, corresponding to installation sequence.

g. Setting drawings, instructions, and directions for installation of concrete inserts.

h. Location and details of anchorage devices and lifting devices embedded in panels, and connection details to building framing system.

i. Location and details of embedded thin masonry work including joint locations, joint widths, corner units and special shapes, brick coursing, brick and block coursing alignment across panel joints and reveal and false-joint locations and dimensions.

j. Shim sizes and grouting sequence.

k. Sizes and locations of all openings in precast units in elevations and/or plans.

l. Welded connections indicated by AWS standard symbols and show size, length, and type of each weld.

m. Locations, dimensions, and details of joints, joint widths, reveals and extent of each surface finish and color. Provide details of building corners and all other corner conditions.

n. Identify location and extent of insulation in all panels. Any areas of concrete webbing shall be identified on the shop drawings.

o. Design Modifications: If design modifications are proposed to meet performance requirements and field conditions, notify the Contracting Officer immediately and submit design calculations and drawings. Do not adversely affect the appearance, durability or strength of units when modifying details or materials. Maintain the general design concept when altering size of units and alignment.

1.11.2 Concrete Wall Panel Surface Finish Sample

Concrete Wall Panel Surface Finish Samples for each type of concrete color, aggregate, and face finish required by the project. Panels with applied materials and textures (formliner, thin veneer, etc) finishes need not be separately submitted at this size. Produce a minimum of two (2) sample panels for each color, aggregate, and concrete treatment required by the project.

1.11.3 Concrete Wall Sample Panels

After concrete wall panel surface finish samples, formliner, and thin veneer sample approval and before fabricating full-size precast prestressed concrete units, produce a minimum of two (2) sample panels of approximately 16 square feet (4 by 4 feet) in area for review. Incorporate full scale details of architectural features, finishes, textures, and transitions in sample panels. This shall include at least one jamb return detail reflecting formliner and/or thin veneer return at openings for each

SECTION 03 45 00 Page 15 formliner pattern type and thin veneer required by the project.

1.11.4 Required Records

ASTM C94/C94M. Submit mandatory batch ticket information for each load of ready-mixed concrete.

1.11.5 Concrete Wall Mockup Panels

Upon approval of of shop drawings and sample panels, the contractor shall identify and coordinate initial installation of not less than the first

(2) sets of (2) panels from the the required project panel stock to serve as an field mockup. These panels should be panels from production stock, intended for final installation in their final locations. Selection of panels as the mockup is flexible, but should communicate typical installation methods and details; a representative variety of materials, finishes, and details; display representative material transitions at jambs, corners, and openings; and serve as a basis for comparison to approved samples and for subsequent panels, material installation methods, and detailing. At least one set of panels must be 2 stories tall.

1. Mockup shall be constructed, anchored and/or braced in a manner so as to keep it stable and not fall over. Protect the mockup from damage by adjacent construction activities. Make repairs to any damage as required.

3. One panelshall include one window opening, one panel shall include one door opening, and one panel shall include a corner or finished panel edge condition.

4. Demonstrate the required concrete and metal panel finishes and workmanship, as well as concrete reveals and intersection of corner panels.

5. Incorporate edge and reveal detail as shown on drawings.

7. Utilize all colors and finishes of concrete used in the project.

8. Maintain mockup for comparison with finished work.

The quality and appearance of installation shall be subject to the approval of the Government. The mockup is not for re-evaluation of colors and finishes, but for acceptance and comparion of install conditions and details.

1.11.6 Pre-Installation Meeting

Hold a meeting at the job site with representative of the manufacturer and all other trades that may be effected by work of this section. Notify the Contracting Officer at least 3 days in advance of the time of the meeting.

1.12 TOLERANCES

Dimensions of the finished panel, at the time of erection in the structure, must conform to the tolerances for precast, non-prestressed elements in PCI MNL-117 , unless otherwise specified by the Architect.

PART 2 PRODUCTS

2.1 CONCRETE WALL PANELS

The project contains solid precast concrete panels and non-composite type insulated precast concrete panels. Solid precast concrete panels shall be located only in interior areas where panels separate spaces of minimal

SECTION 03 45 00 Page 16 thermal variation. Non-composite insulated precast concrete panels are speciifed at the exterior perimeter of the facility, where thermal insulation is of primary importance. Care shall be taken in detailing to ensure a continuous thermal barrier throughout all non-composite panel areas. Areas of concrete webbing shall be reduced or eliminated to the greatest extent practicable by the precast supplier. Non-conductive, non-composite wythe connectors shall be used. Insulation at openings, joints, and boundaries in the precast may be tapered near openings, but must maintain a continuous thermal barrier.

2.2 CONCRETE

2.2.1 Contractor-Furnished Mix Design

ACI 211.1 and ACI 301 . The Contractor must submit the mix design report giving the maximum nominal coarse aggregate size, the proportions of all ingredients and the type and amount of any admixtures that will be used in the manufacture of each strength and type of concrete, a minimum of sixty days prior to commencing operations. Provide mix proportion data using at least three different water-cementitious material ratios for each type of mixture, which produce a range of strength encompassing those required for each type of concrete required. Plot a curve for each concrete mixture, showing the relationships between water-cementitious material ratios and compressive strengths. Maximum permissible water-cementitious material ratio must be that value not exceeding the maximum water-cementitious material ratio specified, indicated by the curve to produce a design minimum laboratory compressive strength at 28 calendar days not less than that specified. The mix design report is to contain the project name and number, date, name of Contractor, name of precast concrete wall panel manufacturer, name of concrete testing service, use of concrete mixture (facing or backing), source of concrete aggregates for each mixture.

Submit certified copies of laboratory test reports, including mill tests and all other test data, for portland cement, blended cement, pozzolan, ground granulated blast furnace slag, silica fume, and aggregates. The statement must be accompanied by test results from an approved testing laboratory, certifying that the proportions selected will produce concrete of the properties required. Make no substitutions without additional tests to verify that the concrete properties are satisfactory. Concrete must have a 28-day compressive strength of 5000 psi.

If, the compressive strength falls below that specified, adjust the mix proportions and water content and make necessary changes in the temperature, moisture, and curing procedures to secure the specified strength. Notify the Contracting Officer of all changes.

2.2.2 Exposed-to-View Facing Mixture

Provide aggregates for exposed-to-view facing mixture; white, gray, or buff portland cement or a blend of two or more portland cements;

air-entraining admixture; and water. Provide exact proportions of facing mixture to produce concrete having the specified properties and capable of obtaining the approved surface color and finish.

2.2.3 Backing Mixture

Provide the approved mix design.

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2.3 MATERIALS

2.3.1 Fine Aggregates

ASTM C33/C33M. The optional method of reducing the No. 50 and No. 100 sieve aggregates does not apply. The restriction to use only fine aggregates that do not contain any materials that are deleteriously reactive with alkalis in cement does apply.

2.3.2 Coarse Aggregate

ASTM C33/C33M, Size No. 57, Class 5S. The restriction to use only coarse aggregates that do not contain any materials that are deleteriously reactive with alkalis in cement does apply. Aggregate must not contain slag or crushed concrete.

2.3.3 Exposed Aggregate

In addition to the above, facing mixture aggregate, and aggregate for homogeneous panels with exposed aggregate finish, will be gravel, crushed gravel, or crushed stone of size and color to produce exposed surfaces to match the color and texture of the sample on file with the Contracting Officer.

Crush coarse aggregate by a means that will produce material of cubical shape with a minimum of elongated, thin, or partially fractured particles. Material or crushing methods that produce particles classified by petrographic examination as being weak, highly fractured or somewhat friable, or both, in excess of 16 percent of the particles in any whole sample will be rejected. Material for coarse aggregate must be free of substances that change color on oxidation. Obtain material used for the work from the same basic source and stratum. Quarry material to produce a uniformly colored aggregate that does not change color upon weathering.

During quarrying operations, the uniformity of rock face color must be verified by periodically comparing the rock face color to the approved coarse aggregate sample.

Fine aggregate will be white quartz natural sand or stone screenings, or manufactured sand produced from white quartz. Aggregate must be free of substances that change color on oxidation. Color must conform to the approved sample.

2.3.4 Cementitious Materials

For exposed concrete, use one manufacturer and one source for each type of cement, ground slag, fly ash, and pozzolan.

2.3.4.1 Fly Ash

ASTM C618, Class F, except that the maximum allowable loss on ignition must not exceed 6 percent. Class F fly ash for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 8 percent and a total equivalent alkali content less than 1.5 percent.

Add with cement. Fly ash content must be a maximum of 25 percent by weight of cementitious material, provided the fly ash does not reduce the amount of cement in the concrete mix below the minimum requirements of local building codes. Where the use of fly ash cannot meet the minimum level, provide the maximum amount of fly ash permittable that meets the code requirements for cement content. Report the chemical analysis of the

SECTION 03 45 00 Page 18 fly ash in accordance with ASTM C311/C311M. Evaluate and classify fly ash in accordance with ASTM D5759.

2.3.4.2 Raw or Calcined Natural Pozzolan

Natural pozzolan must be raw or calcined and conform to ASTM C618, Class N, including the optional requirements for uniformity and effectiveness in controlling Alkali-Silica reaction and must have an ignition loss not exceeding 3 percent. Class N pozzolan for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 13 percent and total equivalent alkali content less than 3 percent.

2.3.4.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

Ultra Fine Fly Ash (UFFA) and Ultra Fine Pozzolan (UFP) must conform to ASTM C618, Class F or N, and the following additional requirements:

a. The strength activity index at 28 days of age must be at least 95 percent of the control specimens.

b. The average particle size must not exceed 6 microns.

c. The sum of SiO2 + Al2O3 + Fe2O3 must be greater than 77 percent.

2.3.4.4 Ground Granulated Blast-Furnace Slag

ASTM C989/C989M, Grade 100 or 120. Limited to a maximum of 40 percent of portland cement by weight.

2.3.4.5 Silica Fume

Silica fume must conform to ASTM C1240, including the optional limits on reactivity with cement alkalis. Silica fume may be furnished as a dry, densified material or as slurry. Proper mixing is essential to accomplish proper distribution of the silica fume and avoid agglomerated silica fume which can react with the alkali in the cement resulting in premature and extensive concrete damage. Supervision at the batch plant, finishing, and curing is essential. Provide at the Contractor's expense the services of a manufacturer's technical representative, experienced in mixing, proportioning, placement procedures, and curing of concrete containing silica fume. This representative must be present on the project prior to and during at least the first 4 days of concrete production and placement using silica fume. A High Range Water Reducer (HRWR) must be used with silica fume. Limited to a maximum of 10 percent of portland cement by weight

2.3.4.6 Cement

The blended cement shall consist of a mixture of ASTM C150/C150M cement with a maximum cement-alkali content of 0.80 percent Na2Oe (sodium oxide) equivalent, and one of the following materials: ASTM C618 pozzolan or fly ash, or ASTM C989/C989M ground iron blast furnace slag. The pozzolan/fly ash content shall be between 25 percent and 40 percent not exceed 40 percent by weight of the total cementitious material. The ground iron blast-furnace slag shall be between 10 percent and 40 percent by weight of total cementitious material. Cement mill certificates shall include test results in accordance with ASTM C150/C150M, including equivalent alkalies indicated in the optional chemical requirements. Use cement with a tricalcium aluminate (C3A) content of less than 5 percent. For exposed

SECTION 03 45 00 Page 19 concrete, use one manufacturer for each type of…