Am-0002_W9128F-20-R-0001.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. 0002 W9128F

COMPANY OPERATIONS FACILITIES, PN 77303, INTERSECTION OF BUTTS AND WARFIGHTER ROADS (FY20), FORT

CARSON, COLORADO

See attached documentation for content of the amendment revisions to solicitation

Date for receipt of proposals is 23 APR 2020 at 1400 hours

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

U.S.ARMY CORPS OF ENGINEERS, OMAHA

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

See Item 6

W9128F-20-R-0001

03/27/2020

02/28/2020

03/27/2020

Am #0002 - 1

Am #0002 - 2 (Continuation SF 30)

27 March 2020 Solicitation No. W9128F 20 R 0001

Date of Issue: 28 FEB 2020 Date of Receiving Proposals: 23 APR 2020

SUBJECT: Amendment No. 0002 to Request for Proposal Solicitation Package for Construction of COMPANY OPERATIONS FACILITIES, PN 77303, INTERSECTION OF

BUTTS AND WARFIGHTER ROADS

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. (Descriptive Changes.)

(1) Standard Form 1442 (SF1442), Page 00 10 00-1, item 7, delete the ISSUED BY address and substitute the following:

“U.S.ARMY CORPS OF ENGINEERS, OMAHA

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

b. Specifications (New and/or Revised and Reissued). Delete and substitute or add specification pages or sections as noted below. The substituted pages or sections are revised and reissued with this amendment. For convenience, on the revised specification pages, changes have been identified with highlighting, all portions of the revised specification pages apply regardless of whether changes are shown with highlighting.

Pages or Sections Deleted Pages or Sections Substituted or Added 03 45 00 03 45 00 06 10 00 06 10 00 07 42 13 07 42 13 07 61 14.00 20 07 61 14.00 20 08 14 00 08 14 00 08 34 59 08 34 59 08 71 00 08 71 00 10 81 13 10 81 13

c. Drawings (Reissued). The following drawings are revised with latest revision date as shown in the drawing border, and reissued with this amendment.

Volume 2 of 3 – Six Company Building Package:

(1) Sheet S-001, GENERAL STRUCTURAL NOTES, DESIGN LOAD & ABBREVIATIONS

(2) Sheet S-511, FOUNDATION DETAILS

(3) Sheet A-102, FIRST FLOOR PLAN – AREA “A”

(4) Sheet A-103, FIRST FLOOR PLAN – AREA “B”

(5) Sheet A-104, FIRST FLOOR PLAN – AREA “C”

Am #0002 - 3

(6) Sheet A-105, FIRST FLOOR PLAN – AREA “D”

(7) Sheet A-132, FIRST FLOOR REFLECTED CEILING PLAN – AREA “A”

(8) Sheet A-133, FIRST FLOOR REFLECTED CEILING PLAN – AREA “B”

(9) Sheet A-134, FIRST FLOOR REFLECTED CEILING PLAN – AREA “C”

(10) Sheet A-135, FIRST FLOOR REFLECTED CEILING PLAN – AREA “D”

(11) Sheet A-320, WALL TYPES

(12) Sheet A-601, ROOM FINISH SCHEDULE

(13) Sheet A-603, DOOR SCHEDULE & DETAILS

(14) Sheet A-604, STOREFRONT DETAILS, WINDOW, & LOUVER SCHEDULE

(15) Sheet TN601, TELECOMMUNICATIONS RISER DIAGRAM

Volume 3 of 3 – Seven Company Building Package:

(1) Sheet S-001, GENERAL STRUCTURAL NOTES, DESIGN LOAD & ABBREVIATIONS

(2) Sheet S-102, FOUNDATION PLAN AREA “A”

(3) Sheet S-103, FOUNDATION PLAN AREA “B”

(4) Sheet S-104, FOUNDATION PLAN AREA “C”

(5) Sheet S-105, FOUNDATION PLAN AREA “D”

(6) Sheet S-106, FOUNDATION PLAN AREA “E”

(7) Sheet S-107, FOUNDATION PLAN AREA “F” & “G”

(8) Sheet S-511, FOUNDATION DETAILS

(9) Sheet A-102, FIRST FLOOR PLAN – AREA “A”

(10) Sheet A-103, FIRST FLOOR PLAN – AREA “B”

(11) Sheet A-104, FIRST FLOOR PLAN – AREA “C”

(12) Sheet A-105, FIRST FLOOR PLAN – AREA “D”

(13) Sheet A-132, FIRST FLOOR REFLECTED CEILING PLAN – AREA “A”

(14) Sheet A-133, FIRST FLOOR REFLECTED CEILING PLAN – AREA “B”

(15) Sheet A-134, FIRST FLOOR REFLECTED CEILING PLAN – AREA “C”

(16) Sheet A-135, FIRST FLOOR REFLECTED CEILING PLAN – AREA “D”

(17) Sheet A-320, WALL TYPES

(18) Sheet A-601, ROOM FINISH SCHEDULE

(19) Sheet A-603, DOOR SCHEDULE & DETAILS

(20) Sheet A-604, STOREFRONT DETAILS, WINDOW, & LOUVER SCHEDULE

(21) Sheet TN601, TELECOMMUNICATIONS RISER DIAGRAM

2. This amendment is a part of the proposing papers and its receipt shall be acknowledged. All other conditions and requirements of the request for proposal remain unchanged.

3. Electronic Proposals. Provide proposals via the instructions provided in Section 00 22 00 of the Request for Proposal.

Am #0002 - 4

4. Offers will be received until 2:00 p.m., local time at place of receiving proposals, 23 APR 2020.

Attachments:

Specifications listed in 1.b., above Drawings listed in 1.c., above

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

27 MAR 2020

nep/2160

Company Operations Facilities, PN77303 (FY20) - Fort Carson, CO FCCH

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 Required Records

1.11.4 Mock-Up

1.11.5 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 Cementitious Materials

2.3.3.1 Fly Ash

2.3.3.2 Raw or Calcined Natural Pozzolan

2.3.3.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

2.3.3.4 Ground Granulated Blast-Furnace Slag

2.3.3.5 Silica Fume

2.3.3.6 Portland Cement

2.3.4 Admixtures

SECTION 03 45 00 Page 1Am #0002

2.3.5 Water

2.3.6 Reinforcement

2.3.6.1 Reinforcing Bars

2.3.6.2 Welded Wire Reinforcement

2.3.6.3 Supports for Concrete Reinforcement

2.3.7 Prestressing Strands

2.3.8 Tie Wire

2.3.9 Plates, Angles, Anchors and Embedment

2.3.10 Form Release Agent

2.3.11 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 Smooth, Exposed-to-View Surfaces

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 JOINT MATERIALS

2.7 MISCELLANEOUS ARCHITECTURAL PRECAST CONCRETE SYSTEMS

2.8 BEARING PADS

2.8.1 Elastomeric

2.8.2 Hardboard (Interior Only)

2.8.3 Random-Oriented, Fiber-Reinforced Elastomeric Pads

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

SECTION 03 45 00 Page 2Am #0002

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 AND GASKETS

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 3Am #0002

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 (ACI 318-14) and Commentary (ACI 318R-14)

ACI SP-66 (2004) ACI Detailing Manual

AMERICAN HARDBOARD ASSOCIATION (AHA)

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

SECTION 03 45 00 Page 4Am #0002

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE)

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

AMERICAN WELDING SOCIETY (AWS)

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

ASME INTERNATIONAL (ASME)

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

ASTM INTERNATIONAL (ASTM)

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

ASTM A185/A185M (2007) Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete

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

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

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

ASTM A36/A36M (2014) Standard Specification for Carbon Structural Steel

ASTM A416/A416M (2017) Standard Specification for Low-Relaxation, Seven-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 Strength, General Use

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

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

ASTM A615/A615M (2016) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete

SECTION 03 45 00 Page 5Am #0002

Reinforcement

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

ASTM C1218/C1218M (1999; R 2008) Standard Specification for Water-Soluble Chloride in Mortar and Concrete

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

ASTM C1289 (2017) Standard Specification for Faced Rigid Cellular Polyisocyanurate Thermal Insulation Board

ASTM C143/C143M (2015) Standard Test Method for Slump of Hydraulic-Cement Concrete

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

ASTM C1602/C1602M (2012) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

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

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

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 C494/C494M (2017) Standard Specification for Chemical

SECTION 03 45 00 Page 6Am #0002

Admixtures for Concrete

ASTM C518 (2017) Standard Test Method for Steady-State Thermal Transmission Properties by Means of the Heat Flow Meter Apparatus

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

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

ASTM C94/C94M (2018) Standard Specification for Ready-Mixed Concrete

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

PRECAST/PRESTRESSED CONCRETE INSTITUTE (PCI)

PCI MNL-117 (1996) Manual for Quality Control for Plants and Production of Architectural Precast Concrete Products, 3rd Edition

SECTION 03 45 00 Page 7Am #0002

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 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

Gasket

[*Am-2] <text deleted>[**Am-2]

Bearing Pads

Plates, Angles, Anchors And Embedment; G, DO

SD-04 Samples

Concrete Wall Panel Surface Finish; G, DO

Mock-up

[*Am-2] <text deleted>[**Am-2]

Form Liner

SD-05 Design Data

Design Calculations; G, DO

Contractor-Furnished Mix Design; G, DO

Concrete Mix Design for Repair of Surface Defects; G, DO

Thermal Calculations; G, DO

SECTION 03 45 00 Page 8Am #0002

[*Am-2] <text deleted>[**Am-2]

SD-06 Test Reports

Strength Tests; G, DO

Slump; G, DO

Air Content; G, DO

Test for Concrete Materials; G, DO

Water; G, DO

Testing Precast Units for Strength

SD-07 Certificates

Manufacturer's Qualifications

Fabricator Quality Certifications

Erector Certification

ICC-ES Evaluation Service Report; G, PO

SD-08 Manufacturer's Instructions

Installation; G, PO

Cleaning; G, PO

[*Am-2] <text deleted>[**Am-2]

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 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. Precast wall panel system is part of an Air Barrier assembly and shall be constructed as necessary to achieve compliance with air leakage requirements indicated in the requirements of Section 07 27 10.00 10 BUILDING AIR BARRIER SYSTEM, and Section 07 05 23 PRESSURE

TESTING AN AIR BARRIER SYSTEM FOR AIR TIGHTNESS.

SECTION 03 45 00 Page 9Am #0002

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.

The precast concrete wall panels and their connections shall be designed per and to provide a low level of protection for AT/FP. Refer to the civil specification for standoff distance.

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.

The average aged R-value of a typical size insulated precast wall panel

SECTION 03 45 00 Page 10Am #0002 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 shall 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

SECTION 03 45 00 Page 11Am #0002

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 13Am #0002 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. [*Am-2] Not used.[**Am-2]

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

Submit a concrete wall panel sample 12 inches by 12 inches by approximately 1 1/2 inches in thickness, to illustrate quality, color, and texture of both exposed-to-view surface finish and finish of panel surfaces that will be concealed by other construction.

1.11.3 Required Records

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

1.11.4 Mock-Up

Provide mock-up to establish that proposed materials and construction techniques provide acceptable visual effect. Materials used for mock-up should be those proposed for actual construction. Include all anchors, connections, flashing and joint fillers. Apply specified products to determine acceptability of appearance and optimum coverage rate required for application

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[*Am-2] Not used.[**Am-2]

Provide mock-up sections of building and structures which typify the most difficult areas to build.

1. Finish areas designated by Contracting Officer.

2. Apply water repellent in accordance with manufacturer's instructions.

3. After materials have cured, water test surface to determine that sufficient water repellent has been applied.

4. Do not proceed with remaining work until workmanship, color, and detail are approved by Contracting Officer.

5. Modify mock-up area as required to produce acceptable work.

Job Mock Up Panel: Minimum 4 feet by 4 feet

1. Incorporate edge, reveal, and brick coursing detail as shown on drawings.

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After approval by Contracting Officer, transport mock-up to job-site and erect where directed by Contracting Officer.

1.11.5 Pre-Installation Meeting

Hold a meeting at the job site with representative of the manufacturer and the applicator prior to application of water repellents 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 non-composite type insulated precast concrete panels.

These panels make of 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

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[*Am-2] <text deleted> [**Am-2] 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. Air content of plastic concrete must be between 4 and 6 percent air by volume.

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. [*Am-2] Color shall be integrally colored. [**Am-2]

2.2.3 Backing Mixture

Provide the approved mix design.

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.

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2.3.3 Cementitious Materials

For exposed concrete, use one manufacturer and one source for each type of

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[*Am-2] Color shall be integrally colored. [**Am-2] cement, ground slag, fly ash, and pozzolan.

2.3.3.1 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 minimum 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 fly ash in accordance with ASTM C311/C311M. Evaluate and classify fly ash in accordance with ASTM D5759.

2.3.3.2 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.

2.3.3.3 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.

2.3.3.4 Ground Granulated Blast-Furnace Slag

ASTM C989/C989M, Grade 100 . Slag content must be a minimum of 40 percent by weight of cementitious material.

2.3.3.5 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.

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2.3.3.6 Portland Cement

Provide cement that conforms to ASTM C150/C150M, Type II, with tri-calcium aluminates (C3A) content less than 10 percent and a maximum cement-alkali content of 0.80 percent Na2Oe (sodium oxide) equivalent.

Use one brand and type of cement for formed concrete having exposed-to-view finished surfaces.

Supplier must certify that no hazardous waste is used in the fuel mix or raw materials.

2.3.4 Admixtures

ASTM C260/C260M for air-entraining admixtures. Other admixtures:

ASTM C494/C494M. Certify that admixtures are free of chlorides. Coloring Admixture: ASTM C979/C979M, synthetic or natural mineral oxide or colored water reducing admixtures, temperature stable, and non-fading. Certify that coloring admixtures are free of chlorides.

2.3.5 Water

Water must comply with the requirements of ASTM C1602/C1602M. Minimize the amount of water in the mix. Improve workability by adjusting the grading rather than by adding water. Water must be potable; free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete. Submit test report showing water complies with ASTM C1602/C1602M.

2.3.6 Reinforcement

All exposed steel must be phosphate treated, primed, and coated to prevent rust.

2.3.6.1 Reinforcing Bars

ACI 301 unless otherwise specified. ASTM A615/A615M, Grade 60(not welded reinforcing bars, ties) or ASTM A706/A706M, Grade 60(welded bars).

2.3.6.2 Welded Wire Reinforcement

ASTM A185/A185M.

2.3.6.3 Supports for Concrete Reinforcement

Include bolsters, chairs, spacers, and other devices necessary for proper spacing, supporting, and fastening in place in accordance with PCI MNL-117.

2.3.7 Prestressing Strands

Prestressing strands need to conform to ASTM A416/A416M Grade 270.

2.3.8 Tie Wire

Tie wire must be soft monel or 18-8 stainless steel.

2.3.9 Plates, Angles, Anchors and Embedment

ASTM A36/A36M, ferrous metal plate connectors for attachment to the structural framing using manufacturer standard construction procedures.

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Headed studs will use 60,000 psi steel with construction conforming to AWS D1.1/D1.1M, Type B. Deformed bar anchors must conform to ASTM A1064/A1064M. Coat steel items, other than stainless, with a rust-inhibiting paint or provide hot-dip galvanized after fabrication in accordance with ASTM A153/A153M.

Furnish and install anchors, inserts, lifting devices, and other accessories which are to be embedded in the precast units in accordance with the approved detail drawings. Embedded items must be accurately positioned in their designed location, and have sufficient anchorage and embedment to satisfy design requirements.

2.3.10 Form Release Agent

Release agent must be manufacturer's standard non-staining type.

2.3.11 Grout

Packaged, nonmetallic, noncorrosive, nonstaining grout containing selected silica sands, portland cement, shrinkage-compensating agents, plasticizing and water-reducing agents, complying with ASTM C1107/C1107M, Grade A for drypack and Grades B and C for flowable grout and of consistency suitable for application within a 30-minute working time. Water-soluble chloride ion content less than 0.06 percent by weight of cement when tested according to ASTM C1218/C1218M.

2.4 CAST-IN EMBEDDED ITEMS AND CONNECTORS

2.4.1 Inserts

2.4.1.1 Threaded-Type Concrete Inserts

ASTM A47/A47M, Grade 32510 or 35018, or may be medium strength cast steel conforming to ASTM A27/A27M, Grade U-60-30. Provide ferrous casting having enlarged base with two nailing lugs minimum length less than the thickness of panel less 3/4 inch, and internally threaded to receive 3/4 inch diameter machine bolt. Ferrous castings must be ferritic malleable iron.

2.4.1.2 Wedge-Type Concrete Inserts

Provide galvanized, box-type ferrous castings with integral anchor loop at back of box to accept 3/4 inch diameter bolts having special wedge-shaped head. Provide ferrous castings ASTM A47/A47M, Grade 32510 or 35018, ferritic malleable iron or ASTM A27/A27M, Grade U-60-30, medium-strength cast steel.

2.4.1.3 Slotted-Type Concrete Inserts

Provide pressed steel plate, welded construction, box type with slot to receive 3/4 inch diameter square head bolt, and provide lateral adjustment of bolt. Length of insert body, less anchorage lugs, must be 4 1/2 inches minimum. Provide insert with knockout cover. Steel plate must be 1/8 inch minimum thickness, ASTM A283/A283M, Grade C.

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2.4.2 Connection Devices

2.4.2.1 Clip Angles

ASTM A36/A36M steel, galvanized after fabrication in accordance with

ASTM A153/A153M.

2.4.2.2 Ferrous Casting Clamps

ASTM A47/A47M, Grade 32510 or Grade 35018 malleable iron or cast steel, or ASTM A27/A27M, Grade 60-30, cast steel casting, hot-dip galvanized in accordance with ASTM A153/A153M.

2.4.2.3 Threaded Fasteners

Provide galvanized machine bolts, washers and, when required, nuts.

a. Bolts: ASTM A449, 3/4 inch diameter machine bolts with hexagon head.

b. Washers: ASME B18.21.1, medium or heavy lock-spring washers.

c. Nuts: ASTM A563, Grade C, heavy, hexagon-type nuts.

d. Square Nuts: ASTM A563, Grade A, plain, square-type nuts where required for slotted-type concrete inserts.

2.5 PRECAST ELEMENT FABRICATION

2.5.1 Formwork and Fabrication Tolerances

Provide forms and form-facing materials of wood, metal, plastic, or other approved material to produce concrete having the specified finish.

Construct forms mortar-tight and of sufficient strength to withstand all pressures due to concrete placing operations and temperature changes.

Brace and stiffen against deformation. Provide form liners where required to produce indicated finish. Provide dimensional tolerances per

PCI MNL-117.

2.5.2 Reinforcement

ACI 301. Place reinforcing bars and welded wire reinforcement. Secure in position with tie wires, bar supports, and spacers.

2.5.3 Preparation for Placing Concrete

Remove hardened concrete, excess form parting compound, standing water, ice, snow, or other deleterious substances from form interiors and reinforcement before concrete placement. Secure reinforcement and embedded items.

2.5.4 Concrete Mixing and Conveying

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

ASTM C94/C94M.

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2.5.4.2 Conveying

Prevent segregation and loss of materials.

2.5.5 Concrete Placing

ACI 304R. Deposit concrete in the forms continuously or in layers of such thickness that no concrete will be placed on concrete which has hardened sufficiently to cause formation of seams or planes of weakness within the precast concrete units. Place concrete at a constant temperature of between 50 and 90 degrees F throughout fabrication of each unit. Make temperature of forms or molds the same as or close to the concrete temperature. For hot or cold weather, use methods recommended by ACI 305R and ACI 306.1. Vibrate and consolidate concrete to prevent segregation and to produce a high-density concrete free of honeycomb and rock pockets. When specified, the exposed-to-view facing mixture is required to be a minimum thickness of 3/4 inches. Place backing mixture before facing mixture attains initial set.

2.5.6 Identification Markings

Permanently mark each precast unit to indicate pick-up points, location, orientation in the building, and date of casting. Identification markings need to correlate with approved detail drawings. Do not locate in exposed-to-view finished surfaces.

2.5.7 Finishing

2.5.7.1 Unformed Concealed Surfaces (Standard Smooth Finish)

Provide a trowel finish. Level surface with a straightedge, and strike off. After surface water has disappeared, float and trowel surface.

Provide smooth finished surface, free of trowel marks, and uniform in texture and appearance.

2.5.7.2 Smooth, Exposed-to-View Surfaces

Provide a standard smooth finish to all exposed-to-view surfaces of panels, unless otherwise indicated. Provide a concrete surface having the texture imparted by a steel form or other approved smooth surfaces form-facing material.

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2.5.7.3 Other Surfaces

Surfaces of precast units not exposed to view or not otherwise indicated to be finished are to be finished in accordance with ACI 301 for a Surface Finish of 1.0.

2.5.8 Curing

Provide moist or steam curing or curing compound. Do not remove precast units from forms; prevent moisture loss and maintain 50 degrees F minimum for at least 24 hours after finishing. Maintain precast units in a surface damp condition at 50 degrees F minimum until concrete has attained 75 percent minimum of the design compressive strength. Do not use steam curing with wood forms or in connection with chemically retarded exposed aggregate surfaces.

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2.5.9 Repair of Surface Defects

Cut out defective areas to solid concrete, with edges of cuts perpendicular to the surface of the concrete, and clean thoroughly.

Dampen area to be patched and brush-coat with nonshrink grout or bonding agent. Patch the surface in accordance with procedures previously submitted by the Contractor and approved by the Contracting Officer.

Where exposed to view, the patches, when dry, needs to be indistinguishable from the surrounding surfaces.

2.5.9.1 Smooth, Concealed Surfaces

Acceptable defective area will be limited to holes left by rods and other temporary inserts, and to honeycomb or rock pockets of 1/4 inch diameter maximum. Remove fins and other projections on the surfaces.

2.5.9.2 Exposed-to-View Surfaces

The combined area of acceptable defective areas must not exceed 0.2 percent of the exposed-to-view surface area and will be limited to holes of 1/4 inch diameter maximum.

2.5.10 Stripping

Do not remove precast concrete units from forms until units develop sufficient strength to safely strip the formwork and to remove the precast concrete units from the forms to prevent damage to the units from overstress or chipping.

2.5.11 Built-In Anchorage Devices

Accurately position and securely anchor all anchorage devices. Openings in anchorage devices must be filled temporarily to prevent entry of concrete.

2.5.12 Lifting Devices

Lifting devices must be provided, and designed for a safety factor of 4, which includes 100 percent impact. Do not use brittle material.

2.5.13 Finishing for Formed Surfaces

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