21R1337_AMD3.pdf

RFP No. N6274221R1337 Amendment No. 0003

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

PART 2: GENERAL REQUIREMENTS

SECTION 01 33 00.05 20 – CONSTRUCTION SUBMITTAL PROCEEDURES

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“Submittal Register” “Submittal Register”

Pages 16-22 Pages 16-22

Amendment No. 0002 Amendment No. 0003

PART 6: ATTACHMENTS

ATTACHMENT A: PART A DRAWINGS

The following drawings, bearing the revision date of 08/13/2021, supersede previously issued drawings bearing the same number and title:

DRAWING

NUMBER

NAVFAC

DRAWING

NUMBER

REVISION

NUMBER DRAWING TITLE

B-002 17240908 3 FOUNDATION NOTES

S-301 17240929 3 BUILDING SECTIONS

S-302 17240930 3 WALL SECTIONS

ATTACHMENT B: PART A (DESIGN-BID-BUILD) SPECIFICATIONS

SECTION 03 45 33 – PRECAST STRUCTURAL CONCRETE

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Pages 1-16 Pages 1-15

FY22 MCAF PROJECT P-1366 / AJJY073105P2 APR - Munitions Storage Igloos, Phase 2 Andersen Air Force Base, Guam

1181839 1571341

AMENDMENT No. 0003

REPLACEMENT SHEETS

PART 2: GENERAL REQUIREMENTS

DIVISION 01

GENERAL REQUIRMENTS

SECTION 01 33 00.05 20

CONSTRUCTION SUBMITTAL PROCEDURES

SUBMITTAL REGISTER

SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 16 OF 22 PAGES

N62742-16-D0001

FY22 MCAF P-1366 /AJJY073015P2 Munition Storage Igloos (Phase 2)

03 31 30 1.8.3.1Cementitious Material Mill

Certificates

1.6.1.2Field Testing Technician and

Testing Agency

SD-08 Manufacturer’s Instructions

1.8.2.6Coatings

SD-11 Closeout Submittals

1.8.3.1Aggregate Moisture Content

1.8.3.1Aggregate Sampling

1.8.5Concrete Test Reports

1.8.4.3Quality Control Charts

1.8.4.1Daily Inspection Reports

1.8.4.4Quality Team Meetings

1.8.4.2Sampling Logs

03 45 33 SD-02 Shop Drawings

2.1.1.2 GDrawings of Precast Members

SD-03 Product Data

2.2.8.1Inserts

2.2.9Bearing Pads

SD-04 Samples

2.3.9Surface Finish

SD-05 Design Data

2.1.1.2 GDesign Calculations

1.4.3 GConcrete Mix Design

SD-06 Test Reports

1.4.3 GConcrete Mix Design

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

SCHEDULE DATES

CONTRACTOR

ACTION

APPROVING AUTHORITY

A C T I V I T Y

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(a) (b) (c) (d) (e) (f) (g) (h) (i) (j) (k) (l) (m) (n) (o) (p) (q) (r)

SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 17 OF 22 PAGES

FY22 MCAF P-1366 /AJJY073015P2 Munition Storage Igloos (Phase 2)

03 45 33 2.2.4Aggregates

1.4.1.1Concrete and Aggregate Quality

Control Testing

2.2.3Water

SD-07 Certificates

2.3Quality Control Procedures

3.12 GConstruction Records

SD-11 Closeout Submittals

1.4.4Batch Ticket

2.2.1 SRecycled Content for Fly Ash and

Pozzolan

2.2.1 SRecycled Content for Ground Iron

Blast-Furnace Slag

05 12 00 SD-01 Preconstruction Submittals

1.5.1.1 GErection and Erection Bracing

Drawings

SD-02 Shop Drawings

1.5.2 GFabrication Drawings

SD-03 Product Data

2.6.2Shop Primer

2.4.1Welding Electrodes and Rods

2.4.2 GNon-Shrink Grout

SD-05 Design Data

3.2 GDesign Calculations for Steel

Connections

1.5.2 GShoring and Temporary Bracing

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

SCHEDULE DATES

CONTRACTOR

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SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 18 OF 22 PAGES

FY22 MCAF P-1366 /AJJY073015P2 Munition Storage Igloos (Phase 2)

05 12 00 SD-06 Test Reports

2.6.2Class B Coating

2.3Bolts, Nuts, and Washers

3.7.1.2Weld Inspection Reports

3.7.2.1Bolt Testing Reports

3.7.3Embrittlement Test Reports

SD-07 Certificates

2.2Steel

2.3Bolts, Nuts, and Washers

2.5Galvanizing

1.3AISC Structural Steel Fabricator

Quality Certification

1.3AISC Structural Steel Erector

Quality Certification

1.5.3.1 GWelding Procedures and

Qualifications

2.4.1Welding Electrodes and Rods

3.7.1.1Certified Welding Inspector

3.7.1.2NDT Technician

3.4 GWelding Procedure Specifications

(WPS)

25 05 11 SD-01 Preconstruction Submittals

3.2.6.1 GWireless Communication

Request

3.2.3.2 GDevice Account Lock Exception

Request

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

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SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 19 OF 22 PAGES

FY22 MCAF P-1366 /AJJY073015P2 Munition Storage Igloos (Phase 2)

25 05 11 3.10 GMultiple IP Connection Device

Request

1.9.1.4 GContractor Computer

Cybersecurity Compliance

Statements

1.9.6 GContractor Temporary Network

Cybersecurity Compliance

Statements

1.4.3ICS Change Request Form

1.4.3ICS SAAR-N Systems Access

Authorization Request Forms

1.4.3ICS Privileged Access Form

SD-02 Shop Drawings

3.2.4.1 GUser Interface Banner Schedule

1.7.2 GNetwork Communication Report

1.7.5 GCybersecurity Riser Diagram

1.7.3 GControl System Inventory Report

1.7.1 GCybersecurity Interconnection

Schedule

SD-03 Product Data

1.7.6 GControl System Cybersecurity

Documentation

1.7.7 GSustainment Materials

1.7.8 GSecurity Controls Documentation

SD-06 Test Reports

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

SCHEDULE DATES

CONTRACTOR

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SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 20 OF 22 PAGES

FY22 MCAF P-1366 /AJJY073015P2 Munition Storage Igloos (Phase 2)

25 05 11 1.4.2 GWireless Communication Test

Report

SD-07 Certificates

1.8 GSoftware Licenses

1.6.1 GCybersecurity Representative's

Certification Of Qualifications

SD-08 Manufacturer’s Instructions

3.15 GOperator Manual

SD-11 Closeout Submittals

3.6.2.2.5 GPassword Summary Report

1.7.4 GSoftware Recovery And

Reconstitution Images

3.3.2.1 GDevice Audit Record Upload

Software

25 08 11.00 20 SD-01 Preconstruction Submittals

1.8.1 GAuthorization Strategy Plan

SD-05 Design Data

3.1.2.1 GControl System Security Controls

3.1.2.3 GSecurity Plan

3.1.2.4 GPorts, Protocols, And Services

Management Registration Form

SD-06 Test Reports

3.1.3.3 GACAS Vulnerability Reports

3.1.3.5 GSecurity Technical

Implementation Guide Checklists

3.1.3.4 GSCAP Report

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

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SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 21 OF 22 PAGES

FY22 MCAF P-1366 /AJJY073015P2 Munition Storage Igloos (Phase 2)

25 08 11.00 20 3.1.3.7 GISSE Checklist (Step 3)

3.1.4.3 GISSE Checklist (Step 4)

SD-07 Certificates

1.7.1 GInformation Assurance Technical

Level II/Security +

26 41 00 SD-02 Shop Drawings

1.4.1.1 GOverall lightning protection

system

1.4.1.2 GEach major component

SD-06 Test Reports

1.4.3 GLightning Protection and

Grounding System Test Plan

3.4.1 GLightning Protection and

Grounding System Test

SD-07 Certificates

1.2.3 GLightning Protection System

Installers Documentation

1.4.2 GComponent UL Listed and

Labeled

1.4.4 GLightning protection system

inspection certificate

3.1.1 GRoof manufacturer's warranty

31 23 00.00 20 SD-01 Preconstruction Submittals

1.9.1Shoring and Sheeting Plan

SD-06 Test Reports

1.8 GBorrow Site Testing

SUBMITTAL REGISTER

CONTRACT NO.

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SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 22 OF 22 PAGES

FY22 MCAF P-1366 /AJJY073015P2 Munition Storage Igloos (Phase 2)

31 23 00.00 20 3.14.2.1Fill and backfill

3.14.2.2Select granular material

3.3Test pit logs

3.4.1Boring logs

1.9.3Moisture-density relations

1.9.4Field dry density and moisture content

2.2Bedding material

1.9.5Controlled low strength material

(CLSM)

31 32 23 SD-01 Preconstruction Submittals

1.4.1 GProbing and Grouting Plan

SD-03 Product Data

3.1.2Drilling Equipment

3.1.3Grouting Equipment

SD-11 Closeout Submittals

1.4.2 GProbing and Grouting Logs

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

SCHEDULE DATES

CONTRACTOR

ACTION

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ATTACHMENT A: PART A DRAWINGS

B-002 – FOUNDATION NOTES

S-301 – BUILDING SECTIONS

S-302 – WALL SECTIONS

STRUCTURAL GENERAL NOTES

SCHEDULE - FOUNDATION SUBGRADE PREPARATION - BASIS OF BID

B-002

08/13/2021

KO

EVAN MIZUE

B1TRANSVERSE BUILDING SECTION

C1LONGITUDINAL BUILDING SECTION

S-301

08/13/2021

A1WALL SECTION AT DOOR A3SIDE WALL SECTION A4REAR WALL SECTION

S-302

08/13/2021

ATTACHMENT B:

PART A (DESIGN BID-BUILD) SPECIFICATIONS

DIVISION 03

CONCRETE

SECTION 03 45 33

PRECAST STRUCTURAL CONCRETE

FY22 MCAF PROJECT P-1366/AJJY073105P2 APR - Munitions Storage 1181839 Igloos, Phase 2, Andersen Air Force Base, Guam

SECTION 03 45 33

PRECAST STRUCTURAL 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 in the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO LRFDCONS (3rd Edition; 2010, 2011, 2012, 2014, 2015, and 2016 Int) Bridge Construction Specifications

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

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

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)

AMERICAN HARDBOARD ASSOCIATION (AHA)

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

AMERICAN WELDING SOCIETY (AWS)

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

AWS D1.4/D1.4M (2011) Structural Welding Code - Reinforcing Steel

ASTM INTERNATIONAL (ASTM)

ASTM A123/A123M (2017) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

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 A47/A47M (1999; R 2014) Standard Specification for Ferritic Malleable Iron Castings

PART 6 - SECTION 03 45 33 Page 1

ASTM A780/A780M (2009; R 2015) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

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 C94/C94M (2017a) Standard Specification for Ready-Mixed Concrete

ASTM C920 (2018) Standard Specification for Elastomeric Joint Sealants

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

PRECAST/PRESTRESSED CONCRETE INSTITUTE (PCI)

PCI MNL-116 (1999) Manual for Quality Control for Plants and Production of Structural Precast Concrete Products, 4th Edition

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

PCI MNL-124 (2011) Design for Fire Resistance of Precast Prestressed Concrete, Third Edition

PCI MNL-135 (2000) Tolerance Manual for Precast and Prestressed Concrete Consturction

U.S. DEPARTMENT OF DEFENSE (DOD)

MIL-C-882 (1989; Rev E) Cloth, Duck, Cotton or Cotton-Polyester Blend, Synthetic Rubber, Impregnated, and Laminated, Oil Resistant

UNDERWRITERS LABORATORIES (UL)

UL Fire Resistance (2014) Fire Resistance Directory

1.2 MODIFICATION TO REFERENCE

In the ACI publications, reference to the "Building Official," the "Structural Engineer" and the "Architect/Engineer" must be interpreted to mean the Contracting Officer.

1.3 SUBMITTALS

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

submittals not having a "G" designation are for Contractor Quality Control approval. Submittals with an "S" are for inclusion in the Sustainability eNotebook, in conformance with Section 01 33 29 SUSTAINABILITY REQUIREMENTS AND REPORTING. Submit the following in accordance with

PART 6 - SECTION 03 45 33 Page 2

Section 01 33 00.05 20 CONSTRUCTION SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Drawings of Precast Members ; G

SD-03 Product Data

Anchorage and Lifting Inserts and devices

Bearing Pads

SD-04 Samples

Surface Finish

SD-05 Design Data

Precast Concrete Members Design Calculations ; G

Concrete Mix Design ; G

SD-06 Test Reports

Concrete Mix Design ; G

Fly Ash

Pozzolan

Ground Granulated Blast-Furnace Slag

Aggregates

Concrete and Aggregate Quality Control Testing

Water

SD-07 Certificates

Quality Control Procedures

Construction Records ; G

SD-11 Closeout Submittals

Concrete Batch Ticket Information

Recycled Content for Fly Ash and Pozzolan ; S

Recycled Content for Ground Iron Blast-Furnace Slag ; S

1.4 QUALITY ASSURANCE

1.4.1 Qualifications

1.4.1.1 Manufacturer Qualifications

PCI MNL-116 . Plants must be certified by the PCI Plant Certification

PART 6 - SECTION 03 45 33 Page 3

Program for Category C1 work. At the Contracting Officer's option, PCI Plant quality control program records must be available for review.

PCI MNL-116 . Where panels are manufactured by specialists in plants not currently enrolled in the PCI "Quality Control Program," provide a product quality control system in accordance with PCI MNL-116 and perform concrete and aggregate quality control testing using an approved, independent commercial testing laboratory. Submit test results to the Contracting Officer.

1.4.1.2 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).

1.4.1.3 Welding Qualifications

Provide AWS D1.1/D1.1M qualified welders who are currently certified at contract award date and have maintained their certificates over the past year.

1.4.2 Regulatory Requirements

Provide precast members in conformance with ACI 318 and PCI MNL-120 .

1.4.3 Concrete Mix Design

ACI 318 . The minimum compressive strength of concrete at 28 days must be 5000 psi , unless otherwise indicated. Concrete mix design must meet requirements specified in Section 03 31 30 MARINE CONCRETE.

Sixty days minimum prior to concrete placement, submit a mix design for each strength and type of concrete. Submit a complete list of materials including type; brand; source and amount of cement, complementary cementitious materials, and admixtures; and applicable reference specifications. Submit mill test and all other test for cement, complementary cementitious materials, aggregates, and admixtures. Provide documentation of maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size. 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. If source material changes, resubmit mix proportion data using revised source material. Provide only materials that have been proven by trial mix studies to meet the requirements of this specification, unless otherwise approved in writing by the Contracting Officer. Indicate clearly in the submittal where each mix design is used when more than one mix design is submitted. Resubmit data on concrete components if the qualities or source of components changes.

For previously approved concrete mix designs used within the past twelve months, the previous mix design may be re-submitted without further trial batch testing if accompanied by material test data conducted within the last six months. Obtain mix design approval from the contracting officer prior to concrete placement.

1.4.4 Certificates: Record Requirement

ASTM C94/C94M. Submit mandatory batch ticket information for each load of

PART 6 - SECTION 03 45 33 Page 4 ready-mixed concrete.

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Transportation

1.5.1.1 Transporting Members

Transport members in a manner to avoid excessive stresses that could cause cracking or other damage.

1.5.1.2 Lateral Deflection or Vibration

Any noticeable indication of lateral deflection or vibration during transportation must be corrected by rigid bracing between members or by means of lateral trussing.

1.5.2 Storage

1.5.2.1 Storage Areas

Storage areas for precast members must be stabilized, and suitable foundations must be provided, so differential settlement or twisting of members will not occur.

1.5.2.2 Stacked Members

Stack members with adequate dunnage and bracing to control cracking, distortion, warping or other physical damage. Stack members such that lifting devices will be accessible and undamaged.

1.5.3 Handling of Members

The location of pickup points for handling of the members and details of the pickup devices must be shown in shop drawings. Members must be handled only by means of approved devices at designated locations.

Members must be maintained in an upright position at all times and picked up and supported as shown in approved shop drawings.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

The work includes the provision of precast non-prestressed concrete herein referred to as precast members. Precast members must be the product of a manufacturer specializing in the production of precast concrete members.

2.1.1 Design Requirements

Design precast members in accordance with ACI 318 and the PCI MNL-120 .

Design precast members (including connections) for the design load conditions and spans indicated, and handling and erection stresses, and for additional loads imposed by openings and supports of the work of other trades. Design precast members for handling without cracking in accordance with the PCI MNL-120 .

2.1.1.1 Loads

Loadings for members and connections must include all dead load, live

PART 6 - SECTION 03 45 33 Page 5 load, applicable lateral loads such as wind and earthquake, applicable construction loads such as handling, erection loads, and other applicable loads.

2.1.1.2 Drawing and Design Calculation Information

Submit drawings and design calculations indicating complete information for the fabrication, handling, and erection of the precast member.

Include a cover page with the design calculations, signed and sealed by the registered design professional who prepared the design. Drawings must not be reproductions of contract drawings. Design calculations, drawings of precast members (including connections) must be made by a registered professional engineer experienced in the design of precast concrete members, and submitted for approval prior to fabrication. The drawings must indicate, as a minimum, the following information:

a. Plans, elevations and other drawing views showing the following:

(1) Member piece marks locating and defining products furnished by the manufacturer.

(2) Headers for openings.

(3) Location and size of openings.

(4) Relationships to adjacent material.

(5) Joints and openings between members and between members and other construction.

(6) Location of field installed anchors.

(7) Erection sequences and handling requirements

(8) Areas receiving toppings and magnitude of topping thickness.

Identify areas where topping is an integral part of the structural capacity of the precast members.

(9) Lifting and erection inserts

b. Elevations, sections and other details for each member showing the following:

(1) Connections between members and connections between members and other construction.

(2) Connections for work of other trades and cast-in items and their relation to other trades.

(3) Dimensioned size and shape for each member with quantities, position and other details of reinforcing steel, anchors, inserts and other embedded items.

(4) Lifting, erection and other handling devices and inserts.

(5) Surface finishes of each member.

(6) Estimated cambers

PART 6 - SECTION 03 45 33 Page 6

d. Strength properties for concrete, steel and other materials.

e. Methods for storage and transportation.

f. Description of loose, cast-in and field hardware.

g. All dead, live, handling, erection and other applicable loads used in the design.

h. Signature and seal of the registered design professional who prepared the design.

2.1.2 Performance Requirements

Precast members where indicated must have a fire rating as indicated in accordance with UL Fire Resistance , or as designed in accordance with

PCI MNL-124 .

2.2 MATERIALS

2.2.1 Material Sustainability Criteria

For products in this section, where applicable and to extent allowed by performance criteria, provide and document the following in accordance with Section 01 33 29 SUSTAINABILITY REQUIREMENTS AND REPORTING:

a. Recycled content for fly ash and pozzolan

b. Recycled content for Ground Iron Blast-Furnace Slag

2.2.2 Cementitious Materials

For exposed concrete, use one manufacturer and one source for each type of cement, ground slag, fly ash, and pozzolan. Refer to Section 03 31 30

MARINE CONCRETE.

2.2.2.1 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 15 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.

2.2.2.2 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.

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2.2.2.3 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.

2.2.2.4 Ground Granulated Blast-Furnace Slag

ASTM C989/C989M, Grade 100. Slag content must be a minimum of 25 percent by weight of cementitious material.

2.2.2.5 Portland Cement

Provide cement that conforms to ASTM C150/C150M, Type II, low alkali including false set requirements 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.

2.2.3 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 . Refer to Section 03 31 30 MARINE

CONCRETE.

2.2.4 Aggregates

ASTM C33/C33M, except as modified herein. Furnish aggregates for exposed concrete surfaces from one source. Provide aggregates that do not contain any substance which may be deleteriously reactive with the alkalies in the cement. Submit test report showing compliance with ASTM C33/C33M.

Fine and coarse aggregates must show expansions less than 0.08 percent at 28 days after casting when testing in accordance with ASTM C1260. Should the test data indicate an expansion of 0.08 percent or greater, reject the aggregate(s) or perform additional testing using ASTM C1567 using the Contractor's proposed mix design. In this case, include the mix design low alkali portland cement and one of the following supplementary cementitious materials: Refer to Section 03 31 30 MARINE CONCRETE.

a. GGBF slag at a minimum of 40 percent of total cementitious

b. Fly ash or natural pozzolan at a minimum of total cementitious of

(1) 30 percent if (SiO2 plus Al2O3 plus Fe2O3) is 65 percent or more,

(2) 25 percent if (SiO2 plus Al2O3 plus Fe2O3) is 70 percent or more,

(3) 20 percent if (SiO2 plus Al2O3 plus Fe2O3) is 80 percent or more,

(4) 15 percent if (SiO2 plus Al2O3 plus Fe2O3) is 90 percent or more.

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If a combination of these materials is chosen, the minimum amount must be a linear combination of the minimum amounts above. Include these materials in sufficient proportion to show less than 0.08 percent expansion at 28 days after casting when tested in accordance with

ASTM C1567.

Aggregates must not possess properties or constituents that are known to have specific unfavorable effects in concrete when tested in accordance with ASTM C295/C295M.

2.2.5 Grout

2.2.5.1 Nonshrink Grout

ASTM C1107/C1107M .

2.2.5.2 Cementitious Grout

Must be a mixture of portland cement, sand, and water. Proportion one part cement to approximately 2.5 parts sand, with the amount of water based on placement method.

2.2.6 Admixtures

Refer to Section 03 31 30 MARINE CONCRETE.

2.2.6.1 Accelerating

ASTM C494/C494M, Type C or E.

2.2.6.2 Water Reducing

ASTM C494/C494M, Type A, E, or F.

2.2.7 Reinforcement

2.2.7.1 Reinforcing Bars

ASTM A615/A615M , Grade 60 ; ASTM A706/A706M , Grade 60 .

Refer to Section 03 31 30 MARINE CONCRETE.

2.2.7.2 Wire

ASTM A1064/A1064M .

2.2.7.3 Supports for Concrete Reinforcement

Include bolsters, chairs, spacers, and other devices necessary for proper spacing, supporting, and fastening reinforcement bars and wire in place.

Ensure legs of supports in contact with formwork for sections that will be exposed to weather are hot-dip galvanized after fabrication, plastic coated, or corrosion-resistant steel bar supports.

2.2.8 Metal Accessories

Provide ASTM A123/A123M or ASTM A153/A153M galvanized.

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2.2.8.1 Inserts

ASTM A47/A47M, Grade 32510 , or ASTM A27/A27M Grade 60-30 . Submit product data.

2.2.8.2 Structural Steel

ASTM A36/A36M. Refer to Section 05 12 00 STRUCTURAL STEEL.

2.2.8.3 Bolts

ASTM A307; ASTM A325Refer to Section 05 12 00 STRUCTURAL STEEL.

2.2.8.4 Nuts

ASTM A563Refer to Section 05 12 00 STRUCTURAL STEEL.

2.2.8.5 Washers

ASTM F844 washers for ASTM A307 bolts, and ASTM F436 washers for ASTM A325 bolts. Refer to Section 05 12 00 STRUCTURAL STEEL.

2.2.9 Bearing Pads

Submit product data for all bearing pads being used.

2.2.9.1 Elastomeric

AASHTO M 251, for plain neoprene bearings.

2.2.9.2 Hardboard (Interior Only)

AHA A135.4 , class as specified by the precast manufacturer.

2.2.9.3 Random-Oriented, Fiber-Reinforced Elastomeric Pads

Preformed, randomly oriented synthetic fibers set in elastomer. Surface hardness of 70 to 90 Shore A durometer according to ASTM D2240. Capable of supporting a compressive stress of 3000 psi with no cracking, splitting or delaminating in the internal portion of the pad.

2.2.9.4 Cotton-Duck-Fabric-Reinforced Elastomeric Pads

Preformed, horizontally layered cotton-duck fabric bonded to an elastomer. Surface hardness of 80 to 100 Shore A durometer according to ASTM D2240. Conforming to Division II, Section 18.10.2 of AASHTO LRFDCONS Bridge Design Specifications or Military Specification MIL-C-882 .

2.2.9.5 Frictionless Pads

Polytetrafluoroethylene (PTFE), glass-fiber reinforced, bonded to stainless or mild-steel plates, or random-oriented, fiber-reinforced elastomeric pads, of type required for in-service stress.

2.2.9.6 High-Density Plastic

Multimonomer, nonleaching, plastic strip capable of supporting loads with no visible overall expansion.

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2.3 PRODUCTION QUALITY CONTROL PROCEDURES

PCI MNL-116 unless specified otherwise. Submit quality control procedures established in accordance with PCI MNL-116 by the precast manufacturer.

2.3.1 Forms

Brace forms to prevent deformation. Forms must produce a smooth, dense surface. Use forms and form-facing materials that are nonreactive with concrete such as wood, metal, plastic, or other approved materials.

Conform to the shapes, lines, and dimensions indicated and are within the limits of the specified fabrication tolerances. Chamfer exposed edges of columns and beams 3/4 inch , unless otherwise indicated. Provide threaded or snap-off type form ties.

2.3.2 Tolerances

Fabricate structural precast concrete members of shapes, lines and dimensions indicated, so each finished member complies with PCI MNL-135 product tolerances as well as position tolerances for cast-in items.

2.3.3 Reinforcement Placement

ACI 318 and PCI MNL-116 for placement and splicing. Place and secure steel bars, and other reinforcement by means of metal bar supports and spacers. Reinforcement may be preassembled before placement in forms.

Provide exposed connecting bars, or other approved connection methods, between precast and cast-in-place construction. Remove any excess mortar that adheres to the exposed connections.

2.3.4 Built-In Anchorage Devices

Position, anchor, and locate anchorage devices where they do not affect the position of the main reinforcement or placing concrete. Bearing plates; set level, aligned properly, and anchored in the exact location indicated.

2.3.5 Lifting Devices

Provide lifting devices designed for 100-percent impact, and of materials sufficiently ductile to ensure visible deformation before fracture.

2.3.6 Blockouts

Provide blockouts as indicated.

2.3.7 Identification Markings

Clearly mark each structural section in a permanent manner to indicate its location and orientation in the building and the pickup points.

Ensure each structural section has the date of casting plainly indented in the unexposed face of the concrete.

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2.3.8 Concrete

2.3.8.1 Concrete Mixing

ASTM C94/C94M. Mixing operations must produce batch-to-batch uniformity of strength, consistency, and appearance.

2.3.8.2 Concrete Placing

PCI MNL-116 .

2.3.8.3 Concrete Curing

PCI MNL-116 .

2.3.9 Surface Finish

Repairs located in a bearing area must be approved by the Contracting Officer prior to repairs. Defects must be repaired or rejected as specified in paragraph ACCEPTANCE/REJECTION OF DEFECTS.

2.3.9.1 Unformed Surfaces

Provide a steel troweled finish. For top face of roof panels provide a roughened/scratched surface.

2.3.9.2 Formed Surfaces

PCI MNL-116 , Appendix C, for grades of surface finishes.

a. Unexposed Surfaces: Provide a standard grade surface finish.

b. Exposed Surfaces: Provide a standard grade surface finish.

2.3.10 Acceptance/Rejection of Defects

2.3.10.1 Minor Defects

All honeycombed areas, chipped corners, air pockets over 1/4 inch in diameter, and other minor defects involve less than 36 square inches of concrete must be repaired. Form offsets of fins over 1/8 inch must be ground smooth. All unsound concrete must be removed from defective areas prior to repairing. All surfaces permanently exposed to view must be repaired by a blend of portland cement and white cement properly proportioned so that the final color when cured will be the same as adjacent concrete. Precast members containing hairline cracks which are visible and are less than 0.01 inches in width, may be accepted, except that cracks larger than 0.005 inches in width for surfaces exposed to the weather must be repaired.

2.3.10.2 Major Defects

Major defects are those which involve more than 36 square inches of concrete or expose stressing tendons or reinforcing steel. If one or more major defects appear in a member, it will be rejected. Cracks of a width of more than 0.01 inch will be cause for rejection of the member.

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2.4 TESTS, INSPECTIONS, AND VERIFICATIONS

2.4.1 Chloride Ion Concentration Test

Sampling and determination of water soluble chloride ion content in accordance with ASTM C1218/C1218M . Maximum water soluble chloride ion concentrations in hardened concrete at ages from 28 to 42 days contributed from the ingredients including water, aggregates, cementitious materials, and admixtures must not exceed 0.06 percent by weight of cement.

2.4.2 Factory Inspection

At the option of the Contracting Officer, precast units may be inspected by the Contracting Officer prior to being transported to the job site.

The Contractor must 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.

PART 3 EXECUTION

3.1 EXAMINATION

Prior to erection, and again after installation, precast members must be checked for damage, such as cracking, spalling, and honeycombing. As directed by the Contracting Officer, precast members that do not meet the surface finish requirements specified in paragraph SURFACE FINISH must be repaired, or removed and replaced with new precast members.

3.2 ERECTION

Precast members must be erected after the concrete has attained the specified compressive strength, unless otherwise approved by the precast manufacturer. Erect in accordance with the approved shop drawings.

PCI MNL-135 for tolerances. Provide a 1:500 tolerance, if no tolerance is specified. Brace precast members, unless design calculations submitted with the shop drawings indicate bracing is not required. Follow the manufacturer's recommendations for maximum construction loads. Place precast members level, plumb, square, and true within tolerances. Align member ends.

3.3 BEARING SURFACES

Must be flat, free of irregularities, and properly sized. Size bearing surfaces to provide for the indicated clearances between the precast member and adjacent precast members or adjoining field placed surfaces.

Correct bearing surface irregularities with nonshrink grout. Provide bearing pads where indicated or required. Do not use hardboard bearing pads in exterior locations. Place precast members at right angles to the bearing surface, unless indicated otherwise, and draw-up tight without forcing or distortion, with sides plumb.

3.4 ANCHORAGE

Provide anchorage for fastening work in place. Conceal fasteners where practicable. Make threaded connections up tight and nick threads to prevent loosening.

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3.5 WELDING

AWS D1.1/D1.1M , AWS D1.4/D1.4M for welding connections and reinforcing splices. Protect the concrete and other reinforcing from heat during welding. Weld continuously along the entire area of contact. Grind smooth visible welds in the finished installation.

3.6 OPENINGS

Holes or cuts requiring reinforcing to be cut, which are not indicated on the approved shop drawing, must only be made with the approval of the Contracting Officer and the precast manufacturer. Drill holes less than 12 inches in diameter with a diamond tipped core drill. Ensure cuts are straight and at 90 degrees to the surfaces without breaking or spalling the edges.

3.7 GALVANIZING REPAIR

Repair damage to galvanized coatings using ASTM A780/A780M zinc rich paint for galvanized surfaces damaged by handling, transporting, cutting, welding, bolting, or acid washing. Do not heat surfaces to which repair paint has been applied.

3.8 GROUTING

Clean and fill keyways between precast members, and other indicated areas, solidly with nonshrink grout or cementitious grout. Provide reinforcing where indicated. Remove excess grout before hardening.

3.9 SEALANTS

ASTM C920, Type S or M.

Provide as indicated.

Where surfaces have been treated with curing compounds, oil, or other such materials, remove materials by sandblasting or wire brushing. Remove laitance, efflorescence and loose mortar from the joint cavity. Remove resulting debris prior to sealant installation.

Provide sealants compatible with the material and locations to which they are applied. Do not use a sealant that has exceeded its shelf life or has jelled and cannot be discharged in a continuous flow from the sealant gun.

Apply sealants in accordance with the manufacturer's printed instructions with a gun having a nozzle that fits the joint width. Work sealant into joints so as to fill the joints solidly without air pockets. Tool sealant after application to ensure adhesion. Apply sealant uniformly smooth and free of wrinkles. Upon completion of sealant application, roughen partially filled or unfilled joints, apply additional sealant. Apply sealer over sealants in accordance with the sealant manufacturer's printed instructions.

3.10 PROTECTION AND CLEANING

Protect exposed-to-view surfaces against staining and other damage until completion of the work.

Upon completion of installation, swept clean and leave ready slab surfaces to receive concrete floor topping, roofing, or other covering.

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3.11 CONCRETE TOPPING

Provide as indicated and as specified in Section 03 31 30 MARINE CONCRETE.

3.12 CONSTRUCTION RECORDS

Complete construction records must be kept of the manufacturing, handling, and erection of the precast-prestressed concrete members and submitted.

Records must be kept for, but not limited to, the following items:

a. Specifications of material used in the manufacture of the members.

b. Time-temperature history of the concrete members from casting to the transfer of the prestress force.

c. Records of the tendon stressing operation including initial prestress force, measured elongation, how it was measured, and how the tendons were stressed and destressed.

d. Records of inspection of the members before and after the prestress force is transferred to the members.

e. Records of the inspection of the members each time they are moved.

f. Records of any defects in the member and any corrective measures taken.

-- End of Section --

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