Attachment E_P1360 SPECS_Part 2 of 5.pdf

WORK ORDER NO.

At the

PREPARED BY:

Architectural: Mechanical:

Civil: Electrical:

Structural:

APPROVED BY:

Specifications:

For Commander, NAVFAC:

Date:

Submitted By: Date:

UNCLASSIFIED/FOR OFFICIAL USE ONLY

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PROJECT NUMBER: 1838720

CONTRACT NUMBER:

TASK ORDER NUMBER:

P1360 JOINT MAIRITIME FACILITY

NAVAL FACILITIES ENGINEERING SYSTEMS COMMAND

ATLANTIC

HAVING PARTICIPATED IN THE DESIGN OF PROJECT NO. 1838720, P1360 JOINT MARITIME

FACILITY AND HAVING THOROUGHLY REVIEWED THE COMPLETED PROJECT DOCUMENTS, I

DECLARE THAT THE FACILITY DESIGN INCLUDED HEREIN COMPLIES WITH ALL APPLICABLE

CANADIAN CODES AND LAWS.

DATE SIGNATURE (PROFESSIONAL SEAL)

REIGSTERED ENGINEER

2026-01-23

PERMIT HOLDER

PROVINCE OF NEWFOUNDLAND AND LABRADOR

CLASS "A"

This Permit Allows

WSP CANADA INC.

pegnl

January 23, 202 Digitally signed by Matthew.Rodgers@wsp.com

DN:

cn=Matthew.Rodgers@wsp.com Date: 2026.01.22 13:03:53 -04'00'

Matthew.Rodgers@wsp.com

Joint Maritime Facility P1360

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 01 15 02/24 LIST OF DRAWINGS

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 02/24 SUMMARY OF WORK

01 14 00 11/22, CHG 3: 08/24 WORK RESTRICTIONS

01 20 00 11/20, CHG 3: 02/23 PRICE AND PAYMENT PROCEDURES

01 30 00 11/20, CHG 4: 08/24 ADMINISTRATIVE REQUIREMENTS

01 31 20 05/22 PROJECT TECHNICAL DATA MANAGEMENT AND

VISUALIZATION

01 31 23.13 20 08/23, CHG 1: 02/24 ELECTRONIC CONSTRUCTION AND FACILITY

SUPPORT CONTRACT MANAGEMENT SYSTEM

(eCMS)

01 32 17.00 20 11/23 COST-LOADED NETWORK ANALYSIS SCHEDULES

(NAS)

01 33 00 08/18, CHG 4: 02/21 SUBMITTAL PROCEDURES

01 33 29 02/21 SUSTAINABILITY REQUIREMENTS AND

REPORTING

01 35 26 05/24 GOVERNMENTAL SAFETY REQUIREMENTS

01 35 29.13 11/15, CHG 1: 08/22 HEALTH, SAFETY, AND EMERGENCY RESPONSE

PROCEDURES FOR CONTAMINATED SITES

01 42 00 02/19 SOURCES FOR REFERENCE PUBLICATIONS

01 42 15 02/24 METRIC MEASUREMENTS

01 45 00 08/23, CHG 1: 05/24 QUALITY CONTROL

01 45 35 05/24 SPECIAL INSPECTIONS

01 50 00 11/20, CHG 2: 08/22 TEMPORARY CONSTRUCTION FACILITIES AND

CONTROLS

01 57 19 08/22 TEMPORARY ENVIRONMENTAL CONTROLS

01 74 19 02/19, CHG 3: 11/21 CONSTRUCTION WASTE MANAGEMENT AND

DISPOSAL

01 78 00 05/19, CHG 1: 08/21 CLOSEOUT SUBMITTALS

01 78 23 05/23 OPERATION AND MAINTENANCE DATA

01 78 24.00 20 05/23, CHG 1: 11/23 FACILITY DATA WORKBOOK (FDW)

01 91 00.15 05/23, CHG 3: 08/24 BUILDING COMMISSIONING

01 91 19 05/2023 BUILDING ENCLOSURE COMMISSIONING

DIVISION 02 - EXISTING CONDITIONS

02 41 00 08/22 DEMOLITION

02 42 51 11/19 CARPET REMOVAL AND RECLAMATION

02 51 19 02/21 SOLIDIFICATION AND STABILIZATION

DECONTAMINATION

02 61 13 02/10, CHG 1: 02/21 EXCAVATION AND HANDLING OF

CONTAMINATED MATERIAL

02 61 23 04/06 REMOVAL AND DISPOSAL OF PCB

CONTAMINATED SOILS

02 65 00 11/22 UNDERGROUND STORAGE TANK REMOVAL

02 81 00 11/18 TRANSPORTATION AND DISPOSAL OF

HAZARDOUS MATERIALS

02 82 00 11/18, CHG 1: 11/19 ASBESTOS REMEDIATION

02 83 00 11/18 LEAD REMEDIATION

02 84 16 11/22 HANDLING OF LIGHTING BALLASTS AND

LAMPS CONTAINING PCBs AND MERCURY

DIVISION 03 - CONCRETE

PROJECT TABLE OF CONTENTS Page 1

03 30 00 02/19, CHG 9: 08/24 CAST-IN-PLACE CONCRETE

03 45 00 05/16, CHG 2: 11/21 PRECAST ARCHITECTURAL CONCRETE

DIVISION 05 - METALS

05 12 00 08/18, CHG 2: 05/21 STRUCTURAL STEEL

05 30 00 05/15, CHG 2: 08/18 STEEL DECKS

05 40 00 05/15, CHG 1: 08/18 COLD-FORMED METAL FRAMING

05 50 13 05/17, CHG 1: 08/18 MISCELLANEOUS METAL FABRICATIONS

05 51 33 02/16, CHG 2: 02/18 METAL LADDERS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 08/16, CHG 2: 11/18 ROUGH CARPENTRY

06 41 16.00 10 08/10, CHG 1: 11/18 PLASTIC-LAMINATE-CLAD ARCHITECTURAL

CABINETS

06 61 16 08/20 SOLID SURFACING FABRICATIONS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 11 13 08/23 BITUMINOUS DAMPPROOFING

07 14 00 08/23 FLUID-APPLIED WATERPROOFING

07 21 13 08/23 BOARD AND BLOCK INSULATION

07 22 00 02/16, CHG 3: 11/18 ROOF AND DECK INSULATION

07 27 10 08/23 BUILDING AIR BARRIER SYSTEM

07 27 19.01 08/23, CHG 1: 08/24 SELF-ADHERING AIR BARRIERS

07 27 26 08/23 FLUID-APPLIED MEMBRANE AIR BARRIERS

07 42 63 05/11, CHG 4: 08/20 FABRICATED WALL PANEL ASSEMBLIES

07 52 00 05/12, CHG 5: 11/19 MODIFIED BITUMINOUS MEMBRANE ROOFING

07 60 00 08/23 FLASHING AND SHEET METAL

07 61 15.00 20 08/16, CHG 2: 11/18 ALUMINUM STANDING SEAM ROOFING

07 84 00 05/10, CHG 1: 08/13 FIRESTOPPING

07 92 00 08/23 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 08/20 STEEL DOORS AND FRAMES

08 34 73 11/19, CHG 1: 02/21 SOUND CONTROL DOOR ASSEMBLIES

08 71 00 02/16, CHG 4: 02/22 DOOR HARDWARE

08 81 00 05/19 GLAZING

DIVISION 09 - FINISHES

09 22 00 08/24 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 08/16, CHG 4: 02/20 GYPSUM BOARD

09 30 10 08/20 CERAMIC, QUARRY, AND GLASS TILING

09 51 00 08/20 ACOUSTICAL CEILINGS

09 62 38 08/17, CHG 1: 08/18 STATIC-CONTROL FLOORING

09 67 23.15 02/21 FUEL RESISTIVE RESINOUS FLOORING,

3-COAT SYSTEM

09 69 13 11/24 RIGID GRID ACCESS FLOORING

09 90 00 02/21 PAINTS AND COATINGS

09 96 00 11/14 HIGH-PERFORMANCE COATINGS

DIVISION 10 - SPECIALTIES

10 14 00.10 08/17, CHG 1: 11/18 EXTERIOR SIGNAGE

10 14 00.20 08/20 INTERIOR SIGNAGE

PROJECT TABLE OF CONTENTS Page 2

10 26 00 08/20 WALL AND DOOR PROTECTION

10 28 13 08/20 TOILET ACCESSORIES

10 44 16 11/19 FIRE EXTINGUISHERS

10 51 13 08/24 LOCKERS

DIVISION 12 - FURNISHINGS

12 00 01.00 20 02/23 FURNITURE, FIXTURES AND EQUIPMENT

(FF&E) PACKAGE

DIVISION 21 - FIRE SUPPRESSION

21 13 13 08/20 WET PIPE SPRINKLER SYSTEMS, FIRE

PROTECTION

21 22 00 04/20 CLEAN AGENT FIRE EXTINGUISHING SYSTEMS

21 30 00 04/08, CHG 1: 08/13 FIRE PUMPS

DIVISION 22 - PLUMBING

22 00 00 05/24 PLUMBING, GENERAL PURPOSE

22 05 48.00 20 04/06, CHG 1: 05/15 MECHANICAL SOUND, VIBRATION, AND

SEISMIC CONTROL

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING (HVAC)

23 03 00.00 20 08/10, CHG 3: 08/18 BASIC MECHANICAL MATERIALS AND METHODS

23 05 93 05/25 TESTING, ADJUSTING, AND BALANCING FOR

HVAC

23 07 00 08/24 THERMAL INSULATION FOR MECHANICAL

SYSTEMS

23 08 00 05/23, CHG 1: 08/24 COMMISSIONING OF MECHANICAL AND

PLUMBING SYSTEMS

23 09 00 08/24 INSTRUMENTATION AND CONTROL FOR HVAC

23 09 13 11/15, CHG 2: 05/21 INSTRUMENTATION AND CONTROL DEVICES

FOR HVAC

23 09 23.02 08/24 BACNET DIRECT DIGITAL CONTROL FOR HVAC

AND OTHER BUILDING CONTROL SYSTEMS

23 23 00 08/21 REFRIGERANT PIPING

23 30 00 02/25 HVAC AIR DISTRIBUTION

23 64 10 05/25 WATER CHILLERS, VAPOR COMPRESSION TYPE

23 64 26 08/09, CHG 7: 02/24 CHILLED, CHILLED-HOT, AND CONDENSER

WATER PIPING SYSTEMS

23 81 00 05/24 DECENTRALIZED UNITARY HVAC EQUIPMENT

23 81 23 11/20 COMPUTER ROOM AIR CONDITIONING UNITS

23 83 00.00 20 04/06 ELECTRIC SPACE HEATING EQUIPMENT

DIVISION 25 - INTEGRATED AUTOMATION

25 05 11.01 05/21, CHG 1: 08/23 CYBERSECURITY FOR FACILITY-RELATED

CONTROL HVAC SYSTEMS

25 05 11.02 08/24 CYBERSECURITY FOR LOW IMPACT EMERGENCY

AND BACK-UP ELECTRICAL POWER SYSTEMS

25 05 11.03 08/24 CYBERSECURITY FOR LOW IMPACT

ELECTRICITY METERING SYSTEM

25 08 10 05/21 UTILITY MONITORING AND CONTROL SYSTEM

TESTING

25 08 11.00 20 11/20 RISK MANAGEMENT FRAMEWORK FOR

FACILITY-RELATED CONTROL SYSTEMS

PROJECT TABLE OF CONTENTS Page 3

DIVISION 26 - ELECTRICAL

26 05 48 11/23 SEISMIC PROTECTION FOR ELECTRICAL

EQUIPMENT

26 08 00 11/22 APPARATUS INSPECTION AND TESTING

26 12 19 05/24 PAD-MOUNTED, LIQUID-FILLED,

MEDIUM-VOLTAGE TRANSFORMERS

26 20 00 08/23 INTERIOR DISTRIBUTION SYSTEM

26 24 13 08/21 SWITCHBOARDS

26 27 14.00 20 02/21, CHG 1: 05/21 ELECTRICITY METERING

26 32 15 05/24 ENGINE-GENERATOR SET STATIONARY

15-2500 KW, WITH AUXILIARIES

26 33 53 05/19 STATIC UNINTERRUPTIBLE POWER SUPPLY

(UPS)

26 36 23 05/20, CHG 1: 08/21 AUTOMATIC TRANSFER AND STATIC TRANSFER

SWITCHES

26 36 23.01 05/20, CHG 1: 08/21 AUTOMATIC AND STATIC TRANSFER SWITCHES

26 41 00 08/23 LIGHTNING PROTECTION SYSTEM

26 51 00 05/20, CHG 2: 11/21 INTERIOR LIGHTING

26 56 00 08/21 EXTERIOR LIGHTING

DIVISION 27 - COMMUNICATIONS

27 10 00 08/11 BUILDING TELECOMMUNICATIONS CABLING

SYSTEM

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 08 10 08/23 ELECTRONIC SECURITY SYSTEM ACCEPTANCE

TESTING

28 10 05 05/24 ELECTRONIC SECURITY SYSTEMS (ESS)

28 31 70 08/20 INTERIOR FIRE ALARM SYSTEM, ADDRESSABLE

DIVISION 31 - EARTHWORK

31 00 00 08/23 EARTHWORK

31 21 13 11/18 RADON MITIGATION

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 05 33 08/17 LANDSCAPE ESTABLISHMENT

32 11 23 05/22 AGGREGATE BASE COURSE FOR FLEXIBLE

AND RIDGID PAVING

32 12 16.16 11/20 ROAD-MIX ASPHALT PAVING

32 13 13.06 05/20 PORTLAND CEMENT CONCRETE PAVEMENT FOR

ROADS AND SITE FACILITIES

32 16 19 05/18 CONCRETE CURBS, GUTTERS AND SIDEWALKS

32 17 23 08/16, CHG 5: 11/18 PAVEMENT MARKINGS

32 31 13.53 11/21 HIGH-SECURITY FENCES (CHAIN LINK AND

ORNAMENTAL) AND GATES

32 92 19 08/17, CHG 1: 08/21 SEEDING

DIVISION 33 - UTILITIES

33 01 50.31 02/20 LEAK DETECTION FOR FUELING SYSTEMS

33 08 53 08/18 AVIATION FUEL DISTRIBUTION SYSTEM

START-UP

33 09 52 11/18 FUEL PUMP CONTROL AND ANNUNCIATION

SYSTEM (NON-HYDRANT)

PROJECT TABLE OF CONTENTS Page 4

33 11 00 02/18, CHG 2: 11/23 WATER UTILITY DISTRIBUTION PIPING

33 30 00 05/18 SANITARY SEWERAGE

33 40 00 11/21 STORMWATER UTILITIES

33 46 13 05/20 FOUNDATION DRAINAGE

33 52 10 11/18, CHG 1: 11/20 FUEL SYSTEMS PIPING (SERVICE STATION)

33 52 23.15 05/25 POL SERVICE PIPING WELDING

33 56 10 05/25 FACTORY-FABRICATED FUEL STORAGE TANKS

33 57 55 11/18, CHG 1: 11/20 FUEL SYSTEM COMPONENTS (NON-HYDRANT)

33 71 01 05/19, CHG 1: 11/19 OVERHEAD TRANSMISSION AND DISTRIBUTION

33 71 02 08/21 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 04/06 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 5

P1360 Joint Maritime Facility 1783264

THIS PAGE INTENTIONALLY LEFT BLANK

SECTION 03 30 00 Page 52

SECTION 03 45 00

PRECAST ARCHITECTURAL CONCRETE

05/16, CHG 2: 11/21

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.

CSA GROUP (CSA)

CSA A23.1/A23.2 Concrete Materials and Methods of Concrete Construction/Test Methods and Standard Practices for Concrete

CSA A3001 Cementitious Materials For Use In Concrete

CSA G30.5 Welded Steel Wire Fabric for Concrete Reinforcement (WITHDRAWN)

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 301M (2020) Metric Specifications for Structural Concrete

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

ACI 305R (2020) Guide to Hot Weather Concreting

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

ACI 318M (2019; Errata 2022) Building Code Requirements for Structural Concrete & Commentary

SECTION 03 45 00 Page 1

ACI MNL-66 (2020) ACI Detailing Manual

AMERICAN SOCIETY OF HEATING, REFRIGERATING AND AIR-CONDITIONING

ENGINEERS (ASHRAE)

ASHRAE 90.1 - SI (2019) Energy Standard for Buildings Except Low-Rise Residential Buildings

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 (2025) Structural Welding Code - Steel

AMERICAN WOOD PROTECTION ASSOCIATION (AWPA)

AWPA U1 (2024) Use Category System: User Specification for Treated Wood

ASTM INTERNATIONAL (ASTM)

ASTM A27/A27M (2020) Standard Specification for Steel Castings, Carbon, for General Application

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

ASTM A47/A47M (1999; R 2022; E 2022) Standard Specification for Ferritic Malleable Iron Castings

ASTM A153/A153M (2023) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A283/A283M (2024) Standard Specification for Low and Intermediate Tensile Strength Carbon Steel Plates

ASTM A416/A416M (2024) Standard Specification for Low-Relaxation, Seven-Wire for Prestressed Concrete

ASTM A449 (2014; R 2020) Standard Specification for Hex Cap Screws, Bolts, and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile Strength, General Use

ASTM A563M (2007; R 2013) Standard Specification for Carbon and Alloy Steel Nuts (Metric)

ASTM A615/A615M (2024) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

SECTION 03 45 00 Page 2

ASTM A666 (2023) Standard Specification for Annealed or Cold-Worked Austenitic Stainless Steel Sheet, Strip, Plate and Flat Bar

ASTM A1064/A1064M (2024) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM C31/C31M (2024c) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2024a) Standard Specification for Concrete Aggregates

ASTM C39/C39M (2024) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C42/C42M (2020) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C78/C78M (2022) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C94/C94M (2025) Standard Specification for Ready-Mixed Concrete

ASTM C143/C143M (2020) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2024) Standard Specification for Portland Cement

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

ASTM C231/C231M (2024) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2024) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C311/C311M (2025) Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete

ASTM C494/C494M (2024) Standard Specification for Chemical Admixtures for Concrete

ASTM C591 (2022) Standard Specification for Unfaced Preformed Rigid Cellular Polyisocyanurate Thermal Insulation

ASTM C595/C595M (2024) Standard Specification for Blended

SECTION 03 45 00 Page 3

Hydraulic Cements

ASTM C618 (2025a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C989/C989M (2024) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM C1107/C1107M (2020) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C1218/C1218M (2020c) Standard Test Method for Water-Soluble Chloride in Mortar and Concrete

ASTM C1602/C1602M (2022) 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 (2020) Standard Specification for Flexible Cellular Materials - Sponge or Expanded Rubber

ASTM D1149 (2018) Standard Test Method for Rubber Deterioration - Cracking in an Ozone Controlled Environment

ASTM D2240 (2015; R 2021) Standard Test Method for Rubber Property - Durometer Hardness

ASTM D5759 (2012; R 2020) Characterization of Coal Fly Ash and Clean Coal Combustion Fly Ash for Potential Uses

COMPOSITE PANEL ASSOCIATION (CPA)

ANSI/CPA A135.4 (2012; R2020) Basic Hardboard

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

1.2 SUBMITTALS

Government approval is required for submittals with a "G" or "S"

SECTION 03 45 00 Page 4 classification. Submittals not having a "G" or "S" classification are for Contractor Quality Control approval. 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

SD-03 Product Data

Cast-In Embedded Items And Connectors; G

Connection Devices; G

Admixtures

Gasket

Thin Brick Veneer

Bearing Pads

SD-04 Samples

Concrete Wall Panel Surface Finish; G

Mock-up

Brick Color Chips

Form Liner

Full Size Sample Wall Panel

SD-05 Design Data

Design Calculations; G

Contractor-Furnished Mix Design; G

Concrete Mix Design for Repair of Surface Defects; G

Thermal Calculations; G

SD-06 Test Reports

Strength Tests; G

Slump

Air Content

Test for Concrete Materials

Water

SECTION 03 45 00 Page 5

Testing Precast Units for Strength

SD-07 Certificates

Manufacturer's Qualifications; G

Fabricator Quality Certifications

Erector Certification

Erector's Post Audit Declaration

SD-08 Manufacturer's Instructions

Installation; G

Cleaning; G

Thin Brick

SD-11 Closeout Submittals

Concrete Batch Ticket Information; G

Recycled Content for Fly Ash and Pozzolan; S

Recycled Content for Ground Iron Blast-Furnace Slag; S

Recycled Content for Silica Fume; S

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.

1.5 DESIGN

1.5.1 Standards and Loads

Design precast load bearing walls and connections for loading given in the contract documents including all dead load, live load, applicablel lateral loads such as wind and earthquake, applicable construction loads such as handling, erection loads, and other applicable load. Indicate design loads for precast concrete on the drawings. A differential temperature of 89 degrees C, between interior and exterior faces of the units, must be considered in the design. Stresses due to restrained volume change caused

SECTION 03 45 00 Page 6 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 and designed for for indicated beam end reactions. 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 must be made by a registered professional engineer experienced in the design of precast concrete. Calculation will include the analysis of member for lifting stresses and the sizing of the lifting inserts, and shear wall analysis for indicated lateral loads. 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 prepared and sealed by a registered professional engineer for review complying with ASHRAE 90.1 - SI , for the steady state thermal resistance for the precast concrete wall panels.

Thermal calculations must demonstrate the thermal conductivity of all components, the spacing of all connectors, the percent area of the wall that is solid concrete, and the thermal resistance of all components.

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 minus 1 degree C and 41 degrees C, 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

SECTION 03 45 00 Page 7 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

Precast units must be inspected by the QC representative prior to being transported to the job site. 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.

Precast manufacturer shall have a minimum of three years experience with fabricating with formliners

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 ERECTOR QUALIFICATIONS

A precast erector that is not certified by PCI who retains a PCI-Certified Field Auditor, at the erector's expense, to conduct a field audit of a project in the same category as this project prior to start of precast concrete erection and must submit the Erector's Post Audit Declaration to be considered qualified.

1.11 CONCRETE SAMPLING AND TESTING

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

1.11.2 Quality Control Testing During Fabrication

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

SECTION 03 45 00 Page 8

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 15 cubic meters of concrete placed, whichever is greater.

Compression test specimens may be either standard 150 by 300 millimeter cylinders or 100 millimeter 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

Concrete temperature

Each time a set of compression test specimens is made

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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 100 millimeter 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 150 by 300 millimeter cylinder strength. Report both of these values .

1.12 QUALITY ASSURANCE

1.12.1 Precast Drawings

Submit precast drawings with the following information:

a. 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 MNL-66 .

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

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

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

e. Location of all openings.

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

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f. Item Signature and seal of the registered design professional who prepaired the design.

1.12.2 Concrete Wall Panel Surface Finish Sample

Submit a concrete wall panel sample 300 mm by 300 mm by approximately 40 mm 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. Obtain approval prior to submission of sample panels.

After approval of the surface, Contractor must provide one full size sample Wall Panel. Approved sample may be used in construction when properly identified.

1.12.3 Required Records

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

1.12.4 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

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

a. Finish areas designated by Contracting Officer.

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

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

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

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

Job Mock Up Panel: Minimum 1.2 meters by 1.2 meters

a. Incorporate edge, reveal as shown on drawings.

b. Maintain Mock Up for comparison with finished work.

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

1.12.5 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.

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1.13 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

2.1.1 Contractor-Furnished Mix Design

CSA A23.1/A23.2 ACI 211.1 and ACI 301M . 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 35 MPa. 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.

2.1.2 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.

2.1.3 Backing Mixture

Provide the approved mix design.

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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

c. Recycled content for Silica Fume

2.2.2 Fine Aggregates

CSA A23.1/A23.2 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.

2.2.3 Coarse Aggregate

CSA A23.1/A23.2 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.

2.2.4 Exposed Aggregate

In addition to the above, facing mixture aggregate, and aggregate for homogeneous panels with exposed aggregate finish, will be crushed gravel 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.

2.2.5 Cementitious Materials

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

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2.2.5.1 Fly Ash

CSA A3001 ASTM C618, Class F, except that the maximum allowable loss on ignition must not exceed 3 percent.

Add with cement. Fly ash content must be a minimum of 35 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.

2.2.5.2 Raw or Calcined Natural Pozzolan

Natural pozzolan must be raw or calcined and conform to CSA A3001 ASTM C618, Class N, including the optional requirement for uniformity.

2.2.5.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

Ultra Fine Fly Ash (UFFA) and Ultra Fine Pozzolan (UFP) must conform to CSA A3001 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.

2.2.5.4 Portland Cement

Provide cement that conforms to CSA A3001 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.

2.2.5.5 Blended Cements

a. Blended cements must conform to CSA A3001 ASTM C595/C595M Type IL (MS),

b. Slag cement added to the Type IS blend must meet CSA A3001

ASTM C989/C989M.

c. The pozzolan added to the Type IP blend must be CSA A3001 ASTM C618 Class F, and must be interground with the cement clinker. The manufacturer must state in writing that the amount of pozzolan in the finished cement will not vary more than plus or minus 5 mass percent of the finished cement from lot-to-lot or within a lot. The percentage and type of pozzolan used in the blend must not change from that submitted for the aggregate evaluation and mixture proportioning.

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2.2.6 Admixtures

CSA A23.1/A23.2 ASTM C260/C260M for air-entraining admixtures. Other admixtures: CSA A23.1/A23.2 ASTM C494/C494M. Certify that admixtures are free of chlorides.

2.2.7 Water

Water must comply with the requirements of CSA A23.1/A23.2 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 CSA A23.1/A23.2

ASTM C1602/C1602M .

2.2.8 Reinforcement

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

2.2.8.1 Reinforcing Bars

CSA A23.1/A23.2 ACI 301M unless otherwise specified. ASTM A615/A615M , Grade 400,

2.2.8.2 Welded Wire Reinforcement

CSA G30.5 ASTM A1064/A1064M .

2.2.8.3 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 .

2.2.9 Prestressing Strands

Prestressing strands need to conform to ASTM A416/A416M Grade 1860.

2.2.10 Tie Wire

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

2.2.11 Plates, Angles, Anchors and Embedment

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

Headed studs will use 400 MPa steel with construction conforming to AWS D1.1/D1.1M , Type B. Deformed bar anchors must conform to CSA G30.5 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.

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2.2.12 Form Release Agent

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

2.2.13 Grout

Packaged, nonmetallic, noncorrosive, nonstaining grout containing selected silica sands, portland cement, shrinkage-compensating agents, plasticizing and water-reducing agents, complying with CSA A23.1/A23.2 ASTM C1107/C1107M 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 .

2.3 CAST-IN EMBEDDED ITEMS AND CONNECTORS

2.3.1 Inserts

2.3.1.1 Threaded-Type Concrete Inserts

ASTM A47/A47M, Grade 22010, or may be medium strength cast steel conforming to ASTM A27/A27M, Grade 415-205. Provide ferrous casting having enlarged base with two nailing lugs minimum length less than the thickness of panel less 20 mm, and internally threaded to receive 20 mm diameter machine bolt. Ferrous castings must be ferritic malleable iron.

Provide inserts hot-dip galvanized after fabrication in accordance with

ASTM A153/A153M .

2.3.1.2 Wedge-Type Concrete Inserts

Provide galvanized, box-type ferrous castings with integral anchor loop at back of box to accept 20 mm diameter bolts having special wedge-shaped head. Provide ferrous castings . Provide inserts hot-dip galvanized after fabrication in accordance with ASTM A153/A153M .

2.3.1.3 Slotted-Type Concrete Inserts

Provide pressed steel plate, welded construction, box type with slot to receive 20 mm square head bolt, and provide lateral adjustment of bolt.

Length of insert body, less anchorage lugs, must be 110 mm minimum.

Provide insert with knockout cover. Steel plate must be 3 mm minimum thickness, ASTM A283/A283M , Grade C. Provide inserts hot-dip galvanized after fabrication in accordance with ASTM A153/A153M .

2.3.1.4 Wood Nailer Inserts

Inserts will be kiln-dried "standard" grade Douglas fir or "No. 2" grade southern pine, surfaced 4 sides, and sized as indicated. Treat with waterborne pressure-preservative in accordance with AWPA U1, use category .

All wood needs to be air or kiln dried after treatment. Verify specific treatments by the report of an approved independent inspection agency.

The AWPA U1 Quality Mark on each piece will be accepted, in lieu of inspection reports, as evidence of compliance with applicable AWPA treatment standards.

2.3.1.5 Flashing Reglets

Reglets must be sheet metal open-type with continuous groove not less than 30 millimeter deep by 5 millimeter wide at opening and sloped upward, designed to anchor snap-lock counter flashing.

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Metal must be minimum 0.28 millimeter thick conforming to ASTM A666, Type 302 or 304, No. 1 finish, soft temper.

2.3.2 Connection Devices

2.3.2.1 Clip Angles

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

ASTM A153/A153M .

2.3.2.2 Ferrous Casting Clamps

ASTM A47/A47M, Grade 22010 malleable iron or cast steel, or ASTM A27/A27M, Grade 415-205, cast steel casting, hot-dip galvanized in accordance with

ASTM A153/A153M .

2.3.2.3 Threaded Fasteners

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

a. Bolts: ASTM A449, 20 mm diameter machine bolts with hexagon head.

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

c. Nuts: ASTM A563M, Grade C, heavy, hexagon-type nuts.

d. Square Nuts: ASTM A563M, Grade A, plain, square-type nuts where required for slotted-type concrete inserts.

2.4 PRECAST ELEMENT FABRICATION

2.4.1 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 .

2.4.2 Reinforcement

CSA A23.1/A23.2 ACI 301M . Place reinforcing bars and welded wire reinforcement. Secure in position with tie wires, bar supports, and spacers.

2.4.3 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.

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2.4.4 Concrete Mixing and Conveying

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

ASTM C94/C94M.

2.4.4.2 Conveying

Prevent segregation and loss of materials.

2.4.5 Concrete Placing

CSA A23.1/A23.2 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 10 and 32 degrees C 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 20 mm. Place backing mixture before facing mixture attains initial set.

2.4.6 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.

2.4.7 Finishing

2.4.7.1 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.

2.4.7.2 Smooth, Exposed-to-View Surfaces

Provide a standard smooth finish to all interior 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.

Provide an architectural shiplapped weathered wood siding texture on exterior surfaces exposed-to view (unless otherwise noted) using textured form liners. Provide repetition in formliners so that no two precast panels in contact with one another have the exact same pattern. Color to be integral to concrete. Color as indicated in drawings. On multiple-use grades, clean formliner before each use.

Primary and secondary components necessary for the installation of the formliner shall be supplied from a single manufacturer, including but not limited to the following.

1. Release agent.

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2. Formliner adhesive.

3. Block outs/custom accessories.

Replace damaged formliner whose continued use or repair would negatively impact the aesthetics of the concrete finish.

2.4.7.3 Exposed Aggregate Finish

Provide for exposed-to-view surfaces of panels, including chamfers, edges, recesses, and projections, unless otherwise indicated. Provide standard smooth finish with outer skin of mortar removed, before concrete has hardened, and exposing coarse aggregate. A chemical retarder may be used on exposed face to facilitate removal of mortar. Match finish of the approved surface finish sample. Expose aggregates as soon after concrete placing as practicable by washing the concrete surface with a diluted solution of muriatic acid to thoroughly clean exposed aggregate. Rinse concrete surface with fresh, clean water to remove traces of acid.

2.4.7.4 Other Surfaces

Surfaces of precast units not exposed to view or not otherwise indicated to be finished are to be finished in accordance with CSA A23.1/A23.2 ACI 301M for a Surface Finish of 1.0.

2.4.8 Curing

Provide moist or steam curing or curing compound. Do not remove precast units from forms; prevent moisture loss and maintain 10 degrees C minimum for at least 24 hours after finishing. Maintain precast units in a surface damp condition at 10 degrees C 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].

2.4.9 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.

2.4.9.1 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 6 mm diameter maximum. Remove fins and other projections on the surfaces.

2.4.9.2 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 6 mm diameter maximum.

2.4.10 Stripping

Do not remove precast concrete units from forms until units develop

SECTION 03 45 00 Page 19 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.

2.4.11 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.

2.4.12 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.

2.4.13 Finishing for Formed Surfaces

Upon removal of forms, repair and patch defective areas. Where the finished surface will be exposed to view, the combined area of defective areas must not exceed 0.2 percent of the surface and will be limited to honeycomb or rock pockets not deep enough to expose the reinforcement.

Where the finished surface will be concealed by other construction, defective areas are limited to holes left by the rods and other temporary inserts and honeycomb or rock pockets not deep enough to expose the reinforcement. Defective areas must be cut out to solid concrete, cleaned, and patched with grout. Where concrete surface will be exposed to view, the patches, when dry, must be indistinguishable from the surrounding surfaces.

Exposed-aggregate finish must match the finish of the approved sample.

Aggregates in exposed-to-view surfaces will be exposed as soon after concrete placing as practical by power sanders, wire brushes, or other acceptable methods.