VOL2.PDF

VOLUME 2 OF 6

SOLICITATION NO: W9127820R0012

CADD CODE: M017EU45

SPECIFICATIONS

FOR

FY20 AIRCRAFT MAINTENANCE FACILITY

SOTO CANO AIR BASE, HONDURAS

“GOOD ENGINEERING RESULTS IN A BETTER ENVIRONMENT”

U.S. ARMY ENGINEER DISTRICT, MOBILE

109 St. Joseph St

Mobile, Alabama 36602

This page was intentionally left blank for duplex printing.

FY20 AIRCRAFT MAINTENANCE FACILITY W9127820R0012

SOTO CANO AIR BASE, HONDURAS M017EU45

Table of Contents Page 1

TABLE OF CONTENTS

VOLUME 1 OF 6

CHECKLIST FOR PREPARATION OF OFFERS

BIDDING REQUIREMENTS

Contract Clauses

STANDARD FORM 1442 - SOLICITATION, OFFER, AND AWARD

BIDDING SCHEDULE

EXPLANATION OF BID ITEMS

STANDARD FORM 24 - BID BOND

STANDARD FORM 28 - AFFIDAVIT OF INDIVIDUAL SURETY

STANDARD FORM LLL - DISCLOSURE OF LOBBYING ACTIVITIES

00 11 00 PROPOSAL SUBMISSION REQUIREMENTS AND INSTRUCTIONS

00 12 00 EVALUATION CRITERIA AND BASIS OF AWARD

00 21 16 INSTRUCTION TO PROPOSERS

00 45 00 REPRESENTATIONS AND CERTIFICATIONS

00 70 00 CONTRACT CLAUSES

CESAM FORM 1151, PROMPT PAYMENT CERTIFICATION AND SUPPORTING

DATA FOR CONTRACTOR PROGRESS PAYMENT INVOICE

SPECIFICATIONS

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 ADDITIONAL SPECIAL CONTRACT REQUIREMENTS

01 00 01 GENERAL CONTRACT REQUIREMENTS

01 32 01.00 10 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

SUBMITTAL REGISTER

FORM 4025

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 42 15 METRIC MEASUREMENTS

01 45 00.00 10 QUALITY CONTROL

01 45 00.10 10 QUALITY CONTROL SYSTEM (QCS)

SAM FORM 696

01 45 35 SPECIAL INSPECTIONS

ATTACHMENT 1 - CONTRACTOR & INSPECTIONS STATEMENT

ATTACHMENT 2 - SCHEDULE OF SPECIAL INSPECTIONS

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 23 OPERATION AND MAINTENANCE DATA

DIVISION 02 – EXISTING CONDITIONS

02 41 00 DEMOLITION

DIVISION 03 – CONCRETE

03 30 00 CAST-IN-PLACE CONCRETE

03 35 43.00 GROUND, POLISHED AND DYED CONCRETE

03 42 13.10 PLANT-PRECAST CONCRETE PRODUCTS FOR BELOW GRADE CONSTRUCTION

Table of Contents Page 2

VOLUME 2 OF 6

DIVISION 04 - MASONRY

04 20 00 UNIT MASONRY

DIVISION 05 - METALS

05 05 23 STRUCTURAL WELDING

05 12 00 STRUCTURAL STEEL

05 21 00 STEEL JOIST FRAMING

05 30 00 STEEL DECKS

05 40 00 COLD-FORMED METAL FRAMING

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 51 00 METAL STAIRS

05 51 33 METAL LADDERS

05 52 00 METAL RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

06 20 00 FINISH CARPENTRY

06 41 16 PLASTIC-LAMINATE-CLAD ARCHITECTURAL CABINETS

06 61 16 SOLID SURFACING FABRICATIONS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 05 23 PRESSURE TESTING AN AIR BARRIER SYSTEM FOR AIR TIGHTNESS

07 13 53 ELASTOMERIC SHEET WATERPROOFING

07 21 16 MINERAL FIBER BLANKET INSULATION

07 22 00 ROOF AND DECK INSULATION

07 27 10.00 BUILDING AIR BARRIER SYSTEM

07 27 19.01 SELF-ADHERING AIR BARRIERS

07 27 26 FLUID-APPLIED MEMBRANE AIR BARRIERS

07 27 36 SPRAY FOAM AIR BARRIERS

07 41 13 METAL ROOF PANELS

07 42 63 FABRICATED WALL PANEL ASSEMBLIES

07 54 19.00 POLYVINYL-CHLORIDE ROOFING

07 60 00 FLASHING AND SHEET METAL

07 81 00 SPRAY-APPLIED FIREPROOFING

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 11 16 ALUMINUM DOORS AND FRAMES

08 14 00 WOOD DOORS

08 33 13 METAL ROLLING COUNTER DOORS

08 33 23 OVERHEAD COILING DOORS

08 34 16 STEEL SLIDING HANGAR DOORS

08 34 59 VAULT DOORS AND DAY GATES

08 41 13 ALUMINUM-FRAMED ENTRANCES AND STOREFRONTS

08 45 23.00 INSULATED TRANSLUCENT FIBERGLASS WALL PANEL ASSEMBLIES

08 51 13 ALUMINUM WINDOWS

08 71 00 DOOR HARDWARE

08 81 00 GLAZING

08 91 00 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 06 00 SCHEDULES FOR FINISHES

Table of Contents Page 3

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 24 23 CEMENT STUCCO

09 29 00 GYPSUM BOARD

09 30 10 CERAMIC, QUARRY, AND GLASS TILING

09 51 00 ACOUSTICAL CEILINGS

09 65 00 RESILIENT FLOORING

09 67 23.15 FUEL RESISTIVE RESINOUS FLOORING, 3-COAT SYSTEM

09 84 20 ACOUSTICAL WALL PANELS

09 90 00 PAINTS AND COATINGS

DIVISION 10 – SPECIALTIES

10 10 00.00 VISUAL COMMUNICATIONS SPECIALTIES

10 14 00.10 EXTERIOR SIGNAGE

10 14 00.20 INTERIOR SIGNAGE

10 21 13 TOILET COMPARTMENTS

10 22 13 WIRE MESH PARTITIONS

10 26 13.00 WALL AND CORNER GUARDS

10 28 13 TOILET ACCESSORIES

10 51 13 METAL LOCKERS

10 51 14 TA-50 MILITARY LOCKERS

10 81 13 BIRD CONTROL DEVICES

DIVISION 12 – FURNISHINGS

12 21 00 WINDOW BLINDS

12 48 13 ENTRANCE FLOOR MATS AND FRAMES

VOLUME 3 OF 6

DIVISION 13 - SPECIAL CONSTRUCTION

13 21 48 PREFABRICATED USED PRODUCT RECLAMATION/POL STORAGE BUILDING

13 34 19 METAL BUILDING SYSTEMS

13 48 00 SEISMIC BRACING FOR MISCELLANEOUS EQUIPMENT

DIVISION 14 - CONVEYING EQUIPMENT

14 24 23 HYDRAULIC PASSENGER ELEVATORS

DIVISION 21 – FIRE SUPRESSION

21 13 13.10 WET PIPE SPRINKLER SYSTEM, FIRE PROTECTION

21 13 25 HIGH-EXPANSION FOAM SYSTEM, FIRE PROTECTION

21 30 00 FIRE PUMPS

DIVISION 22 – PLUMBING

22 00 00 PLUMBING, GENERAL PURPOSE

DIVISION 23 – HEATING, VENTALATION, AND AIR CONDITIONING (HVAC)

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION & EXHAUST SYSTEMS

23 05 48.19 SEISMIC BRACING FOR HVAC

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC SYSTEMS

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 08 00.10 COMMISSIONING OF HVAC SYSTEMS

23 09 13 INSTRUMENTATION AND CONTROL DEVICES FOR HVAC

23 23 00 REFRIGERANT PIPING

23 81 00.36 UNITARY HEATING AND COOLING EQUIPMENT

Table of Contents Page 4

DIVISION 25 – INTEGRATED AUTOMATION

25 05 11.01 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS – FIRE ALARM AND MASS

NOTIFICATION SYSTEM

25 05 11.02 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS – UTILITY MONITORING

CONTROL SYSTEM

DIVISION 26 – ELECTRICAL

26 00 00 BASIC ELECTRICAL MATERIALS AND METHODS

26 05 48 SEISMIC PROTECTION FOR ELECTRICAL EQUIPMENT

26 08 00 APPARATUS INSPECTION AND TESTING

26 12 19 THREE-PHASE PAD-MOUNTED TRANSFORMERS

26 13 01 PAD-MOUNTED DEAD-FRONT AIR INSULATED SWITCHGEAR

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 24 13 SWITCHBOARDS

26 32 14 DIESEL-GENERATOR SET, STATIONARY 15-300 KW, STANDBY APPLICATIONS

26 35 43 400-HERTZ (HZ) SOLID STATE FREQUENCY CONVERTER

26 36 00 AUTOMATIC TRANSFER SWITCH AND BY-PASS/ISOLATION SWITCH

26 41 00 LIGHTNING PROTECTION SYSTEM

26 42 14 CATHODIC PROTECTION SYSTEM (SACRIFICIAL ANODE)

26 42 15 CATHODIC PROTECTION SYSTEM (STEEL WATER TANKS)

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

26 56 02 AIRFIELD AND HELIPORT LIGHTING AND VISUAL NAVIGATION AIDS

VOLUME 4 OF 6

DIVISION 27 – COMMUNICATION

27 05 14 CABLE TELEVISION PREMISES DISTRIBUTION SYSTEM

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

27 51 16 RADIO AND PUBLIC ADDRESS SYSTEMS

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 31 64 FIRE DETECTION AND ALARM SYSTEM, ADDRESSABLE

28 31 76 INTERIOR FIRE ALARM AND MASS NOTIFICATION SYSTEM

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 11 00 CLEARING AND GRUBBING

31 31 16 SOIL TREATMENT FOR SUBTERRANEAN TERMITE CONTROL

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 01 11.51 RUBBER AND PAINT REMOVAL FROM AIRFIELD PAVEMENTS

32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID PAVEMENTS

32 11 23 AGGREGATE BASE COURSE

32 12 13 BITUMINOUS TACK AND PRIME COATS

32 12 15.13 ASPHALT PAVEMENT FOR AIRFIELDS

32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE FACILIITES

32 13 14.13 CONCRETE PAVEMENT FOR AIRFIELDS AND OTHER HEAVY DUTY PAVEMENT

32 16 19 CONCRETE SIDEWALKS AND CURBS AND GUTTERS

32 17 23 PAVEMENT MARKINGS

32 31 13.53 HIGH-SECURITY CHAIN LINK FENCES AND GATES

32 92 23 SODDING

Table of Contents Page 5

DIVISION 33 - UTILITIES

33 11 00 WATER UTILTY DISTRIBUTION PIPING

33 16 15 WATER STORAGE STEEL TANKS

33 30 00 SANITARY SEWERS

33 31 23.10 SANITARY SEWER FORCE MAIN PIPING

33 32 16 PACKAGED UTILITY WASTEWATER PUMPING STATIONS

33 40 00 STORM DRAINAGE UTILITIES

33 46 16 SUBDRAIN PIPING

33 71 01 OVERHEAD TRANSMISSION AND DISTRIBUTION

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

DIVISION 41 – MATERIAL PROCESSING AND HANDELING EQUIPMENT

41 22 13.15 BRIDGE CRANES, OVERHEAD ELECTRIC, UNDER RUNNING

DIVISION 46 – INDUSTRY-SPECIFIC MANUFACTURING EQUIPMENT

46 25 14 COALESCING OR VERTICAL TUBE OIL-WATER SEPARATORS

VOLUME 5 OF 6

APPENDICES

APPENDIX A SOIL INVESTIGATION REPORT, GSAB AIRCRAFT MAINTENANCE HANGAR

VOLUME 6 OF 6

APPENDIX B CID

--End of Project Table of Contents--

SECTION 04 20 00

UNIT MASONRY

11/15

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 CONCRETE INSTITUTE (ACI)

ACI SP-66 (2004) ACI Detailing Manual

ASTM INTERNATIONAL (ASTM)

ASTM A1008/A1008M (2016) Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardenable

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

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

ASTM A167 (2011) Standard Specification for Stainless and Heat-Resisting Chromium-Nickel Steel Plate, Sheet, and Strip

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

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

ASTM A641/A641M (2009a; R 2014) Standard Specification for Zinc-Coated (Galvanized) Carbon Steel Wire

ASTM A653/A653M (2017) Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process

ASTM A951/A951M (2011) Standard Specification for Steel Wire for Masonry Joint Reinforcement

SECTION 04 20 00 Page 1

ASTM A996/A996M (2016) Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement

ASTM B370 (2012) Standard Specification for Copper Sheet and Strip for Building Construction

ASTM C1019 (2018) Standard Test Method for Sampling and Testing Grout

ASTM C129 (2017) Standard Specification for Nonloadbearing Concrete Masonry Units

ASTM C1384 (2012a) Standard Specification for Admixtures for Masonry Mortars

ASTM C1611/C1611M (2014) Standard Test Method for Slump Flow of Self-Consolidating Concrete

ASTM C207 (2018) Standard Specification for Hydrated Lime for Masonry Purposes

ASTM C270 (2014a) Standard Specification for Mortar for Unit Masonry

ASTM C476 (2018) Standard Specification for Grout for Masonry

ASTM C494/C494M (2017) Standard Specification for Chemical Admixtures for Concrete

ASTM C780 (2017) Standard Test Method for Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry

ASTM C90 (2016) Standard Specification for Loadbearing Concrete Masonry Units

ASTM E514/E514M (2014a) Standard Test Method for Water Penetration and Leakage Through Masonry

THE MASONRY SOCIETY (TMS)

TMS MSJC (2016) Masonry Standard Joint Committee's (MSJC) Book - Building Code Requirements and Specification for Masonry Structures, Containing TMS 402/ACI 530/ASCE 5, TMS 602/ACI 530.1/ASCE 6, and Companion Commentaries

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. Submittals with an "S" are for inclusion in the Sustainability eNotebook, in conformance to

SECTION 04 20 00 Page 2

Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Cut CMU Drawings; G

Reinforcement Detail Drawings; G

SD-03 Product Data

Hot Weather Procedures; G

Cementitious Materials; G

SD-04 Samples

Mock-Up Panel; G

Concrete Masonry Units (CMU); G

Admixtures for Masonry Mortar; G

Anchors, Ties, and Bar Positioners; G

Joint Reinforcement; G

SD-05 Design Data

Masonry Compressive Strength; G

Bracing Calculations; G

SD-06 Test Reports

Field Testing of Mortar

Field Testing of Grout

Single-Wythe Masonry Wall Water Penetration Test

SD-07 Certificates

Special Masonry Inspector Qualifications

Concrete Masonry Units (CMU)

Cementitious Materials

Admixtures for Masonry Mortar

Admixtures for Grout

Anchors, Ties, and Bar Positioners

SECTION 04 20 00 Page 3

Joint Reinforcement

SD-08 Manufacturer's Instructions

Admixtures for Masonry Mortar

Admixtures for Grout

SD-10 Operation and Maintenance Data

Take-Back Program

SD-11 Closeout Submittals

Recycled Content of Cement; S

1.3 QUALITY ASSURANCE

1.3.1 Masonry Mock-Up Panels

1.3.1.1 Mock-Up Panel Location

After material samples are approved and prior to starting masonry work, construct a mock-up panel for each type and color of masonry required. At least 48 hours prior to constructing the panel or panels, submit written notification to the Contracting Officer. Do not build-in mock-up panels as part of the structure; locate mock-up panels where directed. Construct portable mock-up panels or locate in an area where they will not be disrupted during construction.

1.3.1.2 Mock-Up Panel Configuration

Construct mock-up panels L-shaped or otherwise configured to represent all of the wall elements. Construct panels of the size necessary to demonstrate the acceptable level of workmanship for each type of masonry represented on the project. Provide a straight panel or a leg of an L-shaped panel of minimum size 2.5 m long by 1.8 m high.

1.3.1.3 Mock-Up Panel Composition

Show full color range, texture, and bond pattern of the masonry work.

Demonstrate mortar joint tooling; grouting of reinforced vertical cores, collar joints, bond beams, and lintels; positioning, securing, and lapping of reinforcing steel; positioning and lapping of joint reinforcement (including prefabricated corners); and cleaning of masonry work during the construction of the panels. Also include installation or application procedures for anchors, wall ties, CMU control joints, and flashing.

Include a stacked bond corner and a bond beam corner. When the panel represents reinforced masonry, include a 610 by 610 mm opening placed at least 610 mm above the panel base and 610 mm away from all free edges, corners, and control joints. Provide required reinforcing around this opening as well as at wall corners and control joints.

1.3.1.4 Mock-Up Panel Construction Method

Where anchored veneer walls or cavity walls are required, demonstrate and receive approval for the method of construction; i.e., either bring up the two wythes together or separately, with the insulation and appropriate

SECTION 04 20 00 Page 4 ties placed within the specified tolerances across the cavity.

Demonstrate provisions to preclude mortar or grout droppings in the cavity and to provide a clear open air space of the dimensions shown on the drawings. Where masonry is to be grouted, demonstrate and receive approval on the method that will be used to bring up the masonry wythes;

support the reinforcing bars; and grout cells, bond beams, lintels, and collar joints using the requirements specified herein. When water-repellent is specified to be applied to the masonry, apply the approved product to the mock-up panel. Construct panels on a properly designed concrete foundation.

1.3.1.5 Mock-Up Panel Purpose

The completed panels is used as the standard of workmanship for the type of masonry represented. Do not commence masonry work until the mock-up panel for that type of masonry construction has been completed and approved. Protect panels from the weather and construction operations until the masonry work has been completed and approved. Perform cleaning procedures on the mockup and obtain approval of the Contracting Officer prior to cleaning the building. After completion of the work, completely remove the mock-up panels, including all foundation concrete, from the construction site.

1.3.2 Special Masonry Inspector Qualifications

Refer to Section 01 45 35 SPECIAL INSPECTIONS for qualifications and responsibilities of the masonry special inspector.

1.4 DELIVERY, STORAGE, AND HANDLING

Deliver, store, handle, and protect material to avoid chipping, breakage, and contact with soil or contaminating material. Store and prepare materials in already disturbed areas to minimize project site disturbance and size of project site.

1.4.1 Masonry Units

Cover and protect masonry units from precipitation. Conform to handling and storage requirements of TMS MSJC.

a. Pack glazed brick, glazed structural clay tile, and prefaced concrete masonry units in the manufacturer's standard paper cartons, trays, or shrink wrapped pallets with a divider between each unit. Do not stack pallets. Do not remove units from cartons until cartons are placed on scaffolds or in the location where units are to be laid.

b. Mark prefabricated lintels on top sides to show either the lintel schedule number or the number and size of top and bottom bars.

1.4.2 Reinforcement, Anchors, and Ties

Store steel reinforcing bars, coated anchors, ties, and joint reinforcement above the ground. Maintain steel reinforcing bars and uncoated ties free of loose mill scale and loose rust.

1.4.3 Cementitious Materials, Sand and Aggregates

Deliver cementitious and other packaged materials in unopened containers, plainly marked and labeled with manufacturers' names and brands. Store

SECTION 04 20 00 Page 5 cementitious material in dry, weathertight enclosures or completely cover. Handle cementitious materials in a manner that will prevent the inclusion of foreign materials and damage by water or dampness. Store sand and aggregates in a manner to prevent contamination and segregation.

1.5 PROJECT/SITE CONDITIONS

Conform to TMS MSJC for hot and cold weather masonry erection.

1.5.1 Hot Weather Procedures

When ambient air temperature exceeds 38 degrees C, or exceeds 32 degrees C and the wind velocity is greater than 13 km/h, comply with TMS MSJC Article 1.8 D for: preparation prior to conducting masonry work;

construction while masonry work is in progress; and protection for newly completed masonry.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Design - Specified Compressive Strength of Masonry

The specified compressive strength of masonry, f'm, is as indicated on the drawings.

2.1.2 Performance - Verify Masonry Compressive Strength

Verify specified compressive strength of masonry using the "Unit Strength Method" of TMS MSJC. Submit calculations and certifications of unit and mortar strength.

Verify specified compressive strength of masonry using the "Prism Test Method" of TMS MSJC when the "Unit Strength Method" cannot be used.

Submit test results.

2.2 MANUFACTURED UNITS

2.2.1 General Requirements

Do not change the source of materials, which will affect the appearance of the finished work, after the work has started except with Contracting Officer's approval. Submit test reports from an approved independent laboratory. Certify test reports on a previously tested material as the same materials as that proposed for use in this project. Submit certificates of compliance stating that the materials meet the specified requirements.

2.2.2 Concrete Units

2.2.2.1 Concrete Masonry Units (CMU)

2.2.2.1.1 Recycled Content

Units may contain post-consumer or post-industrial recycled content.

2.2.2.1.2 Size

Provide units with specified dimension of 190 mm wide, 190 mm high, and 390

SECTION 04 20 00 Page 6 mm long.

2.2.2.1.3 Surfaces

For units that are to be plastered or stuccoed, provide surfaces that are sufficiently rough to provide bond. Elsewhere, provide units with exposed surfaces that are smooth and of uniform texture.

2.2.2.1.4 Weather Exposure

Provide concrete masonry units with water-repellant admixture added during manufacture where units will be exposed to weather.

2.2.2.1.5 Unit Types

a. Hollow Load-Bearing Units: ASTM C90, lightweight, medium weight, or normal weight. Provide load-bearing units for exterior walls, foundation walls, load-bearing walls, and shear walls.

b. Hollow Non-Load-Bearing Units: ASTM C129, lightweight, medium weight, or normal weight. Load-bearing units may be provided in lieu of non-load-bearing units.

c. Solid Load-Bearing Units: ASTM C90, lightweight, medium weight, or normal weight units. Provide solid units as indicated.

2.2.2.1.6 Jamb Units

Provide jamb units of the shapes and sizes to conform with wall units.

Solid units may be incorporated in the masonry work where necessary to fill out at corners, gable slopes, and elsewhere as approved.

Provide sash jamb units with a 19 by 19 mm groove near the center at end of each unit.

2.3 EQUIPMENT

2.3.1 Vibrators

Maintain at least one spare vibrator on site at all times.

2.3.2 Grout Pumps

Pumping through aluminum tubes is not permitted.

2.4 MATERIALS

2.4.1 Mortar Materials

2.4.1.1 Cementitious Materials

Provide cementitious materials that conform to those permitted by ASTM C270.

2.4.1.2 Hydrated Lime and Alternates

Provide lime that conforms to one of the materials permitted by ASTM C207 for use in combination with portland cement, hydraulic cement, and blended hydraulic cement. Do not use lime in combination with masonry cement or mortar cement.

SECTION 04 20 00 Page 7

2.4.1.3 Admixtures for Masonry Mortar

In cold weather, use a non-chloride based accelerating admixture that conforms to ASTM C1384, unless Type III portland cement is used in the mortar.

In showers and kitchens, use mortar that contains a water-repellent admixture that conforms to ASTM C1384. Provide a water-repellent admixture, conforming to ASTM C1384 and of the same brand and manufacturer as the block's integral water-repellent, in the mortar used to place concrete masonry units that have an integral water-repellent admixture.

2.4.1.4 Aggregate and Water

Provide aggregate (sand) and water that conform to materials permitted by

ASTM C270.

2.4.2 Grout and Ready-Mix Grout Materials

2.4.2.1 Cementitious Materials for Grout

Provide cementitious materials that conform to those permitted by ASTM C476.

2.4.2.2 Admixtures for Grout

Water-reducing admixtures that conform to ASTM C494/C494M Type F or G and viscosity-modifying admixtures that conform to ASTM C494/C494M Type S are permitted for use in grout. Other admixtures require approval by the Contracting Officer.

In cold weather, a non-chloride based accelerating admixture may be used subject to approval by the Contracting Officer; use accelerating admixture that is non-corrosive and conforms to ASTM C494/C494M, Type C.

2.4.2.3 Aggregate and Water

Provide fine and coarse aggregates and water that conform to materials permitted by ASTM C476.

2.5 MORTAR AND GROUT MIXES

2.5.1 Mortar Mix

a. Provide mortar Type N unless specified otherwise herein.

b. Use ASTM C270 Type S cement-lime mortar or mortar cement mortar for seismic-force-resisting elements indicated.

c. Provide mortar that conforms to ASTM C270. Use Type S mortar for foundation walls, basement walls, and in piers.

d. For field-batched mortar, measure component materials by volume. Use measuring boxes for materials that do not come in packages, such as sand, for consistent batching. Mix cementitious materials and aggregates between 3 and 5 minutes in a mechanical batch mixer with a sufficient amount of water to produce a workable consistency. Do not hand mix mortar unless approved by the Contracting Officer. Maintain workability of mortar by remixing or retempering. Discard mortar that

SECTION 04 20 00 Page 8 has begun to stiffen or is not used within 2-1/2 hours after initial mixing.

e. For preblended mortar, follow manufacturer's mixing instructions.

2.5.2 Grout and Ready Mix Grout Mix

Use grout that conforms to ASTM C476, fine or coarse, as long as the nominal course aggregate size is not larger than the maximum size allowed for clear space between the reinforcement and inside surface of the face shell. Use conventional grout with a slump between 203 and 279 mm.

Provide minimum grout strength at 28 days as indicated on the drawings, as tested in accordance with ASTM C1019. Do not change proportions and do not use materials with different physical or chemical characteristics in grout for the work unless additional evidence is furnished that grout meets the specified requirements. Use ready-mixed grout that conforms to

ASTM C476.

2.6 ACCESSORIES

2.6.1 Grout Barriers

Grout barriers for vertical cores that consist of fine mesh wire, fiberglass, or expanded metal.

2.6.2 Anchors, Ties, and Bar Positioners

2.6.2.1 General

a. Fabricate anchors and ties without drips or crimps. Size anchors and ties to provide a minimum of 16 mm mortar cover from each face of masonry.

b. Fabricate steel wire anchors and ties shall from wire conforming to ASTM A1064/A1064M and hot-dip galvanize in accordance with

ASTM A153/A153M .

c. Fabricate joint reinforcement in conformance with ASTM A951/A951M .

Hot dip galvanize joint reinforcement in exterior walls and in interior walls exposed to moist environment in conformance with ASTM A153/A153M . Galvanize joint reinforcement in other interior walls in conformance with ASTM A641/A641M ; coordinate with paragraph JOINT REINFORCEMENT below.

d. Fabricate sheet metal anchors and ties in conformance with ASTM A1008/A1008M . Hot dip galvanize sheet metal anchors and ties in exterior walls and in interior walls exposed to moist environment in compliance with ASTM A153/A153M Class B. Galvanize sheet metal anchors and ties in other interior walls in compliance with ASTM A653/A653M , Coating Designation G60.

e. Submit two anchors, ties and bar positioners of each type used, as samples.

2.6.2.2 Wire Mesh Anchors

Provide wire mesh anchors of 6 mm mesh galvanized hardware cloth, conforming to ASTM A185/A185M , with length not less than 305 mm, at intersections of interior non-bearing masonry walls.

SECTION 04 20 00 Page 9

2.6.2.3 Wall Ties for Multi-Wythe Masonry Construction

Provide rectangular-shaped wall ties, fabricated of hot-dipped galvanized MW11 diameter steel wire. Provide rectangular wall ties no less than 100 mm wide.

Provide adjustable type wall ties, if approved for use, that consist of two essentially U-shaped elements fabricated of minimum MW18 diameter steel wire or pintle type ties that are inserted to eyes of horizontal joint reinforcement, hot-dip galvanized. Provide adjustable ties with double pintle legs and allows a maximum offset of 32 mm between each element of the tie and maximum distance between connecting parts no more than 2 mm. Form the pintle and eye elements shall be formed so that both can be in the same plane. Wall ties may also be of a continuous type conforming to paragraph JOINT REINFORCEMENT.

2.6.2.4 Dovetail Anchors

Provide dovetail anchors of 5 mm diameter steel wire, triangular shaped, and attached to a 12 gauge or heavier steel dovetail section. Use these anchors to connect the exterior masonry wythe as it passes over the face of concrete columns, beams, or walls. Fill cells immediately above and below these anchors unless solid units are used. Furnish dovetail slots, which are specified to be installed by others, in accordance with Section

03 30 00 CAST-IN-PLACE CONCRETE.

2.6.2.5 Adjustable Anchors

2.6.2.5.1 Anchorage to Structural Steel

Provide hot-dip galvanized adjustable anchors for connecting masonry walls to the structural steel frame as detailed on the drawings, that have capacity in both tension and compression as indicated on the drawings;

submit test data to verify compliance. Provide zinc-rich paint for touching up paint after welding galvanized anchors to structural steel.

2.6.2.5.2 Anchorage of Veneer to Light Gauge Steel or Concrete Backing

Use one of the following types of adjustable anchors to connect veneer to light gauge steel or concrete backing:

a. sheet metal at least 22 mm wide, 1.5 mm thick, and with corrugations having a wavelength of 7.6 to 12.7 mm and an amplitude of 1.5 to 2.5 mm or bent, notched or punched to provide equivalent performance;

b. wire anchors of minimum size MW11 with ends bent to form a minimum 50 mm extension and without drips;

c. or wire pintle anchors used in conjunction with joint reinforcement.

Do not exceed 1.6 mm clearance between connecting parts of the tie.

Assemble adjustable anchors to prevent disengagement. Provide pintle anchors with one or more pintle legs of wire size MW18 and an offset not exceeding 32 mm.

2.6.2.6 Veneer Anchor Screws

Provide screws for attachment of veneer anchors to cold-formed steel

SECTION 04 20 00 Page 10 framing members of size as required by design to provide the needed pullout load capacity but not less than No. 12. Provide length of screws such that the screws penetrate the holding member by not less than 16 mm.

2.6.2.7 Bar Positioners

Factory-fabricate bar positioners, used to prevent displacement of reinforcing bars during the course of construction, from 9 gauge steel wire or equivalent, and hot-dip galvanized.

2.6.3 Joint Reinforcement

Factory fabricate joint reinforcement in conformance with ASTM A951/A951M , welded construction. Provide ladder type joint reinforcement, having one longitudinal wire in the mortar bed of each face shell for hollow units and one wire for solid units and with all wires a minimum of 9 gauge.

Size joint reinforcement to provide a minimum of 16 mm cover from each face. Space crosswires not more than 400 mm. Provide joint reinforcement for straight runs in flat sections not less than 3 m long. Provide joint reinforcement with factory formed corners and intersections. If approved for use, joint reinforcement may be furnished with adjustable wall tie features. Submit one piece of each type used, including corner and wall intersection pieces, showing at least two cross wires.

2.6.4 Reinforcing Steel Bars

Reinforcing steel bars and rods shall conform to ASTM A615/A615M or ASTM A996/A996M , Grade 60.

2.6.5 Through Wall Flashing and Weeps

2.6.5.1 General

Provide coated copper, copper or stainless steel sheet, self-adhesive rubberized sheet, or reinforced membrane sheet flashing except that flashing indicated to terminate in reglets shall be metal or coated-metal flashing and except that the material shall be one which is not adversely affected by dampproofing material.

2.6.5.2 Coated-Copper Flashing

Provide 0.2 kg, electrolytic copper sheet, uniformly coated on both sides with acidproof, alkaliproof, asphalt impregnated kraft paper or polyethylene sheets.

2.6.5.3 Copper or Stainless Steel Flashing

Provide copper sheet, complying with ASTM B370, minimum 450 kg weight; or stainless steel, ASTM A167, Type 304 or 316, 0.4 mm thick, No. 2D finish.

Where indicated, provide with factory-fabricated deformations that mechanically bond flashing against horizontal movement in all directions, where deformations consist of dimples, diagonal corrugations, or a combination of dimples and transverse corrugations.

2.6.5.4 Rubberized Flashing

Provide self-adhesive rubberized asphalt sheet flashing consisting of 0.8

SECTION 04 20 00 Page 11 mm thick pliable and highly adhesive rubberized asphalt compound bonded completely and integrally to 0.2 thick, high density, cross-laminated polyethylene film to produce an overall thickness of 1 mm. Provide rubberized, asphalt-based mastic and surface conditioner that are each approved by flashing manufacturer for use with flashing material.

2.6.5.5 Weep Ventilators

Provide weep ventilators that are prefabricated from stainless steel or plastic. Provide inserts with grill or louver-type openings designed to allow the passage of moisture from cavities and to prevent the entrance of insects, and with a rectangular closure strip to prevent mortar droppings from clogging the opening. Provide ventilators with compressible flanges to fit in a standard 10 mm wide mortar joint and with height equal to the nominal height of the unit.

2.6.5.6 Single-Wythe Exterior Wall CMU Flashing System

In single-wythe exterior CMU walls, provide a system of CMU cell flashing pans and interlocking CMU web covers made from UV-resistant, high-density polyethylene. For exterior CMU walls, provide a flashing/weep system in open cores that do not receive grout. Cell flashing pans are to have integral weep spouts built into mortar bed joints that extend into the cell to prevent clogging with mortar.

2.6.5.7 Metal Drip Edge

Provide stainless steel drip edge, 0.4 mm thick, hemmed edges, with down-turned drip at the outside edge and upturned dam at the inside edge for use with membrane flashings.

2.6.6 RIGID BOARD-TYPE INSULATION

Provide rigid board-type insulation as specified in Section 07 21 13 BOARD

AND BLOCK INSULATION.

PART 3 EXECUTION

3.1 EXAMINATION

Prior to start of work, verify the applicable conditions as set forth in TMS MSJC, inspection.

3.2 PREPARATION

3.2.1 Stains

Protect exposed surfaces from mortar and other stains. When mortar joints are tooled, remove mortar from exposed surfaces with fiber brushes and wooden paddles. Protect base of walls from splash stains by covering adjacent ground with sand, sawdust, or polyethylene.

3.2.2 Loads

Do not apply uniform loads for at least 12 hours or concentrated loads for at least 72 hours after masonry is constructed. Provide temporary bracing as required.

SECTION 04 20 00 Page 12

3.2.3 Concrete Surfaces

Where masonry is to be placed, clean concrete of laitance, dust, dirt, oil, organic matter, or other foreign materials and slightly roughen to provide a surface texture with a depth of at least 3 mm. Sandblast, if necessary, to remove laitance from pores and to expose the aggregate.

3.2.4 Shelf Angles

Adjust shelf angles as required to keep the masonry level and at the proper elevation.

3.2.5 Bracing

Provide bracing and scaffolding necessary for masonry work. Design bracing to resist wind pressure as required by OSHA and local codes and submit bracing calculations, sealed by a registered professional engineer. Do not remove bracing in less than 10 days.

3.3 ERECTION

3.3.1 General

a. Coordinate masonry work with the work of other trades to accommodate built-in items and to avoid cutting and patching. Lay masonry units in running bond pattern. Lay facing courses level with back-up courses, unless the use of adjustable ties has been approved in which case the tolerances is plus or minus 13 mm. Adjust each unit to its final position while mortar is still soft and has plastic consistency.

b. Remove and clean units that have been disturbed after the mortar has stiffened, and relay with fresh mortar. Keep air spaces, cavities, chases, expansion joints, and spaces to be grouted free from mortar and other debris. Select units to be used in exposed masonry surfaces from those having the least amount of chipped edges or other imperfections detracting from the appearance of the finished work.

c. When necessary to temporarily discontinue the work, step (rack) back the masonry for joining when work resumes. Toothing may be used only when specifically approved by the Contracting Officer. Before resuming work, remove loose mortar and thoroughly clean the exposed joint. Cover the top of walls subjected to rain or snow with nonstaining waterproof covering or membrane when work is not in process. Extend the covering a minimum of down on each side of the wall and hold securely in place.

d. Ensure that units being laid and surfaces to receive units are free of water film and frost. Lay solid units in a nonfurrowed full bed of mortar. Bevel mortar for veneer wythes and slope down toward the cavity side. Shove units into place so that the vertical joints are tight. Completely fill vertical joints between solid units with mortar, except where indicated at control, expansion, and isolation joints. Place hollow units so that mortar extends to the depth of the face shell at heads and beds, unless otherwise indicated. Mortar will be permitted to protrude up to 13 mm into the space or cells to be grouted. Provide means to prevent mortar from dropping into the space below or clean grout spaces prior to grouting.

e. In multi-wythe construction with collar joints no more than 20 mm

SECTION 04 20 00 Page 13 wide, bring up the inner wythe not more than 400 mm ahead of the outer wythe. Fill collar joints with mortar during the laying of the facing wythe, and filling shall not lag the laying of the facing wythe by back-buttering each unit as it is laid.

3.3.1.1 Jointing

Tool mortar joints when the mortar is thumbprint hard. Tool horizontal joints after tooling vertical joints. Brush mortar joints to remove loose and excess mortar.

3.3.1.1.1 Tooled Joints

Tool mortar joints in exposed exterior and interior masonry surfaces concave, using a jointer that is slightly larger than the joint width so that complete contact is made along the edges of the unit. Perform tooling so that the mortar is compressed and the joint surface is sealed.

Use a jointer of sufficient length to obtain a straight and true mortar joint. No exterior joints are to be left un-tooled.

3.3.1.1.2 Flush Joints

Flush cut mortar joints in concealed masonry surfaces and joints at electrical outlet boxes in wet areas. Finish flush cut joints by cutting off the mortar flush with the face of the wall. Point joints in unparged masonry walls below grade tight. For architectural units, such as fluted units, completely fill both the head and bed joints and flush cut.

3.3.1.1.3 Door and Window Frame Joints

On the exposed interior side of exterior frames, joints between frames and abutting masonry walls shall be raked to a depth of 10 mm. On the exterior side of exterior frames, joints between frames and abutting masonry walls shall be raked to a depth of 10 mm.

3.3.1.1.4 Joint Widths

a. Construct brick masonry with mortar joint widths equal to the difference between the specified and nominal dimensions of the unit, within tolerances permitted by TMS MSJC.

b. Provide 10 mm wide mortar joints in concrete masonry, except for prefaced concrete masonry units.

c. Provide 10 mm wide mortar joints on unfaced side of prefaced concrete masonry units and not less than 5 mm nor more than 6 mm wide on prefaced side.

d. Maintain mortar joint widths within tolerances permitted by TMS MSJC

3.3.1.2 Cutting and Fitting

Use full units of the proper size wherever possible, in lieu of cut units. Locate cut units where they would have the least impact on the architectural aesthetic goals of the facility. Perform cutting and fitting, including that required to accommodate the work of others, by masonry mechanics using power masonry saws. Concrete masonry units may be wet or dry cut. Before being placed in the work, dry wet-cut units to the same surface-dry appearance as uncut units being laid in the wall.

SECTION 04 20 00 Page 14

Provide cut edges that are clean, true and sharp.

a. Carefully make openings in the masonry so that wall plates, cover plates or escutcheons required by the installation will completely conceal the openings and will have bottoms parallel with the masonry bed joints. Provide reinforced masonry lintels above openings over 300 mm wide for pipes, ducts, cable trays, and other wall penetrations, unless steel sleeves are used.

b. Do not reduce masonry units in size by more than one-third in height and one-half in length. Do not locate cut products at ends of walls, corners, and other openings.

3.3.1.3 Unfinished Work

Rack back unfinished work for joining with new work. Toothing may be resorted to only when specifically approved by the Contracting Officer.

Remove loose mortar and thoroughly clean the exposed joints before laying new work.

3.3.1.4 Control Joints

Provide control joints in concrete masonry as indicated. Construct by raking out mortar within the head joint, using special control-joint units or by using sash jamb units with control joint key in accordance with the details shown on the Drawings. Form a continuous vertical joint at control joint locations, including through bond beams, by utilizing half blocks in alternating courses on each side of the joint. Interrupt the control joint key in courses containing continuous bond beam reinforcement. Interrupt the horizontal reinforcement and grout in bond beams at the control joint except in bond beams at the floor and roof diaphragms.

Where mortar was placed in the joint, rake both faces of the control joints to a depth of 19 mm. Install backer rod and sealant on both faces in accordance with Section 07 92 00 JOINT SEALANTS.

3.3.1.5 Decorative Architectural Units

Place decorative masonry units with the patterned face shell properly aligned in the completed wall.

3.3.2 Reinforced, Single Wythe Concrete Masonry Units Walls

3.3.2.1 Concrete Masonry Unit Placement

a. Fully bed units used to form piers, pilasters, columns, starting courses on footings, solid foundation walls, lintels, and beams, and where cells are to be filled with grout in mortar under both face shells and webs. Provide mortar beds under both face shells for other units. Mortar head joints for a distance in from the face of the unit not less than the thickness of the face shell.

b. Solidly grout foundation walls below grade.

c. Stiffen double walls at wall-mounted plumbing fixtures by use of strap anchors, two above each fixture and two below each fixture, located to avoid pipe runs, and extending from center to center of each wall within the double wall. Adequately reinforce walls and partitions for

SECTION 04 20 00 Page 15 support of wall-hung plumbing fixtures when chair carriers are not specified.

d. Submit drawings showing elevations of walls exposed to view and indicating the location of all cut CMU products.

3.3.2.2 Preparation for Reinforcement

Lay units in such a manner as to preserve the unobstructed vertical continuity of cores to be grouted. Remove mortar protrusions extending 13 mm or more into cells before placing grout. Position reinforcing bars accurately as indicated before placing grout. Where vertical reinforcement occurs, fill cores solid with grout in accordance with paragraph PLACING GROUT in this Section.

3.3.3 ANCHORAGE

3.3.3.1 Anchorage to Concrete

Anchorage of masonry to the face of concrete columns, beams, or walls shall be with dovetail anchors spaced not over 400 mm on centers vertically and 600 mm on center horizontally.

3.3.3.2 Anchorage to Structural Steel

Masonry shall be anchored to vertical structural steel framing with adjustable steel wire anchors spaced not over 400 mm on centers vertically, and if applicable, not over 600 mm on centers horizontally.

3.3.3.3 Anchorage at Intersecting Walls

Provide wire mesh anchors at maximum 400 mm spacing at intersections of interior non-bearing masonry walls.

Anchor structural masonry walls with reinforced bond beams and / or horizontal joint reinforcement spaced as indicated on the drawings, and with overlapping masonry units or strap anchors as indicated on the drawings, unless the drawings indicate a movement joint at the intersection.

3.3.4 Lintels

3.3.4.1 Masonry Lintels

Construct masonry lintels with lintel units filled solid with grout in all courses and reinforced with a minimum of two No. 4 bars in the bottom course unless otherwise indicated. Extend lintel reinforcement beyond each side of masonry opening 40 bar diameters or 600 mm, whichever is greater. Support reinforcing bars in place prior to grouting and locate 13 mm above the bottom inside surface of the lintel unit.

3.3.4.2 Precast Concrete and Steel Lintels

Provide precast concrete and steel lintels as shown on the Drawings. Set lintels in a full bed of mortar with faces plumb and true. Provide steel and precast lintels with a minimum bearing length of 200 mm unless otherwise indicated. In partially grouted masonry, provide fully grouted units under the full lintel bearing length, unless otherwise indicated.

SECTION 04 20 00 Page 16

3.3.5 Sills and Copings

Set sills and copings in a full bed of mortar with faces plumb and true.

Slope sills and copings to drain water. Mechanically anchor copings and sills longer than 1200 mm as indicated.

3.4 INSTALLATION

3.4.1 Bar Reinforcement Installation

3.4.1.1 Preparation

Submit detail drawings showing bar splice locations. Identify bent bars on a bending diagram and reference and locate such bars on the drawings.

Show wall dimensions, bar clearances, and wall openings. Utilize bending details that conform to the requirements of ACI SP-66 . No approval will be given to the shop drawings until the Contractor certifies that all openings, including those for mechanical and electrical service, are shown. If, during construction, additional masonry openings are required, resubmit the approved shop drawings with the additional openings shown along with the proposed changes. Clearly highlight location of these additional openings. Provide wall elevation drawings with minimum scale of 1 to 50. Submit drawings including plans, elevations, and details of wall reinforcement; details of reinforcing bars at corners and wall intersections; offsets; tops, bottoms, and ends of walls; control and expansion joints; lintels; and wall openings.

Clean reinforcement of loose, flaky rust, scale, grease, mortar, grout, and other coatings that might destroy or reduce its bond prior to placing grout. Do not use bars with kinks or bends not shown on the approved shop drawings. Place reinforcement prior to grouting. Unless otherwise indicated, extend vertical wall reinforcement to within 50 mm of tops of walls.

3.4.1.2 Positioning Bars

a. Accurately place vertical bars within the cells at the positions indicated on the drawings. A minimum clearance of 13 mm shall be maintained between the bars and masonry units. Provide minimum clearance between parallel bars of13 mm between the bars and masonry units for coarse grout and a minimum clearance of 6 mm between the bars and masonry units for fine grout. Provide minimum clearance between parallel bars of 25 mm or one diameter of the reinforcement, whichever is greater. Vertical reinforcement may be held in place using bar positioners located near the ends of each bar and at intermediate intervals of not more than 192 diameters of the reinforcement or by other means to prevent displacement beyond permitted tolerances. As masonry work progresses, secure vertical reinforcement to prevent displacement beyond allowable tolerances.

b. Wire column and pilaster lateral ties in position around the vertical reinforcing bars. Place lateral ties in contact with the vertical reinforcement and do not place in horizontal mortar bed joints.

c. Position horizontal reinforcing bars as indicated. Stagger splices in adjacent horizontal bars, unless otherwise indicated.

d. Form splices by lapping bars as indicated. Do not cut, bend or eliminate reinforcing bars. Foundation dowel bars may be field-bent

SECTION 04 20 00 Page 17 when permitted by TMS MSJC.

3.4.1.3 Splices of Bar Reinforcement

Lap splice reinforcing bars as indicated. When used, provide welded or mechanical connections that develop at least 125 percent of the specified yield strength of the reinforcement.

3.4.2 Placing Grout

3.4.2.1 General

Fill cells containing reinforcing bars with grout. Solidly grout hollow masonry units in walls or partitions supporting plumbing, heating, or other mechanical fixtures, voids at door and window jambs, and other indicated spaces. Solidly grout cells under lintel bearings on each side of openings for full height of openings. Solidly grout walls below grade, lintels, and bond beams. Units other than open end units may require grouting each course to preclude voids in the units.

Discard site-mixed grout that is not placed within 1-1/2 hours after water is first added to the batch or when the specified slump is not met without adding water after initial mixing. Discard ready-mixed grout that does not meet the specified slump without adding water other than water that was added at the time of initial discharge. Allow sufficient time between grout lifts to preclude displacement or cracking of face shells of masonry units. Provide a grout shear key between lifts when grouting is delayed and the lower lift loses plasticity. If blowouts, flowouts, misalignment, or cracking of face shells should occur during construction, tear down the wall and rebuild.

3.4.2.2 Horizontal Grout Barriers

Embed horizontal grout barriers in mortar below cells of hollow units receiving grout.

3.4.2.3 Grout Holes and Cleanouts

3.4.2.3.1 Grout Holes

Provide grouting holes in slabs, spandrel beams, and other in-place overhead construction. Locate holes over vertical reinforcing bars or as required to facilitate grout fill in bond beams. Provide additional openings spaced not more than 400 mm on centers where grouting of hollow unit masonry is indicated. Fom such openings not less than 100 mm in diameter or 75 by 100 mm in horizontal dimensions. Upon completion of grouting operations, plug and finish grouting holes to match surrounding surfaces.

3.4.2.3.2 Cleanouts for Hollow Unit Masonry Construction

For hollow masonry units. provide cleanout holes at the bottom of every grout pour in cores containing vertical reinforcement when the height of the grout pour exceeds 1.6 m. Where all cells are to be grouted, construct cleanout courses using bond beam units in an inverted position to permit cleaning of all cells. Provide cleanout holes at a maximum spacing of 800 mm where all cells are to be filled with grout.

Establish a new series of cleanouts if grouting operations are stopped

SECTION 04 20 00 Page 18 for more than 4 hours. Provide cleanouts not less than 75 by 75 mm by cutting openings in one face shell. Manufacturer's standard cutout units may be used at the Contractor's option. Do not cleanout holes until masonry work, reinforcement, and final cleaning of the grout spaces have been completed and inspected. For walls which will be exposed to view, close cleanout holes in an approved manner to match surrounding masonry.

3.4.2.4 Grout Placement

A grout pour is the total height of masonry to be grouted prior to erection of additional masonry. A grout lift is an increment of grout placement within a grout pour. A grout pour is filled by one or more lifts of grout.

a. Lay masonry to the top of a pour permitted by TMS MSJC Table 7, based on the size of the grout space and the type of grout. Prior to grouting, remove masonry protrusions that extend 13 mm or more into cells or spaces to be grouted. Provide grout holes and cleanouts in accordance with paragraph GROUT HOLES AND CLEANOUTS above when the grout pour height exceeds 1.6 m.