W912P6B140011_AMD0003_Dispersal_Barrier_1_Project_B_Specifications.pdf

CSSC Dispersal Barrier 1, Project B - Building W912P6-B-14-0011

SECTION TABLE OF CONTENTS

DIVISION 04 - MASONRY

SECTION 04 20 00

MASONRY

PART 1 GENERAL

1.1 REFERENCES

1.2 SYSTEM DESCRIPTION

1.2.1 Environmental Data

1.2.2 Design Requirements

1.2.2.1 Masonry Strength

1.2.3 Additional Requirements

1.3 SUBMITTALS

1.4 QUALITY ASSURANCE

1.4.1 Sample Masonry Panels

1.4.1.1 Configuration

1.4.1.2 Composition

1.4.1.3 Construction Method

1.4.1.4 Usage

1.4.2 Masonry Inspector Qualifications

1.4.3 Detail Drawings

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Masonry Units

1.5.2 Reinforcement, Anchors, and Ties

1.5.3 Cementitious Materials, Sand and Aggregates

1.6 PROJECT/SITE CONDITIONS

1.6.1 Hot Weather Installation

1.6.2 Cold Weather Installation

PART 2 PRODUCTS

2.1 GENERAL REQUIREMENTS

2.2 CONCRETE MASONRY UNITS (CMU)

2.2.1 Aggregates

2.2.2 Kinds and Shapes

2.2.2.1 Block Finsh 1 Units

2.2.2.2 Block Finish 2 Units

2.2.2.3 Block Finish 3 Units

2.2.2.4 Block Finish 4 Units

2.2.2.5 Block Finish 5 Units

2.2.2.6 Block Finish 6 Units

2.2.3 Fire-Rated CMU

2.3 MORTAR FOR STRUCTURAL MASONRY

2.4 PRECAST CONCRETE ITEMS

2.4.1 Lintels

2.5 MASONRY MORTAR

2.5.1 Admixtures for Masonry Mortar

2.5.2 Cement

2.5.3 Pre-Mixed Mortar

2.5.4 Sand and Water

SECTION 04 20 00 - Page 1

AMD0003

2.6 GROUT AND READY-MIXED GROUT

2.6.1 Admixtures for Grout

2.6.2 Grout Barriers

2.7 ANCHORS, TIES, AND BAR POSITIONERS

2.7.1 Wire Mesh Ties

2.7.2 Wall Ties

2.7.3 Dovetail Anchors

2.7.4 Adjustable Anchors

2.7.5 Bar Positioners

2.8 JOINT REINFORCEMENT

2.9 REINFORCING STEEL BARS AND RODS

2.10 CONTROL JOINT KEYS

2.11 EXPANSION-JOINT MATERIALS

2.12 THROUGH WALL FLASHING

2.12.1 Coated-Copper Flashing

2.12.2 Copper or Stainless Steel Flashing

2.12.3 Reinforced Membrane Flashing

2.13 WEEP HOLE VENTILATORS

PART 3 EXECUTION

3.1 PREPARATION

3.1.1 Protection

3.1.1.1 Air Temperature 40 to 32 Degrees F

3.1.1.2 Air Temperature 32 to 25 Degrees F

3.1.1.3 Air Temperature 25 to 20 Degrees F

3.1.1.4 Air Temperature 20 Degrees F and Below

3.1.2 Completed Masonry and Masonry Not Being Worked On

3.1.2.1 Mean Daily Air Temperature 40 to 32 Degrees F

3.1.2.2 Mean Daily Air Temperature 32 to 25 Degrees F

3.1.2.3 Mean Daily Air Temperature 25 to 20 Degrees F

3.1.2.4 Mean Daily Temperature 20 Degrees F and Below

3.1.3 Stains

3.1.4 Loads

3.1.5 Surfaces

3.2 LAYING MASONRY UNITS

3.2.1 Forms and Shores

3.2.2 Reinforced Concrete Masonry Units Walls

3.2.3 Concrete Masonry Units

3.2.4 Tolerances

3.2.5 Cutting and Fitting

3.2.6 Jointing

3.2.6.1 Flush Joints

3.2.6.2 Tooled Joints

3.2.6.3 Door and Window Frame Joints

3.2.7 Joint Widths

3.2.7.1 Concrete Masonry Units

3.2.8 Embedded Items

3.2.9 Unfinished Work

3.2.10 Masonry Wall Intersections

3.2.11 Partitions

3.3 ANCHORED VENEER CONSTRUCTION

3.4 WEEP HOLES

3.5 COMPOSITE WALLS

3.6 MORTAR MIX

3.7 REINFORCING STEEL

3.7.1 Positioning Bars

3.7.2 Splices

3.8 JOINT REINFORCEMENT INSTALLATION

SECTION 04 20 00 - Page 2

3.9 PLACING GROUT

3.9.1 Vertical Grout Barriers for Fully Grouted Walls

3.9.2 Horizontal Grout Barriers

3.9.3 Grout Holes and Cleanouts

3.9.3.1 Grout Holes

3.9.3.2 Cleanouts for Hollow Unit Masonry Construction

3.9.3.3 Cleanouts for Solid Unit Masonry Construction

3.9.4 Grouting Equipment

3.9.4.1 Grout Pumps

3.9.4.2 Vibrators

3.9.5 Grout Placement

3.9.5.1 Low-Lift Method

3.9.5.2 High-Lift Method

3.10 BOND BEAMS

3.11 CONTROL JOINTS

3.12 INDICATED JOINTS

3.13 SHELF ANGLES

3.14 LINTELS

3.14.1 Masonry Lintels

3.14.2 Precast Concrete and Steel Lintels

3.15 ANCHORAGE TO CONCRETE AND STRUCTURAL STEEL

3.15.1 Anchorage to Concrete

3.15.2 Anchorage to Structural Steel

3.16 POINTING AND CLEANING

3.16.1 Dry-Brushing

3.17 BEARING PLATES

3.18 PROTECTION

3.19 WASTE MANAGEMENT

3.19.1 Separate and Recycle Waste

3.19.2 Take-Back Program

3.20 TEST REPORTS

3.20.1 Field Testing of Mortar

3.20.2 Field Testing of Grout

3.20.3 Prism Tests

-- End of Section Table of Contents --

SECTION 04 20 00 - Page 3

SECTION 04 20 00

MASONRY

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 INTERNATIONAL (ACI)

ACI 530/530.1 (2011; Errata 2011; Errata 2013) Building Code Requirements and Specification for Masonry Structures and Related Commentaries

ACI SP-66 (2004) ACI Detailing Manual

ASTM INTERNATIONAL (ASTM)

ASTM A1064/A1064M (2013) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A153/A153M (2009) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A167 (1999; R 2009) Standard Specification for Stainless and Heat-Resisting Chromium-Nickel Steel Plate, Sheet, and Strip

ASTM A615/A615M (2013) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

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

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

ASTM B633 (2013) Standard Specification for Electrodeposited Coatings of Zinc on Iron and Steel

ASTM C1019 (2013) Standard Test Method for Sampling and Testing Grout

ASTM C1142 (1995; R 2013) Standard Specification for Extended Life Mortar for Unit Masonry

SECTION 04 20 00 - Page 4

ASTM C129 (2011) Standard Specification for Nonloadbearing Concrete Masonry Units

ASTM C140/C140M (2013a) Standard Test Methods for Sampling and Testing Concrete Masonry Units and Related Units

ASTM C144 (2011) Standard Specification for Aggregate for Masonry Mortar

ASTM C150/C150M (2012) Standard Specification for Portland Cement

ASTM C270 (2012a) Standard Specification for Mortar for Unit Masonry

ASTM C476 (2010) Standard Specification for Grout for Masonry

ASTM C494/C494M (2013) Standard Specification for Chemical Admixtures for Concrete

ASTM C641 (2009) Staining Materials in Lightweight Concrete Aggregates

ASTM C780 (2012a) Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry

ASTM C90 (2014) Loadbearing Concrete Masonry Units

ASTM C91/C91M (2012) Standard Specification for Masonry Cement

ASTM C94/C94M (2013a) Standard Specification for Ready-Mixed Concrete

ASTM D2000 (2012) Standard Classification System for Rubber Products in Automotive Applications

ASTM D2240 (2005; R 2010) Standard Test Method for Rubber Property - Durometer Hardness

ASTM D2287 (2012) Nonrigid Vinyl Chloride Polymer and Copolymer Molding and Extrusion Compounds

ASTM E119 (2012a) Standard Test Methods for Fire Tests of Building Construction and Materials

1.2 SYSTEM DESCRIPTION

1.2.1 Environmental Data

Submit manufacturer's descriptive data. Documentation indicating percentage of post-industrial and post-consumer recycled content per unit of product. Indicate relative dollar value of recycled content products to total dollar value of products included in project.

SECTION 04 20 00 - Page 5

1.2.2 Design Requirements

1.2.2.1 Masonry Strength

Determine masonry strength in accordance with ACI 530/530.1; submit test reports on three prisms as specified in ACI 530/530.1. The cost of testing shall be paid by the Contractor.

1.2.3 Additional Requirements

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

b. Provide bracing and scaffolding necessary for masonry work. Design bracing to resist wind pressure as required by local code.

1.3 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Detail Drawings; G, DT

SD-03 Product Data

Environmental Data Cement; G, DT;

Cold Weather Installation; G, DT

SD-04 Samples

Concrete Masonry Units (CMU); G, DT Anchors, Ties, and Bar Positioners; G Expansion-Joint Materials; G Joint Reinforcement; G

SD-05 Design Data

Pre-mixed Mortar; G, DT

SD-06 Test Reports

Field Testing of Mortar; G, Field Testing of Grout; G Prism tests; G Masonry Cement; G Fire-rated CMU; G, DT Masonry Inspector Qualifications; G

SD-07 Certificates

Concrete Masonry Units (CMU) Anchors, Ties, and Bar Positioners Expansion-Joint Materials

SECTION 04 20 00 - Page 6

Joint Reinforcement Masonry Cement Precast Concrete Items Admixtures for Masonry Mortar Admixtures for Grout

SD-08 Manufacturer's Instructions

Masonry Cement

SD-10 Operation and Maintenance Data

Plastic Identification Take-Back Program

1.4 QUALITY ASSURANCE

1.4.1 Sample Masonry Panels

After material samples are approved and prior to starting masonry work, construct sample masonry panels for each type and color of masonry required. At least 48 hours prior to constructing the sample panel or panels, submit written notification to the Contracting Officer. Sample panels shall not be built in, or as part of the structure, but shall be located where directed.

1.4.1.1 Configuration

Panels shall be L-shaped or otherwise configured to represent all of the wall elements. Panels shall be of the size necessary to demonstrate the acceptable level of workmanship for each type of masonry represented on the project. The minimum size of a straight panel or a leg of an L-shaped panel shall be 8 feet long by [4] [6] feet high.

1.4.1.2 Composition

Panels shall show full color range, texture, and bond pattern of the masonry work. The Contractor's method for 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 shall be demonstrated during the construction of the panels. Installation or application procedures for anchors, wall ties, CMU control joints, flashing, shall be shown in the sample panels. Panels shall show installation of electrical boxes. Panels that represent reinforced masonry shall contain a 2 by 2 foot opening placed at least 2 feet above the panel base and 2 feet away from all free edges, corners, and control joints. Required reinforcing shall be provided around this opening as well as at wall corners and control joints.

1.4.1.3 Construction Method

Where anchored veneer 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 ties placed within the specified tolerances across the cavity. Temporary provisions shall be demonstrated 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

SECTION 04 20 00 - Page 7 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. If sealer is specified to be applied to the masonry units, sealer shall be applied to the sample panels. Panels shall be built on a properly designed concrete foundation.

1.4.1.4 Usage

The completed panels shall be used as the standard of workmanship for the type of masonry represented. Masonry work shall not commence until the sample panel for that type of masonry construction has been completed and approved. Panels shall be protected from the weather and construction operations until the masonry work has been completed and approved. After completion of the work, the sample panels, including all foundation concrete, shall become the property of the Contractor and shall be removed from the construction site.

1.4.2 Masonry Inspector Qualifications

A qualified masonry inspector approved by the Contracting Officer shall perform inspection of the masonry work. Minimum qualifications for the masonry inspector shall be 5 years of reinforced masonry inspection experience or acceptance by a State, municipality, or other governmental body having a program of examining and certifying inspectors for reinforced masonry construction. The masonry inspector shall be present during preparation of masonry prisms, sampling and placing of masonry units, placement of reinforcement (including placement of dowels in footings and foundation walls), inspection of grout space, immediately prior to closing of cleanouts, and during grouting operations. The masonry inspector shall assure compliance with the drawings and specifications. The masonry inspector shall keep a complete record of all inspections and shall submit daily written reports to the Quality Control Supervisory Representative reporting the quality of masonry construction. Submit copies of masonry inspector reports.

1.4.3 Detail Drawings

Submit detail drawings showing bar splice locations . Bent bars shall be identified on a bending diagram and shall be referenced and located on the drawings. Wall dimensions, bar clearances, and wall openings greater than one masonry unit in area shall be shown. 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, the approved shop drawings shall be resubmitted with the additional openings shown along with the proposed changes. Location of these additional openings shall be clearly highlighted. The minimum scale for wall elevations shall be 1/4 inch per foot. Reinforcement bending details shall conform to the requirements of ACI SP-66. 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.

1.5 DELIVERY, STORAGE, AND HANDLING

Materials shall be delivered, stored, handled, and protected 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.

SECTION 04 20 00 - Page 8

1.5.1 Masonry Units

Cover and protect moisture-controlled concrete masonry units and cementitious materials from precipitation. Conform to all handling and storage requirements of ASTM C90. Mark prefabricated lintels on top sides to show either the lintel schedule number or the number and size of top and bottom bars.

1.5.2 Reinforcement, Anchors, and Ties

Steel reinforcing bars, coated anchors, ties, and joint reinforcement shall be stored above the ground. Steel reinforcing bars and uncoated ties shall be free of loose mill scale and rust.

1.5.3 Cementitious Materials, Sand and Aggregates

Cementitious and other packaged materials shall be delivered in unopened containers, plainly marked and labeled with manufacturers' names and brands. Cementitious material shall be stored in dry, weathertight enclosures or be completely covered. Cement shall be handled 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 or segregation.

1.6 PROJECT/SITE CONDITIONS

Conform to ACI 530/530.1 for hot and cold weather masonry erection.

1.6.1 Hot Weather Installation

Take the following precautions if masonry is erected when the ambient air temperature is more than 99 degrees F in the shade and the relative humidity is less than 50 percent or the ambient air temperature exceeds 90 degrees F and the wind velocity is more than 8 mph. All masonry materials shall be shaded from direct sunlight; mortar beds shall be spread no more than 4 feet ahead of masonry; masonry units shall be set within one minute of spreading mortar; and after erection, masonry shall be protected from direct exposure to wind and sun for 48 hours.

1.6.2 Cold Weather Installation

Before erecting masonry when ambient temperature or mean daily air temperature falls below 40 degrees F or temperature of masonry units is below 40 degrees F, submit a written statement of proposed cold weather construction procedures for approval.

PART 2 PRODUCTS

2.1 GENERAL REQUIREMENTS

The source of materials which will affect the appearance of the finished work shall not be changed after the work has started except with Contracting Officer's approval. Units shall show the full range of color and texture. Submit test reports from an approved independent laboratory.

Test reports on a previously tested material shall be certified as the same as that proposed for use in this project. Submit certificates of compliance stating that the materials meet the specified requirements.

SECTION 04 20 00 - Page 9

2.2 CONCRETE MASONRY UNITS (CMU)

Submit samples and certificates as specified. Cement shall have a low alkali content and be of one brand. Units shall be of modular dimensions and air, water, or steam cured. Units shall be the type indicated on the drawings.

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

b. Hollow Non-Load-Bearing Units: ASTM C129, made with lightweight aggregate. Load-bearing units may be provided in lieu of non-load-bearing units.

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

2.2.1 Aggregates

Lightweight aggregates and blends of lightweight and heavier aggregates in proportions used in producing the units, shall comply with the following requirements when tested for stain-producing iron compounds in accordance with ASTM C641: by visual classification method, the iron stain deposited on the filter paper shall not exceed the "light stain" classification.

2.2.2 Kinds and Shapes

Units shall be manufactured by Northfield Block company or an approved alternative and shall have the properties listed below. The units shall be modular in size and shall include closer, jamb, header, lintel, and bond beam units and special shapes and sizes to complete the work as indicated.

In exposed interior masonry surfaces, units having a bullnose shall be used for vertical external corners except at door, window, and louver jambs.

Radius of the bullnose shall be 1 inch. Units used in exposed masonry surfaces in any one building shall have a uniform uniform color.

2.2.2.1 ArchitecturalBlock Finsh 1 Units

Units shall have a burnished facebe Northfield Trendstone. Units shall be ground face and integrally colored with one or more faces ground to expose the variegated colors of the natural aggregates during manufacture. A factory-applied clear satin gloss acrylic finish shall be applied to the units. Units shall be manufactured with an integral water repellent admixture. Color shall be as indicated on the drawings. . The Contractor shall submit samples of four different colored blocks for selection and approval of the Government. The selected block will be incorporated into the building. The colors are as follows; Sedalia, Saddle Tan, Elmhurst, and Parchment.

2.2.2.2 Block Finish 2 Units

Units shall be Northfield Trendstone. Units shall be ground face and integrally colored with one or more faces ground to expose the variegated colors of the natural aggregates during manufacture. A factory-applied clear satin gloss acrylic finish shall be applied to the units. Units shall be manufactured with an integral water repellent admixture. The Contractor shall submit samples of four different colored blocks for selection and approval of the Government. The selected block will be incorporated into

SECTION 04 20 00 - Page 10 the building. The colors are as follows; Shadow Gray, Chocolate, Oak, and Midwest Slate.

2.2.2.3 Block Finish 3 Units

Units shall be Northfield Mesastone. Units shall have a pre-finished architectural face, that resembles a split face block, with special colored aggregates and a pigment uniformly finished to an even texture.

Units shall be manufactured with an integral water repellent admixture.

The Contractor shall submit samples of four different colored blocks for selection and approval of the Government. The selected block will be incorporated into the building. The color of this unit shall be the same as the color selected for Block Finish 2 Units.

2.2.2.4 Block Finish 4 Units

Units shall be Northfield Trendstone. Units shall be ground face and integrally colored with one or more faces ground to expose the variegated colors of the natural aggregates during manufacture. A factory-applied clear satin gloss acrylic finish shall be applied to the units. Units shall be manufactured with an integral water repellent admixture. The Contractor shall submit samples of four different colored blocks for selection and approval of the Government. The selected block will be incorporated into the building. The color of this unit shall be the same as the color selected for Block Finish 1 Units.

2.2.2.5 Block Finish 5 Units

Units shall be Northfield Trendstone. Units shall be ground face and integrally colored with one or more faces ground to expose the variegated colors of the natural aggregates during manufacture. A factory-applied clear satin gloss acrylic finish shall be applied to the units. Units shall be manufactured with an integral water repellent admixture. The Contractor shall submit samples of four different colored blocks for selection and approval of the Government. The selected block will be incorporated into the building. The colors are as follows; Haydite, County Gray, Gray Marble, and Spice.

2.2.2.6 Block Finish 6 Units

Units shall be Northfield Trendstone. Units shall be ground face and integrally colored with one or more faces ground to expose the variegated colors of the natural aggregates during manufacture. A factory-applied clear satin gloss acrylic finish shall be applied to the units. Units shall be manufactured with an integral water repellent admixture. The Contractor shall submit samples of three different colored blocks for selection and approval of the Government. The selected block will be incorporated into the building. The colors are as follows; County Gray, Gray Marble, and Gray Stone.

2.2.3 Fire-Rated CMU

Concrete masonry units used in fire-rated construction shown on the drawings shall be of minimum equivalent thickness for the fire rating indicated and the corresponding type of aggregates indicated in TABLE I.

Units containing more than one of the aggregates listed in TABLE I will be rated on the aggregate requiring the greater minimum equivalent thickness to produce the required fire rating. Construction shall conform to

ASTM E119.

SECTION 04 20 00 - Page 11

TABLE I

FIRE-RATED CONCRETE MASONRY UNITS

See note (a) in Table III

Minimum equivalent thickness in inches for fire rating of:

Aggregate Type 4 hours 3 hours 2 hours

Pumice 4.7 4.0 3.0

Expanded slag 5.0 4.2 3.3

Expanded clay, shale, or slate 5.7 4.8 3.7

Limestone, scoria, cinders or unexpanded slag

5.9 5.0 4.0

Calcareous gravel 6.2 5.3 4.2

Siliceous gravel 6.7 5.7 4.5

Minimum equivalent thickness shall equal net volume as determined in conformance with ASTM C140/C140M divided by the product of the actual length and height of the face shell of the unit in inches. Where walls are to receive plaster or be faced with brick, or otherwise form an assembly;

the thickness of plaster or brick or other material in the assembly will be included in determining the equivalent thickness. Submit calculation results.

2.3 MORTAR FOR STRUCTURAL MASONRY

ASTM C270, Type S. Strength (f'm) as indicated. Test in accordance with ASTM C780. Use Type I portland cement. Do not use admixtures containing chlorides. When structural reinforcement is incorporated, maximum air-content shall be 12 percent in cement-lime mortar and 18 percent in masonry cement mortar.

2.4 PRECAST CONCRETE ITEMS

Trim, lintels, copings, and splash blocks shall be factory-made units from a plant regularly engaged in producing precast concrete units. Unless otherwise indicated, concrete shall be 4500 psi minimum using 1/2 inch to No. 4 nominal-size coarse aggregate. Minimum reinforcement shall be the reinforcement required for handling of the units. Clearance of 3/4 inch shall be maintained between reinforcement and faces of units. Unless precast-concrete items have been subjected during manufacture to saturated-steam pressure of atleast 120 psi for at least 5 hours, the items, after casting, shall be either damp-cured for 24 hours or steam-cured and shall then be aged under cover for 28 days or longer.

Cast-concrete members weighing over 80 pounds shall have built-in loops of galvanized wire or other approved provisions for lifting and anchoring.

Units shall have beds and joints at right angles to the face, with sharp true arises. Exposed-to-view surfaces shall be free of surface voids, spalls, cracks, and chipped or brokenedges. Precast units exposed-to-view shall be of uniform appearance and color. Unless otherwise specified, units shall have a smooth dense finish. Prior to use, each item shall be wetted

SECTION 04 20 00 - Page 12 and inspected for crazing. Items showing evidence of dusting, spalling, crazing, or having surfaces treated with a protective coating will be rejected. Submit specified factory certificates.

2.4.1 Lintels

Precast lintels, unless otherwise shown, shall be of a thickness equal to the wall. Top of lintels shall be labeled "TOP" or otherwise identified and each lintel shall be clearly marked to show location in the structure. In reinforced masonry, lintels shall conform to ACI 318 for flexural and shear strength and shall have at least 8 inches bearing at each end. Reinforcement shall conform to ASTM A615/A615M Grade 60,000 psi.

2.5 MASONRY MORTAR

2.5.1 Admixtures for Masonry Mortar

In cold weather, a non-chloride based accelerating admixture may be used subject to approval. Accelerating admixture shall be non-corrosive, shall contain less than 0.2 percent chlorides, and shall conform to ASTM C494/C494M, Type C. Submit the required certifications.

2.5.2 Cement

Portland cement shall conform to ASTM C150/C150M, Type I, IA, II,or IIA.

Masonry cement shall conform to ASTM C91/C91M, Type S. Containers shall bear complete instructions for proportioning and mixing to obtain the required types of mortar. Incorporate to the maximum extent, without conflicting with other requirements of this section, up to 40 percent fly ash, up to 70 percent slag, up to 10 percent cenospheres, and up to 10 percent silica fume. When masonry cement is used, submit the manufacturer's printed instructions on proportions of water and aggregates and on mixing to obtain the type of mortar required. Additives shall conform to requirements in Section 03 31 00.00 10 CAST-IN-PLACE STRUCTURAL

CONCRETE.

2.5.3 Pre-Mixed Mortar

Pre-mixed mortar shall conform to ASTM C1142, Type RS. Submit pre-mixed mortar composition.

2.5.4 Sand and Water

Sand shall conform to ASTM C144. Water shall be clean, potable, and free from substances which could adversely affect the mortar.

2.6 GROUT AND READY-MIXED GROUT

Grout shall conform to ASTM C476. Cement used in grout shall have a low alkali content. Grout slump shall be between 8 and 10 inches. Minimum grout strength shall be 2000 psi in 28 days, as tested by ASTM C1019. Use grout subject to the limitations of Table III. 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 the grout meets the specified requirements. Ready-Mixed grout shall conform to ASTM C94/C94M.

SECTION 04 20 00 - Page 13

2.6.1 Admixtures for Grout

In cold weather, a non-chloride based accelerating admixture may be used subject to approval; accelerating admixture shall be non-corrosive, shall contain less than 0.2 percent chlorides, and shall conform to ASTM C494/C494M, Type C. In general, air-entrainment, anti-freeze or chloride admixtures shall not be used except as approved by the Contracting Officer. Submit required certifications.

2.6.2 Grout Barriers

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

2.7 ANCHORS, TIES, AND BAR POSITIONERS

Anchors and ties shall be fabricated without drips or crimps and shall be zinc-coated in accordance with ASTM A153/A153M, Class B-2. Steel wire used for anchors and ties shall be fabricated from steel wire conforming to ASTM A1064/A1064M. Wire ties or anchors in exterior walls shall conform to ASTM A641/A641M. Joint reinforcement in interior walls, and in exterior or interior walls exposed to moist environment shall conform to ASTM A641/A641M;

coordinate with paragraph JOINT REINFORCEMENT below. Anchors and ties shall be sized to provide a minimum of 5/8 inch mortar cover from either face. Submit two anchors, ties and bar positioners of each type used, as samples.

2.7.1 Wire Mesh Ties

Wire mesh for tying 4 inch thick concrete masonry unit partitions to other intersecting masonry partitions shall be 1/2 inch mesh of minimum 16 gauge steel wire. Minimum lengths shall be not less than 12 inches.

2.7.2 Wall Ties

Provide wall ties rectangular-shaped or Z-shaped fabricated of 3/16 inch diameter zinc-coated steel wire. Rectangular wall ties shall be no less than 4 inches wide. Wall ties may also be of a continuous type conforming to paragraph JOINT REINFORCEMENT. Adjustable type wall ties, if approved for use, shall consist of two essentially U-shaped elements fabricated of 3/16 inch diameter zinc-coated steel wire. Adjustable ties shall be of the double pintle to eye type and shall allow a maximum of 1/2 inch eccentricity between each element of the tie. Play between pintle and eye opening shall be not more than 1/16 inch. The pintle and eye elements shall be formed so that both can be in the same plane.

2.7.3 Dovetail Anchors

Provide dovetail anchors of the flexible wire type, 3/16 inch diameter zinc-coated steel wire, triangular shaped, and attached to a 12 gauge or heavier steel dovetail section. Use these anchors for anchorage of veneer wythes or composite-wall facings extending over the face of concrete columns, beams, or walls. Fill cells within vertical planes of these anchors solid with grout for full height of walls or partitions, or solid units may be used. Dovetail slots are specified in Section 03 31 00.00 10

CAST-IN-PLACE STRUCTURAL CONCRETE.

SECTION 04 20 00 - Page 14

2.7.4 Adjustable Anchors

Adjustable anchors shall be 3/16 inch diameter steel wire, triangular-shaped. Anchors attached to steel shall be 5/16 inch diameter steel bars placed to provide 1/16 inch play between flexible anchors and structural steel members. Spacers shall be welded to rods and columns.

Equivalent welded-on steel anchor rods or shapes standard with the flexible-anchor manufacturer may be furnished when approved. Welds shall be cleaned and given one coat of zinc-rich touch up paint.

2.7.5 Bar Positioners

Bar positioners, used to prevent displacement of reinforcing bars during the course of construction, shall be factory fabricated from 9 gauge steel wire or equivalent, and coated with a hot-dip galvanized finish. Not more than one wire shall cross the cell. Telescoping bar positioner shall be manufactured from AISI 1065 spring steel and coated in accordance with

ASTM B633.

2.8 JOINT REINFORCEMENT

Joint reinforcement shall be factory fabricated from steel wire conforming to ASTM A1064/A1064M, welded construction. Tack welding will not be acceptable in reinforcement used for wall ties. Wire shall have zinc coating conforming to ASTM A153/A153M, Class B-2. All wires shall be a minimum of 9 gauge. Reinforcement shall be ladder type design, having one longitudinal wire in the mortar bed of each face shell for hollow units and one wire for solid units. Joint reinforcement shall be placed a minimum of 5/8 inch cover from either face. The distance between crosswires shall not exceed 16 inches. Joint reinforcement for straight runs shall be furnished in flat sections not less than 10 feet long. Joint reinforcement shall be provided 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.

2.9 REINFORCING STEEL BARS AND RODS

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

2.10 CONTROL JOINT KEYS

Control joint keys shall be a factory fabricated solid section of natural or synthetic rubber (or combination thereof) conforming to ASTM D2000or polyvinyl chloride conforming to ASTM D2287. The material shall be resistant to oils and solvents. The control joint key shall be provided with a solid shear section not less than 5/8 inch thick and 3/8 inch thick flanges, with a tolerance of plus or minus 1/16 inch. The control joint key shall fit neatly, but without forcing, in masonry unit jamb sash grooves. The control joint key shall be flexible at a temperature of minus 30 degrees F after five hours exposure, and shall have a durometer hardness of not less than 70 when tested in accordance with ASTM D2240.

2.11 EXPANSION-JOINT MATERIALS

Backer rod and sealant shall be adequate to accommodate joint compression equal to 50 percent of the width of the joint. The backer rod shall be compressible rod stock of polyethylene foam, polyurethane foam, butyl rubber foam, or other flexible, nonabsorptive material as recommended by

SECTION 04 20 00 - Page 15 the sealant manufacturer. Sealant shall conform to Section 07 92 00 JOINT SEALANTS. Submit one piece of each type of material used.

2.12 THROUGH WALL FLASHING

Provide Through Wall Flashing as specified in Section 07 60 00 FLASHING AND SHEET METAL. Provide one of the following types.

2.12.1 Coated-Copper Flashing

7 ounce, electrolytic copper sheet, uniformly coated on both sides with acidproof, alkaliproof, elastic bituminous compound. Factory apply coating to a weight of not less than 6 ounces/square foot (approximately 3 ounces/square foot on each side).

2.12.2 Copper or Stainless Steel Flashing

Copper, ASTM B370, minimum 16 ounce weight; stainless steel, ASTM A167, Type 301, 302, 304, or 316, 0.015 inch thick, No. 2D finish. Provide with factory-fabricated deformations that mechanically bond flashing against horizontal movement in all directions. Deformations shall consist of dimples, diagonal corrugations, or a combination of dimples and transverse corrugations.

2.12.3 Reinforced Membrane Flashing

Polyester film core with a reinforcing fiberglass scrim bonded to one side. The membrane shall be impervious to moisture, flexible, and not affected by caustic alkalis. The material, after being exposed for not less than 1/2 hour to a temperature of 32 degrees F, shall show no cracking when, at that temperature, it is bent 180 degrees over a 1/16 inch diameter mandrel and then bent at the same point over the same size mandrel in the opposite direction 360 degrees.

2.13 WEEP HOLE VENTILATORS

Weep hole ventilators shall be prefabricated aluminum, plastic or wood blocking sized to form the proper size opening in head joints. Provide aluminum and plastic inserts with grill or screen-type openings designed to allow the passage of moisture from cavities and to prevent the entrance or insects. Ventilators shall be sized to match modular construction with a standard 3/8 inch mortar joint.

PART 3 EXECUTION

3.1 PREPARATION

Prior to start of work, masonry inspector shall verify the applicable conditions as set forth in ACI 530/530.1, inspection. The Contracting Officer will serve as inspector or will select a masonry inspector.

3.1.1 Protection

Ice or snow formed on the masonry bed shall be thawed by the application of heat. Heat shall be applied carefully until the top surface of the masonry is dry to the touch. Sections of masonry deemed frozen and damaged shall be removed before continuing construction of those sections.

SECTION 04 20 00 - Page 16

3.1.1.1 Air Temperature 40 to 32 Degrees F

Heat sand or mixing water to produce mortar temperatures between 40 and 120 degrees F

3.1.1.2 Air Temperature 32 to 25 Degrees F

Heat sand and mixing water to produce mortar temperatures between 40 and 120 degrees F. Maintain temperature of mortar on boards above freezing.

3.1.1.3 Air Temperature 25 to 20 Degrees F

Heat sand and mixing water to provide mortar temperatures between 40 and 120 degrees F. Maintain temperature of mortar on boards above freezing.

Use sources of heat on both sides of walls under construction. Employ windbreaks when wind is in excess of 15 mph.

3.1.1.4 Air Temperature 20 Degrees F and Below

Heat sand and mixing water to provide mortar temperatures between 40 and 120 degrees F. Provide enclosure and auxiliary heat to maintain air temperature above 32 degrees F. Temperature of units when laid must not be less than 20 degrees F.

3.1.2 Completed Masonry and Masonry Not Being Worked On

3.1.2.1 Mean Daily Air Temperature 40 to 32 Degrees F

Protect masonry from rain or snow for 24 hours by covering with weather-resistive membrane.

3.1.2.2 Mean Daily Air Temperature 32 to 25 Degrees F

Completely cover masonry with weather-resistant membrane for 24 hours.

3.1.2.3 Mean Daily Air Temperature 25 to 20 Degrees F

Completey cover masonry with insulating blankets or equally protected for 24 hours.

3.1.2.4 Mean Daily Temperature 20 Degrees F and Below

Maintain masonry temperature above 32 degrees F for 24 hours by enclosure and supplementary heat, by electric heating blankets, infrared heat lamps, or other approved methods.

3.1.3 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.

3.1.4 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 17

3.1.5 Surfaces

Clean surfaces on which masonry is to be placed 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 1/8 inch. Sandblast, if necessary, to remove laitance from pores and to expose the aggregate.

3.2 LAYING MASONRY UNITS

a. Coordinate masonry work with the work of other trades to accommodate built-in items and to avoid cutting and patching. Masonry units shall be laid in [running] [stacked] [the indicated] bond pattern. Facing courses shall be level with back-up courses, unless the use of adjustable ties has been approved in which case the tolerances shall be plus or minus 1/2 inch. Each unit shall be adjusted to its final position while mortar is still soft and plastic.

b. Units that have been disturbed after the mortar has stiffened shall be removed, cleaned, and relaid with fresh mortar. Air spaces, cavities, chases, expansion joints, and spaces to be grouted shall be kept free from mortar and other debris. Units used in exposed masonry surfaces shall be selected from those having the least amount of chipped edges or other imperfections detracting from the appearance of the finished work. Vertical joints shall be kept plumb.

c. Units being laid and surfaces to receive units shall be free of water film and frost. Solid units shall be laid in a nonfurrowed full bed of mortar. Mortar for veneer wythes shall be beveled and sloped toward the center of the wythe from the cavity side. Units shall be shoved into place so that the vertical joints are tight. Vertical joints of brick and the vertical face shells of concrete masonry units, except where indicated at control, expansion, and isolation joints, shall be completely filled with mortar. Mortar will be permitted to protrude up to 1/2 inch into the space or cells to be grouted. Means shall be provided to prevent mortar from dropping into the space below.

d. In double wythe construction, the inner wythe may be brought up not more than 16 inches ahead of the outer wythe. Collar joints shall be filled with mortar or grout during the laying of the facing wythe, and filling shall not lag the laying of the facing wythe by more than 8 inches.

3.2.1 Forms and Shores

Provide bracing and scaffolding as required. Design bracing to resist wind pressure as required by local codes. Forms and shores shall be sufficiently rigid to prevent deflections which may result in cracking or other damage to supported masonry and sufficiently tight to prevent leakage of mortar and grout. Supporting forms and shores shall not be removed in less than 10 days.

3.2.2 Reinforced Concrete Masonry Units Walls

Where vertical reinforcement occurs, fill cores solid with grout. Lay units in such a manner as to preserve the unobstructed vertical continuity of cores to be filled. Embed the adjacent webs in mortar to prevent leakage of grout. Remove mortar fins protruding from joints before placing grout. Minimum clear dimensions of vertical cores shall be 2 by 3 inches.

Position reinforcing accurately as indicated before placing grout. As

SECTION 04 20 00 - Page 18 masonry work progresses, secure vertical reinforcing in place at vertical intervals not to exceed 160 bar diameters. Use puddling rod or vibrator to consolidate the grout. Minimum clear distance between masonry and vertical reinforcement shall be not less than 1/2 inch. Unless indicated or specified otherwise, form splices by lapping bars not less than 40 bar diameters and wire tying them together.

3.2.3 Concrete Masonry Units

Units in piers, pilasters, columns, starting courses on footings, solid foundation walls, lintels, and beams, and where cells are to be filled with grout shall be full bedded in mortar under both face shells and webs.

Other units shall be full bedded under both face shells. Head joints shall be filled solidly with mortar for a distance in from the face of the unit not less than the thickness of the face shell. Foundation walls below grade shall be grouted solid. Jamb units shall be 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. Double walls shall be stiffened 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 the double wall. Walls and partitions shall be adequately reinforced for support of wall-hung plumbing fixtures when chair carriers are not specified.

3.2.4 Tolerances

Lay masonry plumb, true to line, with courses level. Keep bond pattern plumb throughout. Square corners unless noted otherwise. Except for walls constructed of prefaced concrete masonry units, lay masonry within the following tolerances (plus or minus unless otherwise noted):

TABLE II TOLERANCES

Variation from the plumb in the lines and surfaces of columns, walls and arises

In adjacent masonry units 1/8 inch

In 10 feet 1/4 inch

In 20 feet 3/8 inch

In 40 feet or more 1/2 inch

Variations from the plumb for external corners, expansion joints, and other conspicuous lines

In 20 feet 1/4 inch

In 40 feet or more 1/2 inch

Variations from the level for exposed lintels, sills, parapets, horizontal grooves, and other conspicuous lines

In 20 feet 1/4 inch

SECTION 04 20 00 - Page 19

TABLE II TOLERANCES

In 40 feet or more 1/2 inch

Variation from level for bed joints and top surfaces of bearing walls

In 10 feet 1/4 inch

In 40 feet or more 1/2 inch

Variations from horizontal lines

In 10 feet 1/4 inch

In 20 feet 3/8 inch

In 40 feet or more 1/2 inch

Variations in cross sectional dimensions of columns and in thickness of walls

Minus 1/4 inch

Plus 1/2 inch

3.2.5 Cutting and Fitting

Full units of the proper size shall be used wherever possible, in lieu of cut units. Cutting and fitting, including that required to accommodate the work of others, shall be done by masonry mechanics using power masonry saws. Concrete masonry units may be wet or dry cut. Wet cut units, before being placed in the work, shall be dried to the same surface-dry appearance as uncut units being laid in the wall. Cut edges shall be clean, true and sharp. Openings in the masonry shall be made carefully 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. Reinforced masonry lintels shall be provided above openings over 12 inches wide for pipes, ducts, cable trays, and other wall penetrations, unless steel sleeves are used.

3.2.6 Jointing

Joints shall be tooled when the mortar is thumbprint hard. Horizontal joints shall be tooled last. Joints shall be brushed to remove all loose and excess mortar. Mortar joints shall be finished as follows:

3.2.6.1 Flush Joints

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

3.2.6.2 Tooled Joints

Joints in exposed exterior and interior masonry surfaces shall be tooled

SECTION 04 20 00 - Page 20 lightly concave. Joints shall be tooled with a jointer slightly larger than the joint width so that complete contact is made along the edges of the unit. Tooling shall be performed so that the mortar is compressed and the joint surface is sealed. Jointer of sufficient length shall be used to obtain a straight and true mortar joint.

3.2.6.3 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 3/8 inch. On the exterior side of exterior frames, joints between frames and abutting masonry walls shall be raked to a depth of 3/8 inch.

3.2.7 Joint Widths

Joint widths shall be as follows:

3.2.7.1 Concrete Masonry Units

Concrete masonry units shall have 3/8 inch joints.

3.2.8 Embedded Items

Fill spaces around built-in items with mortar. Point openings around flush-mount electrical outlet boxes in wet locations with mortar. Embed anchors, ties, wall plugs, accessories, flashing, pipe sleeves and other items required to be built-in as the masonry work progresses. Fully embed anchors, ties and joint reinforcement in the mortar. Fill cells receiving anchor bolts and cells of the first course below bearing plates with grout.

3.2.9 Unfinished Work

Step back unfinished work for joining with new work. Toothing may be resorted to only when specifically approved. Remove loose mortar and thoroughly clean the exposed joints before laying new work.

3.2.10 Masonry Wall Intersections

Masonry bond each course at corners and elsewhere as shown. Masonry walls shall be anchored or tied together at corners and intersections with bond beam reinforcement and prefabricated corner or tee pieces of joint reinforcement as shown.

3.2.11 Partitions

Partitions shall be continuous from floor to underside of floor or roof deck where shown. Openings in firewalls around joists or other structural members shall be filled as indicated or approved. Where suspended ceilings on both sides of partitions are indicated, the partitions other than those shown to be continuous may be stopped approximately 4 inches above the ceiling level. An isolation joint shall be placed in the intersection between partitions and structural or exterior walls as shown. Interior partitions having 4 inch nominal thick units shall be tied to intersecting partitions of 4 inch units, 5 inches into partitions of 6 inch units, and 7 inches into partitions of 8 inch or thicker units. Cells within vertical plane of ties shall be filled solid with grout for full height of partition or solid masonry units may be used. Interior partitions having masonry walls over 4 inches thick shall be tied together with joint reinforcement.

Partitions containing joint reinforcement shall be provided with

SECTION 04 20 00 - Page 21 prefabricated pieces at corners and intersections or partitions.

3.3 ANCHORED VENEER CONSTRUCTION

Completely separate the inner and outer wythes by a continuous airspace as indicated. Lay up both the inner and the outer wythes together except when adjustable joint reinforcement assemblies are approved for use. When both wythes are not brought up together, through-wall flashings shall be protected from damage until they are fully enclosed in the wall. The airspace between the wythes shall be kept clear and free of mortar droppings by temporary wood strips laid on the wall ties and carefully lifted out before placing the next row of ties. A coarse gravel or drainage material shall be placed behind the weep holes in the cavity to a minimum depth of 4 inches of coarse aggregate or 10 inches of drainage material to keep mortar droppings from plugging the weep holes.

3.4 WEEP HOLES

Wherever through-wall flashing occurs, provide weep holes to drain flashing to exterior at acceptable locations as indicated on drawings. Weep holes shall be open head joints at a minimum 24 inches o.c. Weep holes shall be provided not more than 24 inches on centers in mortar joints of the exterior wythe above wall flashing, over foundations, bond beams, and any other horizontal interruptions of the cavity. Weep holes shall be perfectly horizontal or slightly canted downward to encourage water drainage outward and not inward. Weep holes shall be constructed using weep hole ventilators. Other approved methods may be used for providing weep holes. Weep holes shall be kept free of mortar and other obstructions.

3.5 COMPOSITE WALLS

Tie masonry wythes together with joint reinforcement or with unit wall ties. Anchor facing to concrete backing with wire dovetail anchors set in slots built in the face of the concrete as specified in Section 03 31 00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE.