Amendment 0005 Attachment 13 RFI Questions 23-25-54-84 Additional Civil Specs.pdf

Northern Arizona VA Health Care System Prescott, Arizona 86313

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Contract No. VA258-13-C-0101 Station Project No. 649-410 Bancroft-AE Project No. 13-127 04 05 13-1 12/03/2015

SECTION 04 05 13

MASONRY MORTARING

PART 1 - GENERAL

1.1 DESCRIPTION:

A. Section specifies mortar materials and mixes.

1.2 RELATED WORK:

A. Mortar used in Section:

1. Section 04 05 16, MASONRY GROUTING.

2. Section 04 20 00, UNIT MASONRY.

B. Mortar Color: Section 09 06 00, SCHEDULE FOR FINISHES.

1.3 TESTING LABORATORY-CONTRACTOR RETAINED

A. Engage a commercial testing laboratory approved by COR to perform tests specified below.

B. Submit information regarding testing laboratory's facilities and qualifications of technical personnel to COR.

1.4 TESTS

A. Test mortar and materials specified.

B. Certified test reports.

C. Identify materials by type, brand name and manufacturer or by origin.

D. Do not use materials until laboratory test reports are approved by COR.

E. After tests have been made and materials approved, do not change without additional test and approval of COR.

F. Testing:

1. Test materials proposed for use for compliance with specifications in accordance with test methods contained in referenced specifications and as follows:

2. Mortar:

a. Test for compressive strength and water retention; ASTM C270.

b. Mortar compressive strengths 28 days as follows:

Type S: Minimum 12400 kPa (1800 psi) at 28 days.

3. Cement:

a. Test for water soluble alkali (nonstaining) when nonstaining cement is specified.

b. Nonstaining cement shall contain not more than 0.03 percent water soluble alkali.

4. Sand: Test for deleterious substances, organic impurities, soundness and grading.

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5. High Bond Mortar: Test for compressive strength, tensile strength, flexural strength, and brick bond strength.

G. During progress of work, testing laboratory specified in Section 01 45

29, TESTING LABORATORY SERVICES, takes and tests samples as specified in that section. Testing procedures and test methods in ASTM C780.

1.5 SUBMITTALS

A. Submit in accordance with Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES.

B. Certificates:

1. Testing laboratory's facilities and qualifications of its technical personnel.

2. Indicating that following items meet specifications:

a. Portland cement.

b. Masonry cement.

c. Mortar cement.

d. Hydrated lime.

e. Fine aggregate (sand).

g. Color admixture.

C. Laboratory Test Reports:

1. Mortar, each type.

2. Admixtures.

D. Manufacturer's Literature and Data:

1. Cement, each kind.

2. Hydrated lime.

3. Admixtures.

4. Liquid acrylic resin.

1.6 PRODUCT DELIVERY, STORAGE AND HANDLING

A. Deliver masonry materials in original sealed containers marked with name of manufacturer and identification of contents.

B. Store masonry materials under waterproof covers on planking clear of ground, and protect damage from handling, dirt, stain, water and wind.

1.7 APPLICABLE PUBLICATIONS

A. Publications listed below form a part of specification to extent referenced. Publications are referenced in text by basic designation only.

B. American Society for Testing and Materials (ASTM):

C40-04..................Organic Impurities in Fine Aggregates for

Concrete

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C91-05..................Masonry Cement

C109-08.................Compressive Strength of Hydraulic Cement Mortars

(Using 2-in. or 50-MM Cube Specimens)

C144-04.................Aggregate for Masonry Mortar

C150-09.................Portland Cement

C207-06.................Hydrated Lime for Masonry Purposes

C270-10.................Mortar for Unit Masonry

C307-03(R2008)..........Tensile Strength of Chemical - Resistant Mortar, Grouts, and Monolithic Surfacing

C321-00(R2005)..........Bond Strength of Chemical-Resistant Mortars

C348-08.................Flexural Strength of Hydraulic Cement Mortars

C595-10.................Blended Hydraulic Cement

C780-10.................Preconstruction and Construction Evaluation of

Mortars for Plain and Reinforced Unit Masonry

C979-10.................Pigments for Integrally Colored Concrete

C1329-05................Mortar Cement

PART 2 - PRODUCTS

2.1 HYDRATED LIME

A. ASTM C207, Type S.

2.2 AGGREGATE FOR MASONRY MORTAR

A. ASTM C144 and as follows:

1. Light colored sand for mortar for laying face brick.

2. White plastering sand meeting sieve analysis for mortar joints for pointing

B. Test sand for color value in accordance with ASTM C40. Sand producing color darker than specified standard is unacceptable.

2.3 NOT USED

2.4 PORTLAND CEMENT

A. ASTM C150, Type I.

B. Use white Portland cement wherever white mortar is specified.

2.5 LIQUID ACRYLIC RESIN

A. A formulation of acrylic polymers and modifiers in liquid form designed for use as an additive for mortar to improve physical properties.

2.6 WATER

A. Potable, free of substances that are detrimental to mortar, masonry, and metal.

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2.7 POINTING MORTAR

A. For Cast Stone or Precast Concrete: Proportion by volume; One part white

Portland cement, two parts white sand, and 1/5 part hydrated lime.

2.8 MASONRY MORTAR

A. Conform to ASTM C270.

B. Admixtures:

1. Do not use mortar admixtures, and color admixtures unless approved by

COR.

2. Submit laboratory test report showing effect of proposed admixture on strength, water retention, and water repellency of mortar.

3. Do not use antifreeze compounds.

C. Colored Mortar:

1. Maintain uniform mortar color for exposed work throughout.

2. Match mortar color in approved sample.

3. Color of mortar for exposed work in alteration work to match color of existing mortar unless specified otherwise in section 09 06 00, SCHEDULE FOR FINISHES.

D. Color Admixtures:

1. Proportion as specified by manufacturer.

2. For color, see Section 09 06 00, SCHEDULE FOR FINISHES.

2.9 HIGH BOND MORTAR

A. Mixture by volume, one-part Portland cement, 1/4-part hydrated lime, three-parts sand, water, and liquid acrylic resin.

B. Mortar properties when tested in accordance with referenced specifications.

1. Compressive Strength, ASTM C109: Minimum 2800 psi, using 2 inch cubes.

2. Tensile Strength, ASTM C307: Minimum 560 psi, using the 1 inch briquettes.

3. Flexural Strength, ASTM C348: Minimum 880 psi, using flexural bar.

4. Bond Strength, ASTM C321: Minimum 430 psi, using crossed brick.

2.10 COLOR ADMIXTURE

A. Pigments: ASTM C979.

B. Use mineral pigments only. Organic pigments are not acceptable.

C. Pigments inert, stable to atmospheric conditions, nonfading, alkali resistant and water insoluble.

2.11 COLOR ADMIXTURE

A. Pigments: ASTM C979.

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B. Use mineral pigments only. Organic pigments are not acceptable.

C. Pigments inert, stable to atmospheric conditions, nonfading, alkali resistant and water insoluble.

PART 3 - EXECUTION

3.1 MIXING

A. Mix in a mechanically operated mortar mixer.

1. Mix mortar for at least three minutes but not more than five minutes.

B. Measure ingredients by volume. Measure by the use of a container of known capacity.

C. Mix water with dry ingredients in sufficient amount to provide a workable mixture which will adhere to vertical surfaces of masonry units.

D. Mortar that has stiffened because of loss of water through evaporations:

1. Re-tempered by adding water to restore to proper consistency and workability.

2. Discard mortar that has reached its initial set or has not been used within two hours.

E. Pointing Mortar:

1. Mix dry ingredients with enough water to produce a damp mixture of workable consistency which will retain its shape when formed into a ball.

2. Allow mortar to stand in dampened condition for one to 1-1/2 hours.

3. Add water to bring mortar to a workable consistency prior to application.

3.2 MORTAR USE LOCATION

A. Use Type S mortar.

B. Use pointing mortar for items specified.

- - - E N D - - -

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SECTION 04 05 16

MASONRY GROUTING

PART 1 - GENERAL

1.1 DESCRIPTION:

A. Section specifies grout materials and mixes.

1.2 RELATED WORK:

A. Grout used in Section:

1. Section 04 20 00, UNIT MASONRY.

B. Grout Color: Section 09 06 00, SCHEDULE FOR FINISHES.

1.3 TESTS:

A. Test grout and materials specified.

B. Certified test reports.

C. Identify materials by type, brand name and manufacturer or by origin.

D. Do not use materials until laboratory test reports are approved by COR.

E. After tests have been made and materials approved, do not change without additional test and approval of COR.

F. Testing:

1. Test materials proposed for use for compliance with specifications in accordance with test methods contained in referenced specifications and as follows:

2. Grout:

a. Test for compressive strength; ASTM C1019.

b. Grout compressive strength of (3000 psi at 28 days.

3. Cement:

a. Test for water soluble alkali (nonstaining) when nonstaining cement is specified.

b. Nonstaining cement shall contain not more than 0.03 percent water soluble alkali.

4. Sand: Test for deleterious substances, organic impurities, soundness and grading.

1.4 SUBMITTALS:

A. Submit in accordance with Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES.

B. Certificates:

1. Indicating that following items meet specifications:

a. Portland cement.

b. Grout.

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c. Hydrated lime.

d. Fine aggregate (sand).

e. Coarse aggregate for grout.

f. Color admixture.

C. Laboratory Test Reports:

1. Grout, each type.

2. Admixtures.

D. Manufacturer's Literature and Data:

1. Cement, each kind.

2. Hydrated lime.

3. Admixtures.

4. Liquid acrylic resin.

1.5 PRODUCT DELIVERY, STORAGE AND HANDLING:

A. Deliver masonry materials in original sealed containers marked with name of manufacturer and identification of contents.

B. Store masonry materials under waterproof covers on planking clear of ground, and protect damage from handling, dirt, stain, water and wind.

1.6 APPLICABLE PUBLICATIONS:

A. Publications listed below form a part of specification to extent referenced. Publications are referenced in text by basic designation only.

B. American Society for Testing and Materials (ASTM):

C40-04..................Organic Impurities in Fine Aggregates for

Concrete

C150-09.................Portland Cement

C207-06.................Hydrated Lime for Masonry Purposes

C404-07.................Aggregate for Masonry Grout

C476-10.................Grout for Masonry

C979-10.................Pigments for Integrally Colored Concrete

C1019-11................Sampling and Testing Grout

PART 2 - PRODUCTS

2.1 HYDRATED LIME:

A. ASTM C207, Type S.

2.2 AGGREGATE FOR MASONRY GROUT:

A. ASTM C404, Size 8.

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2.3 NOT USED

2.4 NOT USED

2.5 PORTLAND CEMENT:

A. ASTM C150, Type I.

2.6 LIQUID ACRYLIC RESIN:

A. A formulation of acrylic polymers and modifiers in liquid form designed for use as an additive for mortar to improve physical properties.

2.7 WATER:

A. Potable, free of substances that are detrimental to grout, masonry, and metal.

2.8 GROUT:

A. Conform to ASTM C476 except as specified.

B. Grout type proportioned by volume as follows:

1. Fine Grout:

a. Portland cement or blended hydraulic cement: one part.

b. Hydrated lime: 0 to 1/10 part.

c. Fine aggregate: 2-1/4 to three times sum of volumes of cement and lime used.

2. Coarse Grout:

a. Portland cement or blended hydraulic cement: one part.

b. Hydrated lime: 0 to 1/10 part.

c. Fine aggregate: 2-1/4 to three times sum of volumes of cement and lime used.

d. Coarse aggregate: one to two times sum of volumes of cement and lime used.

3. Sum of volumes of fine and coarse aggregates: Do not exceed four times sum of volumes of cement and lime used.

2.9 COLOR ADMIXTURE:

A. Pigments: ASTM C979.

B. Use mineral pigments only. Organic pigments are not acceptable.

C. Pigments inert, stable to atmospheric conditions, nonfading, alkali resistant and water insoluble.

PART 3 - EXECUTION

3.1 MIXING:

A. Mix in a mechanically operated grout mixer.

1. Mix grout for at least five minutes.

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B. Measure ingredients by volume. Measure by the use of a container of known capacity.

C. Mix water with grout dry ingredients in sufficient amount to bring grout mixture to a pouring consistency.

3.2 GROUT USE LOCATIONS:

A. Use fine grout for filling wall cavities and cells of concrete masonry units where the smallest dimension is 2 inches or less.

B. Use either fine grout or coarse grout for filling wall cavities and cells of concrete masonry units where the smallest dimension is greater than 2 inches.

C. Do not use grout for filling bond beam or lintel units.

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SECTION 04 20 00

UNIT MASONRY

PART 1 - GENERAL

1.1 DESCRIPTION

A. This section specifies requirements for construction of masonry unit walls.

1.2 RELATED WORK

A. Mortars and grouts: Section 04 05 13, MASONRY MORTARING, Section 04 05

16, MASONRY GROUTING.

B. Steel lintels and shelf angles: Section 05 50 00, METAL FABRICATIONS.

C. Cavity insulation: Section 07 21 13, THERMAL INSULATION.

D. Flashing: Section 07 60 00, FLASHING AND SHEET METAL.

E. Sealants and sealant installation: Section 07 92 00, JOINT SEALANTS.

F. Color and texture of masonry units: Section 09 06 00, SCHEDULE FOR

FINISHES.

1.3 SUBMITTALS

A. Submit in accordance with Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA

AND SAMPLES.

B. Samples:

1. Concrete masonry units, when exposed in finish work.

2. Anchors, and ties, one each and joint reinforcing 1200 mm (48 inches) long.

C. Shop Drawings:

1. Special masonry shapes.

2. Drawings, showing reinforcement, applicable dimensions and methods of hanging soffit or lintel masonry and reinforcing masonry for embedment of anchors for hung fixtures.

3. Shop Drawings: Submit shop drawings for fabrication, bending, and placement of reinforcing bars. Comply with ACI 315. Show bar schedules, diagrams of bent bars, stirrup spacing, lateral ties and other arrangements and assemblies as required for fabrication and placement of reinforcement for unit masonry work.

D. Certificates:

1. Certificates signed by manufacturer, including name and address of contractor, project location, and the quantity, and date or dates of shipment of delivery to which certificate applies.

2. Indicating that the following items meet specification requirements:

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a. Solid and load-bearing concrete masonry units, including fire-resistant rated units.

3. Testing laboratories facilities and qualifications of its principals and key personnel to perform tests specified.

E. Laboratory Test Reports:

1. Brick for pre-built masonry panels.

F. Manufacturer's Literature and Data:

1. Anchors, ties, and reinforcement.

2. Shear keys.

3. Reinforcing bars.

1.4 NOT USED

1.5 WARRANTY

A. Warrant exterior masonry walls against moisture leaks and subject to terms of "Warranty of Construction", FAR clause 52.246-21, except that warranty period shall be five years.

1.6 APPLICABLE PUBLICATIONS

A. Publications listed below form a part of this specification to the extent referenced. Publications are referenced in the text by the basic designation only.

B. American Society for Testing and Materials (ASTM):

A951-06.................Steel Wire for Masonry Joint Reinforcement.

A615/A615M-09...........Deformed and Plain Billet-Steel Bars for

Concrete Reinforcement.

C55-09..................Concrete Building Brick

C90-11..................Load-Bearing Concrete Masonry Units or Shale)

C476-10.................Standard Specification for Grout for Masonry

C612-10.................Mineral Fiber Block and Board Thermal Insulation

C744-11.................Prefaced Concrete and Calcium Silicate Masonry

Units.

D1056-07................Flexible Cellular Materials - Sponge or Expanded

Rubber

D2000-08................Rubber Products in Automotive Applications

D2240-05(R2010).........Rubber Property - Durometer Hardness

D3574-08................Flexible Cellular Materials-Slab, Bonded, and

Molded Urethane Foams

F1667-11................Fasteners: Nails, Spikes and Staples

C. Masonry Industry Council:

Hot and Cold Weather Masonry Construction Manual-98 (R2000).

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D. American Welding Society (AWS):

D1.4-11 Structural Welding Code – Reinforcing Steel.

E. Federal Specifications (FS):

FF-S-107C-00............Screws, Tapping and Drive

F. Brick Industry Association - Technical Notes on Brick Construction

(BIA):

11-2001.................Guide Specifications for Brick Masonry, Part I

11A–1988................Guide Specifications for Brick Masonry, Part II

11B–1988................Guide Specifications for Brick Masonry, Part III

Execution

11C-1998................Guide Specification for Brick Masonry Engineered

Brick Masonry, Part IV

11D-1988................Guide Specifications for Brick Masonry

Engineered Brick Masonry, Part IV continued

G. Masonry Standards Joint Committee; Specifications for Masonry Structures

TMS 602-08/ACI 530.1-08/ASCE 6-08 (2008 MSJC Book Version TMS-0402-08).

PART 2 - PRODUCTS

2.1 - NOT USED

2.2 CONCRETE MASONRY UNITS

A. Hollow and Solid Load-Bearing Concrete Masonry Units: ASTM C90.

1. Unit Weight: Normal weight .

2. Fire rated units for fire rated partitions.

3. Sizes: Modular.

4. For molded faces used as a finished surface, use concrete masonry units with uniform fine to medium surface texture unless specified otherwise.

5. Use bullnose concrete masonry units at corners exposed in finished work with one inch minimum radius rounded vertical exterior corners

(bullnose units).

6. Glazed Concrete Masonry Units; Surface Finish: ASTM C744 resinous surfacing, color to be selected from manufacturer's full color range.

2.3 - NOT USED

2.4 SHEAR KEYS

A. ASTM D2000, solid extruded cross-shaped section of rubber, neoprene, or polyvinyl chloride, with a durometer hardness of approximately 80 when tested in accordance with ASTM D2240, and a minimum shear strength of

3.5 MPa (500 psi).

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B. Shear key dimensions: Approximately for long flange and for short flange

2-3/4 inches by 5/16 inch for long flange, and 1-1/2 inches by 5/8 inch for short flange.

2.5 ANCHORS, TIES, AND REINFORCEMENT

A. Steel Reinforcing Bars: ASTM A615M, deformed bars, grade as shown.

B. Joint Reinforcement:

1. Form from wire complying with ASTM A951.

2. Galvanized after fabrication.

3. Width of joint reinforcement 0.16 inches less than nominal width of masonry wall or partition.

4. Cross wires welded to longitudinal wires.

5. Joint reinforcement at least 10 feet in length.

6. Joint reinforcement in rolls is not acceptable.

7. Joint reinforcement that is crimped to form drip is not acceptable.

8. Maximum spacing of cross wires 16 inch to longitudinal wires.

9. Ladder Design:

a. Longitudinal wires deformed 0.20 inch diameter wire.

b. Cross wires 0.16 inch diameter.

10. Trussed Design:

a. Longitudinal and cross wires not less than 0.16 inch nominal diameter.

b. Longitudinal wires deformed.

11. Multiple Wythes and Cavity wall ties:

a. Longitudinal wires 0.16 inch, two in each wythe with ladder truss wires 0.16 inch overlay, welded to each longitudinal wire.

b. Longitudinal wires 0.16 inch with U shape 0.16 inch) rectangular ties extending into other wythe not less than 3 inches spaced o.c.

16 inches. Adjustable type with U shape tie designed to receive

0.16 inch pintle projecting into other wythe 3 inches min.

C. Adjustable Veneer Anchor for Frame Walls:

1. Two piece, adjustable anchor and tie.

2. Anchor and tie may be either type; use only one type throughout.

3. Loop Type:

a. Anchor: Screw-on galvanized steel anchor strap 0.11 inch by 3/4 inch wide by 9 inches long, with 0.35 inch offset and 4 inch adjustment. Provide 0.20 inch) hole at each end for fasteners.

b. Ties: Triangular tie, fabricated of 0.20 inch diameter galvanized cold drawn steel wire. Ties long enough to engage the anchor and

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4. Angle Type:

a. Anchor: Minimum 16 gage thick galvanized steel angle shaped anchor strap. Provide hole in vertical leg for fastener. Provide hole near end of outstanding leg to suit upstanding portion of tie.

b. Tie: Fabricate from 0.20 inch) diameter galvanized cold drawn steel wire. Form "L" shape to be embedded not less than 2 inches into the bed joint of the masonry veneer and provide upstanding leg to fit through hole in anchor and be long enough to allow 2 inches) of vertical adjustment.

D. Dovetail Anchors:

1. Corrugated steel dovetail anchors formed of 0.0598 inch thick by 1 inch) wide galvanized steel, 3-1/2 inches long where used to anchor 4 inch) nominal thick masonry units, 5-1/2 inches) long for masonry units more than 4 inches) thick.

2. Triangular wire dovetail anchor 4 inch wide formed of 9 gage steel wire with galvanized steel dovetail insert. Anchor length to extend at least 3 inches) into masonry, 1 inch into 1-1/2 inch thick units.

3. Form dovetail anchor slots from 0.0239 inch thick galvanized steel

(with felt or fiber filler).

E. Individual ties:

1. Rectangular ties: Form from 3/16 inch diameter galvanized steel rod to a rectangular shape not less than 2 inches wide by sufficient length for ends of ties to extend within 1 inch of each face of wall.

Ties that are crimped to form drip are not permitted.

2. Adjustable Cavity Wall Ties:

a. Adjustable wall ties may be used at Contractor's option.

b. Two piece type permitting up to 1-1/2 inch) adjustment.

c. Form ties from 3/16 inch) diameter galvanized steel wire.

d. Form one piece to a rectangular shape 4-1/8 inches wide by length required to extend into the bed joint 2 inches.

e. Form the other piece to a 3 inch long by 3 inch wide shape, having a 3 inch long bent section for engaging the 4-1/8 inch wide piece to form adjustable connection.

F. Wall Ties, (Mesh or Wire):

1. Mesh wall ties formed of ASTM A82, W0.5, 16 gage galvanized steel wire 1/2 inch by 1/2 inch mesh, 3 inches wide by 8 inches long.

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2. Rectangular wire wall ties formed of W1.4, 9 gage galvanized steel wire 2 inches wide by 8 inches long.

G. Corrugated Wall Tie:

1. Form from 0.0598 inch thick corrugated, galvanized steel 1-1/4 inches wide by lengths so as to extend at least 4 inches into joints of new masonry plus 1-1/2 inch turn-up.

2. Provide 3/16 inch hole in turn-up for fastener attachment.

H. Adjustable Steel Column Anchor:

1. Two piece anchor consisting of a 1/4 inch diameter steel rod to be welded to steel with offset ends, rod to permit 4 inch vertical adjustment of wire anchor.

2. Triangular shaped wire anchor 4 inches wide formed from 5 (3/16 inch) diameter galvanized wire, to extend at least 3 inches into joints of masonry.

I. Adjustable Steel Beam Anchor:

1. Z or C type steel strap, 1 1/4 inches wide, 1/8 inch thick.

2. Flange hook not less than 1 1/2 inches long.

3. Length to embed in masonry not less than 2 inches) in 4 inch nominal thick masonry and 4 inches in thicker masonry.

4. Bend masonry end not less than 1 1/2 inches.

J. Ridge Wall Anchors:

1. Form from galvanized steel not less than 1 inch wide by 3/16 inch thick by 24 inches long, plus 2 inch bends.

2. Other lengths as shown.

2.6 PREFORMED COMPRESSIBLE JOINT FILLER

A. Thickness and depth to fill the joint as specified.

B. Closed Cell Neoprene: ASTM D1056, Type 2, Class A, Grade 1, B2F1.

C. Non-Combustible Type: ASTM C612, Class 5, 1800 degrees F.

2.7 ACCESSORIES

A. Weep Hole Wicks: Glass fiber ropes, 3/8 inch minimum diameter, 12 inches long.

B. Box Board:

1. Mineral Fiber Board: ASTM C612, Class 1.

2. 1 inch thickness.

3. Other spacing material having similar characteristics may be used subject to the COR's approval.

C. Masonry Cleaner:

1. Detergent type cleaner selected for each type masonry used.

2. Acid cleaners are not acceptable.

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3. Use soapless type specially prepared for cleaning brick or concrete masonry as appropriate.

D. Fasteners:

1. Concrete Nails: ASTM F1667, Type I, Style 11, 19 mm (3/4 inch) minimum length.

2. Masonry Nails: ASTM F1667, Type I, Style 17, 3/4 inch minimum length.

3. Screws: FS-FF-S-107, Type A, AB, SF thread forming or cutting.

2.8- NOT USED.

PART 3 - EXECUTION

3.1 JOB CONDITIONS

A. Protection:

1. Cover tops of walls with nonstaining waterproof covering, when work is not in progress. Secure to prevent wind blow off.

2. On new work protect base of wall from mud, dirt, mortar droppings, and other materials that will stain face, until final landscaping or other site work is completed.

B. Cold Weather Protection:

1. Masonry may be laid in freezing weather when methods of protection are utilized.

2. Comply with MSJC and “Hot and Cold Weather Masonry Construction

Manual”.

3.2 CONSTRUCTION TOLERANCES

A. Lay masonry units plumb, level and true to line within the tolerances as per MSJC requirements and as follows:

B. Maximum variation from plumb:

1. In 10 feet - 1/4 inch.

2. In 20 feet - 3/8 inch.

3. In 40 feet or more - 1/2 inch.

C. Maximum variation from level:

1. In any bay or up to 6000 mm (20 feet) - 1/4 inch.

2. In 40 feet or more - 1/2 inch.

D. Maximum variation from linear building lines:

1. In any bay or up to 20 feet - 1/2 inch.

2. In 40 feet or more - 3/4 inch.

E. Maximum variation in cross-sectional dimensions of columns and thickness of walls from dimensions shown:

1. Minus 1/4 inch.

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2. Plus 1/2 inch.

F. Maximum variation in prepared opening dimensions:

1. Accurate to minus 0 inch.

2. Plus 1/4 inch.

3.3 INSTALLATION GENERAL

A. Keep finish work free from mortar smears or spatters, and leave neat and clean.

B. Anchor masonry as specified in Paragraph, ANCHORAGE.

C. Wall Openings:

1. Fill hollow metal frames built into masonry walls and partitions solid with mortar as laying of masonry progresses.

2. If items are not available when walls are built, prepare openings for subsequent installation.

D. Tooling Joints:

1. Do not tool until mortar has stiffened enough to retain thumb print when thumb is pressed against mortar.

2. Tool while mortar is soft enough to be compressed into joints and not raked out.

3. Finish joints in exterior face masonry work with a jointing tool, and provide smooth, water-tight concave joint unless specified otherwise.

4. Tool Exposed interior joints in finish work concave unless specified otherwise.

E. Partition Height:

1. Extend partitions at least four inches above suspended ceiling or to overhead construction where no ceiling occurs.

2. Extend following partitions to overhead construction.

a. Where noted smoke partitions, FHP (full height partition), and FP

(fire partition) and smoke partitions (SP) on drawings.

b. Both walls at expansion joints.

c. Corridor walls.

d. Walls at stairway and stair halls, elevators, dumbwaiters, trash and laundry chute shafts, and other vertical shafts.

e. Walls at refrigerator space.

g. Reinforced masonry partitions

3. Extend finish masonry partitions at least four-inches above suspended ceiling and continue with concrete masonry units or structural clay tile to overhead construction.

F. Lintels:

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1. Lintels are not required for openings less than 3 feet 4 inches wide that have hollow metal frames. Unless noted on drawings.

2. Openings 3 feet 5 inches) wide to 5 feet 4 inches wide with no structural steel lintel or frames, require a lintel formed of concrete masonry lintel or bond beam units or structural facing tile lintel units filled with grout per ASTM C476 and reinforced with 1-

#15m (1-#5) rod top and bottom for each 4 inches of nominal thickness unless shown otherwise.

3. Precast lintels of 25 Mpa (3000 psi) concrete, of same thickness as partition, and with one Number 5 deformed bar top and bottom for each

4 inches of nominal thickness, may be used in lieu of reinforced CMU masonry lintels.

4. Use steel lintels, for openings over 5 feet 4 inches wide, brick masonry, and elevator openings unless shown otherwise.

5. Doors having overhead concealed door closers require a steel lintel, and a pocket for closer box.

6. Length for minimum bearing of 4 inches at ends.

7. Build masonry openings or arches over wood or metal centering and supports when steel lintels are not used.

G. Wall, Furring, and Partition Units:

1. Lay out field units to provide for running bond of walls and partitions, with vertical joints in second course centering on first course units unless specified otherwise.

2. Align head joints of alternate vertical courses.

3. At sides of openings, balance head joints in each course on vertical center lines of openings.

4. Use no piece shorter than 4 inches long.

5. On interior partitions provide a 1/4 inch open joint for caulking between existing construction, exterior walls, concrete work, and abutting masonry partitions.

6. Use not less than 4 inches nominal thick masonry for free standing furring unless shown otherwise.

7. Do not abut existing plastered surfaces except suspended ceilings with new masonry partitions.

H. Use not less than 4 inches nominal thick masonry for fireproofing steel columns unless shown otherwise.

I. Before connecting new masonry with previously laid, remove loosened masonry or mortar, and clean and wet work in place as specified under wetting.

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J. When new masonry partitions start on existing floors, machine cut existing floor finish material down to concrete surface.

K. Structural Steel Encased in Masonry:

1. Where structural steel is encased in masonry and the voids between the steel and masonry are filled with mortar, provide a minimum 25 mm

(1 inch) mortar free expansion space between the masonry and the steel by applying a box board material to the steel before the masonry is laid.

2. Do not place spacing material where steel is bearing on masonry or masonry is bearing on steel.

L. Chases:

1. Do not install chases in masonry walls and partitions exposed to view in finished work, including painted or coated finishes on masonry.

2. Masonry 4 inch nominal thick may have electrical conduits 1 inch or less in diameter when covered with soaps, or other finishes.

3. Full recess chases after installation of conduit, with mortar and finish flush.

4. When pipes or conduits, or both occur in hollow masonry unit partitions retain at least one web of the hollow masonry units.

M. Wetting and Wetting Test:

1. Test and wet brick or clay tile in accordance with BIA 11B.

2. Do not wet concrete masonry units or glazed structural facing tile before laying.

N. Temporary Formwork: Provide formwork and shores as required for temporary support of reinforced masonry elements.

O. Construct formwork to conform to shape, line and dimensions shown. Make sufficiently tight to prevent leakage of mortar, grout, or concrete (if any). Brace, tie and support as required to maintain position and shape during construction and curing of reinforced masonry.

P. Do not remove forms and shores until reinforced masonry members have hardened sufficiently to carry their own weight and all other reasonable temporary loads that may be placed on them during construction.

Q. Allow not less than the following minimum time to elapse after completion of members before removing shores or forms, provided suitable curing conditions have been obtained during the curing period.

1. 10 days for girders and beams.

2. 7 days for slabs.

3. 7 days for reinforced masonry soffits.

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3.4 ANCHORAGE

A. Veneer to Frame Walls:

1. Use adjustable veneer anchors.

2. Fasten anchor to stud through sheathing with self drilling and tapping screw, one at each end of loop type anchor.

3. Space anchors not more than 16 inches on center vertically at each stud.

B. Veneer to Concrete Walls:

1. Install dovetail slots in concrete vertically at 2 feet on centers.

2. Locate dovetail anchors at 16 inch maximum vertical intervals.

3. Anchor new masonry facing to existing concrete with corrugated wall ties spaced at, 16 inch maximum vertical intervals, and at 600 mm (2 feet maximum horizontal intervals. Fasten ties to concrete with power actuated fasteners or concrete nails.

C. Masonry Facing to Backup and Cavity Wall Ties:

1. Use individual ties for new work.

2. Stagger ties in alternate courses, and space at 16 inches maximum vertically, and 2 feet horizontally.

3. At openings, provide additional ties spaced not more than 3 feet apart vertically around perimeter of opening, and within 12 inches from edge of opening.

4. Anchor new masonry facing to existing masonry with corrugated wall ties spaced at 16 inch) maximum vertical intervals and at every second masonry unit horizontally. Fasten ties to masonry with masonry nails.

5. Option: Use joint reinforcing for multiple wythes and cavity wall ties spaced not more than 16 inches vertically.

6. Tie interior and exterior wythes of reinforced masonry walls together with individual ties. Provide ties at intervals not to exceed 24 inches on center horizontally, and 16 inches) on center vertically.

Lay ties in the same line vertically in order to facilitate vibrating of the grout pours.

D. Anchorage of Abutting Masonry:

1. Anchor interior 4 inch) thick masonry partitions to exterior masonry walls with wall ties. Space ties at 2 foot maximum vertical intervals. Extend ties 4 inches minimum into masonry.

2. Anchor interior masonry bearing walls or interior masonry partitions over 4 inches thick to masonry walls with rigid wall anchors spaced at 16 inch maximum vertical intervals.

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3. Anchor abutting masonry walls and partitions to concrete with dovetail anchors. Install dovetail slots vertically in concrete at centerline of abutting wall or partition. Locate dovetail anchors at

16 inch) maximum vertical intervals. Secure anchors to existing wall with two 3/8 inch by 3 inch expansion bolts or two power-driven fasteners.

4. Anchor abutting interior masonry partitions to existing concrete and existing masonry construction, with corrugated wall ties. Extend ties at least 4 inches into joints of new masonry. Fastened to existing concrete and masonry construction, with powder actuated drive pins, nail or other means that provides rigid anchorage. Install anchors at

400 mm (16 inch) maximum vertical intervals.

E. Masonry Furring:

1. Anchor masonry furring less than 4 inches nominal thick to masonry walls or to concrete with corrugated wall ties or dovetail anchors.

2. Space not over 2 feet on centers in both directions.

F. Anchorage to Steel Beams or Columns:

1. Use adjustable beam anchors on each flange.

2. At columns weld the 1/4 inch) steel rod to steel columns at 12 inch intervals, and place wire ties in masonry courses at 16 inches maximum vertically.

3.5 REINFORCEMENT

A. Joint Reinforcement:

1. Use as joint reinforcement in CMU wythe of combination brick and CMU, cavity walls, and single wythe concrete masonry unit walls or partitions.

2. Reinforcing may be used in lieu of individual ties for anchoring brick facing to CMU backup in exterior masonry walls.

3. Brick veneer over frame backing walls does not require joint reinforcement.

4. Locate joint reinforcement in mortar joints at 16 inch maximum vertical intervals.

5. Additional joint reinforcement is required in mortar joints at both 8 inches and 16 inches above and below windows, doors, louvers and similar openings in masonry, except where other type anchors are required for anchorage of masonry to concrete structure.

6. Joint reinforcement is required in every other course of stack bond

CMU masonry.

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7. Wherever brick masonry is backed up with stacked bond masonry, joint reinforcement is required in every other course of CMU backup, and in corresponding joint of facing brick.

B. Steel Reinforcing Bars:

1. Install in cells of hollow masonry units where required for vertical reinforcement and in bond beam units for lintels and bond beam horizontal reinforcement. Install in wall cavities of reinforced masonry walls where shown.

2. Use grade 60 bars if not specified otherwise.

3. Bond Beams:

a. Form Bond beams of load-bearing concrete masonry units filled with

ASTM C476 grout and reinforced with 2-#15m (#5) reinforcing steel unless shown otherwise. Do not cut reinforcement.

b. Brake bond beams only at expansion joints and at control joints, if shown.

4. Running Bond:

a. Locate additional joint reinforcement in vertical and horizontal joints as shown.

b. Anchor vertical reinforcement into the foundation or wall or bond beam below and hold in place.

c. Provide temporary bracing for walls over 8 ft. tall until permanent horizontal bracing is completed.

5. Grout openings:

a. Leave cleanout holes in double wythe walls during construction by omitting units at the base of one side of the wall.

b. Locate 3 in. x 3 in. min. clean-out holes at location of vertical reinforcement.

c. Keep grout space clean of mortar accumulation and sand debris.

Clean the grout space every day using a high pressure jet stream of water, or compressed air, or industrial vacuum, or by laying wood strips on the metal ties as the wall is built. If wood strips are used, lift strips with wires as the wall progresses and before placing each succeeding course of wall ties.

3.6 BRICK EXPANSION AND CMU CONTROL JOINTS.

A. Provide brick expansion (BEJ) and CMU control (CJ) joints where shown on drawings.

B. Keep joint free of mortar and other debris.

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C. Where joints occur in masonry walls.

1. Install preformed compressible joint filler in brick wythe.

2. Install cross shaped shear keys in concrete masonry unit wythe with preformed compressible joint filler on each side of shear key unless otherwise specified.

3. Install filler, backer rod, and sealant on exposed faces.

D. Use standard notched concrete masonry units (sash blocks) made in full and half-length units where shear keys are used to create a continuous vertical joint. Alter Structural clay tile units to accommodate shear key flanges.

E. Interrupt steel joint reinforcement at expansion and control joints unless otherwise shown.

F. Fill opening in exposed face of expansion and control joints with sealant as specified in Section 07 92 00, JOINT SEALANTS.

3.7 BUILDING EXPANSION AND SEISMIC JOINTS

A. Keep joint free of mortar. Remove mortar and other debris.

B. Install non-combustible, compressible type joint filler to fill space completely except where sealant is shown on joints in exposed finish work.

C. Where joints are on exposed faces, provide depth for backer rod and sealant as specified in Section 07 92 00, JOINT SEALANTS, unless shown otherwise.

3.8 ISOLATION SEAL

A. Where full height walls or partitions lie parallel or perpendicular to and under structural beams or shelf angles, provide a separation between walls or partitions and bottom of beams or shelf angles not less than the masonry joint thickness unless shown otherwise.

B. Insert in the separation, a continuous full width strip of non-combustible type compressible joint filler.

C. Where exposed in finish work, cut back filler material in the joint enough to allow for the joint to be filled with sealant material specified in Section 07 92 00, JOINT SEALANTS.

3.9 -NOT USED

3.10 CONCRETE MASONRY UNITS

A. Kind and Users:

1. Provide special concrete masonry shapes as required, including lintel and bond beam units, sash units, and corner units. Use solid concrete

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2. Provide solid load-bearing concrete masonry units or grout the cell of hollow units at jambs of openings in walls, where structural members impose loads directly on concrete masonry, and where shown.

3. Provide rounded corner (bullnose) shapes at opening jambs in exposed work and at exterior corners.

4. Do not use brick jambs in exposed finish work.

5. Use concrete building brick only as filler in backup material where not exposed.

6. Masonry assemblies shall meet the required fire resistance in fire rated partitions of type and construction that will provide fire rating as shown.

7. Structural Clay Tile Units (Option):

a. Structural clay tile units load-bearing or non-load bearing as required, may be used in lieu of concrete masonry units, only, but not as an exposed surface, foundation walls or where otherwise noted.

b. Set units according to applicable requirements specified for concrete masonry units.

c. Use brick or load-bearing structural clay tile units, with cores set vertically, and filled with grout where structural members impose concentrated load directly on structural clay tile masonry.

8. Where lead lined concrete masonry unit partitions terminate below the underside of overhead floor or roof deck, fill the remaining open space between the top of the partition and the underside of the overhead floor or roof deck, with standard concrete masonry units of same thickness as the lead lined units.

B. Laying:

1. Lay concrete masonry units with 3/8 inch joints, with a running bond overlap of not less than 1/4 of the unit length.

2. Do not wet concrete masonry units before laying.

3. Bond external corners of partitions by overlapping alternate courses.

4. Lay first course in a full mortar bed.

5. Set anchorage items as work progress.

6. Where ends of anchors, bolts, and other embedded items, project into voids of units, completely fill such voids with mortar or grout.

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7. Provide a 1/4 inch open joint for caulking between existing construction, exterior walls, concrete work, and abutting masonry partitions.

8. Lay concrete masonry units with full face shell mortar beds and fill head joint beds for depth equivalent to face shell thickness.

9. Lay concrete masonry units so that cores of units, that are to be filled with grout, are vertically continuous with joints of cross webs of such cores completely filled with mortar. Unobstructed core openings not less than 2 inches by 3 inches).

10. Do not wedge the masonry against the steel reinforcing. Minimum 1/2 inch clear distance between reinforcing and masonry units.

11. Install deformed reinforcing bars of sizes shown.

12. Steel reinforcement, at time of placement, free of loose flaky rust, mud, oil, or other coatings that will destroy or reduce bond.

13. Steel reinforcement in place before grouting.

14. Minimum clear distance between parallel bars: One bar diameter.

15. Hold vertical steel reinforcement in place by centering clips, caging devices, tie wire, or other approved methods, vertically at spacings noted.

16. Support vertical bars near each end and at intermediate intervals not exceeding 192 bar diameters.

17. Reinforcement shall be fully encased by grout or concrete.

18. Splice reinforcement or attach reinforcement to dowels by placing in contact and secured or by placing the reinforcement within 1/5 of the required bar splice length.

19. Stagger splices in adjacent horizontal reinforcing bars. Lap reinforcing bars at splices a minimum of 40 bar diameters.

20. Grout cells of concrete masonry units, containing the reinforcing bars, solid as specified under grouting.

21. Cavity and joint horizontal reinforcement may be placed as the masonry work progresses.

22. Rake joints 1/4 to 3/8 inch deep for pointing with colored mortar when colored mortar is not full depth.

C. Waterproofing Parging:

1. Parge earth side of concrete masonry unit basement walls with mortar applied in two coats, each coat 1/4 inch thick.

2. Clean wall surfaces to receive parging of dirt, oil, or grease, and moisten before application of first coat.

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3. Roughen first coat when partially set, permit to hardened for 24 hours, and moisten before application of second coat.

4. Keep second coat damp for at least 48 hours.

5. Thicken parging and round to form a cove at the junction of outside wall face and footing.

3.11 NOT USED

3.12 POINTING

A. Fill joints with pointing mortar using rubber float trowel to rub mortar solidly into raked joints.

B. Wipe off excess mortar from joints of glazed masonry units with dry cloth.

C. Finish exposed joints in finish work with a jointing tool to provide a smooth concave joint unless specified otherwise.

D. At joints with existing work match existing joint.

3.13 GROUTING

A. Preparation:

1. Clean grout space of mortar droppings before placing grout.

2. Close cleanouts.

3. Install vertical solid masonry dams across grout space for full height of wall at intervals of not more than 9000 mm (30 feet). Do not bond dam units into wythes as masonry headers.

4. Verify reinforcing bars are in cells of units or between wythes as shown.

B. Placing:

1. Place grout by hand bucket, concrete hopper, or grout pump.

2. Consolidate each lift of grout after free water has disappeared but before plasticity is lost.

3. Do not slush with mortar or use mortar with grout.

4. Interruptions:

a. When grouting must be stopped for more than an hour, top off grout

1-1/2 inch below top of last masonry course.

b. Grout from dam to dam on high lift method.

c. A longitudinal run of masonry may be stopped off only by raking back one-half a masonry unit length in each course and stopping grout 4 inches back of rake on low lift method.

C. Puddling Method:

1. Double wythe masonry constructed grouted in lifts not to exceed 12 inches or less than 2 inches wide.

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2. Consolidate by puddling with a grout stick during and immediately after placing.

3. Grout the cores of concrete masonry units containing the reinforcing bars solid as the masonry work progresses.

D. Low Lift Method:

1. Construct masonry to a height of 5 ft maximum before grouting.

2. Grout in one continuous operation and consolidate grout by mechanical vibration and reconsolidate after initial water loss and settlement has occurred.

E. High Lift Method:

1. Do not pour grout until masonry wall has properly cured a minimum of

4 hours.

2. Place grout in lifts not exceeding 5 ft.

3. Exception:

Where the following conditions are met, place grout in lifts not exceeding 12.67 ft.

a. The masonry has cured for at least 4 hours.

b. The grout slump is maintained between 10 and 11 in.

c. No intermediate reinforced bond beams are placed between the top and the bottom of the pour height.

4. When vibrating succeeding lifts, extend vibrator 12 to 18 inches into the preceding lift to close any shrinkage cracks or separation from the masonry units.

3.14 PLACING REINFORCEMENT

A. General: Clean reinforcement of loose rust, mill scale, earth, ice or other materials which will reduce bond to mortar or grout. Do not use reinforcement bars with kinks or bends not shown on the Contract

Drawings or final shop drawings, or bars with reduced cross-section due to excessive rusting or other causes.

B. Position reinforcement accurately at the spacing indicated.