CO1 Masonry Specs.doc

Project # Colleton State Park 09/25

Ranger Residence Renovation Rev. 0

Copyright 2007 by The American Institute of Architects (AIA)

Exclusively published and distributed by Architectural Computer Services, Inc. (ARCOM) for the AIA

SECTION 042200 - CONCRETE MASONRY UNITS

Revise this Section by deleting and inserting text to meet Project-specific requirements.

This Section uses the term "Architect." Change this term to match that used to identify the design professional as defined in the General and Supplementary Conditions.

Verify that Section titles referenced in this Section are correct for this Project's Specifications; Section titles may have changed.

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Concrete masonry units (CMU's).

2. Steel reinforcing bars.

3. Reinforcement, Ties, and Anchors

1.2 SUBMITTALS

First four paragraphs below are defined in Division 1 Section "Submittal Procedures" as "Action Submittals."

A. Product Data: For each type of product indicated.

Remaining paragraphs are defined in Division 1 Section "Submittal Procedures" as "Informational Submittals."

Usually retain first paragraph below. Material certificates are required for all masonry constructed under MSJC Code. Retain second option if required by authorities having jurisdiction or if the added assurance of quality that test reports provide is desired.

B. Material Certificates: For each type and size of product indicated. For masonry units include data on material properties.

1.3 QUALITY ASSURANCE

A. Masonry Standard: Comply with ACI 530.1/ASCE 6/TMS 602 unless modified by requirements in the Contract Documents.

1.4 PROJECT CONDITIONS

A. Cold-Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen substrates. Remove and replace unit masonry damaged by frost or by freezing conditions. Comply with cold-weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602.

B. Hot-Weather Requirements: Comply with hot-weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602.

PART 2 - PRODUCTS

2.1 MASONRY UNITS, GENERAL

A. Defective Units: Do not use units containing chips, cracks, or other defects.

See BIA Technical Notes 16B and NCMA TEK 7-3 for information on determining fire-resistance ratings of masonry walls.

2.2 CONCRETE MASONRY UNITS

Retain first paragraph below for LEED-NC or LEED-CS Credits MR 5.1 and MR 5.2; before retaining, verify availability of materials that comply.

A. Shapes: Provide standard shapes for purpose indicated on plans. Do not create shapes by breaking or cutting blocks.

Retain first paragraph below for increased water resistance of units if required. If retaining, also retain water-repellent mortar admixture.

Copy and revise first paragraph below for non-load-bearing CMUs (changing ASTM C 90 to ASTM C 129) if needed; they are not usually an inventory item and may have to be ordered in large quantities. Indicate load-bearing and non-load-bearing units on Drawings if both are specified.

B. CMUs: ASTM C 90.

Usually retain first subparagraph below only for masonry designed by analytical methods; delete if compressive strength specified in ASTM C 90, which is 1900 psi (13.1 MPa), is acceptable. See Evaluations.

1. Unit Compressive Strength: Provide units with minimum installed compressive strength of 1900 psi at 28 days.

Retain one of three weights in subparagraph below or delete subparagraph for Contractor's option. Retain last option for default requirement if more than one weight is used. See Evaluations.

2. Density Classification: Normal weight.

Concrete building brick in first paragraph below is often used to adjust dimensions in CMU construction.

Coordinate requirements in this article with those in "Mortar and Grout Mixes" Article.

Retain first paragraph below for LEED-NC or LEED-CS Credits MR 5.1 and MR 5.2; before retaining, verify availability of materials that comply.

2.3 REINFORCEMENT

Retain first paragraph below for reinforcing bars in grouted cells. Revise if another grade of steel is required. Revise to specify epoxy-coated, stainless-steel, or galvanized bars if required.

A. Uncoated Steel Reinforcing Bars: ASTM A 615/A 615M, Grade 60.

Standard in paragraph below includes requirements for mill-galvanized, carbon steel; hot-dip galvanized, carbon steel; and stainless steel. It is not necessary to specify these materials separately.

B. Masonry Joint Reinforcement, General: ASTM A 951/A 951M.

Mill-galvanized coating is not as thick as hot-dip galvanized coating. According to ASTM A 951/A 951M, mill-galvanized coating may be applied to wire before fabricating, but hot-dip galvanized coating must be applied after fabricating.

1. Walls: Hot-dip galvanized, carbon steel.

Retain one wire size in first two subparagraphs below.

2. Provide in lengths of not less than 10 feet with prefabricated corner and tee units.

2.4 TIES AND ANCHORS

A. Materials: Provide ties and anchors specified in this article that are made from materials that comply with the following unless otherwise indicated.

Retain subparagraphs below only for those materials referenced in subsequent paragraphs.

1. Hot-Dip Galvanized, Carbon-Steel Wire: ASTM A 82/A 82M; with ASTM A 153/A 153M, Class B-2 coating.

Revise paragraph below if ASTM A 325 (ASTM A 325M) bolts are required.

B. Anchor Bolts: L-shaped steel bolts complying with ASTM A 307, Grade A; with ASTM A 563 hex nuts and, where indicated, flat square washers; hot-dip galvanized to comply with ASTM A 153/A 153M, Class C; of dimensions indicated.

2.5 MORTAR AND GROUT MIXES

A. General: Do not use admixtures, including pigments, air-entraining agents, accelerators, retarders, water-repellent agents, antifreeze compounds, or other admixtures unless otherwise indicated.

1. Do not use calcium chloride in mortar or grout.

Retain one or more of first three subparagraphs below to indicate acceptable mortar types.

2. Use portland cement-lime.

Retain one or more of first five paragraphs below. Delete masonry cement and mortar cement if not allowed by "Mortar and Grout Mixes" Article. See Evaluations for discussion of masonry cement and mortar cement.

B. Mortar shall be Type S with a minimum compressive strength of 1800 psi and conforming to ASTM C 270.

C. Grout for Unit Masonry: Comply with ASTM C 476.

1. Use fine type grout that will comply with Table 1.15.1 in ACI 530.1/ASCE 6/TMS 602 for dimensions of grout spaces and pour height.

2. Proportion grout in accordance with ASTM C 476 paragraph 4.2.2 for specified 28-day compressive strength indicated, but not less than 2000 psi.

3. Provide grout with a slump of 8 to 11 inches as measured according to ASTM C 143/C 143M.

PART 3 - EXECUTION

3.1 TOLERANCES

A. Dimensions and Locations of Elements:

1. For dimensions in cross section or elevation do not vary by more than plus 1/2 inch or minus 1/4 inch.

2. For location of elements in plan do not vary from that indicated by more than plus or minus 1/2 inch.

3. For location of elements in elevation do not vary from that indicated by more than plus or minus 1/4 inch.

B. Lines and Levels:

1. For lines and surfaces do not vary from straight by more than 1/4 inch in 10 feet (6 mm in 3 m), 3/8 inch in 20 feet (9 mm in 6 m), or 1/2-inch (12 mm) maximum.

3.2 LAYING MASONRY WALLS

A. Lay out walls in advance. Use full-size units without cutting. If cutting is required to provide a continuous pattern or to fit adjoining construction, cut units with motor-driven saws; provide clean, sharp, unchipped edges. Install cut units with cut surfaces and, where possible, cut edges concealed.

Pattern is usually running bond. If other bond patterns are required, specify in first paragraph below or indicate on Drawings.

B. Bond Pattern for Exposed Masonry: Unless otherwise indicated, lay exposed masonry in running bond; do not use units with less than nominal 4-inch (100-mm) horizontal face dimensions at corners or jambs.

Revise first paragraph below if flexible perimeter joint or thermal break is required.

3.3 MORTAR BEDDING AND JOINTING

A. Lay hollow CMUs as follows:

1. Fully bedded in mortar top, sides and bottom.

If another joint profile is used, revise first paragraph below or show on Drawings.

B. Tool exposed joints slightly concave when thumbprint hard, using a jointer larger than joint thickness unless otherwise indicated.

3.4 MASONRY JOINT REINFORCEMENT

A. General: Install entire length of longitudinal side rods in mortar with a minimum cover of 5/8 inch on exterior side of walls. Lap reinforcement a minimum of 6 inches.

Revise three subparagraphs below if different spacing is required; delete if shown on Drawings.

1. Space reinforcement not more than 8 inches o.c.

First paragraph below can be deleted if rigid anchors are used to bond walls at intersections.Provide continuity at wall intersections by using prefabricated T-shaped units.

B. Provide continuity at corners by using prefabricated L-shaped units.

C. Provide continuity at wall and pier joints with rectangle shaped units.

D. Provide standard 9-gauge ladder type reinforcement every two courses on piers and curtain wall.

3.5 ANCHORING MASONRY TO STRUCTURAL STEEL AND CONCRETE

A. Anchor masonry to structural steel and concrete where masonry abuts or faces structural steel or concrete to comply with the following:

1. Provide an open space not less than [1/2 inch (13 mm)] [1 inch (25 mm)] [2 inches (50 mm)] wide between masonry and structural steel or concrete unless otherwise indicated. Keep open space free of mortar and other rigid materials.

2. Anchor masonry with anchors embedded in masonry joints and attached to structure.

3. Space anchors as indicated, but not more than 24 inches (610 mm) o.c. vertically and 36 inches (915 mm) o.c. horizontally.

3.6 FLASHING

A. General: Install embedded flashing in masonry at lintels, ledges, other obstructions to downward flow of water in wall, and where indicated.

B. Install flashing as follows unless otherwise indicated:

1. Prepare masonry surfaces so they are smooth and free from projections that could puncture flashing. Where flashing is within mortar joint, place through-wall flashing on sloping bed of mortar and cover with mortar. Before covering with mortar, seal penetrations in flashing with adhesive, sealant, or tape as recommended by flashing manufacturer.

2. At lintels, extend flashing a minimum of 6 inches (150 mm) into masonry at each end. At heads and sills, extend flashing 6 inches (150 mm) at ends and turn up not less than 2 inches (50 mm) to form end dams.

Retain one of two subparagraphs below if flexible flashing materials are used. See Evaluations.

3. Install metal drip edges beneath flexible flashing at exterior face of wall. Stop flexible flashing 1/2 inch (13 mm) back from outside face of wall and adhere flexible flashing to top of metal drip edge.

4. Install metal flashing termination beneath flexible flashing at exterior face of wall. Stop flexible flashing 1/2 inch (13 mm) back from outside face of wall and adhere flexible flashing to top of metal flashing termination.

C. Install single-wythe CMU flashing system in bed joints of CMU walls where indicated to comply with manufacturer's written instructions. Install CMU cell pans with upturned edges located below face shells and webs of CMUs above and with weep spouts aligned with face of wall. Install CMU web covers so that they cover upturned edges of CMU cell pans at CMU webs and extend from face shell to face shell.

3.7 REINFORCED UNIT MASONRY INSTALLATION

Usually retain first paragraph below only if reinforced masonry beams, slabs, soffits, and similarly formed elements are required.

A. Temporary Formwork and Shores: Construct formwork and shores as needed to support reinforced masonry elements during construction.

1. Construct formwork to provide shape, line, and dimensions of completed masonry as indicated. Make forms sufficiently tight to prevent leakage of mortar and grout. Brace, tie, and support forms to maintain position and shape during construction and curing of reinforced masonry.

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

B. Placing Reinforcement: Comply with requirements in ACI 530.1/ASCE 6/TMS 602.

C. Grouting: Do not place grout until entire height of masonry to be grouted has attained enough strength to resist grout pressure.

1. Comply with requirements in ACI 530.1/ASCE 6/TMS 602 for cleanouts and for grout placement, including minimum grout space and maximum pour height.

Retain subparagraph below unless high-lift grouting is allowed. See Evaluations. MSJC Specification limits grout lifts to 60 inches (1520 mm) unless masonry has cured for at least 4 hours, grout slump is between 10 and 11 inches (254 and 279 mm), and there are no intermediate bond beams between top and bottom of pour height.

2. Limit height of vertical grout pours to not more than [60 inches (1520 mm)] [12.67 ft. (3.86 m)] <Insert height>.

3.8 FIELD QUALITY CONTROL

A. Testing and Inspecting: Owner will engage special inspectors to perform tests and inspections and prepare reports. Allow inspectors access to scaffolding and work areas, as needed to perform tests and inspections. Retesting of materials that fail to meet specified requirements shall be done at Contractor's expense.

B. Inspections: Level 1 special inspections according to the "International Building Code."

Requirements in three subparagraphs below are based on Level 1 and 2 special inspection requirements in IBC and Level B and C quality assurance requirements in MSJC Code. Revise to suit level of inspection required, based on occupancy category and design method.

1. Begin masonry construction only after inspectors have verified proportions of site-prepared mortar.

2. Place grout only after inspectors have verified compliance of grout spaces and of grades, sizes, and locations of reinforcement.

3. Place grout only after inspectors have verified proportions of site-prepared grout.

Retain first paragraph below and delete "Preconstruction Testing" Article for masonry in nonessential facilities designed by either analytical method if authorities having jurisdiction require testing from the same lots or batches used for constructing Project.

C. Testing Prior to Construction: One set of tests.

Testing frequency in first paragraph below is from MSJC Code requirement for masonry in essential facilities (IBC Occupancy Category IV) designed by either analytical method.

D. Testing Frequency: One set of tests for each 5000 sq. ft. (464 sq. m) of wall area or portion thereof.

E. Concrete Masonry Unit Test: For each type of unit provided, according to ASTM C 140 for compressive strength.

MSJC Code requires verification of compliance of proportions for site prepared mortar. Test in first paragraph below verifies ratio of aggregate to cementitious materials but does not indicate what cementitious materials are used. Observation of actual mortar mixing procedures as part of inspection program would provide better quality control.

F. Mortar Aggregate Ratio Test (Proportion Specification): For each mix provided, according to ASTM C 780.

If retaining first paragraph below, retain one or both options for tests; insert others if required. Testing for mortar air content is especially desirable for reinforced masonry. Testing for compressive strength is desirable if the property specification for mortar is used. Note that ASTM C 780 states "strength values for mortars obtained through these testing procedures are not required, nor expected, to meet strength requirements of laboratory Specification C 270 mortars."

G. Mortar Test (Property Specification): For each mix provided, according to ASTM C 780. Test mortar for mortar air content and compressive strength.

Last paragraph above may be deleted if mortar is specified to comply with proportion specification; paragraph below may be deleted if grout is specified by proportions stated in ASTM C 476 rather than by compressive strength.

H. Grout Test (Compressive Strength): For each mix provided, according to ASTM C 1019.

3.9 PARGING

A. Parge exterior faces of below-grade masonry walls, where indicated, in 2 uniform coats to a total thickness of 3/4 inch (19 mm).

B. Use a steel-trowel finish to produce a smooth, flat, dense surface. Form a wash at top of parging and a cove at bottom.

C. Damp-cure parging for at least 24 hours and protect parging until cured.

3.10 REPAIRING, POINTING, AND CLEANING

A. In-Progress Cleaning: Clean unit masonry as work progresses by dry brushing to remove mortar fins and smears before tooling joints.

B. Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry as follows:

1. Test cleaning methods on sample wall panel; leave one-half of panel uncleaned for comparison purposes.

2. Clean concrete masonry by cleaning method indicated in NCMA TEK 8-2A applicable to type of stain on exposed surfaces.

3.11 MASONRY WASTE DISPOSAL

Retain first paragraph below if clean masonry waste can be used as fill in footing trenches, etc. This diverts some material from waste stream, conserving landfill space and energy required to haul waste away.

A. Waste Disposal as Fill Material: Dispose of clean masonry waste, including excess or soil-contaminated sand, waste mortar, and broken masonry units, by crushing and mixing with fill material as fill is placed.

1. Do not dispose of masonry waste as fill within 18 inches (450 mm) of finished grade.

B. Excess Masonry Waste: Remove excess clean masonry waste that cannot be used as fill, as described above, and other masonry waste, and legally dispose of off Owner's property.

END OF SECTION 04816

CONCRETE MASONRY UNITS

042200 - 1