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SECTION 042000 – UNIT MASONRY
PART 1 – GENERAL
1.1
RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
B. Section 042100 REINFORCED UNIT MASONRY.
C. Section 042250 MASONRY VENEER [ALTERNATE].
1.2
SUMMARY
A. This section includes the following:
1. Concrete unit masonry (CMU).
2. Concrete unit masonry to receive stucco (plaster).
1.3
DELIVERY, STORAGE, AND HANDLING
A. Deliver masonry materials to project in undamaged condition.
B. Store and handle masonry units off the ground, under cover, and in a dry location to
prevent their deterioration or damage due to moisture, temperature changes,
contaminants, corrosion, and other causes. If unit become wet, do not place until units
are in an air-dried condition.
C. Store cementitious materials off the ground, under cover, and in dry location.
D. Store masonry accessories including metal items to prevent corrosion and
accumulation of dirt and oil.
PART 2 – PRODUCTS
2.1
CONCRETE MASONRY UNITS
A. Provide special shapes where indicated and as follows:
1. For lintels, corners, jambs, control joints, headers, bonding, pilasters, and other
special conditions.
B. Hollow Load-Bearing Concrete Masonry Units: ASTM C90, Grade N and as follows:
1. Weight Classification: Normal weight.
2. Size: Nominal face dimension 8 inches height X 16 inches length X width shown
on drawings.
2.2
MORTAR AND GROUT MATERIALS
A. Portland Cement: ASTM C150, Type I or II.
B. Ready-Mixed Mortar: Cementitious material, water, and aggregate complying with
requirements specified in this article, combined with set-controlling admixtures to
produce a ready-mixed mortar complying with ASTM C1142.
C. Hydrated Lime: ASTM C207, Type S.
D. Aggregate for Mortar: ASTM C144.
E. Aggregate for Grout: ASTM C404.
F. Water: Clean and potable.
2.3
REINFORCING STEEL
A. General: Provide horizontal joint reinforcing steel complying with requirements of
referenced unit masonry standard and this article.
B. Steel Reinforcing Bars: Material and grade as follows:
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1. Billet steel complying with ASTM A615.
2. Grade 60.
C. Horizontal Joint Reinforcement: ASTM A82, fabricated from cold drawn steel wire.
The wire shall be zinc-coated after fabrication by the hot-dip process in accordance
with ASTM A153, as indicated on the drawing.
2.4
MORTAR AND GROUT MIXES
A. General: Do not add admixtures including coloring pigments, air-entraining agents,
accelerators, retarders, water repellent agents, antifreeze compounds, or other
admixtures.
1. Do not use calcium chloride in mortar or grout.
B. Mortar for Unit Masonry: Comply with ASTM C270, Proportion Specification for
job-mixed mortar and ASTM C1142 for ready-mixed mortar, of types indicated below:
1. Limit cementitious materials in mortar to Portland cement-lime.
2. For masonry below grade and in contact with earth, use Type S.
3. For reinforced masonry and where indicated, use Type S.
C. Grout for Unit Masonry: ASTM C476.
PART 3 – EXECUTION
3.1
INSTALLATION, GENERAL
A. Comply with referenced unit masonry standard and other requirements indicated
applicable to each type of installation included in project.
B. Build chases and recesses as shown or required to accommodate items specified in
this and other sections of the Specifications. Provide not less than 8 inches of
masonry between chase of recess and jamb of openings and between adjacent
chases and recesses.
C. Leave openings for equipment to be installed before completion of masonry, complete
masonry to match construction immediately adjacent to the opening.
D. Cut masonry units with motor-driven saws to provide clean, sharp, unchipped edges.
Cut units as required to provide continuous pattern and to fit adjoining construction.
Use full-size units without cutting where possible.
3.2
CONSTRUCTION TOLERANCES
A. Comply with construction tolerances of referenced unit masonry standard.
3.3
LAYING MASONRY WALLS
A. Lay out walls in advance for accurate spacing of surface bond patterns with uniform
joint widths and for accurate locating of openings, movement-type joints, returns, and
offsets. Avoid the use of less-than-half-size units at corners, jambs, and where
possible at other locations.
B. Lay up walls to comply with specified construction tolerances, with courses accurately
spaced and coordinated with other construction.
C. Lay concealed masonry with all units in a wythe in running bond or bonded by lapping
not less than 2 inches. Bond and interlock each course of each wythe at corners. Do
not use units with less than nominal 4 inch horizontal face dimensions at corners or
jambs.
D. Stopping and Resuming Work: In each course, rack back ½ unit length for one-half
running bond or 1/3 unit length for one-third running bond; do not tooth. Clean
exposed surfaces of set masonry, and remove loose masonry units and mortar prior to
laying fresh masonry.
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E. Built-In Work: As construction progresses, build-in items specified under this and
other sections of the specifications. Fill in solidly with masonry around built-in items.
1. Fill space between hollow metal frames and masonry solidly with mortar.
2. Where built-items are to be embedded in cores of hollow masonry units, place a
layer of metal lath in the joint below and rod mortar or grout into core.
3. Fill cores in hollow concrete masonry units with grout 3 courses (24 inches) under
bearing plates, beams, lintels, posts, and similar items.
3.4
MORTAR BEDDING AND JOINTING
A. Lay hollow concrete masonry units as follows:
1. With full mortar coverage on horizontal and vertical face shells.
2. Bed webs in mortar in starting courses on footings and in all courses of piers,
columns, and pilasters, and where adjacent to cells or cavities to be filled with
grout.
3. For starting course on footings where cells are not grouted, spread out full mortar
bed including areas under cells.
B. Cut joints flush for masonry walls to be concealed or to be covered by other materials.
3.5
LINTELS
A. Provide masonry lintels where shown and wherever openings of more than 1 foot for
brick size units and 2 feet for block size units are shown without structural steel or
other supporting lintels. Provide precast or formed-in-place masonry lintels. Cure
precast lintels before handling and installation. Temporarily support formed in-place
lintels.
1. For hollow concrete masonry unit walls, use specially formed bond beam units with
reinforcement bars placed indicated and filled with coarse grout.
B. Provide minimum bearings of 8 inches at each jamb, unless otherwise indicated.
3.6
REPAIRING, POINTING, AND CLEANING
A. Remove and replace masonry units that are loose, chipped, broken, stained, or
otherwise damaged or if units do not match adjoining units. Install new units to match
adjoining units and in fresh mortar or grout, pointed to eliminate evidence of
replacement.
B. Pointing: During the tooling of joints, enlarge any voids or holes, except weep holes,
and completely fill with mortar. Point-up all joints including corners, openings, and
adjacent construction to provide a neat, uniform appearance, prepared for application
of sealants.
C. Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry as
follows:
1. Remove excess mortar and grout with clear water and wooden paddles,
nonmetallic scrape hoes or stiff fiber brushes.
3.7
INSTALLATION OF REINFORCED UNIT MASONRY
A. Temporary Formwork and Shores: Construct formwork and shores to support
reinforced masonry elements during construction.
1. Construct formwork to conform to shape, line, and dimensions shown. Make
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 temporary loads that may
be placed on them during construction.
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B. Grouting: Do not place grout until entire height of masonry to be grouted has attained
sufficient strength to resistant grout pressure. Maximum pour heights are as follows:
1. For exposed to view masonry walls, pour height shall not exceed 5 feet. No
cleanout holes shall be allowed.
a. For other than final lifts or at poured-in-placed concrete beams or lintels, grout
in top cell shall be placed only 1/2 height. At final lift, fill top cell flush.
2. For concealed masonry walls, pour height can be increased to 8 feet. Where pour
height exceeds 5 feet, cleanout holes shall be provided.
a. Cleanout holes shall be at least 3 inches in least dimension. Provide cleanout
hole at each vertical reinforcing bar. Where masonry is grouted solid, provide
cleanout holes at not less than 32 inches o.c.
b. For other final lifts or at pour-in-place concrete beams or lintels, grout in top cell
shall be placed only to 1/2 height. At final lift, fill top cell flush.
3. No pour height shall exceed 8 feet.
END OF SECTION 042000
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SECTION 042100 - REINFORCED UNIT MASONRY
PART 1 - GENERAL
1.1
RELATED DOCUMENTS
A.
The general provisions of the Contract, including General Conditions,
Supplementary Conditions, Special Conditions (if any) along with the General
Requirements, apply to the work specified in this section.
B.
Examine all Drawings and all other Sections of the Specifications for requirement
therein affecting the work of this trade.
1.2
DESCRIPTION OF WORK
A.
Extent of each type of reinforced masonry as indicated on drawings and in
schedules.
B.
Related work in other Sections of these Specifications
1. Cast-In-Place Concrete
Section 033000
1.3
REFERENCES
A.
The most current editions of the publications listed below form a part of this
section to the extent referenced:
AMERICAN SOCIETY FOR TESTING & MATERIALS (ASTM)
1. ASTM A 615 Standard Specification for Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement
2. ASTM A 82 Standard Specification for Steel Wire, Plain, for Concrete
Reinforcement
3. ASTM C 144 Standard Specification for Aggregate for Masonry Mortar
4. ASTM C 150 Standard Specification for Portland Cement
5. ASTM C 207 Standard Specification for Hydrated Lime for Masonry Purposes
6. ASTM C 270 Standard Specification for Mortar for Unit Masonry
7. ASTM C 404 Standard Specification for Aggregates for Masonry Grouts
8. ASTM C 476 Standard Specification for Grout Masonry
9. ASTM C90
Standard Specification for Load-Bearing Concrete Masonry Units
10. ACI 530/530.1 ASCE 5/6
1.4
QUALITY ASSURANCE
A.
Grout
1. Workmanship: The Contractor is responsible for correction of grout work which
does not conform to the specified requirements, including strength, tolerances
and finish. Deficiencies shall be corrected as directed by the Architect and as
specified herein, at no additional cost to the Owner.
2. Grout Testing Service: The Contractor shall employ and pay all costs for an
independent testing laboratory (acceptable to the Architect and Engineer) to
perform required tests during construction. Contractor shall notify laboratory
three days in advance of schedule for grout placement and allow free access to
the site for testing operations.
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3. Material Sources: Sources of materials must remain unchanged during the
course of the work. Any variation in materials will require retesting. Certificates
of material properties and compliance with specified requirements may be
submitted in lieu of testing, when acceptable to the Architect, provided that the
proposed materials have a satisfactory service record and have been tested
within the past year and such previous tests have met the specified
requirements. Certificates of compliance for each material must be signed by the
Contractor and the supplier.
4. Quality Control Tests During Construction: Grout shall be sampled and tested for
adequacy of design for strength. Test prisms shall be made, stored and tested
by the testing laboratory. Protect test prisms while stored on site. Handle and
store carefully prior to testing. Grout shall be sampled and tested as follows:
a.
Slump: Comply with ASTM C 143. One test for each set of prisms, taken
at point of placement in the structure. Additional slump tests may be
required when observed slumps appear to exceed the allowed limit.
b.
Test Prisms: Comply with ASTM C 1019. Make one set of three test
prisms for each 30 cubic yards, or fraction thereof, of each mix design of
grout placed in any one day.
c.
Compressive Strength Tests: Comply with ASTM C 617 and C 39. Test 1
prism at 7 days and 2 at 28 days. Additional samples shall be taken
whenever there is any change in mix proportions, method of mixing, or
materials used.
d.
Tests of In-Place Grout: Testing service shall make additional tests of inplace grout when results indicate that specified grout strengths or other
characteristics, such as complete filling of masonry cores, have not been
met. Costs of tests shall be at Contractor’s expense.
B.
Masonry Unit Strength Testing: The Contractor shall employ and pay an
independent testing laboratory, acceptable to the Architect and Engineer, to
provide the following tests:
1. Concrete Masonry Unit Tests (Preconstruction):
a.
Prior to any construction, verify by laboratory tests in accordance with
ASTM C140 that the concrete masonry units to be used on this project
comply with the project requirements.
1)
Tests for the following information: compressive strength,
absorption, unit weight (density), moisture content, and dimensions.
2)
Test 6 units (minimum) for the first lot of 10,000 units scheduled for
the project and 6 additional units for every 50,000 units thereafter
which are scheduled for the project.
3)
Report findings to Architect and Engineer within 3 days of test
completion.
2. Concrete Masonry Unit Tests (During Construction):
a.
During construction, verify by laboratory tests in accordance with ASTM C
140 that the concrete masonry units being used on the project comply with
the project requirements and reflect similar results to the preconstruction
tests.
b.
Test 6 units for every 10,000 square feet of each type of masonry
constructed.
3. Submit test reports within 3 days of completion of the test of any set to permit
verification of compliance with the requirements of the design. These findings
shall be reported to the Architect and Engineer.
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C.
Mortar Testing: The Contractor shall employ and pay an independent laboratory
acceptable to the Architect and Engineer, to provide the following tests.
1. Mortar Tests (Preconstruction):
a.
Verify by laboratory test in accordance with ASTM C109, C270 and C780
that mortar mix specified in Section 04100 will attain the 1,800 psi strength
required at 28 days and determine properties of mortar for comparison to
tests performed during construction.
b.
In accordance with ASTM C109 make and test at least 6 samples of the
mortar to be used for each type of masonry.
c.
In accordance with ASTM C780 conduct the following test on samples of
mortar to be used in each type of masonry:
1)
Mortar Aggregate Ratio Test (ASTM C780-A4).
2. Mortar Tests (During Construction):
a.
Make at least 3 test samples of the mortar as mixed at the job site,
sampled in accordance with ASTM C780 for each day’s masonry work.
3. Submit test reports within 3 days of completion of the test of any set to permit
verification of compliance with the requirements of the design. These findings
shall be reported to the Architect and Engineer.
D.
1.5
Reinforced Masonry Standards: Refer to latest edition of ACI 530.1/ASCE 6
“Specifications for Masonry Structures”, unless otherwise indicated.
SUBMITTALS
A.
Mill Certificates: Upon Architect’s request, submit steel producer’s certificates of
mill analysis, tensile and bend tests for reinforcement steel required for project.
B.
Advanced Grout Design Mix: Comply with ASTM C 476. The Contractor shall
furnish mix designs for each type of grout (i.e., aggregate size, slump, etc.)
anticipated to be provided throughout the project. Furnish at least 14 days prior
to any grout placement. Mix designs shall be prepared by a qualified
independent testing laboratory or the grout supplier’s laboratory.
C.
Shop Drawings: Submit shop drawings for fabrication, bending, and placement
of reinforcement bars. Comply with ACI 315 “Manual of Standard Practice for
Detailing Reinforced Concrete Structures”. 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.
Submit one reproducible and two copies of all shop drawings.
PART 2 - PRODUCTS
2.1
MATERIALS
A.
CONCRETE MASONRY UNITS
1. Concrete masonry units shall include all special shapes and sizes required to
complete the work. Concrete masonry units shall conform to ASTM C 90, Type
II, Grade N, normal weight, with a minimum compressive strength (f’ m) of 1500
psi at 28 days.
B.
MORTAR
1. Mortar shall be mixed in proportions as specified in ASTM C 270, Type S (1800
psi).
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GROUT
C.
1. Grout shall conform to ASTM C 476. Compressive strength at 28 days shall be
3,000 pounds per square inch (psi) minimum.
D.
PORTLAND CEMENT
1. Portland cement shall conform to ASTM C 150, Type I or II.
E.
AGGREGATE
1. Sand for mortar shall conform to ASTM C 144. Pea gravel for grout shall
conform to ASTM C 404.
F.
LIME
1. Hydrated lime shall conform to ASTM C 207, Type S.
WATER
G.
1. Water shall be potable.
H. REINFORCEMENT
1. Joint Reinforcement
a.
Joint reinforcement shall be fabricated from steel wire conforming to ASTM
A82. Longitudinal wires shall be not lighter than 0.1483-inch nominal
diameter. Cross wires shall not be lighter than 0.1055-inch nominal
diameter. Joint reinforcement shall be furnished in flat sections.
2. Reinforcement Bars: Provide deformed bars of following grades complying with
ASTM A615, except as otherwise indicated.
a.
Provide Grade 60 for bars No. 3 to No. 18, except as otherwise indicated.
b.
Where No. 2 bars are shown, provide plain, round, carbon steel bars,
ASTM A675. Grade 80.
c.
Shop-fabricate reinforcement bars which are shown to be bent or hooked.
I.
PRECAST LINTELS
1. Precast lintel units shall be cast with cement and aggregates similar to that used
for masonry units and shall have a 28-day compressive strength of 3,000 psi or
more. Lintels shall be of length sufficient to bear 8 inches minimum of each side
of opening.
PART 3 - EXECUTION
3.1
PLACING REINFORCEMENT
A.
General: Clean reinforcement of loose rust, mill scale, concrete, 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 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. Support and secure
vertical bars against displacement. Horizontal reinforcement shall be placed as
the masonry work progresses. Where vertical bars are shown in close proximity,
provide a clear distance between bars of not less than the nominal bar diameter
or 1”, whichever is greater.
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1. For columns, piers and pilasters, provide a clear distance between vertical bars
as indicated, but not less than 1-1/2 times the nominal bar diameter or 1-1/2”,
whichever is greater. Provide lateral ties as indicated.
C.
Splice reinforcement bars where shown; do not splice at other points unless
acceptable to the Engineer. Provide lapped splices, unless otherwise indicated.
In splicing vertical bars or with dowels, lap ends, place in contact and wire-tie
together. Lap bars side by side in plane of wall to maintain proper clearances.
1. Provide not less than minimum lap shown, or if not indicated, as required by
governing code or 48 times the bar diameter, whichever is greater.
D.
Embed metal ties in mortar joints as work progresses, with a minimum mortar
cover of 5/8” on exterior face of walls and 1/2” at other locations.
E.
Embed prefabricated horizontal joint reinforcement as the work progresses, with
a minimum cover of 5/8” on exterior face of walls and 1/2” at other locations. Lap
units not less than 6” at ends. Use prefabricated “L” and “T” units to provide
continuity at corners and intersections. Cut and bend units as recommended by
manufacturer for continuity at returns, offsets, pipe enclosures and other special
conditions.
F.
Dowels shall be provided of the same size for each vertical and horizontal bar
required at the splice location.
G.
At least on No. 4 bar shall be provided at each vertical side of openings
exceeding 24 inches, unless noted otherwise on the drawings.
3.2
3.3
3.4
3.5
3.6
JOINT REINFORCEMENT
A.
Control joints shall be constructed with continuous lengths of joint reinforcing
through expansion relief cuts. Reinforcement shall be placed to ensure a
minimum of 5/8-inch mortar cover on the exterior face of the wall and ½-inch
mortar cover on interior faces.
EMBEDDED ITEMS
A.
Embedded items shall be set in accordance with the construction drawings.
Anchors shall be completely encased by grout.
METAL DOOR FRAMES
A.
Metal door frames in masonry walls shall have frames filled solidly with mortar as
the work progresses.
INSTALLATION, GENERAL
A.
Temporary Formwork: Provide formwork and shores as required for temporary
support of reinforced masonry elements.
1. 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.
INSTALLATION OF REINFORCED CONCRETE UNIT MASONRY
A.
General:
1. Do not wet concrete masonry units (CMU) except for saw cutting per OSHA
requirements.
2. Lay CMU units with full-face shell mortar beds. Fill vertical head joints (end joints
between units) solidly with mortar from face of unit to a distance behind face
equal to not less than the thickness of longitudinal face shells. Solidly bed crosswebs in mortar in starting courses and in all courses of piers, columns, and
pilasters, and where adjacent to cells or cavities to be reinforced and filled with
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grout. Maintain head and bed joint widths shown, or if not shown, provide 3/8”
joints.
a.
Where solid CMU units are shown, lay with full mortar head and bed joints.
B.
Walls:
1. Pattern Bond: Lay CMU wall units in a 1/2-running bond with vertical joints in
each course centered on units in courses above and below, unless otherwise
indicated. Bond and interlock each course at corners and intersections. Use
special shaped units where shown, and as required for corners, jambs, sashes,
control joints, lintels, bond beams and other special conditions.
2. Maintain vertical continuity of core or cell cavities, which are to be reinforced and
grouted, to provide minimum clear dimensions indicated and to provide minimum
clearance and grout coverage for vertical reinforcement bars. Keep cavities free
of mortar. Solidly bed webs in mortar where adjacent to reinforced cores or cells.
3. Where horizontal reinforced beams (bond beams) are shown, use special units
or modify regular units to allow for placement of continuous horizontal
reinforcement bars. Place small mesh expanded metal lath or wire screening in
mortar joints under bond beam courses over cores or cells of non-reinforced
vertical cells, or provide units with solid bottoms (unless shown otherwise). Do
not use building paper or sheet plastic to close voids due to breakage of mortar
bond.
a.
Option: Where all vertical cores are not shown to be grouted. Contractor
may elect to fill all vertical cores with grout provided that the area is not
supported by beams but is continuous to the foundation.
C.
Columns, Piers and Pilasters:
1. Use CMU units of the size, shape and number of vertical core spaces shown. If
not shown, use units which provide minimum clearances and grout coverage for
the number and size of vertical reinforcement bars shown.
2. Provide pattern bond shown, or if not shown, alternate head joints in vertical
alignment.
3. Where bonded pilaster construction is shown, lay wall and pilaster units together
to maximum pour height specified.
D.
Grouting:
1. General: Grout to be used for reinforced masonry shall comply with ASTM C 476
and as follows.
2. Proportions
a.
Fine Grout: For spaces (masonry cells) not exceeding 3”, grout mix shall
consist of one (1) part Portland Cement, 0 to 1/10 part hydrated lime, and
sand at 2-1/2 times the sum of the volumes of the cementitious materials.
b.
Coarse Grout: For spaces (masonry cells) greater than 3”, grout mix shall
consist of one(1) part Portland Cement, 0 to 1/10 part hydrated lime, sand
(fine aggregate) at 2 times the sum of the volumes of the cementitious
materials, and coarse aggregate at 2 times the sum of the volumes of the
cementitious materials.
c.
Water: Add enough water to bring grout to a consistency as fluid as
possible without causing segregation of materials.
3. Strength: All grout shall have a minimum compressive strength at 28 days of
3,000 psi or as required by ASTM C 476, whichever is the greater.
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4. Slump: Comply with ASTM C 143. Slump shall be 8” to 10” at point of
placement in structure.
5. Ready-mix Grout
a.
If ready-mixed grout is used, the grout shall be mixed and delivered in
accordance with the requirements set forth in ASTM C 94. Mixers shall be
in proper working order and appropriate for the intended use. Mixer blades
shall not have their height reduced by more than one inch. Blades showing
more wear than this shall be replaced or the mixer shall not be used.
Mixers shall be equipped with accurate and dependable water measuring
devices. Grout shall not be placed if it has been in the mixer for more than
one and one-half hours after addition of the water or after grout has begun
to heat up due to hydration.
E.
Grouting Technique: Use grouting techniques subject to requirements which
follow.
1. High-Lift Grouting:
a.
Do not use high-lift grouting technique for grouting of CMU unless minimum
cavity dimension is 3” and area is 12 sq. in.
b.
Provide cleanout holes in first course at all vertical cells which are to be
filled with grout.
1)
Use units with one face shell removed and provide temporary
supports for units above, or use header units with concrete brick
supports, or cut openings in one face shell (preferred alternate).
Minimum cleanout size shall be 3” x 4”. Locate cleanouts in areas
not exposed to view in finished structure.
c.
Construct masonry to full height of maximum grout pour specified, prior to
placing grout.
1)
Limit grout lifts to a maximum height of 4’-8” and grout pour to a
maximum height 24’, for single wythe hollow concrete masonry walls,
unless otherwise indicated.
d.
Place vertical reinforcement before grouting. Place before or after laying
masonry units, as required by job conditions. Tie vertical reinforcement to
dowels at base of masonry where shown and thread CMU over or around
reinforcement. Support vertical reinforcement at intervals not exceeding
192 bar diameters nor 10’.
1)
Where individual bars are placed after laying masonry, place wire
loops extending into cells as masonry is laid and loosen before
mortar sets. After insertion of reinforcement bar, pull loops and bar
to proper position and tie free ends.
2)
Where reinforcement is prefabricated into caged units before placing,
fabricate units with vertical reinforcement bars and lateral ties of the
size and spacing indicated.
2. Low-Lift Grouting:
a.
Construct masonry to height of maximum grout lift specified, prior to
placing grout.
1)
Limit grout lifts to a maximum height of 4’-8”, unless otherwise
indicated.
b.
Clean debris and mortar droppings out of cells prior to installing reinforcing.
c.
Place vertical reinforcement before grouting. Tie vertical reinforcement to
dowels at base of masonry where shown and thread CMU over or around
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reinforcement. Support vertical reinforcement at intervals not exceeding 4’8” in one grout lift.
F.
G.
Place horizontal beam reinforcement as the masonry units are laid.
Embed lateral tie reinforcement in mortar joints where indicated. Place
reinforcement at vertical spacing shown as masonry units are laid.
1. Where lateral ties are shown in contact with vertical reinforcement bars, embed
additional lateral tie reinforcement in mortar joints. Place as shown, or if not
shown, provide as required to prevent grout blowout or rupture of CMU face
shells, but provide not less than No. 2 bars or 8-gage wire ties spaced 16” o.c. for
members with 20” or less side dimensions, and 8” o.c. for members with side
dimensions exceeding 20”.
H.
Preparation of Grout Spaces: Prior to grouting, inspect and clean grout spaces.
Remove dust, dirt, mortar droppings, loose pieces of masonry and other foreign
materials from grout spaces. Clean reinforcing and adjust to proper position.
Clean top surface of structural members supporting masonry to ensure bond.
1. High-Lift Grouting: After final cleaning and inspection, close cleanout holes and
brace closures to resist grout pressures.
I.
Do not place grout until entire height of masonry to be grouted has attained
sufficient strength to resist displacement of masonry units and breaking of mortar
bond, 3 days minimum. Install shores and bracing, if required, before starting
grouting operations.
J.
Place grout by pumping into grout spaces unless alternate methods are
acceptable to the Architect and Engineer.
K.
Limit grout pours to sections which can be completed in one working day with not
more than one hour interruption of pouring operation. Place grout in lifts which
do not exceed 4’-8”. Place grout in lintels or beams over openings in one
continuous pour.
1. High-Lift Grouting: Allow not less than 30 minutes, nor more than one hour
between lifts of a given pour. Rod or Vibrate each grout lift during pouring
operation, and again after excess moisture has been absorbed, but before
plasticity is lost. Do not penetrate or damage grout placed in previous lifts or
pours.
2. Low-Lifting Grouting: Rod or Vibrate each grout lift during pouring operation, and
again after excess moisture has been absorbed, but before plasticity is lost.
L.
M.
3.7
Where bond beams occur more than one course below top of pour, fill bond
beam during construction of masonry.
Extend reinforcement beyond top of masonry lift as required for splicing. Pour
grout to within 1-1/2” of top course of first pour. After grouted masonry is cured,
lay masonry units and place reinforcement for second pour section before
grouting. Repeat sequence if more pours are required.
REPAIRING, POINTING, AND CLEANING
A.
Remove and replace masonry units that are loose, chipped, broken, stained, or
otherwise damaged or it units do not match adjoining units. Install new units to
match adjoining units and in fresh mortar or grout, pointed to eliminate evidence
of replacement.
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B.
C.
D.
1.
2.
3.
4.
5.
6.
3.8
A.
Pointing: During the tooling of joints, enlarge any voids or holes, except weep
holes, and completely fill with mortar. Point-up all joints including corners,
openings, and adjacent construction to provide a neat, uniform appearance,
prepared for application of sealants.
Tool all exposed joints to concave configuration. Concealed joints shall be struck
flush.
Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry
as follows:
Remove large mortar particles by hand with wooden paddles and nonmetallic
scrape hoes or chisels.
Test cleaning methods on sample wall panel; leave 1/2 panel un-cleaned for
comparison purposes. Obtain Engineer’s approval of sample cleaning before
proceeding with cleaning of masonry.
Protect adjacent stone and non-masonry surfaces from contact with cleaner by
covering them with liquid strippable masking agent, polyethylene film, or
waterproof masking tape.
Wet wall surfaces with water prior to application of cleaners; remove cleaners
promptly by rinsing thoroughly with clear water.
Clean block by means of bucket and brush hand-cleaning method described in
BIA “Technical Note No. 20 Revised” using the following masonry cleaner:
a.
Job-mixed detergent solution compatible with specified finishes.
Clean precast concrete units to comply with precast manufacturers
recommendations.
PROTECTION
Provide final protection and maintain conditions, in a manner acceptable to installer,
that ensure unit masonry is without damage and deterioration at time of substantial
completion.
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SECTION 042250 – MASONRY VENEER – ALTERNATE
PART 1 – GENERAL
1.1
RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
1.2
SUMMARY
A. This Section includes masonry assemblies consists of the following:
1. Face Brick
2. Through-Wall Flashing and Accessories
1.3
SUBMITTALS
A. Product data for each different masonry unit, accessory, and other manufactured
product specified.
B. Samples for verification of the following:
1. Full-size units for each different exposed masonry unit required showing the full
range of exposed color and textures.
2. Colored-masonry mortar samples for each color required.
3. Flashing materials (4 inch X 4 inch).
C. Shop drawings for pre-cast concrete coping/caps.
D. Precast fabricator’s qualifications.
1.4
QUALITY ASSURANCE
A. Standards: Brick Institute of America Technical Notes and ACI 530-95 Building
Code Requirements and Specifications, except where more stringent requirements
are specified.
B. Mockup Requirements: Construct typical exterior brick veneer wall, 48 inches long
by 48 inches high, complete with inner wythe veneer ties, flashing, mortar net and
weep holes. Mock-up on building is unacceptable.
1. Clean exposed faces of mockups with masonry cleaner, as specified.
2. Include all colors and all accessories. Mock-up to represent quality of building.
C. Preinstallation Conference: Conduct conference at Project site following completion
of mock-up.
D. Precast Fabricator: Minimum ten years providing custom precast materials.
1.5
DELIVERY, STORAGE AND HANDLING
A. Store masonry units and cementitious materials on elevated platforms, under cover,
and in a dry location.
B. Store masonry accessories, including metal items, to prevent corrosion and
accumulation of dirt and oil.
1.6
PROJECT CONDITIONS
A. Protection of Masonry: During erection, cover tops of walls, projections, and sills with
waterproof sheeting at end of each day’s work. Extend cover a minimum of 24 inches
down both sides and hold cover securely in place.
B. Stain Prevention: Immediately remove grout, mortar, and soil that come in contact with
such masonry.
C. Protect surfaces of window and door frames, as well as similar products with painted
and integral finishes, from mortar drippings.
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D. Cold-Weather Requirements: Do not install masonry units when the temperature is
below 40 deg. F and falling.
E. Hot-Weather Requirements: Protect unit masonry work when temperature and
humidity conditions produce excessive evaporation of water from mortar and grout.
Provide artificial shade and use cooled materials as required. Do not apply mortar to
substrates with temperatures of 100 deg. F and above.
PART 2 – PRODUCTS
2.1
BRICK
A. General: Provide units without cores or frogs and with exposed surfaces finished for
ends of sills and caps and for similar applications that would otherwise expose
unfinished brick surfaces.
B. Standards: ASTM C 216, Grade SW, Type FBX.
C. Size: Modular (3-5/8 inches by 2-1/4 inches by 7-5/8 inches long)
D. Face Brick Manufacturer: Taylor Brick Company.
1. Brick Color: #319 Gray Modular, Wirecut.
2.2
MORTAR AND GROUT MATERIALS
A. Portland Cement-Lime Mix: Packaged blend of portland cement complying with
ASTM C 150, Type 1 or III and hydrated lime complying with ASTM C207, Type S.
B. Masonry Cement: ASTM C91.
1. Products
a. Holcim: Rainbow Mortamix or approved equal – custom color.
C. Aggregate for Mortar: ASTM C144.
D. White-Mortar Aggregates: Where required for light-colored mortar, provide natural
white sand.
E. Water: Potable.
2.3
JOINT REINFORCEMENT
A. Description: Welded-wire units prefabricated with deformed continuous side rods
and plain cross rods, with prefabricated corner and tee units, 9-gauge, ladder design
with box tabs, ASTM A-82 steel wire with ASTM A153 Class B-2 galvanized finish;
equal to Hohmann & Barnard #250.
2.4
TIES AND ANCHORS, GENERAL
A. Galvanized Carbon-Steel Wire: ASTM A 82; with ASTM A 153, Class B-2 coating;
0.1875 inch diameter.
B. Galvanized Steel Sheet: ASTM A 366 with hot-dip galvanized finish, ASTM A 153,
Class B-2 or B-3, as applicable.
C. For anchorage to concrete, provide 22-gauge dovetail slot with dovetail anchor
section formed from 12-gauge sheet metal and triangular-shaped wire tie section
sized to extend within 1 inch of masonry face; equal to Hohmann & Barnard #315.
2.5
EMBEDDED FLASHING MATERIALS
A. Copper-Fabric Laminate (Masonry Back-up Thru-wall Conditions): Copper sheet,
5 oz./sq. ft., bonded with asphalt between 2 layers of glass-fiber cloth. Acceptable
manufacturers include AFCO Products, Inc. and Hohmann & Barnard. Use for
multi-wythe masonry construction.
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B. Copper-Fabric Laminate with Termination Bar (Solid Concrete Column/Wall Conditions):
Copper sheet, 5 oz./sq. ft., bonded with asphalt between 2 layers of glass-fiber cloth.
Acceptable manufacturers include AFCO Products, Inc. and York Manufacturing, Inc.
C. Primer: Flashing manufacturer’s standard product or product recommended by flashing
manufacturer for bonding flashing sheets to masonry and concrete.
2.6
MISCELLANEOUS MASONRY ACCESSORIES
A. Compressible Filler: Premolded neoprene filler strips complying with ASTM D 1056,
Type 2, Class A, Grade 1: 3/8-inch thick by width required.
B. Wicking Material: Cotton sash cord 24 inches in length.
C. Cavity Drainage Material: 1-inch thick, reticulated, nonabsorbent mesh, made from
polyethylene strands and shaped to maintain drainage at weep holes without being
clogged by mortar droppings, equal to “Mortar Net” by Mortar Net USA, Ltd.
D. Termination Bar: Hohmann & Barnard T2-FTS and Foam-Tite Seal.
2.7
MASONRY CLEANERS
A. Proprietary Acidic Cleaner: Manufacturer’s standard-strength, general-purpose cleaner
designed for removing mortar/grout stains, efflorescence, and other new construction
stains from new masonry surfaces without discoloring or damaging masonry surfaces;
expressly approved for intended use by manufacturer of masonry units being cleaned.
Acceptable manufacturer’s include Diedrich Technologies, Inc. and ProSoCo, Inc.
2.8
MORTAR AND GROUT MIXES
A. Mortar for Unit Masonry: Comply with ASTM C 270, Proportion Specification, for
job-mixed mortar; and ASTM C 1142 for ready-mixed mortar, Type N.
PART 3 - EXECUTION
3.1
INSTALLATION, GENERAL
A. Cut masonry units with motor-driven saws to provide clean, sharp, unchipped edges.
Install cut units with cut surfaces concealed.
B. Mix units for exposed unit masonry from several pallets or cubes as they are placed to
produce uniform blend of colors and textures.
3.2
CONSTRUCTION TOLERANCES
A. Variation from Plumb Line or Level: Do not exceed 1/4-inch in 10 feet, nor 3/8-inch in
20 feet, nor 1/2-inch in 40 feet.
B. Variation in Mortar-Joint Thickness: Do not vary from bed-joint thickness indicated by
more than plus or minus 1/8-inch, with a maximum thickness limited to 1/2-inch.
3.3
LAYING MASONRY WALLS
A. Lay out walls in advance for accurate spacing of surface bond patterns with uniform joint
widths and for accurate locating of openings, movement-type joints, returns, and offsets.
Avoid the use of less-than-half size units at corners, jambs, and where possible at other
locations.
B. Bond Pattern for Exposed Masonry: Lay exposed masonry in running bond, unless
otherwise indicated.
C. Stopping and Resuming Work: In each course, rack back 1/2-unit length running bond;
do not tooth. Clean exposed surfaces of set masonry, wet clay masonry units lightly if
required, and remove loose masonry units and mortar prior to laying fresh masonry.
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3.4
MORTAR BEDDING AND JOINTING
A. Lay solid brick-size masonry units with completely filled bed and head joints; butter
ends with sufficient mortar to fill head joints and shove into place. Do not furrow bed
joints or slush head joints.
B. Keep cavities clean of mortar droppings and other materials. Strike joints in cavities
flush.
C. Tool exposed joints slightly concave when thumbprint hard, using a joint larger than
joint thickness, unless otherwise indicated.
3.5
HORIZONTAL JOINT REINFORCEMENT
A. General: Provide continuous horizontal-joint reinforcement as indicated. Install
entire length of longitudinal side rods in mortar with a minimum cover of 5/8-inch on
exterior side of walls, 1/2-inch elsewhere. Lap reinforcing a minimum of 6 inches.
Space reinforcement not more than 16 inches o.c.
B. Cut or interrupt joint reinforcement at control and expansion joints, unless otherwise
indicated.
C. Provide continuity at corners and wall intersections by using prefabricated “L” and “T”
sections.
3.6
MASONRY VENEERS ANCHORS
A. Fasten each anchor section through sheathing to studs with 2 metal fasteners of type
indicated.
B. Space anchors as indicated, but not more than 16 inches o.c. vertically and 18 inches
o.c. horizontally. Install additional anchors within 12 inches of openings and at 8
inches o.c. around perimeter.
3.7
CONTROL AND EXPANSION JOINTS
A. General: Install control and expansion joints in unit masonry where indicated. Install
compressible fillers as the masonry progresses.
B. Form joint of width indicated, but not less than 3/8-inch for installation of sealant and
backer rod specified in Division 7 Section “Joint Sealants.” Maintain joint free and
clear of mortar.
C. Horizontal Pressure-Relieving Joints: Construct joints by inserting a compressible
filler of width required for installing sealant and backer rod. Locate horizontal
pressure-relieving joints beneath shelf angles supporting masonry veneer.
3.8
LINTELS
A. Install steel lintels where required. Unless otherwise indicated, provide 3 inch x
5 inch x 5/16-inch steel angle with minimum bearing of 8 inches at each jamb for
each 4 inch wythe of masonry; maximum span 80 inches.
3.9
FLASHING, WEEP HOLES, AND VENTS
A. General: Install embedded flashing and weep holes in masonry at shelf angles,
lintels, ledges, other obstructions to the downward flow of water in the wall.
B. Prepare masonry surfaces so they are smooth and free from projections that could
puncture flashing. Place through-wall flashing on sloping bed of fresh mortar and
cover with full fresh bed of mortar. Seal penetrations in flashing with adhesive,
sealant, or tape as recommended by flashing manufacturer before covering with
mortar.
C. At multi-wythe masonry walls, extend flashing from exterior face of outer wythe of
masonry, turned up a minimum of four inches and through the inner wythe not less
than 2 inches.
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D. At lintels and shelf angles, extend flashing a minimum of four inches into masonry at
each end. At heads and sills, extend flashing four inches minimum at ends and turn
up not less than two inches to form a pan. All corners shall be folded, not cut.
E. Extend sheet-metal flashing 1/2-inch beyond face of masonry at exterior and turn
down to form a drip.
F. Cut off flexible flashing flush with face of wall after masonry wall construction is
completed.
G. Install weep holes in the head joints in exterior wythes of the first course of masonry
immediately above embedded flashing. Space weep holes 16 inches o.c.
H. Place cavity drainage material immediately above flashing in cavities.
I. Trim wicking material used in weep holes flush with outside face of wall after mortar
has set.
3.10
REPAIRING, POINTING, AND CLEANING
A. Remove and replace masonry units that are loose, chipped, broken, stained, or
otherwise damaged or if units do not match adjoining units.
B. Pointing: During the tooling of joint, enlarge voids and holes, except weep holes,
and completely fill with mortar. Point-up joints, including corners, openings, and
adjacent construction, to provide a neat, uniform appearance.
C. In-Progress Cleaning:
Clean unit masonry as work progresses by dry brushing to
remove mortar fins and smears prior to tooling joints.
D. Final Cleaning: Test cleaning methods on sample wall panel; leave one-half of panel
uncleaned for comparison purposes. Obtain Architect’s approval of sample cleaning
before proceeding with cleaning of masonry.
E. Protect adjacent surfaces from contact with cleaner by covering them with liquid
strippable masking agent, polyethylene film, or waterpoof masking tape.
F. Wet wall surfaces with water prior to application of cleaners; remove cleaners
promptly by rinsing thoroughly with clear water.
G. Clean brick by bucket and brush hand-cleaning method described in BIA Technical
Note No. 20 Revised, using proprietary acidic cleaner, applied in compliance with
directions of acidic cleaner manufacturer.
H. Protection: Provide final protection and maintain conditions that ensure unit masonry
is without damage and deterioration at time of Substantial Completion.
END OF SECTION 042550
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