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UniSpecII-Store Planning 072613
SECTION 04200 - UNIT MASONRY ASSEMBLIES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Concrete masonry units.
2. Mortar and grout.
3. Reinforcement, anchorages, and accessories.
4. Masonry fill insulation.
B. Work Installed But not Furnished under this Section: Support plates and angles with anchor studs, sleeve anchors,
expansion bolts, adhesive anchors, and anchor bolts which are embedded in masonry for supporting structural
members.
C. Related Sections:
1. Section 01458 - Testing Laboratory Services. Procedures for inspection, testing, and documentation by
Owner furnished testing laboratory.
2. Section 03450 - Plant Precast Architectural Concrete: Precast sill units and wall caps.
3. Section 05090 – Concrete and Masonry Post Installed Anchors. Mechanical and adhesive type anchor
studs, expansion bolts, sleeve anchors, adhesive anchors, and anchor bolts embedded in masonry for
supporting structural members.
4. Section 05120 - Structural Steel: Support plates and angles.
5. Section 05500 - Metal Fabrications: Loose steel lintels and other metal components embedded in masonry.
6. Section 07900 - Joint Sealers: Filler, backer rod and sealant at control and expansion joints.
1.2 REFERENCES
A. The publications listed below form a part of this specification to the extent referenced. Publications are referenced
within the text by the basic designation only.
B. American Concrete Institute/American Society of Civil Engineers/The Masonry Society (ACI/ASCE/TMS) (Also
known as Masonry Standards Joint Committee - MSJC standards):
1. ACI 530/ASCE 5/TMS 402 - Building Code Requirements for Masonry Structures.
2. ACI 530.1/ASCE6/TMS 602 - Specifications for Masonry Structures.
C. ASTM International (ASTM):
1. ASTM A 36 – Carbon Structural Steel
2. ASTM A 153 - Zinc Coating (Hot-Dip) on Iron and Steel Hardware.
3. ASTM A 615 - Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.
4. ASTM C 39 - Compressive Strength Of Cylindrical Concrete Specimens
5. ASTM C 90 - Hollow Load-Bearing Concrete Masonry Units.
6. ASTM C 94 - Ready-Mixed Concrete.
7. ASTM C 129 - Non-Load-Bearing Concrete Masonry Units.
8. ASTM C 140 - Methods For Sampling And Testing Concrete Masonry Units And Related Units.
9. ASTM C 143 - Slump of Hydraulic Cement Concrete.
10. ASTM C 144 - Aggregate for Masonry Mortar.
11. ASTM C 150 - Portland Cement.
12. ASTM C 207 - Hydrated Lime for Masonry Purposes.
13. ASTM C 216 - Facing Brick (Solid Masonry Units Made from Clay or Shale.
14. ASTM C 270 - Mortar for Unit Masonry.
15. ASTM C 331 - Lightweight Aggregates for Concrete Masonry Units.
16. ASTM C 387 - Packaged, Dry, Combined Materials for Mortar and Concrete.
17. ASTM C 404 - Aggregates for Masonry Grout.
18. ASTM C 476 - Grout for Masonry.
19. ASTM C 516 - Vermiculite Loose Fill Thermal Insulation.
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20. ASTM C 549 - Perlite Loose Fill Insulation.
21. ASTM C 652 - Hollow Brick (Hollow Masonry Units Made From Clay or Shale)
22. ASTM C 780 - Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit
Masonry.
23. ASTM C 1019 - Method of Sampling and Testing Grout.
24. ASTM C 1329 - Mortar Cement.
25. ASTM C 1611 - Test Method for Slump Flow of Self-Consolidating Concrete.
26. ASTM E 119 - Fire Tests for Building Construction and Materials.
27. ASTM F 1554 - Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength
D. Mason Contractors Association of America (MCAA):
1. Standard Practice for Bracing Masonry Walls Under Construction
1.3 PERFORMANCE REQUIREMENTS
A. Provide unit masonry, mortar, and grout that develops compressive strength (f’m) at 28 days as indicated on
Drawings.
1.4 SUBMITTALS
A. Section 01330 - Submittal Requirements: Procedures for Submittals. Submit required submittals prior to pre-
installation meeting.
B. Shop Drawings: Do not use reproductions of Contract Documents as shop drawings. Prepare shop drawings in
accordance with ACI 315.
1. Reinforcement:
a. Include masonry notes on shop drawings that relate to proper placing of reinforcing and submit shop
drawings for use in the field.
b. Reinforcing shown shall include but not limited to vertical and horizontal wall reinforcement,
dowels, bond beam reinforcement, embedded steel items and anchor bolts.
2. Placement Drawings:
a. Shop drawings shall include sides, front and rear elevations of building showing masonry walls full
height and length; reinforcing size, quantity, spacing, location, length, and grade of steel; and
control joint locations.
C. Product Data - Mortar and Grout.
1. Mix Design. Fill out and submit attached Masonry Grout Mix Design Form for each type of grout, and mix
design for mortar, including description of type and proportions of ingredients by dry weight.
a. Submit Masonry Grout Mix Design Form and mortar mix submittal by fax to the Structural
Engineer of record and the Wal-Mart Independent Testing Laboratory as listed in Section 01330.
2. Test reports for mortar and grout as specified in Part 3 Field Quality Control.
3. Statement of required environmental conditions.
4. Statement of assurance that mix is free of admixtures other than otherwise allowed herein.
D. Test Reports: Provide tests reports for mortar and grout tests as specified in Part 3 Field Quality Control.
E. Work Plan For High-Lift Grouting Option: Provide a work plan to Engineer of Record indicating how proper
placement and positioning of reinforcement will be achieved and verified for high-lift grouting. Work plan shall
include information on how reinforcing lap splices are verified.
F. Statement of Compressive Strength of Masonry: For each combination of masonry unit type and mortar type,
provide statement of average net area compressive strength of masonry units, mortar type, and resulting net area
compressive strength of masonry.
G. Submit Shop Drawings and Product Data within 5 working days of Contract date.
H. Testing and Inspection Reports: Submit reports in accordance with Section 01458.
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1.5 QUALITY ASSURANCE
A. Construct masonry in accordance with ACI 530/ASCE 5/TMS 402 and ACI 530.1/ASCE6/TMS 602.
B. Regulatory Requirements: Special inspection and testing will be provided in accordance with the Building Code
and as noted on the Drawings and will be performed under provisions of Section 01458.
C. Preconstruction Testing of Grout:
1. Pre-construction testing shall be performed by the Contractor.
2. Determine and certify that proportions of ingredients for mix design will provide the specified compressive
strength for each type of grout.
3. Test mix design prior to beginning construction of CMU walls.
D. Source Limitations:
1. Masonry Units: Obtain exposed masonry units of a uniform texture and color, or a uniform blend within
the ranges accepted for these characteristics, through one source from a single manufacturer for each
product required.
2. Mortar Materials: Obtain mortar ingredients of uniform quality, including color for exposed masonry, from
single manufacturer for each cementitious component and from one source or producer for each aggregate.
E. Fire-Resistance Ratings: Where indicated, provide materials and construction identical to those of assemblies with
fire-resistance ratings determined per ASTM E 119 by a testing and inspecting agency, by equivalent concrete
masonry thickness, or by other means, as acceptable to authorities having jurisdiction.
1.6 DELIVERY, STORAGE AND HANDLING
A. Store sand for mortar on plastic sheeting to prevent contamination by extraneous chemicals in earth beneath.
1.7 ENVIRONMENTAL REQUIREMENTS
A. Follow cold and hot weather procedures of ACI 530.1/ASCE6/TMS 602.
B. Masonry Protection: Cover top of unfinished masonry work to protect it from the weather.
C. Cold Weather Construction: When ambient air temperature is below 40 F, implement cold weather procedures and
comply with the following:
1. Preparation: Comply with the following requirements prior to conducting masonry work:
a. Do not lay masonry units having either a temperature below 20 F or containing frozen moisture,
visible ice, or snow on their surface.
b. Remove visible ice and snow from the top surface of existing foundations and masonry to receive
new construction. Heat these surfaces above freezing using methods that do not result in damage.
2. Construction: These requirements apply to work in progress and are based on ambient air temperature. Do
not heat water or aggregates used in mortar or grout above 140 F. Comply with the following requirements
during construction during the following ambient air conditions:
a. 40 F to 32 F: Heat sand or mixing water to produce mortar temperature between 40 F and 120 F at
the time of mixing. Grout does not require heated materials, unless the temperature of the materials
is below 32 F.
b. 32 F to 25 F: Heat sand and mixing water to produce mortar temperature between 40 F and 120 F at
the time of mixing. Maintain mortar temperature above freezing until used in masonry. Heat grout
aggregates and mixing water to produce grout temperature between 70 F and 120 F at the time of
mixing. Maintain grout temperature above 70 F at the time of grout placement.
c. 25 F to 20 F: Comply with requirements for 32 F to 25 F above and the following: Heat masonry
surfaces under construction to 40 F and use wind breaks or enclosures when the wind velocity
exceeds 15 mph. Heat masonry to a minimum of 40F prior to grouting.
d. 20 F and below: Comply with reqirement for 35 F to 20 F above and the following: Provide an
enclosure and auxiliary heat to maintain air temperature above 32 F within the enclosure.
3. Protection: These requirements apply after masonry is placed and are based on anticipated minimum daily
temperature for grouted masonry and anticipated mean daily temperature for ungrouted masonry. Protect
completed masonry in the following manner:
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a. 40 F to 25 F: Protect newly constructed masonry by covering with a weather-resistive membrane for
24 hr after being completed.
b. 25 F to 20 F: Cover newly constructed masonry completely with weather-resistive insulating
blankets, or equal protection, for 24 hr after completion of work. Extend time period to 48 hr for
grouted masonry unless the only cement in the grout is Type III portland cement.
c. 20 F and below: Maintain newly constructed masonry temperature above 32 F for at least 24 hr after
being completed by using heated enclosures, electric heating blankets, infared lamps, or other
acceptable methods. Extend time period to 48 hr for grouted masonry unless the only cement in the
grout is Type III portland cement.
D. Hot Weather Construction: Comply with the following provisions:
1. Preparation: Prior to conducting masonry work:
a. When the ambient air temperature exceeds 100 F or exceeds 90 F with a wind velocity greater than
8 mph:
1) Maintain sand piles in a damp, loose condition.
2) Provide necessary conditions and equipment to produce mortar having a temperature below
120 F.
b. When the ambient temperature exceeds 115 F or exceeds 105 F with a wind velocity greater than 8
mph, implement the requirements above for ambient air temperature exceeding 100 F and shade
materials and mixing equipment from direct sunlight.
2. Construction: While masonry work is in progress:
a. When the ambient air temperature exceeds 100 F, or exceeds 90 F with a wind velocity greater than
8 mph:
1) Maintain temperature of mortar and grout below 120 F.
2) Flush mixer, mortar transport container, and mortar boards with cool water before they come
into contact with mortar ingredients or mortar.
3) Maintain mortar consistency by retempering with cool water.
4) Use mortar within 2 hr of initial mixing.
b. When the ambient temperature exceeds 115 F or exceeds 105 F with a wind velocity greater than 8
mph, implement the construction requirements above for ambient air temperature exceeding 100 F
and use cool mixing water for mortar and grout. Ice is permitted in the mixing water prior to use. Do
not permit ice in the mixing water when added to the other mortar or grout materials.
3. Protection: When the mean daily temperature exceeds 100 F or exceeds 90 F with a wind velocity greater
than 8 mph, fog spray newly constructed masonry until damp at least three times a day until the masonry is
three days old.
1.8 WARRANTY
A. Blown-In Expanded Polystyrene Bead Insulation: Provide manufacturer warranty covering the following items.
1. Complete wall coverage at time of installation.
2. Testing of suspected problem areas during life of building. Test shall consist of drilling 1/4 inch holes in
horizontal mortar joints and probing wall for insulation.
3. Repair of problem areas, including future renovations, at no cost to building owner.
PART 2 - PRODUCTS
2.1 CONCRETE MASONRY UNITS
A. Unit Design: Modular two core units sized as indicated or scheduled. Provide special shapes necessary for bond
beams, control and expansion joints, lintels, and special conditions.
1. Provide units as required for indicated construction including sill units and solid cap units.
2. Provide units with exposed faces which are uniform in appearance.
3. Units to receive paint or coatings shall contain a minimum of 12% fly ash or Ground Granulated Blast
Furnace Slag (GGBFS) as a replacement of the total cementitious content. Use of fly ash or GGBFS in
painted or coated units is mandatory.
B. Hollow Load Bearing Units: ASTM C 90.
1. Smooth CMU: Light weight or normal weight above finished floor; normal weight only below finished
floor.
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2. Split Face CMU: Light weight or normal weight above finished floor; normal weight only below finished
floor.
C. Solid Load-bearing Units: ASTM C 90.
1. Smooth CMU: Light weight or normal weight above finished floor; normal weight only below finished
floor.
2. Split Face CMU: Light weight or normal weight above finished floor; normal weight only below finished
floor.
D. Non-load Bearing Units: ASTM C 129.
E. Light Weight Aggregate: ASTM C 331, free of materials that will cause rusting, staining, or popouts.
F. Fire Resistance Classification: In accordance with UL, FM, WH, or SWRI listing and fire resistance rating
required for CMU wall and partition assemblies and components. Provide units of minimum equivalent thickness
specified for the fire rating and for corresponding aggregate type.
2.2 MORTAR AND GROUT MATERIALS
A. Portland Cement: ASTM C 150, normal-Type I or Type II; gray color. Fly ash, slag, and pozzolans not permitted
as substitutes for Portland cement except as otherwise specifically allowed.
B. Mortar Cement: ASTM C 1329, Type S
C. Fly Ash: ASTM C 618, Type C or F maximum 4 percent loss in ignition shall be used as a replacement for
Portland cement in grout. Fly ash shall be a minimum of 25 percent and a maximum of 30 percent of the total
cementitious content. Use of fly ash in the grout mix is mandatory.
D. Fly ash, slag and pozzolans not permitted as substitutes for Portland cement in mortar.
E. Masonry Cement: Not allowed.
F. Mortar Aggregate: ASTM C 144, standard masonry type; clean, dry, protected against dampness, freezing, and
foreign matter.
G. Mortar Pigments: Natural and synthetic iron oxides and chromium oxides, compounded for use in mortar mixes.
Use pigments with a record of satisfactory performance in masonry mortar.
H. Grout Aggregate: ASTM C 404; use of blast furnace slag is not permitted. Maximum coarse aggregate size, 3/8
inch.
I. Calcium chloride: Not permitted in mortar or grout. Chemicals containing Thyocyanates, Calcium Chloride or
more than 0.1 percent chloride ions shall not be used.
J. Hydrated Lime: ASTM C 207, Type S.
K. Water: Potable.
L. Admixtures: Not permitted in mortar or grout except as otherwise specifically allowed or required herein.
2.3 MIXES - MORTAR
A. Mortar: Type S, in accordance with the Proportion Specification of ASTM C 270 for site batched mortar and the
Property Specification of ASTM C 270 for dry pre-blended mortar.
1. Mixing of components on-site is acceptable.
2. Mixing on-site water and packaged dry blended mix for mortar (ASTM C 387 or C1329), that contains no
masonry cement, is acceptable.
3. Use of ready mix mortar (ASTM C 1142) is prohibited.
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4. Do not add admixtures of any kind to mortar mix except as otherwise specifically required herein.
B. Pointing Mortar: Duplicate original mortar proportions. Add aluminum tristearate, calcium stearate, or ammonium
stearate equal to 2% of Portland cement weight.
2.4 MIXING – MORTAR
A. Thoroughly mix mortar ingredients in accordance with ASTM C 270, in quantities needed for immediate use.
1. Maintain sand uniformly damp immediately before the mixing process.
2. Provide uniformity of mix and coloration.
3. Do not use anti-freeze compounds.
4. If water is lost by evaporation, retemper only within 2 hours of mixing. Do not retemper mortar more than
2 hours after mixing.
2.5 MIXES - GROUT FILL
A. Grout fill for concrete masonry unit bond beams, lintels, and reinforced cells with reinforcing bars and embedded
plates: Conform to ASTM C 476.
1. Compressive Strength: 2000 psi minimum at 28 days, as determined in accordance with the provisions of
ASTM C 1019.
2. Slump: 8 inches, minimum; 11 inches, maximum, taken in accordance with ASTM C 143.
3. Use coarse grout when grout space is equal to or greater than 4 inches in both directions.
4. Use fine grout when grout space is smaller than 4 inches in either direction.
5. Air entrainment shall not be used.
6. Do not add admixtures of any kind to grout.
2.6 MIXES – SELF-CONSOLIDATING GROUT FILL
A. At the option of the Contractor, high lift grouting procedure for grout fill for concrete masonry unit bond beams,
lintels, and reinforced cells with reinforcing bars and embedded plates may be used. Conform to ASTM C 476
compressive strength requirements with additional requirements for consistency, flow, and stability listed in MSJC
standards.
1. Compressive Strength: 2000 psi minimum at 28 days, as determined in accordance with the provisions of
ASTM C 1019.
2. Slump Flow: 24 inches, minimum; 30 inches, maximum, taken in accordance with ASTM C 1611.
3. Visual Stability Index (VSI): Less than or equal to 1, taken in accordance with ASTM C1611, Appendix
X.1.
4. Use coarse grout when grout space is equal to or greater than 4 inches in both directions
5. Use fine grout when grout space is smaller than 4 inches in either direction.
6. Verify grout type with maximum grout pour height and minimum grout space dimensions in Table 7 of
ACI 530.1.
7. Self-consolidating grout may include admixtures preblended and certified by the manufacturer. Field
addition of admixtures will not be permitted for self-consolidating grout.
8. Air entrainment shall not be used.
2.7 MIXING – GROUT
A. Batch and mix grout in accordance with ASTM C 94 or ASTM C 476 for site batched and mixed grout. Do not use
anti-freeze compounds to lower the freezing point of grout.
B. Self-consolidating grout shall be mixed in the plant. Job proportioning of self-consolidating grout is not permitted.
Do not add water at the site except in accordance with the self-consolidating grout manufacturer’s
recommendations
2.8 REINFORCEMENT
A. Horizontal Joint Reinforcement: Ladder design, minimum 9 gage welded steel wire, hot dipped galvanized to 1.5
oz, ASTM A 153, Class B2. Width 1-1/2 to 2 inches less than wall thickness.
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B. Deformed Bars: ASTM A 615, Grade 60. Shop fabricate reinforcement which is shown bent or hooked. Field
bending not allowed.
C. Anchor bolts and threaded rods as shown embedded in masonry on structural drawings: ASTM F 1554 for anchor
bolts and ASTM A 36 for threaded rods.
D. Bar Positioners for Vertical Wall Bars: Minimum 9 gage wire, hot-dip galvanized after fabrication and designed
for number of bars indicated. Provide products by the following or equivalent by other manufacturers.
1. Hohmann & Barnard, Inc., Hauppauge, NY (800) 645-0616.
2. Wire-Bond; Charlotte, NC; (800) 441-8359.
2.9 TIES AND ANCHORS
A. Masonry Veneer Anchors: Provide stainless steelanchors systems as specified for Hohmann & Barnard or
equivalent by other manufacturers.
1. At New Wall Construction: Ladder Reinforcement #270 by Hohmann & Barnard. Adjustable tie system
with wall tie eyelet sections welded to ladder type horizontal joint reinforcement 24 inches o.c. maximum.
2. At Existing Wall Construction: DA213 wall plate and wire pintle system by Dur-O-Wal. Adjustable tie
system with wall plate tie eyelet section for attachment to the face of the existing wall with wire pintle
spaced same as required for new wall construction.
a. Extend pintle section a minimum of 2 inches into the veneer joint.
3. Seismic Masonry Veneer Anchors: 270 S.I.S Loxall Ladder Eye Adjustible Wire with Seismiclip Interlock
System and continuous 9 Gauge wire, Single Veneer, Type 304 Stainless Steel, by Hohmann & Barnard.
4. Anchors For 4-inch CMU Column Surround: Seismic Veneer Anchor #345SV by Hohmann & Barnard. 14
gauge, 3 1/2” long x 1-1/4” wide. Secure to substrate with fasteners per manufacturer’s recommendation.
2.10 ACCESSORIES
A. Prefabricated Masonry Reglet: Springlok Flashing System as manufactured by Fry Reglet Corporation.
1. Type MA-4, 24 ga. galvanized steel reglet.
B. Grout Barrier: Provide one of the following:
1. MGS Grout Screen, by Hohmann & Barnard, Inc.
2.11 MASONRY FILL INSULATION
A. Granular Insulation: ASTM C 516 vermiculite or ASTM C 549 perlite.
B. Blown-In Expanded Polystyrene Bead Insulation: Bloc Fil Masonry Insulation, by Bloc Fil Incorporated (800)
537-6547, Contact: Pete Bransfield.
1. Substitutions: Equivalent expanded polystyrene bead insulation by alternate manufacturers may be used if
approved by Wal-Mart Staff Architect as submitted through the Wal-Mart Construction Manager.
PART 3 - EXECUTION
3.1 PREPARATION
A. Verify items provided by other sections of work are properly sized and located.
B. Establish lines, levels, and coursing. Protect from disturbance. Use non-corrosive materials in contact with
masonry work.
C. Provide temporary bracing for walls, lintels, and other masonry work during erection. Maintain in place until roof
and other structural elements are complete and provide permanent bracing.
D. Provide temporary bracing for walls, lintels, and other masonry work during erection.
1. Design bracing in accordance with MCAA Standard Practice for Bracing Masonry Walls Under
Construction.
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2. Design bracing under supervision of an independent Professional Engineer hired by the contractor and
licensed in the state in which the project is located.
3. Maintain in place until roof and other structural elements are complete and provide permanent bracing.
E. Wetting of Brick: Wet brick before laying if initial rate of absorption exceeds 30 g/30 sq. in. per minute when
tested in accordance with ASTM C 67. Allow units to absorb water until damp but not wet at time of laying.
3.2 COURSING
A. Place masonry to lines and levels indicated.
B. Maintain masonry courses to uniform width. Make vertical and horizontal joints equal and of uniform thickness
matching coursing of existing building.
C. Lay concrete masonry units in running bond unless otherwise noted. Course one block unit and one mortar joint to
equal 8 inches (4 inches for half high units).
D. Tool head and bed joints concave when mortar is thumbprint hard regardless if below grade or above ceiling
height. Use tool with large enough radius that joint is not raked free of mortar.
E. Lay brick in running bond. .
3.3 PLACING AND BONDING
A. Lay solid concrete masonry units with completely filled bed and head joints; butter ends with sufficient mortar to
fill head joints and shove into place. Do not slush head joints. Remove excess mortar.
B. For hollow concrete masonry units, fill head and bed joints solidly with mortar for a distance in from the face of
the unit not less than the thickness of the shell. Bed webs in mortar in starting course on footings and foundation
walls and in courses of piers, columns and pilasters, and where adjacent to cells or cavities to be reinforced or
filled with concrete or grout. For starting courses on footings, spread out full mortar bed, including areas under
cells.
C. For high lift grouting method, provide cleanouts at the bottom course of grout lifts. Provide cleanouts at the
bottom course of each vertical bar location in partially grouted masonry. Provide cleanouts at 32 inches on center
along the bottom course of the grout lifts in fully grouted masonry. Use cleanouts to remove all mortar droppings
and debris and ensure proper placement of reinforcement.
D. Allow masonry to cure a minimum of 4 hours prior to placing grout for high lift grout method. Increase curing
time to a minimum of 8 hours in cold or dry weather conditions.
E. Solid grout hollow masonry cells as noted on Structural Drawings. Use low lift or high lift grout method of
construction conforming to requirements of current ACI 530/ASCE 5/TMS 402 and ACI 530.1/ASCE 6/TMS 602.
High lift grouting shall use self-consolidating grout. Grout space dimensions and maximum pour heights shall
comply with Table 7 of the ACI 530.1/ASCE 6/TMS 602. High lift grout pour heights shall not exceed 24 feet.
F. High lift grouting with self-consolidating grout shall be a continuous procedure for each lift. Do not allow
horizontal construction joint to form by discontinuing grouting
G. Grout masonry cells to comply with ACI 530/ASCE 5/TMS 402 and ACI 530.1/ASCE 6/TMS 602 for Seismic
Design Category (SDC) indicated on structural drawings.
H. Fully bond intersections, and external and internal corners.
I. Do not shift or tap masonry units after mortar has taken initial set. Where adjustment must be made, remove
mortar and replace.
J. Perform jobsite cutting with proper tools to provide straight unchipped edges. Take care to prevent breaking
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masonry unit corners or edges.
1. Where required, match finish masonry work to adjacent surfaces.
2. For fire-rated walls, construct walls to finish against bottom of roof or floor deck and fill voids with
firestopping.
3. For other than fire-rated walls, cut units to match the slope of the roof deck and finish construction to
within 2 inches of and parallel to roof deck.
K. Isolate masonry partitions from vertical structural framing members with a control joint.
L. Cavity Space:
1. Do not let mortar fall into cavity air space or plug weep holes; clean out promptly.
2. Install through-wall flashings above shelf angles and at bottom of walls. Install weep holes in veneer at 32
inches on center horizontally above through-wall flashings.
M. Fire Rated Construction: Install masonry to comply with designated UL assembly without diminishing structural
requirements.
3.4 TOLERANCES
A. Construct masonry within the following tolerances:
1. Alignment of Pilasters: Maximum 1/4 inch from true line.
2. Variation from Plane of Wall: 1/4 inch in 10 feet; 3/8 inch in 20 feet; 1/2 inch maximum.
3. Variation from Plumb: 1/4 inch per story non-cumulative.
4. Variation from Level Coursing: 1/8 inch in 3 feet; 1/4 inch in 10 feet; 1/2 inch maximum.
5. Variation of Joint Thickness: 1/8 inch in 3 feet.
6. Variation from Unit to Adjacent Unit: 1/32 inch maximum.
B. Tolerances for the placement of reinforcing steel in walls and flexural elements:
1. ± 1/2 inch when the distance from the centerline of the steel to the opposite face of the masonry, "d", is
equal to 8 inches or less.
2. ± 1 inch for "d" equal to 24 inches or less but larger than 8 inches.
3. ± 1-1/4 inch for "d" greater than 24 inches.
3.5 REINFORCEMENT AND ANCHORAGES
A. Install horizontal joint reinforcement 16 inches on center, except space at 8 inches in parapet walls and below
finished floor, or where otherwise indicated on Drawings. Place joint reinforcement continuous in first and second
joint below top of walls. Lap joint reinforcement ends minimum 6 inches. Do not extend joint reinforcement
through control joints.
B. Set vertical reinforcing bars supported and secured against displacement by means of bar positioners prior to
placing grout, located near the ends of each bar and at intermediate intervals of not more than 192 diameters of the
reinforcement. Minimum clearance between parallel bars shall be one diameter of the reinforcement. A minimum
clearance of 1/2 inch shall be maintained between the bars and masonry units. Set and support other bars, anchor
bolts, and embedded items and tie to prevent displacement prior to placing grout.
C. Grout cells full that contain vertical reinforcing. Use low lift or high lift grout method of construction conforming
to requirements of ACI 530/ASCE 5/TMS 402 and ACI 530.1/ASCE 6/TMS 602.
D. Place grout barrier below reinforced bond beams as required to prevent grout from falling through cells while
maintaining positive bond in mortar joint.
E. Anchorage of Masonry Walls: Comply with applicable requirements of ACI 530/ASCE 5/TMS 402 for Seismic
Design Category (SDC) indicated on structural drawings.
F. Verify that anchorages embedded in masonry are properly placed.
1. Proper placement of embed anchors shall be full depth penetration of scheduled anchorage without contact
of embed stud with interior surface of exterior shell face.
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G. After reinforcing of masonry is securely tied in place, plug cleanout holes with masonry units. Brace against wet
grout pressure.
3.6 MASONRY FILL INSULATION
A. Confirm that selected foam insulation material is compatible and non-detrimental to referenced fire resistance
assemblies before use.
B. Install insulation in masonry unit cores of exterior walls.
C. Granular Insulation:
1. Place masonry fill insulation in accordance with manufacturer's instructions. Verify that holes and openings
have been sealed to prevent escape of insulation.
2. Place as masonry is erected. Ensure spaces are free of mortar to allow free flow of insulation.
3. Completely fill spaces. Place in lifts and rod to eliminate air pockets. Place prior to covering cores with
bond beams or lintels.
4. Place temporary signs on face of insulated walls warning workers to use caution to prevent loss of
insulation if cutting into walls.
D. Blown-In Expanded Polystyrene Bead Insulation:
1. Installer shall be certified or approved by manufacturer of insulation.
2. Install expanded polystyrene beads in accordance with manufacturer's published instructions.
3. Blow-in expanded polystyrene beads from top of wall prior to installation of bond beams.
3.7 LINTELS
A. Install loose steel lintels as scheduled.
B. Install reinforced unit masonry lintels over openings where steel lintels are not scheduled. Construct lintels using
grout fill and reinforcing. Maintain minimum 8 inch bearing on each side of opening, unless noted otherwise on
Drawings.
C. Use reinforcing bars of one piece lengths only.
D. Place and consolidate grout fill without disturbing reinforcing. Allow lintels to reach strength before removing
temporary supports.
E. For soap units covering steel lintels, provide 9 gage Z-ties at each vertical joint. Weld Z-ties to web of steel lintel.
3.8 CONTROL JOINTS
A. Do not continue bond beam reinforcing (except at floor and roof levels and top of walls) or joint reinforcing across
control joints unless otherwise shown on the Drawings.
B. Install preformed control joint filler at locations indicated on Drawings. Use proper size material to create sealant
joint space.
C. Install backer rods and sealant at control joints as shown on Drawings and as specified in Section 07900.
3.9 EXPANSION JOINTS
A. Install expansion joint filler (compression seal), backer rods, and sealant at expansion joints as shown on Drawings
and as specified in Section 07900.
3.10 BUILT-IN WORK
A. As work progresses, build in metal door frames, fabricated metal frames, window frames, anchor bolts, diaphragm
anchors, embedded plates, and other items included in the work supplied by other Sections.
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B. Install items plumb and level.
C. Bed anchors of metal door and glazed frames in mortar joints. Fill frame voids solid with grout or mortar. Fill
masonry cores with grout minimum 12 inches from framed openings.
D. Do not build in organic materials subject to deterioration.
3.11 CUTTING AND FITTING
A. Cut and fit for bearing plates, chases, pipes, conduit, sleeves, and grounds. Coordinate with other Sections of work
to provide correct size, shape, and location.
B. Obtain approval prior to cutting or fitting any area not indicated or where appearance or strength of masonry work
may be impaired.
3.12 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. Remove large mortar particles by hand with wooden paddles and nonmetallic scrape hoes or chisels.
2. Protect non-masonry surfaces from contact with cleaner by covering them with liquid strippable masking
agent, polyethylene film, or waterproof masking tape.
3. Clean CMU masonry with a proprietary acidic cleaner applied according to manufacturer's written
instructions.
4. Cleaned surfaces shall appear as represented by mockup wall panel.
C. Remove excess mortar and smears. Replace defective mortar. Match adjacent work.
D. Clean soiled surfaces with a non-acidic solution which will not harm masonry or adjacent materials. Consult
masonry manufacturer for acceptable cleaners.
E. Use non-metallic tools in cleaning operations.
3.13 PROTECTION
A. Maintain protective boards at exposed external corners which may be damaged by construction activities.
B. Provide protection without damaging completed work.
C. Protect the base of walls from rain-splashed mud and mortar droppings.
D. At day's end, cover unfinished walls to prevent moisture infiltration. Weight cover down to prevent blow-off and
maintain protection for fresh masonry work. Extend cover from top of wall a minimum of 2 feet down the wall on
each side.
3.14 FIELD QUALITY CONTROL
A. Testing And Inspection Responsibility: Unless otherwise specified, quality control tests and inspection specified
below will be conducted by the Owner’s Construction Testing Laboratory at no cost to the Contractor in
accordance with Section 01458. The Contractor shall perform additional testing or inspection as considered
necessary by the Contractor for assurance of quality control.
B. Perform Tests and Inspections as specified herein and as indicated in Table A – Testing and Inspection Schedule at
the end of this section.
C. Work shall be performed by a Special Inspector – Technical II or Special Inspector – Structural I
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D. Field Testing: Field testing, frequency, and methods may vary as determined by and between the Owner and the
Owner’s Testing Laboratory.
1. Masonry Units:
a. Verify compressive strength of masonry by the Unit Strength Method.
b. Three units for each type will be obtained and tested for every lot of 500 units or less.
c. The net area compressive strength of the masonry units shall be determined in accordance with
ASTM C 140. The average of 3 units is considered one test.
d. Strength of concrete masonry units will be considered satisfactory if calculated test compressive
strength test conforms to requirements of ASTM C90
2. Masonry Mortar:
a. Execute one mortar verification test for each 500square feet of masonry wall constructed and a
minimum of one mortar verification test for each day that masonry construction is performed.
1) Prepare and test in accordance with the mortar aggregate ratio test method of ASTM C 780
including test report therein.
3. Grout:
a. Verify that the delivered grout mix complies with the submitted mix design.
b. Sample, cure, and test grout samples in accordance with ASTM C 1019.
1) Cast 4 grout specimen for each 500 square feet of wall placed each day or fraction thereof.
2) Test 2 of the specimen at 7 days in accordance with ASTM C 39.
3) Test 2 of the specimens at 28 days in accordance with ASTM C 39.
E. Inspections:
1. General: Inspect masonry work for compliance with Construction Documents. Inspection of masonry shall
be performed during placing of masonry units, placement of structural reinforcement, cleanout of grout
space immediately prior to closing of elements, and during all grouting operations.
2. Frequency of Inspection:
a. "Continuous" Inspection of Masonry:
1) Grouting: 100% of structural grouting operations.
b. "Periodic" Inspection of masonry:
1) Placing of Units: Not less than once/week nor less than once for every 500SF of surface
2) Reinforcement: Verification of compliance of grout spaces and of grades, sizes, and
locations of reinforcement.
3. Preparation and Placement
a. Base Conditions: Verify that masonry bearing surfaces are clean.
b. Condition of Units: Verify that masonry units are clean and sound and dry.
c. Mortar: Verify mortar is prepared in accordance with specification requirements.
d. Placement: Inspect laying of masonry units for nominal unit widths, stack or running bond, proper
thickness and tooling of mortar joints, and depth of furrowing of bed joints. Note temperature at
time of inspection.
e. Joints: Inspect construction, expansion, and contraction joints for location and continuity of steel.
f. Verify hot and cold weather procedures are followed.
g. Verify wall cavities are protected against entry of precipitation.
4. Bond Beams: Inspect and report on the following:
a. Location.
b. Size, placement, and lap of reinforcing bars.
c. Placement and vibration of grout.
5. Openings: Inspect and report on the following:
a. Types of concrete masonry units used to form lintels.
b. Reinforcing bar size and placement at lintel.
c. Stirrup size and spacing at lintel.
d. Vertical reinforcing size and placement at door jambs.
e. Placement and vibration of grout in lintels and jambs.
6. Pilasters: Inspect and report on the following:
a. Vertical reinforcing size and placement.
b. Tie size and placement.
c. Placement and vibration of grout.
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7. Masonry Reinforcement:
a. Vertical Reinforcement: Inspect placement and alignment of vertical bars and dowels for size,
grade and spacing. Inspect length of lap splices, clearances between bars, clearances to masonry
units and outside face of walls, and positioning of steel.
b. Horizontal Reinforcement: Inspect horizontal joint reinforcement steel and masonry reinforcement
bars for size, length of lap splices, dowels, clearances between bars, clearance to masonry units and
outside face of walls, and alignment.
c. Ties: Inspect ties in masonry for type, straightness, embedment, spacing and size.
d. Dowels and Anchors: Inspect the installation of masonry anchor bolts, joist anchors, inserts, straps,
and dowels. Inspect spacing and grouting of embedded plates for joist bearing. Inspect spacing and
grouting of embedded plates for continuous angle attachment at roof perimeter.
8. Prior to Masonry Grouting and Capping:
a. Grout Spaces: Verify that grout spaces are correctly sized and clean, cleanouts are closed after
inspection and grout barriers are in place before grouting.
b. Dry Packing: Verify proper application of dry packing.
c. Grouting: Verify proper grouting technique including consolidation to approved height of grout
space, reconsolidation and vibration.
F. Mortar and Grout Mix Verification: Verify mixes conform to the design mix.
G. Reports:
1. Masonry: In addition to required information noted previously in this Section, record the following
information on concrete masonry unit test reports:
a. Test sample number.
b. Specific wall areas represented by test sample.
c. Description of units used to form sample.
d. Tested net area compressive strength to the nearest 10 psi separately for each specimen and as the
average of three specimens.
2. Masonry Mortar and Grout: In addition to required information in Section 01458, submit reports in
accordance with ASTM C780 and ASTM C 1019 for mortar and grout respectively.
3. Mix Design: Record verification of conformance of mortar and grout mixes to mix design.
H. Blown-In Expanded Polystyrene Bead Insulation Inspection: Upon completion of installation, perform infrared
thermographic inspection of exterior walls. Testing shall be at the expense of the Contractor.
1. Thermographer Qualifications: Level 2 Certified Thermographer, certified in accordance with ASNT SNT-
TIC-1A, with at least three years experience performing infrared inspections of building envelopes.
2. Infrared Equipment: Flir Systems Incorporated Prism DS thermal imager.
3. Environmental Conditions: Perform thermographic inspection under the following conditions.
a. From exterior of building with building in heated mode.
b. Post-sunset, from ground level, with inside/outside temperature differential of at least 18 degrees F.
c. Exterior wall surfaces shall be dry at time of inspection and winds at less than 15 miles per hour.
4. Inspection Report: Submit Inspection Report prepared by Thermographer to:
Staff Architect
Wal-Mart Stores Incorporated
Sam Walton Development Complex
2001 S.E. 10th Street
Bentonville, AR 72716-0550
END OF SECTION
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TABLE A
TESTING AND INSPECTION SCHEDULE
Description of Verification and Inspection Work
Level 1 Special Inspection
Inspection Frequency Referenced Standards
As masonry construction begins, the following shall
be verified to ensure compliance:
1. Proportion of site-prepared mortar.
2. Construction of mortar joints.
3. Location of reinforcement, connectors, and
embedded anchorages.
Periodic ACI 530.1/ASCE 6/TMS 602 Art. 2.6A
ACI 530.1/ASCE 6/TMS 602 Art. 3.3B
ACI 530.1/ASCE 6/TMS 602 Art. 3.4 &
3.6A
The inspection program shall verify:
1. Size and location of structural elements.
2. Type, size, and location of anchors, including
other details of anchorage to masonry to
structural members, frame or other
construction.
3. Specified size, grade, and type of
reinforcement.
4. Protection of masonry during cold weather
(temperature below 40°F) or hot weather
(temperature above 90°F).
Periodic ACI 530.1/ASCE 6/TMS 602 Art. 3.3G
ACI 530/ASCE 5/TMS 402 Sec. 1.2.2(e),
2.1.4, 3.1.6
ACI 530/ASCE 5/TMS 402 Sec. 1.13
ACI 530.1/ASCE 6/TMS 602 Art. 2.4 & 3.4
ACI 530.1/ASCE 6/TMS 602 Art. 1.8C &
1.8D
Prior to grouting, the following shall be verified to
ensure compliance:
1. Grout space is clean.
2. Placement of reinforcement, connectors, and
embedded anchorages.
3. Proportions of site-prepared grout.
4. Construction of mortar joints.
Periodic ACI 530.1/ASCE 6/TMS 602 Art. 3.2D
ACI 530/ASCE 5/TMS 402 Sec. 1.13
ACI 530.1/ASCE 6/TMS 602 Art. 3.4
ACI 530.1/ASCE 6/TMS 602 Art. 2.6B
ACI 530.1/ASCE 6/TMS 602 Art. 3.3B
Grout placement shall be verified to ensure
compliance with code and construction document
provisions.
Continuous ACI 530.1/ASCE 6/TMS 602 Art. 3.5
Preparation of any required grout specimens, mortar
specimens and/or prisms shall be observed.
Continuous ACI 530.1/ASCE 6/TMS 602 Art. 1.4
Compliance with required inspection provisions of the
construction documents and the approved submittals
shall be verified.
Periodic ACI 530.1/ASCE 6/TMS 602 Art. 1.5
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WAL-MART STORES
MASONRY GROUT MIX DESIGN SUBMITTAL FORM
(Section 04200 – Unit Masonry Assemblies) Date ________________________
SUPERCENTER NEIGHBORHOOD MARKET SAM’S CLUB
STORE INFORMATION
STORE #
ADDRESS
CITY, ST
GENERAL CONTRACTOR
COMPANY
JOBSITE PHONE
A. GROUT INFORMATION
Supplier Mix Design #
Design Strength (f’c) psi
Water / Cementitious Ratio
Mix Developed From:
Density
Wet pcf Dry pcf
Slump
“ ( ± 1” )
B. MIX DESIGN
Mix Proportions (per cubic yard)
Identification
(Type, size, source, etc.)
Weight
(pounds)
Density
(SSD)
Volume
(cubic feet)
Cement
Fly Ash
Aggregate #1
#2
Water
TOTALS
LEAVE
BLANK FOR
ENGINEER’S
STAMP
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C. MASONRY SUBCONTRACTOR INFORMATION
Company Name Tel. # ( )
Address
City, ST Zip
Technical Contact Cell # ( )
e-mail
Sales Contact Cell # ( )