1 Scope
NOTE This standard establishes the common work results for masonry — the materials, accessories, workmanship, and quality provisions shared by every unit masonry and masonry veneer scope on the project. (1.1)
NOTE This standard is a parent umbrella; its requirements flow down to all subordinate masonry sections (concrete masonry units, brick masonry, structural unit masonry, and masonry veneer). (1.2)
1.3Requirements of this standard shall not be restated in subordinate masonry sections.
NOTE Mortar and grout proportioning, mix design, and material testing are governed by
Masonry Mortar And Grout; this standard governs only their field placement, protection, and workmanship.
(1.4) NOTE The shared materials and provisions covered here include mortar and grout placement, accessories, embedded items, surface preparation, workmanship, construction tolerances, cold- and hot-weather protection, cleaning, and field quality control. (1.6)
1.7Masonry work shall comply with TMS 402/602 as adopted by the International Building Code, the Contract Documents, and this standard.
1.8Where a subordinate masonry section imposes a requirement more stringent than this standard, the more stringent requirement shall govern.
2 Referenced Standards
2.1Materials, installation, and quality control shall comply with the latest adopted edition of each of the following unless a specific edition is cited.
2.2Where referenced standards conflict, the more stringent requirement shall govern unless the Engineer of Record directs otherwise in writing.
| Standard |
Title |
| TMS 402/602-22 |
Building Code Requirements and Specification for Masonry Structures |
| ASTM C270-19a |
Standard Specification for Mortar for Unit Masonry |
| ASTM C476-20 |
Standard Specification for Grout for Masonry |
| ASTM C144-18 |
Standard Specification for Aggregate for Masonry Mortar |
| ASTM C91/C91M-18 |
Standard Specification for Masonry Cement |
| ASTM C1329/C1329M-21 |
Standard Specification for Mortar Cement |
| ASTM C207-06(2022) |
Standard Specification for Hydrated Lime for Masonry Purposes |
| ASTM C1142-23 |
Standard Specification for Extended Life Mortar for Unit Masonry |
| ASTM C1314 |
Standard Test Method for Compressive Strength of Masonry Prisms |
| ASTM E514/E514M-20 |
Standard Test Method for Water Penetration and Leakage Through Masonry |
| ASTM C67/C67M-23 |
Standard Test Methods for Sampling and Testing Brick and Structural Clay Tile |
| IBC 2021 |
International Building Code (Chapters 17 and 21) |
3 Submittals
3.1 Action Submittals
3.1.1The Contractor shall submit the following action submittals for review before masonry work begins:
- Product data for each mortar and grout material, accessory, anchor, tie, flashing material, weep hole device, joint reinforcement, and joint filler proposed for the Work.
- Samples of exposed masonry accessories, colored mortar (where colored mortar is specified), and weep hole devices, sized to show full color and texture range.
- Shop drawings showing reinforcing and joint reinforcement layout, anchor and tie types and spacing, control- and expansion-joint locations, and flashing and weep hole details.
- A written cold-weather construction plan and a written hot-weather construction plan, each stating the temperature thresholds, protection methods, and heating or cooling measures to be used.
- A mortar mix design or proportion statement and a grout mix design, with supporting test data where the property method is used.
☑ Product data (mortar, grout, accessories, anchors, ties, flashing, weeps, joint reinforcement)
☐ Samples (exposed accessories, colored mortar, weep devices)
☑ Shop drawings (reinforcement, ties, joints, flashing details)
☑ Cold-weather construction plan (written)
☑ Hot-weather construction plan (written)
☑ Mortar and grout mix designs / proportion statements
3.1.2The Contractor shall not begin masonry work until the cold-weather and hot-weather construction plans have been reviewed and accepted.
3.2.1The Contractor shall submit the following informational submittals:
- Material certificates for cement, lime, masonry cement, mortar cement, aggregate, and grout confirming compliance with the referenced ASTM standards.
- Mill or supplier certifications for joint reinforcement, ties, anchors, and flashing materials, including alloy or coating designation.
- Qualification data for the masonry testing agency and field quality control personnel where required by the special inspection program.
☑ Material certificates (cement, lime, aggregate, grout)
☑ Reinforcement / tie / anchor / flashing certifications
☐ Testing agency and inspector qualifications
3.3 Closeout Submittals
3.3.1The Contractor shall submit the following closeout submittals:
- Field quality control and special inspection reports, including prism test results and grout and mortar test results.
- Cleaning material data and the approved cleaning procedure used on the completed masonry.
☑ Field quality control / special inspection reports
☑ Prism, grout, and mortar test results
☐ Cleaning materials and approved procedure record
4 Quality Assurance
4.1 Special Inspection Level
4.1.1Masonry special inspection shall be provided in accordance with IBC Chapter 17, Table 1705.4, at the level corresponding to the project's Seismic Design Category and masonry type.
NOTE Seismic Design Category B and higher requires at minimum periodic special inspection of structural masonry; Seismic Design Category C and higher generally requires continuous inspection of structural masonry. (4.1.2)
NOTE Non-structural masonry, such as interior CMU partitions, generally does not require the continuous inspection level appropriate to load-bearing or shear-wall masonry; specifying continuous inspection where the code requires only periodic wastes budget. (4.1.3)
NOTE The special inspection program, agency qualifications, and structural test reporting are governed by
Special Inspections And Testing; this standard governs only the placement quality that inspection verifies.
(4.1.4) 4.1.5Masonry special inspection shall be performed at the level indicated below for the project's Seismic Design Category.
● Periodic inspection (SDC A-B, non-structural and light structural masonry)
○ Continuous inspection (SDC C and higher, structural / shear-wall masonry)
4.2 Prism Testing and f'm Verification
4.2.1Verification of the specified masonry compressive strength f'm is required for structural masonry and shall be established by either the unit strength method or the prism test method per TMS 602 Article 1.4.
NOTE f'm verification must be completed before reinforced walls are grouted and is frequently on the critical path. (4.2.2)
4.2.3The testing schedule for f'm verification shall be coordinated early so it does not delay grouting.
4.2.4Where the prism test method is used, masonry prisms shall be constructed, cured, and tested in accordance with ASTM C1314.
4.2.5A minimum of three prisms shall be tested at 28 days for each f'm verification.
4.2.6The specified masonry compressive strength f'm shall be verified by the method indicated.
● Unit strength method (TMS 602, no prisms required)
○ Prism test method (ASTM C1314, 3 prisms at 28 days)
15004000
Default: 2000 psi
4.3 Mock-ups
NOTE A masonry mock-up panel allows the Architect to approve color, texture, joint tooling, and bond before full production, and establishes the workmanship standard against which the Work is judged. (4.3.1)
4.3.2Where required, the Contractor shall construct a mock-up panel of each exposed masonry type, including representative mortar color, joint tooling, bond pattern, accessories, and a sample flashing and weep hole condition.
4.3.3The approved mock-up shall be maintained on site and shall be the standard of workmanship for the corresponding masonry.
● Required for each exposed masonry type
○ Not required (concealed or non-architectural masonry)
5 Materials
5.1 Mortar Materials
NOTE Mortar binds the units, transfers load, seals the joint against water, and accommodates small movements; its type is selected to match the structural demand and exposure of the wall, not arbitrarily upgraded. (5.1.1)
NOTE Mortar type is designated M, S, N, or O in descending order of compressive strength; Type S is the default for below-grade work, load-bearing walls, and veneer, while Type N is used for above-grade non-structural interior masonry. (5.1.2)
NOTE Two methods of specifying mortar exist under ASTM C270 — the proportion method (Table 1) and the property method (Table 2); the proportion method is the 80%-case default because it is verified by simple field batching, whereas the property method requires laboratory testing and is rarely used in practice. (5.1.3)
5.1.4Mortar shall comply with ASTM C270 for the specified type and specification method.
5.1.5Aggregate for mortar shall comply with ASTM C144.
5.1.6Hydrated lime, where used in cement-lime mortar, shall be Type S complying with ASTM C207.
5.1.7Masonry cement shall comply with ASTM C91/C91M, and mortar cement, where specified for higher bond strength, shall comply with ASTM C1329/C1329M.
5.1.8Pre-blended extended-life mortar, where used, shall comply with ASTM C1142.
NOTE Mortar proportioning and mix design are governed by
Masonry Mortar And Grout; the selections below set only the field type and method.
(5.1.9) ○ Type M (high strength, below-grade and foundation)
● Type S (load-bearing, below-grade, veneer)
○ Type N (above-grade non-structural)
○ Type O (interior non-load-bearing, low strength)
● Proportion method (Table 1, field-verified)
○ Property method (Table 2, laboratory-tested)
● Portland cement-lime
○ Masonry cement (ASTM C91)
○ Mortar cement (ASTM C1329, higher bond)
5.1.10Where colored mortar is specified, the Contractor shall use a single pigment source and a pre-approved color sample to prevent batch-to-batch and panel-to-panel color variation.
● Standard gray (natural cement color)
○ White (white cement and sand)
○ Custom pigmented (single-source, approved sample)
5.2 Grout Materials
NOTE Grout fills cells and cavities to bond reinforcement to the masonry and to develop the composite strength of reinforced walls; it is a fluid concrete, distinct from mortar, and is placed by pumping or pouring. (5.2.1)
NOTE Fine grout is used where the smallest dimension of the grout space is 1.5 in. or less; coarse grout is used where the grout space exceeds 1.5 in. and can accommodate the larger aggregate. (5.2.2)
5.2.3Grout shall comply with ASTM C476.
5.2.4Grout shall develop a minimum compressive strength of 2000 psi; a value of 2500 to 3000 psi is commonly specified for structural masonry.
5.2.5Grout type shall be selected based on the least dimension of the grout space.
● Fine grout (grout space least dimension ≤ 1.5 in.)
○ Coarse grout (grout space least dimension > 1.5 in.)
20004000
Default: 2500 psi
5.3 Joint Reinforcement
NOTE Horizontal joint reinforcement controls shrinkage cracking and ties multi-wythe walls together; ladder type is used for reinforced or grouted walls (it does not obstruct vertical bars) and truss type provides greater rigidity in single-wythe walls. (5.3.1)
5.3.2Joint reinforcement shall be hot-dip galvanized or stainless steel, with the corrosion-resistance class selected for the wall's exposure.
5.3.3Joint reinforcement shall be embedded with a minimum of 5/8 in. of mortar cover on each side of the wire.
● Ladder type (reinforced / grouted walls)
○ Truss type (single-wythe non-reinforced walls)
○ Mill galvanized (interior, dry)
● Hot-dip galvanized (exterior, normal exposure)
○ Stainless steel Type 304 (severe / coastal exposure)
○ Stainless steel Type 316 (marine / chloride exposure)
5.4 Ties and Anchors
NOTE Ties and anchors transfer lateral load between wythes and between masonry and its backup or structure; their material and type must resist corrosion for the life of the wall because they are inaccessible once built. (5.4.1)
NOTE Veneer tie spacing, anchor design, and attachment to backup systems are governed by
Masonry Anchorage And Veneer; this standard governs only the common material and corrosion class.
(5.4.2) 5.4.3Ties and anchors shall be of the same corrosion-resistance class as the joint reinforcement for the wall's exposure or higher.
5.4.4Adjustable two-piece ties shall be used where the bed joints of the two wythes do not align.
● Adjustable pintle-and-eye (cavity wall, misaligned joints)
○ Rigid corrugated (veneer over sheathing, light duty)
○ Seismic / high-wind clip and wire (SDC C+, hurricane zones)
● Hot-dip galvanized (normal exposure)
○ Stainless steel Type 304 (severe / coastal exposure)
○ Stainless steel Type 316 (marine / chloride exposure)
5.5 Flashing, Weep Holes, and Drainage
NOTE Through-wall flashing collects water that penetrates the outer wythe and directs it back out through weep holes; a discontinuity in the flashing plane at laps, ends, and corners is a leading cause of masonry water infiltration callbacks. (5.5.1)
NOTE Flashing material is selected for durability and compatibility — stainless steel and copper are the most durable, while self-adhering rubberized-asphalt membrane is economical but less robust; the choice must be compatible with adjacent mortar and units. (5.5.2)
5.5.3Flashing terminations and counterflashing shall be coordinated with the roofing and waterproofing scopes so the water-resistive plane is continuous.
5.5.4Gaps at step, cap, and through-wall flashing shall not be left open.
5.5.5Flashing shall be lapped, sealed at end laps, and turned up and terminated so collected water is directed outward.
● Self-adhering rubberized-asphalt membrane (EPDM / butyl)
○ Stainless steel sheet
○ Copper sheet
○ Fabric-reinforced composite
NOTE Weep holes drain the collected water at the base course above flashing; without them the flashing simply traps water in the wall. (5.5.6)
5.5.7Weep holes shall be provided at the base course immediately above all through-wall flashing.
5.5.8Weep holes shall be open head joints unless another type is specified, spaced at 24 in. on center maximum.
5.5.9Drainage-cavity inserts, where used, shall be positioned so they keep the air gap open and do not block weep drainage.
● Open head joint
○ Cotton or polyester rope wick
○ Pre-formed plastic / mesh insert
5.6 Control and Expansion Joints
NOTE Movement joints relieve the stresses of shrinkage, thermal change, and moisture expansion; conflating the two joint families is a common, costly error that produces RFIs and cracking. (5.6.1)
NOTE Concrete masonry shrinks over time and uses control joints — a clean vertical separation with a compressible filler and no mortar across the joint. (5.6.2)
NOTE Clay brick expands over its life and uses expansion joints — a wider separation filled with a compressible (closed-cell foam or cork composite) filler, never mortar, so the brick can grow without spalling. (5.6.3)
5.6.4Control joints in concrete masonry shall be formed as a continuous vertical separation with compressible filler and shall not be bridged with mortar.
5.6.5Expansion joints in brick masonry shall be filled with a premolded compressible filler and shall not be filled with mortar.
NOTE Joint sealant and backer rod at the face of control and expansion joints are governed by
Exterior Weather Sealants; this standard governs the joint filler within the masonry only.
(5.6.6) ● Closed-cell foam (expansion joints, brick)
○ Cork composite (expansion joints, brick)
○ Preformed control-joint gasket (CMU)
5.7 Embedded Items
5.7.1Anchor bolts, sleeves, plates, conduit, and similar embedded items shall be set in grouted cells or solid mortar bedding, accurately located, and held in position until the surrounding masonry has set.
5.7.2Embedded items shall not be placed in mortar joints where they would reduce the joint below its required thickness or interrupt joint reinforcement.
NOTE Post-installed and epoxy-anchored items in hardened masonry are governed by
Epoxy Grouting And Anchoring; this standard governs cast-in embedments only.
(5.7.3) 6 Workmanship
NOTE The mortar joint is the weakest plane of a masonry wall against water entry, so consistent joint width and a compacted, tooled profile are essential to both appearance and weather resistance. (6.1.1)
NOTE Concave and V-joint tooling compress the mortar against the unit and shed water, which is why they are the default; raked and extruded joints expose a ledge that holds water and shall be used only where explicitly specified for appearance. (6.1.2)
6.1.3Bed and head joints shall be 3/8 in. wide, with a tolerance of ±1/8 in.
6.1.4Exposed joints shall be tooled when the mortar is thumbprint-hard to produce a dense, uniform, weather-resistant surface.
6.1.5Joints shall be tooled to the specified profile.
● Concave
○ V-joint
○ Raked (where specified for appearance)
○ Flush / extruded (where specified)
6.2 Bond, Coursing, and Surface Preparation
6.2.1Masonry shall be laid in the specified bond pattern, with units cut cleanly where required and broken or chipped exposed units rejected.
6.2.2Substrates and bearing surfaces shall be clean, sound, and free of laitance, dust, oil, ice, and loose material before masonry is placed.
6.2.3Units shall not be wetted at the time of laying.
6.2.4Where high-absorption clay brick requires wetting, units shall be wetted and allowed to surface-dry before placement.
● Running bond
○ Stack bond (where specified, requires reinforcement)
○ 1/3 running bond
6.3 Grout Placement
NOTE Grout must reach the bottom of the pour without segregating or leaving voids around reinforcement; pour and lift height limits exist so the grout consolidates fully and hydrostatic pressure does not blow out the masonry. (6.3.1)
6.3.2Grout pour height shall not exceed 12.67 ft without cleanouts, and shall not exceed 24 ft where cleanouts are provided at the base of each grouted cell.
6.3.3Grout shall be placed in lifts not exceeding 5 ft in a single pour.
6.3.4A minimum of one hour shall be allowed between successive grout lifts to permit the lower lift to lose its initial plasticity.
6.3.5Grout shall be consolidated by vibration or puddling at placement and reconsolidated after initial water loss to close shrinkage gaps.
● 12.67 ft (no cleanouts)
○ 24 ft (cleanouts provided)
7 Construction Tolerances
NOTE TMS 602 Article 3.3F is the definitive source for masonry placement tolerances; the values below are the common defaults and shall be tightened only where the structural design or finish requires it. (7.1)
7.2Masonry shall be erected plumb within ±1/4 in. in 10 ft and ±3/8 in. in 20 ft.
7.3Masonry shall be erected level within ±1/4 in. in 10 ft and ±3/8 in. in 20 ft.
7.4Bed joints shall align within ±1/4 in. of their specified location.
7.5Bed joint thickness shall be within ±1/8 in. of the specified thickness.
7.6Columns and pilasters shall be located within ±1/2 in. of their specified location.
0.1250.375
Default: 0.25 in
0.06250.1875
Default: 0.125 in
8 Cold-Weather Construction
NOTE Cold weather slows or stops cement hydration and can freeze the mix water before the mortar gains strength, permanently weakening the joint; a written, threshold-driven plan is required because "comply with TMS 602" alone gives the field crew nothing to act on. (8.1)
8.2The Contractor shall submit and follow a written cold-weather construction plan stating the temperature thresholds, heating, and protection measures below.
8.3Cold-weather measures shall be initiated when the ambient air temperature is at or below 40°F and falling, or at or below 32°F and rising.
8.4Mortar mixing water shall be heated to produce mortar in the range of 40°F to 120°F at the time of use.
8.5Grout mixing water shall be heated to produce grout in the range of 70°F to 120°F at the time of use.
8.6Completed masonry shall be maintained above 32°F for 24 hours after construction, extended to 48 hours for grouted masonry, unless Type III high-early-strength cement is used.
● 24 hours (ungrouted masonry)
○ 48 hours (grouted masonry)
9 Hot-Weather Construction
NOTE Hot, dry, windy conditions flash off the mix water before the cement can hydrate, leaving brittle, dusty joints with poor bond; a written plan with shading and wetting measures protects the work. (9.1)
9.2The Contractor shall submit and follow a written hot-weather construction plan stating the temperature thresholds and protection measures below.
9.3Hot-weather measures shall be initiated when the ambient air temperature exceeds 100°F, or exceeds 90°F with wind over 8 mph.
9.4Mortar and grout temperature shall not exceed 120°F at the time of placement.
9.5Completed masonry shall be shaded and fog-sprayed or covered to prevent rapid moisture loss during the initial cure.
● 100°F (calm)
○ 90°F (wind over 8 mph)
10 Cleaning
NOTE Cleaning removes mortar smears and efflorescence from the finished face, but the method must match the unit — acid cleaners that are routine on hard-fired red brick will etch, burn, or discolor light-colored, calcium-silicate, glazed, and many colored units. (10.1)
10.2Acid cleaning, where permitted, shall use muriatic acid diluted 1 part acid to 10 to 14 parts water by volume; the wall shall be pre-wet, the cleaner applied and scrubbed, and the wall rinsed within 3 to 5 minutes.
10.3Acid cleaners shall not be used on light-colored brick, calcium-silicate units, limestone, or glazed or colored masonry; a proprietary non-acid cleaner shall be specified for these units.
10.4The cleaning method and dilution shall be proven on the approved mock-up or an inconspicuous test area before full-wall cleaning.
● Diluted muriatic acid wash (1:10 to 1:14, hard-fired brick only)
○ Proprietary non-acid masonry cleaner (light / colored / calcium-silicate units)
○ Low-pressure water and stiff-brush detergent wash
11 Field Quality Control
NOTE Field quality control verifies that the materials and workmanship specified above were actually achieved, and produces the records the special inspector and Engineer of Record rely on to accept the Work. (11.1)
11.2Mortar and grout shall be sampled and tested at the frequency required by the special inspection program.
11.3Masonry water-resistive performance, where required by the Contract Documents, shall be verified by ASTM E514 field or laboratory testing.
11.4The Contractor shall correct and re-test any masonry that fails to meet the specified strength, tolerance, or water-resistance requirements.
○ Required (water-sensitive or high-exposure walls)
● Not required
12 Delivery, Storage, and Handling
12.1Masonry materials shall be delivered in undamaged original packaging, identified by type, source, and lot.
12.2Cementitious materials shall be stored off the ground, under cover, and protected from moisture until used.
12.3Masonry units, reinforcement, ties, anchors, and flashing shall be stored to prevent contamination, corrosion, chipping, and contact with the ground.
13 Warranty
13.1The Contractor shall warrant the masonry Work against defective materials and workmanship, including water infiltration through defective flashing or weep installation, for the period stated in the Contract Documents.
14 Maintenance Materials
14.1The Contractor shall furnish extra masonry units and matching pigmented mortar material from the same production run as the installed Work, for future repair and color matching.