Unit Masonry
Remake for template neutrality (from-scratch field inventory, five-state defaults, parameters and derived fields, schedule deferrals)
Showing changes from Rev 7
to Rev 8
in Unit Masonry.
−---
−title: Unit Masonry
−category: Structural / Masonry
−toc_depth: 3
−description: >
− When to use: Structural and architectural unit masonry for commercial, institutional, and industrial buildings. Covers concrete masonry units (CMU), clay and facing brick, mortar, grout, joint reinforcement, vertical bar reinforcement, wall ties and anchors, flashing and weeps, control and expansion joints, cold and hot weather construction, cleaning, field testing, and tolerances. Applies to both load-bearing and non-load-bearing masonry walls, exterior and interior, grouted and ungrouted construction.
− Not intended for: Autoclaved aerated concrete (AAC) masonry units (different material properties and installation requirements), glass unit masonry panels, adhered masonry veneer less than 1 inch thick, cast-in-place concrete walls (see [[sync/cast-in-place-concrete]]), stone masonry, or refractory brick. Structural reinforcement design is governed by the structural engineer of record; this standard covers the materials and construction quality requirements but not the structural calculations themselves.
−---
−
−# Scope {toc}
−
−## This specification covers materials, fabrication, installation, quality assurance, field testing, and cleaning for unit masonry construction in buildings and structures. {note}
−## Unit masonry within this standard means construction assembled from factory-produced units — concrete masonry units, clay brick, concrete brick, calcium silicate units — laid in mortar with or without grout and reinforcement. {note}
−## The standard applies to load-bearing walls, shear walls, non-load-bearing partitions, exterior veneer, pilasters, columns, and retaining walls of unit masonry construction. {note}
−
−## Masonry is a composite system whose performance depends on the proper selection, detailing, and installation of every component. {note}
−
−## A single deficient component can compromise an otherwise sound assembly; this standard provides requirements at both the component and the assembly level. {note}
−
−## All masonry construction shall comply with TMS 402/602-22, Building Code Requirements and Specification for Masonry Structures, and with the adopted edition of the International Building Code (IBC) Chapter 21.
−
−## Where these standards conflict, the more stringent requirement governs unless the Engineer of Record directs otherwise in writing.
−
−## Where the contract documents show more restrictive requirements than this specification, the contract documents govern.
−
−## Reinforcing steel procurement and handling shall comply with [[sync/concrete-reinforcement]].
−
−## Where masonry work is integrated with concrete structure, the work shall be coordinated with [[sync/cast-in-place-concrete]].
−
−## Insulation installed in masonry cavities or against masonry backup shall comply with [[sync/building-thermal-insulation]].
−
−## Where masonry serves as backup for roofing or waterproofing systems, the work shall be coordinated with [[sync/membrane-roofing]] and [[sync/below-grade-waterproofing]].
−
−# Referenced Standards {toc}
−
−## All materials and construction shall comply with the latest edition of the following standards as adopted by the Authority Having Jurisdiction.
−## Where a specific edition year is shown on the contract documents, that edition governs. {note}
−
−| Standard | Title |
−|----------|-------|
−| TMS 402/602-22 | Building Code Requirements and Specification for Masonry Structures |
−| IBC Chapter 21 | Masonry |
−| ASTM C90 | Standard Specification for Loadbearing Concrete Masonry Units |
−| ASTM C55 | Standard Specification for Concrete Brick |
−| ASTM C129 | Standard Specification for Nonloadbearing Concrete Masonry Units |
−| ASTM C216 | Standard Specification for Facing Brick (Solid Masonry Units Made from Clay or Shale) |
−| ASTM C652 | Standard Specification for Hollow Brick (Hollow Masonry Units Made from Clay or Shale) |
−| ASTM C62 | Standard Specification for Building Brick (Solid Masonry Units Made from Clay or Shale) |
−| ASTM C270 | Standard Specification for Mortar for Unit Masonry |
−| ASTM C476 | Standard Specification for Grout for Masonry |
−| ASTM C144 | Standard Specification for Aggregate for Masonry Mortar |
−| ASTM C150 | Standard Specification for Portland Cement |
−| ASTM C207 | Standard Specification for Hydrated Lime for Masonry Purposes |
−| ASTM C91 | Standard Specification for Masonry Cement |
−| ASTM C1329 | Standard Specification for Mortar Cement |
−| ASTM C404 | Standard Specification for Aggregates for Masonry Grout |
−| ASTM C615 | Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement |
−| ASTM A706 | Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement |
−| ASTM A951 | Standard Specification for Steel Wire for Masonry Joint Reinforcement |
−| ASTM A153 | Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware |
−| ASTM A1008 | Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy |
−| ASTM A580 | Standard Specification for Stainless Steel Wire |
−| ASTM C1314 | Standard Test Method for Compressive Strength of Masonry Prisms |
−| ASTM C780 | Standard Test Method for Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry |
−| ASTM C1019 | Standard Test Method for Sampling and Testing Grout |
−| ASTM C67 | Standard Test Methods for Sampling and Testing Brick and Structural Clay Tile |
−| ASTM C140 | Standard Test Methods for Sampling and Testing Concrete Masonry Units and Related Units |
−
−# Submittals {toc}
−
−## Action Submittals {toc}
−
−### The Contractor shall submit the following for the Architect's and Engineer's review before procurement, mixing, or installation begins, and no masonry work shall proceed until the corresponding submittal has been reviewed and returned without exception or with exceptions noted and resolved.
−
−- Product data for every masonry unit type, mortar material, grout material, joint reinforcement, wall tie and anchor system, through-wall flashing, weep system, and movement joint filler, including the manufacturer's documentation of compliance with all applicable ASTM standards, physical properties, and installation requirements
−- Samples for each type of masonry unit, including each color, texture, and size, representing the full range of variation expected, minimum five units per type, retained on site after acceptance as the standard for comparison during delivery inspection
−- Mock-up proposal identifying the proposed location, dimensions, unit types, mortar joint profile and color, and the proposed installation date, where a mock-up is required by the contract documents
−- Mix designs for mortar and grout identifying the cementitious materials, aggregates, admixtures, and the specification method (proportion or property) used to establish compliance with ASTM C270 or ASTM C476
−
−```datasheet
−label: Action Submittals Required
−type: checkbox
−options:
− - "Product data — masonry units (each type)"
− - "Product data — mortar materials"
− - "Product data — grout materials"
− - "Product data — joint reinforcement"
− - "Product data — wall ties and anchors"
− - "Product data — through-wall flashing"
− - "Product data — weep system"
− - "Product data — movement joint materials"
− - "Masonry unit samples (minimum 5 units per type)"
− - "Mortar mix design"
− - "Grout mix design"
− - "Mock-up proposal (if required)"
−default: "Product data — masonry units (each type)"
−```
−
−## Closeout Submittals {toc}
−
−### The Contractor shall provide the following at substantial completion before masonry work is accepted.
−
−- Certified test reports for all field-sampled prism tests, mortar samples, and grout samples, signed by the testing laboratory, including test methods, sampled locations, sample ages at test, measured values, acceptance criteria, and pass/fail determinations, with corrective actions and re-test results documented for any failed tests
−- Operation and maintenance data describing recommended inspection intervals, recommended cleaning methods by unit type, and the location and type of all expansion and control joints
−
−```datasheet
−label: Closeout Submittals Required
−type: checkbox
−options:
− - "Certified prism, mortar, and grout test reports"
− - "Documentation of corrective actions and re-test results for failed tests"
− - "Operation and maintenance data (inspection intervals, cleaning methods, joint locations)"
−default: ["Certified prism, mortar, and grout test reports", "Operation and maintenance data (inspection intervals, cleaning methods, joint locations)"]
−```
−
−# Quality Assurance {toc}
−
−## Installer Qualifications {toc}
−
−### Masonry installation shall be performed by masonry contractors with demonstrated experience in the type of masonry specified.
−
−### Journeyman masons shall have a minimum of five years of experience with comparable masonry construction.
−
−### The masonry foreman directly supervising the work shall have a minimum of seven years of experience.
−
−### The Contractor shall provide a list of at least three comparable projects completed within the previous five years upon request.
−
−## Pre-Construction Conference {toc}
−
−### A pre-construction conference shall be held before masonry work begins.
−
−### Attendees shall include the Contractor's masonry superintendent, the masonry subcontractor's project manager, the Architect, the Structural Engineer of Record, the Special Inspector, and the Owner's representative.
−
−### Topics shall include the mix design review and approval status, cold and hot weather contingency plans, the mock-up schedule, the special inspection program, joint reinforcement and vertical bar placement procedures, grouting procedure and lift heights, and flashing and weep installation sequence.
−
−## Mock-Up Wall Panel {toc}
−
−### The mock-up demonstrates the Contractor's ability to achieve the specified appearance and workmanship and establishes the standard for the Owner's and Architect's review of color, texture, mortar joint profile, joint tooling, and workmanship quality. {note}
−
−### The minimum size of the mock-up panel shall be specified, sufficient to demonstrate the specified appearance and workmanship for review.
−
−```datasheet
−label: Mock-Up Panel Minimum Size
−type: select
−unit: ft
−options:
− - "4 ft x 4 ft"
− - "4 ft x 8 ft"
− - "8 ft x 8 ft"
−default: "4 ft x 4 ft"
−```
−
−### The Contractor shall construct a mock-up panel before beginning production masonry work.
−
−```datasheet
−label: Mock-Up Required
−type: radio
−options:
− - "Yes — construct mock-up panel before production work"
− - "No — waived by Architect"
−default: "Yes — construct mock-up panel before production work"
−```
−
−### The mock-up panel shall be built at the project site using the same materials, equipment, and personnel as will be used in production work.
−
−### The mock-up panel shall incorporate a sample of the through-wall flashing and weep system, the specified joint profile, and, where joint reinforcement is required, a section showing the joint reinforcement placement.
−
−### The mock-up shall be reviewed and accepted in writing by the Architect before production work begins.
−
−### The mock-up panel shall be maintained in place throughout the project and used as the quality standard for comparison.
−
−### The mock-up panel shall not be demolished until directed by the Architect in writing, and not before substantial completion.
−
−## Special Inspection {toc}
−
−### Masonry construction shall be subject to special inspection in accordance with IBC Chapter 17 and the Quality Assurance Program established in TMS 402/602, Article 1.6.
−### The level of inspection — Level A, Level B (Continuous), or Level C — shall be as indicated on the contract documents and in the Statement of Special Inspections.
−
−```datasheet
−label: Special Inspection Level
−type: radio
−options:
− - "Level A — periodic inspection, empirically designed masonry"
− - "Level B — periodic inspection, engineered masonry"
− - "Level C — continuous inspection, essential facilities"
−drawing_ref: true
−default: "Level B — periodic inspection, engineered masonry"
−```
−
−### Where the inspection level is not specifically indicated, Level B inspection shall apply to all engineered masonry in buildings assigned to Seismic Design Category C or higher.
−
−### The Special Inspector shall verify that masonry units, mortar materials, and grout materials are as specified.
−
−### The Special Inspector shall verify that mortar joint thickness and tooling comply with this specification.
−
−### The Special Inspector shall verify that reinforcement is placed as shown on the structural drawings.
−
−### The Special Inspector shall verify that cells to be grouted are clean and free of debris and mortar droppings.
−
−### The Special Inspector shall verify that grouting procedures comply with the accepted procedure.
−
−### The Special Inspector shall report nonconformances to the Contractor and the Architect immediately.
−
−## Source Quality Control — Masonry Units {toc}
−
−### Masonry units shall be tested to verify compliance with the specified standard before or upon delivery, by manufacturer's certification accompanied by test reports from an independent testing laboratory for each production run, or by testing of samples from each delivery in accordance with ASTM C140 (concrete masonry units) or ASTM C67 (clay masonry units).
−
−### Where compressive strength prism testing is the basis for the specified masonry compressive strength f'm, the unit compressive strength shall be confirmed by test as an input to the prism strength verification.
−
−### Units failing to meet specified compressive strength minimums shall be rejected and removed from the site.
−
−# Masonry Units {toc}
−
−## Concrete Masonry Units {toc}
−
−### ASTM C90 covers both hollow and solid units, in any weight classification. {note}
−
−### The CMU application type, load-bearing or non-load-bearing, shall be specified, confirmed by the structural engineer where non-load-bearing use is claimed.
−
−```datasheet
−label: CMU Application Type
−type: radio
−options:
− - "Load-bearing — ASTM C90"
− - "Non-load-bearing — ASTM C129"
−default: "Load-bearing — ASTM C90"
−```
−
−### The nominal CMU unit size — width, height, and length — shall be specified for this project.
−
−```datasheet
−label: CMU Nominal Unit Size (Width × Height × Length)
−type: select
−unit: inches
−options:
− - "4 × 8 × 16 in"
− - "6 × 8 × 16 in"
− - "8 × 8 × 16 in"
− - "10 × 8 × 16 in"
− - "12 × 8 × 16 in"
−drawing_ref: true
−default: "8 × 8 × 16 in"
−```
−
−```datasheet
−label: CMU Weight Classification
−type: radio
−options:
− - "Lightweight — less than 105 pcf"
− - "Medium weight — 105 to 125 pcf"
− - "Normal weight — 125 pcf or greater"
−default: "Normal weight — 125 pcf or greater"
−```
−
−```datasheet
−label: CMU Net Area Compressive Strength (f'cu), Minimum
−type: select
−unit: psi
−drawing_ref: true
−options:
− - "1,900 psi (ASTM C90 minimum)"
− - "2,000 psi"
− - "2,500 psi"
− - "3,000 psi"
−default: "1,900 psi (ASTM C90 minimum)"
−```
−
−### Concrete masonry units for load-bearing applications shall comply with ASTM C90, Standard Specification for Loadbearing Concrete Masonry Units.
−
−### Load-bearing CMU shall be tested and certified as meeting the minimum net area compressive strength requirements of ASTM C90 before incorporation into the work.
−
−### Concrete masonry units for non-load-bearing partitions may comply with ASTM C129, Standard Specification for Nonloadbearing Concrete Masonry Units, where non-load-bearing use is confirmed by the structural engineer.
−
−### Non-load-bearing units shall not be substituted for load-bearing units in walls where load transfer occurs unless reviewed and approved by the Engineer of Record.
−
−### CMU weight classification affects thermal mass, acoustic performance, and handling; lightweight CMU (less than 105 pcf) is lighter and provides slightly higher thermal resistance but lower acoustic mass, while normal weight CMU (125 pcf or greater) uses natural aggregates. {note}
−
−### The CMU weight classification shall be as required by the structural design and the acoustic or thermal requirements of the project.
−
−### Lintel units, bond beam units, pilaster units, and corner units shall be of the same manufacturer, weight class, and color as the field units.
−
−### Cutting of standard units to form nonstandard shapes is acceptable only where the cut surface will be concealed in the completed work.
−
−### Saw-cut exposed CMU faces at reveals, edges, and openings shall be ground smooth and present an appearance consistent with the surrounding masonry.
−
−## Concrete Brick {toc}
−
−### Concrete brick may be used as an alternative to clay brick in non-severe weathering environments and where the surface appearance of concrete brick is acceptable to the Architect.
−
−```datasheet
−label: Concrete Brick Grade
−type: radio
−options:
− - "Grade N — moderate weathering and freeze-thaw"
− - "Grade S — more severe weathering"
−default: "Grade N — moderate weathering and freeze-thaw"
−```
−
−### Concrete brick for load-bearing applications shall comply with ASTM C55, Standard Specification for Concrete Brick.
−
−### Concrete brick shall not be used in locations subject to constant moisture saturation without confirmation that the specified unit grade is appropriate for the exposure.
−
−## Clay Facing Brick {toc}
−
−### ASTM C216 is the specification for solid clay or shale brick intended to be used as the exposed face of masonry, where appearance quality is required; Grades SW and MW reflect weathering resistance and Types FBS, FBX, and FBA reflect dimensional tolerance and surface appearance. {note}
−
−### The clay facing brick type shall be specified, consistent with the dimensional tolerance and surface appearance required for the exposed face of the masonry.
−
−```datasheet
−label: Clay Facing Brick Type
−type: radio
−options:
− - "FBX — high precision, tight tolerances"
− - "FBS — standard, general use"
− - "FBA — architectural, varied texture and size"
−default: "FBS — standard, general use"
−```
−
−### The clay facing brick color and texture shall be specified, matching the standard established by the approved mock-up panel.
−
−```datasheet
−label: Clay Facing Brick Color and Texture
−type: text
−drawing_ref: true
−default: "As selected by Architect — refer to finish schedule"
−```
−
−### Clay facing brick shall comply with ASTM C216, Standard Specification for Facing Brick (Solid Masonry Units Made from Clay or Shale).
−
−### Grade SW (Severe Weathering) brick shall be used in all exterior applications and wherever brick may be in contact with the ground or subject to water saturation with freezing.
−
−```datasheet
−label: Clay Facing Brick Grade
−type: radio
−options:
− - "SW — Severe Weathering (exterior, freeze-thaw exposure)"
− - "MW — Moderate Weathering (interior or low-weathering-index regions)"
−default: "SW — Severe Weathering (exterior, freeze-thaw exposure)"
−```
−
−### Grade MW (Moderate Weathering) brick is only appropriate in regions with a low weathering index and where the brick will not be subjected to repeated freezing while saturated.
−
−### Type FBX provides the tightest dimensional tolerances and most uniform appearance, Type FBS covers the majority of standard applications, and Type FBA allows greater variation to achieve a handmade or rustic effect. {note}
−
−### Brick shall be delivered to the site in unopened packages when possible.
−
−### Each unit shall be examined for cracks, chips at arris corners, warping, and color inconsistency before laying.
−
−### Units with cracks passing through the full face, chips exceeding 1/4 in., or color variation outside the accepted sample range shall be rejected and set aside.
−
−### The Contractor shall not incorporate rejected units into the work.
−
−## Hollow Clay Brick {toc}
−
−### ASTM C652 covers hollow clay masonry units with void areas between 25 and 60 percent of the gross cross-sectional area. {note}
−
−### Where hollow clay brick is indicated on the contract documents, it shall comply with ASTM C652, Standard Specification for Hollow Brick.
−
−### Hollow brick may be used in veneer and non-reinforced applications; its use in reinforced or grouted applications shall be confirmed with the Engineer of Record.
−
−## Building Brick {toc}
−
−### Where utility grade clay brick not requiring a finished face is indicated, in below-grade applications or where brick will be plastered or coated, it shall comply with ASTM C62, Standard Specification for Building Brick.
−
−## Delivery, Storage, and Handling of Masonry Units {toc}
−
−```datasheet
−label: Clay Brick Prewetting Required
−type: radio
−options:
− - "Yes — brick IRA exceeds 30 g/min/30 in², prewet per ASTM C270 Appendix"
− - "No — brick IRA within acceptable range, no prewetting"
− - "To be confirmed by IRA test at start of work"
−default: "To be confirmed by IRA test at start of work"
−```
−
−### Masonry units shall be delivered and stored so that they are protected from wetting, contamination, and damage.
−
−### Concrete masonry units shall not be wetted before installation, because wet CMU shrinks as it dries in the wall and produces horizontal cracking at the bed joints.
−
−### Packages shall be stored off the ground on level platforms, covered with weatherproof covers that allow air circulation on the sides to prevent condensation.
−
−### Clay brick units shall be delivered with a moisture content appropriate to the initial rate of absorption (IRA) of the unit.
−
−### Brick with an IRA greater than 30 g/min/30 in² shall be wetted before laying so that the IRA at time of laying is in the range of 5 to 25 g/min/30 in², permitting proper mortar bond to develop.
−
−### Brick with a low IRA does not need prewetting, and if prewetted, excessively wet brick can float in the mortar bed and resist proper seating. {note}
−
−### Masonry units shall not be stored in direct contact with the ground or in standing water.
−
−### Units stored outdoors overnight or during rain shall be covered with waterproof sheeting, anchored to prevent wind displacement, but open at the bottom to allow air circulation and drainage.
−
−### Units damaged by freezing while wet shall be discarded.
−
−# Mortar and Grout {toc}
−
−## Mortar — General {toc}
−
−### ASTM C270 provides four mortar types — M, S, N, and O — and permits specification by either the proportion method or the property method. {note}
−### The property method specifies compressive strength and water retention of the finished mortar; the proportion method specifies the proportions of cementitious materials and aggregate. {note}
−
−### Mortar for unit masonry shall comply with ASTM C270, Standard Specification for Mortar for Unit Masonry.
−
−### For most commercial work the proportion method is simpler and more directly verifiable in the field, but where mortar performance is critical or cementitious materials are non-standard, the property method provides a more direct performance assurance. {note}
−
−### Mortar shall not be retempered more than once.
−
−### Mortar shall be used within two hours of initial mixing at temperatures above 80°F, or within 2.5 hours at temperatures of 40 to 80°F.
−
−### Mortar that has stiffened due to evaporation may be retempered one time by adding water and remixing.
−
−### Mortar that has stiffened due to hydration, judged by the inability to return to working consistency with normal amounts of water, shall be discarded.
−
−### Mortar that has been standing for more than the allowable time shall be discarded.
−
−## Mortar Types and Applications {toc}
−
−### The four principal mortar types represent a descending scale of compressive strength: Type M is strongest, followed by Type S, Type N, and Type O. {note}
−
−### The mortar type shall be specified, consistent with the application's location, exposure, loading, and required compressive strength.
−
−```datasheet
−label: Mortar Type
−type: radio
−options:
− - "Type M — below grade, retaining walls, high-strength applications"
− - "Type S — structural exterior masonry, reinforced walls, high bond"
− - "Type N — above-grade veneer, non-structural exterior, interior load-bearing"
− - "Type O — interior non-load-bearing, sheltered above-grade only"
−drawing_ref: true
−default: "Type S — structural exterior masonry, reinforced walls, high bond"
−```
−
−### The mortar specification method, proportion or property, shall be specified in accordance with ASTM C270.
−
−```datasheet
−label: Mortar Specification Method
−type: radio
−options:
− - "Proportion method per ASTM C270 Table 1"
− - "Property method per ASTM C270 Table 2"
−default: "Proportion method per ASTM C270 Table 1"
−```
−
−### Higher compressive strength in mortar is not always better; mortar significantly stronger than the units it binds can cause units to crack under differential movement, and the correct mortar type is the one appropriate to the application and unit type, not necessarily the strongest. {note}
−
−### Type M mortar, with a minimum compressive strength of 2,500 psi at 28 days (property method), is the strongest mortar and is appropriate for below-grade masonry in contact with soil, masonry in contact with the ground, and retaining walls where high compressive strength is needed.
−
−### Type M mortar's high strength can make it brittle in above-grade applications and is not recommended for historic or soft brick because it can cause unit damage. {note}
−
−### Type S mortar, with a minimum compressive strength of 1,800 psi at 28 days (property method), provides high bond and tensile strength and is the most versatile type for reinforced masonry above grade and for exterior masonry subject to severe weathering, wind pressure, and lateral loads.
−
−### Type N mortar, with a minimum compressive strength of 750 psi at 28 days (property method), provides good workability and bond for above-grade exterior masonry not subject to significant lateral loads, for interior non-load-bearing masonry, and for soft or historic brick where a mortar weaker than the unit prevents unit damage.
−
−### Type O mortar, with a minimum compressive strength of 350 psi at 28 days (property method), is a low-strength mortar for interior non-load-bearing and above-grade applications in sheltered locations where there is no freeze-thaw exposure.
−
−### Type O mortar shall not be used in exterior or freeze-thaw applications.
−
−## Cementitious Materials for Mortar {toc}
−
−### ASTM C270 recognizes several cementitious material combinations: portland cement-lime, masonry cement, mortar cement, and combinations thereof. {note}
−### Portland cement-lime mortars are made from portland cement conforming to ASTM C150, hydrated lime conforming to ASTM C207 Type S, and aggregate conforming to ASTM C144. {note}
−### Masonry cement mortars substitute a pre-blended masonry cement complying with ASTM C91 for the portland cement-lime combination, and mortar cement complying with ASTM C1329 is similar to masonry cement but has specified minimum flexural bond strength requirements. {note}
−
−### The mortar cementitious material system shall be specified, selecting among the portland cement-lime, masonry cement, and mortar cement systems recognized by this standard.
−
−```datasheet
−label: Mortar Cementitious Material System
−type: radio
−options:
− - "Portland cement and hydrated lime (ASTM C150 + ASTM C207 Type S)"
− - "Masonry cement (ASTM C91)"
− - "Mortar cement (ASTM C1329)"
−default: "Portland cement and hydrated lime (ASTM C150 + ASTM C207 Type S)"
−```
−
−### Portland cement-lime mortar provides the highest and most predictable bond strength and the greatest control over mortar properties, masonry cement mortar is convenient but its air content and admixture composition is not fully disclosed by all manufacturers, and mortar cement is intermediate between the two. {note}
−
−### Aggregate for mortar shall comply with ASTM C144 and shall be clean, free of organic matter, and conforming to the gradation requirements of ASTM C144.
−
−### Concrete sand, which meets ASTM C33 but not ASTM C144, shall not be substituted for masonry mortar aggregate without testing to confirm compliance with ASTM C144.
−
−### Admixtures in mortar shall be limited to those specifically listed in ASTM C270 or approved in writing by the Engineer.
−
−### Set accelerators, set retarders, and workability agents are acceptable where required for cold or hot weather construction.
−
−### Antifreeze compounds that reduce the freezing point of the mix water shall not be permitted because they reduce mortar strength and durability.
−
−### Air-entraining agents shall not be permitted in mortar for reinforced masonry unless specifically approved by the Engineer, because they reduce bond strength.
−
−### Calcium chloride or admixtures containing calcium chloride shall not be used in mortar in any application, because chloride ions accelerate corrosion of joint reinforcement and embedded metal ties.
−
−## Grout — General {toc}
−
−### Grout fills the cells of CMU or the collar joint of brick masonry, embedding vertical reinforcement and bonding it to the masonry assembly. {note}
−### ASTM C476 provides two classifications — fine grout and coarse grout — and two placing methods — conventional grout (requiring consolidation by puddling or mechanical vibration) and self-consolidating grout (which flows into place without mechanical vibration due to its high fluidity). {note}
−
−### The grout classification, fine or coarse, shall be specified consistent with the grout space dimension at each masonry application.
−
−```datasheet
−label: Grout Classification
−type: radio
−options:
− - "Fine grout — maximum aggregate size 3/8 in, use when grout space is narrow (2 in. or less)"
− - "Coarse grout — maximum aggregate size 1/2 in, use for wider grout spaces"
−default: "Fine grout — maximum aggregate size 3/8 in, use when grout space is narrow (2 in. or less)"
−```
−
−### The grout placing method, conventional or self-consolidating, shall be specified, consistent with the grout space dimensions and consolidation access available.
−
−```datasheet
−label: Grout Placing Method
−type: radio
−options:
− - "Conventional grout — mechanical consolidation (puddling or vibration) required"
− - "Self-consolidating grout (SCG) — no mechanical consolidation required"
−default: "Conventional grout — mechanical consolidation (puddling or vibration) required"
−```
−
−### The minimum grout compressive strength, f'g, shall be specified, not less than the minimum established by TMS 602.
−
−```datasheet
−label: Grout Minimum Compressive Strength f'g
−type: select
−unit: psi
−drawing_ref: true
−options:
− - "2,000 psi (TMS 602 minimum)"
− - "2,500 psi"
− - "3,000 psi"
−default: "2,000 psi (TMS 602 minimum)"
−```
−
−### Grout for masonry shall comply with ASTM C476, Standard Specification for Grout for Masonry.
−
−### Self-consolidating grout must still be contained within the masonry during placement and must achieve the same strength and bond requirements as conventional grout.
−
−### Fine grout shall be used wherever the clear dimension of the grout space — the clear distance between the masonry unit face and the reinforcing bar, or the narrowest clear dimension in the grout pour — is less than 2 in.
−
−### Where the clear dimension is 2 in. or greater in both directions, coarse grout may be used.
−
−### Grout slump at point of delivery to the wall shall be between 8 and 11 inches for conventional grout, as required by TMS 602 Article 3.5 and ASTM C476.
−
−### High slump is intentional in grout because grout must flow into and completely fill the internal cavities of the masonry, and water absorbed by the masonry lowers the apparent water-to-cement ratio of the hardened grout below the mixing ratio. {note}
−
−### Grout shall not be retempered after the initial placement if consolidation is complete.
−
−## Grout Lift and Pour Height {toc}
−
−### Grout pour height and lift height are controlled to prevent blowout of the mortar bed joints under the hydrostatic pressure of wet grout and to ensure that the grout can be properly consolidated. {note}
−### TMS 602 Article 3.5D establishes maximum grout pour heights based on grout space dimensions and the grouting method. {note}
−
−### The maximum single grout pour height shall be specified, consistent with the grout space dimensions and the grouting method used.
−
−```datasheet
−label: Maximum Single Grout Pour Height
−type: select
−unit: ft
−drawing_ref: true
−options:
− - "5 ft (minimum CMU cell size)"
− - "12.67 ft (larger cells, conventional grout)"
− - "24 ft (self-consolidating grout, per TMS 602 Table 3)"
− - "As established by pre-construction grouting test"
−default: "5 ft (minimum CMU cell size)"
−```
−
−### Conventional grout shall be consolidated immediately after placement by mechanical vibration or by rodding (puddling), to a depth of no more than 18 in.
−
−### The vibrator shall be inserted and withdrawn slowly to avoid air pockets and shall not be used to move grout horizontally.
−
−### Each lift in a multi-lift pour shall be reconsolidated after the grout has settled and before it has taken its initial set, typically 15 to 30 minutes after placement.
−
−### The intent of reconsolidation is to close the settlement void that forms as bleed water is absorbed into the masonry and to re-establish intimate contact between the grout and the reinforcement. {note}
−
−# Reinforcement, Ties, and Anchors {toc}
−
−## Joint Reinforcement {toc}
−
−### Joint reinforcement is prefabricated welded wire assemblies embedded in the mortar bed joints to control cracking, distribute stress, and in some configurations provide horizontal shear transfer. {note}
−### Ladder-type joint reinforcement consists of two longitudinal wires connected by straight cross wires perpendicular to the wall face, while truss-type uses diagonal cross wires. {note}
−
−### The joint reinforcement wire diameter shall be specified, not less than the minimum required by TMS 402 for the application.
−
−```datasheet
−label: Joint Reinforcement Wire Diameter
−type: radio
−unit: in
−options:
− - "W1.7 (9 gauge) — minimum per TMS 402 for joint reinforcement"
− - "W2.8 (3/16 in.) — heavier duty"
−default: "W1.7 (9 gauge) — minimum per TMS 402 for joint reinforcement"
−```
−
−```datasheet
−label: Joint Reinforcement Vertical Spacing
−type: select
−unit: inches o.c.
−drawing_ref: true
−options:
− - "8 in. o.c. (every course)"
− - "16 in. o.c. (every other course)"
− - "24 in. o.c."
−default: "16 in. o.c. (every other course)"
−```
−
−```datasheet
−label: Joint Reinforcement Corrosion Protection
−type: radio
−options:
− - "Mill galvanized (interior, dry environments only)"
− - "Hot-dip galvanized per ASTM A153 (exterior and high-humidity interior)"
− - "Stainless steel per ASTM A580 (high chloride or severe corrosion exposure)"
−default: "Hot-dip galvanized per ASTM A153 (exterior and high-humidity interior)"
−```
−
−### Joint reinforcement shall comply with ASTM A951, Standard Specification for Steel Wire for Masonry Joint Reinforcement, and shall be of the truss or ladder configuration as indicated on the contract documents.
−
−```datasheet
−label: Joint Reinforcement Configuration
−type: radio
−options:
− - "Ladder type — straight cross wires, preferred for grouted CMU"
− - "Truss type — diagonal cross wires, for horizontal shear or crack control"
−drawing_ref: true
−default: "Ladder type — straight cross wires, preferred for grouted CMU"
−```
−
−### Ladder-type is preferred for walls with open vertical cells because the straight cross wires do not obstruct grout flow, while truss-type has greater shear stiffness in the horizontal plane. {note}
−
−### For partially grouted or solidly grouted CMU walls with joint reinforcement, ladder-type shall be the standard specification unless the structural engineer specifically requires truss-type.
−
−### Joint reinforcement spacing at 16 in. o.c. (every other course in 8-in. CMU) is the standard for crack control in CMU backup walls and non-structural CMU partitions, with closer spacing required by the structural engineer for shear walls or distributed horizontal reinforcement.
−
−### For exterior walls and interior walls exposed to a mean relative humidity greater than 75 percent, joint reinforcement shall be hot-dip galvanized after fabrication in accordance with ASTM A153.
−
−### Mill-galvanized (in-process) coating is not equivalent and shall not be substituted where hot-dip galvanized is required.
−
−### For conditions of high chloride exposure, such as coastal environments and de-icing salt exposure, stainless steel joint reinforcement conforming to ASTM A580 shall be used.
−
−### Joint reinforcement shall be lapped a minimum of 6 in. at splices, with laps located at least 8 in. from corners, intersections, and changes in wall direction.
−
−### At corners, proprietary corner and tee units of matching wire diameter shall be used, and field-bent laps at corners shall not be used as a substitute for fabricated corners because field bending kinks the wire and reduces section properties.
−
−## Vertical Reinforcing Bars {toc}
−
−```datasheet
−label: Vertical Reinforcement Bar Standard
−type: radio
−options:
− - "ASTM A615 Grade 60 — standard carbon steel"
− - "ASTM A706 Grade 60 — low-alloy, weldable"
−drawing_ref: true
−default: "ASTM A615 Grade 60 — standard carbon steel"
−```
−
−```datasheet
−label: Vertical Reinforcement Bar Sizes
−type: text
−drawing_ref: "structural drawings"
−default: deferred
−```
−
−### Deformed reinforcing bars for vertical reinforcement in masonry cells and pilasters shall conform to ASTM A615, Grade 60, or ASTM A706, Low-Alloy Steel Deformed Bars, Grade 60.
−
−### Where welding of reinforcing bars is required or anticipated, ASTM A706 bars shall be specified because their chemistry is controlled for weldability, whereas ASTM A615 bars require supplemental chemical analysis before welding.
−
−### Masonry cover requirements for reinforcing bars shall comply with TMS 602 Article 2.4.
−
−### Bars in cells of CMU shall have a minimum clear distance between the bar and the masonry unit face shell of 1/4 in. for fine grout and 1/2 in. for coarse grout.
−
−### The bar diameter shall not exceed one-eighth of the nominal wall thickness or one-fourth of the least clear dimension of the cell into which it is placed, per IBC Chapter 21.
−
−### Bars in the same cell shall be separated by a clear distance of not less than the nominal bar diameter and not less than 1 in.
−
−### Reinforcement shall be positioned in the center of the cell, or as shown on the structural drawings, and held in place during grouting by bar positioners or by securing to joint reinforcement at intervals not greater than 192 bar diameters.
−
−### Bars shall not be moved from the specified position during grouting.
−
−### Where bars are displaced by grouting pressure, the displaced portion shall be excavated and the bar repositioned before the grout sets.
−
−## Splices and Hooks {toc}
−
−### Lap splice lengths and hook dimensions shall be as indicated on the structural drawings and shall comply with TMS 402 Chapter 8.
−
−### Lap splice lengths for deformed bars in grouted masonry are typically longer than equivalent concrete lap splices because the confinement provided by masonry grout may be less than concrete. {note}
−
−### The Contractor shall not reduce lap lengths from those shown on the structural drawings without written authorization from the structural engineer.
−
−## Wall Ties and Anchors {toc}
−
−### Wall ties connect a masonry veneer to a backup wall — whether CMU, stud framing, concrete, or structural steel — and transfer wind pressure and seismic loads from the veneer to the structure while allowing differential vertical movement between the veneer and backup. {note}
−### Anchors connect masonry wythes to a structural frame member. {note}
−
−### Wall ties shall be fabricated from steel sheet conforming to ASTM A1008, from steel wire, or from stainless steel as required by the corrosion exposure.
−
−```datasheet
−label: Wall Tie Corrosion Protection
−type: radio
−options:
− - "Hot-dip galvanized per ASTM A153 Class B (exterior walls)"
− - "Stainless steel ASTM A580 or A240 (severe exposure, coastal, high chloride)"
− - "Mill galvanized (interior, protected exposure only)"
−default: "Hot-dip galvanized per ASTM A153 Class B (exterior walls)"
−```
−
−### Adjustable two-piece ties provide vertical adjustment to accommodate differential movement and construction tolerances, while fixed ties shall only be used where adjustment is not required and the differential movement between backup and veneer is negligible.
−
−```datasheet
−label: Wall Tie Type
−type: radio
−options:
− - "Adjustable two-piece tie (veneer over CMU or concrete backup)"
− - "Adjustable two-piece tie (veneer over metal stud backup)"
− - "Corrugated sheet metal tie (CMU to CMU, or CMU to wood frame)"
− - "Seismic tie with positive attachment (Seismic Design Category C and above)"
−drawing_ref: true
−default: "Adjustable two-piece tie (veneer over metal stud backup)"
−```
−
−### Wall ties for masonry veneer shall be spaced at a maximum of one tie per 2.67 sq ft of wall area, with maximum horizontal spacing of 36 in. and maximum vertical spacing of 24 in.
−
−```datasheet
−label: Tie Horizontal Spacing (Maximum)
−type: range
−unit: in. o.c.
−options:
− min: 12
− max: 36
− setpoints: [12, 16, 24, 32, 36]
−drawing_ref: true
−default: 24
−```
−
−```datasheet
−label: Tie Vertical Spacing (Maximum)
−type: range
−unit: in. o.c.
−options:
− min: 8
− max: 24
− setpoints: [8, 16, 24]
−drawing_ref: true
−default: 16
−```
−
−### In Seismic Design Categories C through F, or where indicated on the structural drawings, tie spacing shall be reduced and tie type shall be as required by TMS 402.
−
−### Wall tie placement shall be adjusted so that each tie is fully embedded in the mortar bed joint with a minimum of 1-1/2 in. of mortar embedment on each side.
−
−### Ties shall not bridge a cavity where the cavity is a designed drainage space.
−
−# Accessories — Flashing, Weeps, and Movement Joints {toc}
−
−## Through-Wall Flashing {toc}
−
−### Through-wall flashing at the base of exterior masonry wythes, above shelf angles, above lintels, at window and door heads, and at any horizontal interruption of the cavity is the most important single element in preventing moisture intrusion into the building. {note}
−### Water that penetrates through mortar joints, unit face shells, or cracks must be intercepted at these points and directed out through the weep system.
−
−```datasheet
−label: Through-Wall Flashing Material
−type: select
−options:
− - "Rubberized asphalt membrane — self-adhesive, flexible, compatible with most substrates"
− - "Modified bitumen sheet, mechanically fastened or adhered"
− - "Stainless steel sheet (long-term, maintenance-free, premium)"
− - "Copper sheet (premium, historic masonry)"
−drawing_ref: true
−default: "Rubberized asphalt membrane — self-adhesive, flexible, compatible with most substrates"
−```
−
−```datasheet
−label: Mortar Collection Device at Flashing
−type: radio
−options:
− - "Prefabricated open-cell foam or mesh rope — installed above flashing, removed after mortar sets"
− - "Expanded metal lath, galvanized — set on flashing to catch droppings"
− - "Not required — masonry designed with full mortar cavity control"
−default: "Prefabricated open-cell foam or mesh rope — installed above flashing, removed after mortar sets"
−```
−
−### Omitted, improperly lapped, or improperly turned flashing is the single most common cause of masonry water infiltration and one of the most common RFI generators on masonry projects. {note}
−
−### Through-wall flashing shall be a fully continuous sheet-type flashing, turned up into a reglet or turned back and sealed, and turned down to the face of the masonry to form a drip edge or carried to the outside face.
−
−### The flashing shall extend continuously across the full length of the condition it protects, lapped a minimum of 6 in. at splices, with end dams at each end to contain water within the drainage plane.
−
−### The flashing shall be set in mortar or adhered to the backup so that it is fully supported.
−
−### Where the cavity contains insulation, the flashing shall be continuous across the insulation and supported at the masonry face by a mortar bed.
−
−### The leading edge of the flashing shall project at least 1/4 in. beyond the face of the masonry to form a visible drip.
−
−### Mortar collection devices — plastic or foam mesh rope installed in the cavity at the flashing level — shall be used to catch mortar droppings before they reach the flashing.
−
−### After the masonry above is set and before the weep holes are closed with temporary protection, the mortar collection device shall be removed or left in place as the product manufacturer directs.
−
−### Metal lath or hardware cloth used as a mortar collection device shall be of compatible metal (galvanized or stainless, never plain steel) to avoid rust staining.
−
−## Weep Holes {toc}
−
−### Weep holes provide the drainage outlet for water intercepted by through-wall flashing. {note}
−
−### Weeps shall be located at the mortar bed joint immediately above the flashing at head joint locations.
−
−### The maximum spacing of weep holes shall be 24 in. o.c., with open head joint weeps having a minimum clear opening of 3/4 in. wide and full-joint height.
−
−```datasheet
−label: Weep Hole Spacing (Maximum)
−type: range
−unit: in. o.c.
−options:
− min: 16
− max: 33
− setpoints: [16, 24, 33]
−default: 24
−```
−
−### Screens or plastic weep inserts shall be set in the joint and shall not block the drainage opening, and louvered plastic inserts shall be confirmed to be open to drainage and not merely ornamental.
−
−```datasheet
−label: Weep Hole Type
−type: radio
−options:
− - "Open head joint — head mortar omitted at weep locations"
− - "Plastic tube weep (cotton wick type) — for aesthetic reasons where open head joint is objectionable"
− - "Plastic louvered vent weep — insect screen, louvered"
−default: "Open head joint — head mortar omitted at weep locations"
−```
−
−### Weep holes shall be kept free and clear at all times during and after construction.
−
−### Paint, sealants, and cleaning solutions shall not be applied across weep openings.
−
−### At final inspection, the Contractor shall verify that every weep opening is unobstructed by inserting a straight probe into each opening to confirm a clear path to the cavity.
−
−## Control Joints in Concrete Masonry {toc}
−
−### Concrete masonry shrinks as it cures and as the moisture content of the unit changes seasonally; without control joints this shrinkage produces vertical cracks that are random in location and uncontrolled in severity. {note}
−### Control joints are intentional vertical discontinuities that concentrate movement at planned locations, keeping the field masonry crack-free between joints. {note}
−
−### Control joints in CMU walls shall be provided at vertical locations shown on the structural and architectural drawings.
−
−### Where joint locations are not fully detailed, the Contractor shall install control joints at the following maximum intervals unless directed otherwise by the Engineer of Record: in exterior unreinforced or lightly reinforced CMU walls, control joint spacing shall not exceed 25 feet, and at returns, openings, and changes in wall height, control joints shall be located within 4 feet of the discontinuity.
−
−```datasheet
−label: Control Joint Spacing (Maximum, CMU)
−type: range
−unit: ft
−drawing_ref: true
−options:
− min: 12
− max: 40
− setpoints: [12, 16, 20, 25, 30, 40]
−default: 25
−```
−
−### At intersecting wall conditions, control joint placement shall be coordinated with the structural engineer to preserve load paths.
−
−### Control joint vertical sealant and backer rod shall be installed after masonry is complete and cured.
−
−### The joint cavity shall be maintained through the full thickness of the wall.
−
−### Control joint sealant shall be a flexible, paintable polyurethane or silicone product, tooled flush with the face of the masonry.
−
−### The backer rod shall be closed-cell polyethylene foam sized to provide approximately 25 percent compression when installed.
−
−### The control joint sealant system shall comply with the movement joint requirements of this section.
−
−## Expansion Joints in Clay Brick Masonry {toc}
−
−### Clay brick undergoes irreversible moisture expansion after firing, growing slightly in size over time as it absorbs atmospheric moisture; this expansion is permanent and cumulative and will cause cracking or delamination if it is not accommodated. {note}
−### Expansion joints in clay brick veneer allow the masonry to expand without developing compressive stress that would otherwise bow or crack the wall. {note}
−
−### Expansion joints in clay brick veneer shall be provided at vertical locations shown on the drawings.
−
−### In unreinforced clay brick veneer on multi-story buildings, expansion joint spacing shall generally not exceed 25 feet horizontally and shall be provided at every floor line where the veneer bears on a shelf angle.
−
−```datasheet
−label: Expansion Joint Spacing (Maximum, Clay Brick)
−type: range
−unit: ft
−drawing_ref: true
−options:
− min: 12
− max: 30
− setpoints: [12, 16, 20, 25, 30]
−default: 25
−```
−
−### Expansion joints shall also be provided at returns, at changes in wall direction, and at major re-entrant corners.
−
−### Unlike control joints in CMU, which accommodate shrinkage and must be filled with a compressible sealant, expansion joints in brick must remain free of all rigid material so that the expanding brick has room to move.
−
−### No mortar, grout, or hardened filler shall be placed in a brick expansion joint.
−
−### The brick expansion joint shall be filled with a closed-cell foam backer rod and a flexible elastomeric sealant, or with a premolded compressible filler, tooled flush with the brick face on both sides.
−
−## Movement Joint Sealant System {toc}
−
−```datasheet
−label: Movement Joint Sealant Type
−type: radio
−options:
− - "Polyurethane, single-component, paintable"
− - "Silicone, single-component, high-movement"
− - "Two-component polyurethane, high-movement"
−drawing_ref: true
−default: "Polyurethane, single-component, paintable"
−```
−
−```datasheet
−label: Movement Joint Width (Nominal)
−type: range
−unit: in
−drawing_ref: true
−options:
− min: 0.375
− max: 1.0
− setpoints: [0.375, 0.5, 0.625, 0.75, 1.0]
−default: 0.5
−```
−
−### Movement joint sealant shall be a single-component or two-component polyurethane or silicone sealant, selected for compatibility with the adjacent masonry and with any primers or flashing membranes present.
−
−### Polyurethane sealant is preferred for painted or coatable surfaces, while silicone sealant provides superior UV and temperature resistance and is preferred for unpainted masonry in direct sun exposure. {note}
−
−### Backer rod shall be closed-cell polyethylene foam rod of a diameter approximately 25 percent larger than the joint width, so that it is compressed slightly when installed and positively contacts both sides of the joint.
−
−### The backer rod limits sealant depth to approximately 50 percent of joint width and prevents three-sided adhesion, which would prevent the sealant from performing its two-sided elongation function. {note}
−
−# Environmental and Service Conditions {toc}
−
−## Cold Weather Masonry Construction {toc}
−
−### Cold weather masonry construction requires active measures to protect freshly placed mortar and grout from freezing before adequate strength is achieved. {note}
−### The following temperature thresholds define required protection levels in accordance with TMS 602 Article 1.8C and accepted industry practice. {note}
−
−### Mortar that freezes before reaching a compressive strength of approximately 500 psi will suffer permanent strength loss and bond failure due to ice crystal formation in the mortar matrix. {note}
−
−### Cold weather procedures shall be implemented whenever the ambient temperature is below 40°F or is forecast to drop below 40°F within 24 hours.
−
−```datasheet
−label: Cold Weather Protection Plan
−type: radio
−options:
− - "Temperature-based procedures per TMS 602 Article 1.8C"
− - "Heated enclosure for all cold weather work below 40°F"
− - "Suspension of work when ambient temperature below 40°F"
−default: "Temperature-based procedures per TMS 602 Article 1.8C"
−```
−
−### When the ambient temperature is between 40°F and 32°F, mortar and grout shall be heated to provide a temperature between 40°F and 120°F at the time of placement, all materials, mixing water, and mixing equipment shall be protected from freezing, and completed masonry shall be covered with weather-resistant membrane for 24 hours after construction.
−
−### When the ambient temperature is between 32°F and 25°F, mortar and grout materials and mixing water shall be heated, masonry units shall be heated to at least 40°F before laying, and the top of completed masonry shall be covered with weather-resistant membrane for 48 hours after construction with all surfaces within the heated enclosure protected.
−
−### When the ambient temperature is between 25°F and 20°F, masonry shall be constructed within a heated enclosure that maintains a temperature of at least 40°F throughout the masonry and for the 24-hour period after construction, and completed masonry shall be covered with insulating blankets for a minimum of 24 hours in addition to the heated enclosure.
−
−### When the ambient temperature is below 20°F, masonry work shall not be performed unless the Contractor provides a heated enclosure maintaining the masonry and its immediate environment above 40°F for the duration of construction and for at least 24 hours after completion.
−
−### Heating of masonry materials shall use dry heat sources.
−
−### Steam or wet heat in a poorly ventilated enclosure raises humidity and causes condensation on masonry units, which reduces mortar bond. {note}
−
−### Combustion heaters shall be vented to the outside or the enclosure shall be monitored for carbon monoxide levels.
−
−### Antifreeze admixtures shall not be used in masonry mortar or grout, because they reduce strength and are prohibited by TMS 602.
−
−## Hot Weather Masonry Construction {toc}
−
−### Hot weather accelerates the evaporation of water from mortar, reduces mortar board life, and reduces the amount of water available for cement hydration; rapid evaporation before mortar sets reduces bond strength and produces weak, friable mortar joints that may later erode.
−
−```datasheet
−label: Hot Weather Mortar Board Life (Maximum)
−type: select
−unit: minutes
−options:
− - "90 minutes — standard conditions"
− - "60 minutes — ambient above 90°F or windy conditions"
− - "45 minutes — extreme heat or low humidity"
−default: "90 minutes — standard conditions"
−```
−
−### Hot weather procedures shall be implemented when the ambient temperature exceeds 90°F, when the temperature is above 80°F with wind velocities exceeding 8 mph, or when direct sun heats the masonry surface significantly above the ambient temperature.
−
−### During hot weather, mixing water shall be cooled or iced, mixing equipment shall be shaded, and mortar board life shall be reduced to no more than one hour from time of mixing.
−
−### Masonry units shall be shaded from direct sun before laying where possible.
−
−### Newly completed masonry shall be protected from direct sun and wind with opaque covering for at least 24 hours in extreme hot or dry conditions.
−
−### Masonry shall not be constructed when temperatures exceed 115°F, or when temperatures exceed 105°F with wind velocity greater than 8 mph, unless approved hot weather procedures are implemented.
−
−## Exposure and Durability Classification {toc}
−
−### The service environment determines the appropriate unit grade, mortar type, and protection level for the masonry assembly. {note}
−### At-grade and below-grade applications in contact with soil, and all-weather exterior applications, require the highest durability; above-grade exterior protected applications allow Grade MW brick, standard ASTM C90 units, and Type N mortar; and interior protected applications not subject to moisture have the widest range of acceptable materials.
−
−```datasheet
−label: Masonry Service Exposure Classification
−type: select
−options:
− - "Exterior — severe (below grade, grade contact, ponding water, marine or coastal)"
− - "Exterior — moderate (above grade, vertical surfaces, normal rainfall)"
− - "Exterior — protected (covered walkways, soffits, sheltered above grade)"
− - "Interior — exposed to moisture (showers, mechanical rooms, pool enclosures)"
− - "Interior — dry (standard interior partitions)"
−drawing_ref: true
−default: "Exterior — moderate (above grade, vertical surfaces, normal rainfall)"
−```
−
−# Installation {toc}
−
−## Layout and Coursing {toc}
−
−### Before beginning masonry installation, the Contractor shall establish horizontal and vertical control lines and confirm that all anchor bolts, embedded plates, and other items set by other trades are in the correct location and within the tolerances permitted by this specification.
−
−### Masonry shall not be placed on or around embedded items that are out of tolerance, and discrepancies shall be reported to the Architect and Engineer before they are concealed.
−
−### Coursing shall be laid out on a story pole or modular layout rule for each wall before beginning, to confirm that the course height at each window and door opening, at lintels, at shelf angles, and at the top of wall lands at a full course without excessive cutting.
−
−### Masonry units shall be laid in running bond unless otherwise indicated on the contract documents.
−
−### Running bond provides the maximum interlocking of units and the best resistance to vertical crack propagation, while stack bond — units stacked directly above one another in a grid — is architecturally distinctive but provides no interlocking. {note}
−
−### Stack bond shall only be used where specifically shown on the drawings and where horizontal joint reinforcement compensates for the lack of mechanical interlock.
−
−## Mortar Bedding and Jointing {toc}
−
−```datasheet
−label: CMU Mortar Bedding Type
−type: radio
−options:
− - "Face-shell bedding (standard for hollow CMU)"
− - "Full mortar bedding (first course, bond beams, top of wall, concentrated loads)"
−drawing_ref: "structural drawings"
−default: "Face-shell bedding (standard for hollow CMU)"
−```
−
−```datasheet
−label: Mortar Joint Profile
−type: radio
−options:
− - "Concave (standard, best weather resistance)"
− - "Vee joint"
− - "Flush (for plastered or coated walls)"
− - "Raked (architectural, reduced weather resistance — not for exposed exterior)"
−drawing_ref: true
−default: "Concave (standard, best weather resistance)"
−```
−
−### Mortar joints shall be a nominal 3/8 in. in thickness.
−
−### The permitted range of joint thickness for standard coursing is 1/4 in. to 1/2 in. for fully bedded joints and bond beam joints.
−
−### The first course bed joint on a concrete slab or footing may be 1/4 to 3/4 in. thick in ungrouted construction and up to 1-1/4 in. thick in fully grouted construction to accommodate levelness variation in the base surface.
−
−### Face-shell bedding is the standard for hollow CMU construction and is specifically permitted by TMS 602.
−
−### Full mortar bedding is required at the first course, at bond beams, at top-of-wall courses, and at all horizontal surfaces that will receive concentrated loads.
−
−### Head joints shall be filled solidly with mortar from the face of the unit to a depth of at least 1 in. for face-shell-bedded CMU, and for the full thickness of the joint for solid or fully grouted construction.
−
−### Furrowing or spreading a thin slice of mortar down the center of the bed joint shall not be permitted; the mortar bed shall be of full depth and shall fill the bed joint from face to face.
−
−### Mortar shall not be spread more than 48 in. ahead of the units being laid so that it does not dry or stiffen before the unit is embedded.
−
−### Mortar joints shall be tooled to a concave profile unless otherwise specified.
−
−### Tooling shall be done when the mortar has reached thumb-print hardness — neither too fresh, which would pull mortar out of the joint, nor too hard, which would crack the mortar along the edges.
−
−### Struck, raked, or flush joints are permissible where specified but provide less weather resistance than concave joints. {note}
−
−## Laying Procedures {toc}
−
−### All masonry units shall be laid plumb, level, and true to line.
−
−### Units shall be set firmly into the mortar bed with a solid full-bearing contact.
−
−### Tapping units into place shall be done with the masonry hammer handle, never with the metal head, and never after the mortar has begun to set.
−
−### Units shall not be shifted or realigned after the mortar has begun to set, because disturbing mortar after initial set breaks the bond and produces a weak joint that may later leak or fail in tension.
−
−### Units that have been set and then disturbed shall be removed, the joint cleaned, and fresh mortar applied before the unit is reset.
−
−### Masonry shall be built to a line, established by a mason's line stretched taut between leads.
−
−### Leads at corners and intersections shall be built up first and checked for plumb and level before the body of the wall is laid between them.
−
−### The leads shall be built level and plumb in all directions, because a lead that is out of plumb introduces error into every course that follows it.
−
−### Cells to be grouted shall be kept free of mortar droppings and debris throughout the work.
−
−### Before grouting, the Contractor shall perform a visual inspection of each lift by looking down the cells from the top, and cells shall be clean and free of mortar bridges, loose mortar droppings, and foreign material that would prevent complete cell fill.
−
−## Lintels {toc}
−
−### Lintels shall be as indicated on the structural drawings.
−
−### Prefabricated steel lintels shall be hot-dip galvanized for exterior applications.
−
−### Reinforced masonry lintels shall be constructed and grouted before the masonry above is built.
−
−### The support of the masonry above the lintel shall be maintained until the lintel has achieved sufficient strength, with shoring requirements as directed by the structural engineer.
−
−## Anchors and Embedded Items {toc}
−
−### Anchor bolts, straps, plates, and other embedded items shall be set and grouted into the masonry as indicated on the structural drawings.
−
−### Embedded items shall be positioned before grouting and shall not be moved after the grout has begun to set.
−
−### Anchor bolts shall be set plumb in grout-filled cells, with the specified embedment length and projection.
−
−### Bent-bar anchors hooked around joint reinforcement or around a reinforcing bar are more reliable in tension than unbonded straight bolts and shall be used where indicated.
−
−## Shelf Angles {toc}
−
−### Steel shelf angles supporting masonry veneers or facing courses shall be continuously through-wall flashed above, with the flashing turned up behind the shelf angle and turned down to form a drip.
−
−### The horizontal leg of the shelf angle shall receive a continuous bed of mortar under the first masonry course.
−
−### Expansion joints shall be located directly below each shelf angle so that the masonry can expand without loading the shelf angle in compression.
−
−### Where the structural engineer has identified shelf angles as carrying significant loads, installation shall be coordinated with the structural steel subcontractor and verified before masonry above is placed.
−
−# Field Testing and Quality Control {toc}
−
−## Masonry Prism Testing {toc}
−
−### Prism testing is the most direct method of verifying the combined performance of the unit, mortar, and grouting system as an assembly. {note}
−
−### Where specified compressive strength of masonry (f'm) is indicated on the contract documents, verification of f'm shall be by masonry prism testing in accordance with ASTM C1314, Standard Test Method for Compressive Strength of Masonry Prisms.
−
−```datasheet
−label: Masonry Prism Testing Required
−type: radio
−options:
− - "Yes — required to verify f'm"
− - "No — unit strength verification method per TMS 402 Table 2"
−drawing_ref: true
−default: "Yes — required to verify f'm"
−```
−
−```datasheet
−label: Specified Masonry Compressive Strength f'm
−type: select
−unit: psi
−drawing_ref: true
−options:
− - "1,500 psi"
− - "2,000 psi"
− - "2,500 psi"
− - "3,000 psi"
−default: "2,000 psi"
−```
−
−### Prisms shall be constructed by the Contractor in the presence of the Special Inspector from the same units, mortar, and grout used in the production work, using the same laying procedure.
−
−### Prisms shall consist of a minimum of three masonry units in height.
−
−### Prisms shall be transported to the laboratory without damage and tested at 28 days, unless the specifying engineer approves earlier testing with an age factor.
−
−### At least three prisms per masonry wythe per set shall be tested, with the average strength representing the lot.
−
−```datasheet
−label: Prism Test Frequency
−type: select
−options:
− - "One set of 3 prisms per 5,000 sq ft of wall"
− - "One set of 3 prisms per 2,500 sq ft of wall"
− - "One set per each change in unit type or mortar mix"
−drawing_ref: true
−default: "One set of 3 prisms per 5,000 sq ft of wall"
−```
−
−### If the prism test result is below f'm, the Contractor shall notify the structural engineer immediately.
−
−### Work shall not proceed on the affected masonry area until the structural engineer has reviewed the test result and directed corrective action.
−
−### Corrective action may include additional testing, coring of in-place masonry for core testing, or analysis by the structural engineer to determine whether the lower strength is structurally acceptable.
−
−## Mortar Testing {toc}
−
−### Preconstruction mortar tests using the mix proportions and materials proposed for the project establish the baseline properties. {note}
−
−### Mortar sampling and testing shall be performed in accordance with ASTM C780, Standard Test Method for Preconstruction and Construction Evaluation of Mortars.
−
−### During construction, periodic samples shall be taken from the mortar board and tested for compressive strength and water retention.
−
−### Mortar samples shall be taken from a representative location on the mortar board after the mortar has been spread but before units are laid.
−
−### Mortar samples shall be taken at the rate of at least one per each 5,000 sq ft of masonry wall area, or as directed by the Special Inspector.
−
−```datasheet
−label: Mortar Sampling Frequency
−type: select
−options:
− - "One sample per 5,000 sq ft of wall area"
− - "One sample per 2,500 sq ft of wall area"
− - "One sample at start of each shift"
−drawing_ref: true
−default: "One sample per 5,000 sq ft of wall area"
−```
−
−### Mortar sampled from the mortar board does not represent the hardened mortar in the joint, because the mortar in the joint loses water to the units and achieves higher strength. {note}
−
−## Grout Testing {toc}
−
−```datasheet
−label: Grout Sampling Frequency
−type: select
−options:
− - "One set per grout pour"
− - "One set per 150 cubic feet of grout"
− - "One set per 5,000 sq ft of grouted wall"
−drawing_ref: true
−default: "One set per grout pour"
−```
−
−### Grout samples shall be taken in accordance with ASTM C1019, Standard Test Method for Sampling and Testing Grout, from the grout at the point of delivery into the wall.
−
−### Grout shall not be sampled from the transit mixer drum, because mixing continues during transit and the delivered sample represents the grout actually entering the wall.
−
−### Grout test frequency shall be at least one set of two specimens per grout pour, or as directed by the special inspection program.
−
−### Grout slump shall be measured and recorded for every grout pour to confirm that the slump is within the 8 to 11 inch required range.
−
−### Slump tests shall be performed at the grout truck discharge, immediately before placement, using a standard slump cone per ASTM C143.
−
−### Grout with slump outside the range shall be rejected and shall not be adjusted by adding water or aggregate in the field without recalculating the mix design.
−
−## Special Inspections During Grouting {toc}
−
−### The Special Inspector shall be present during all grouting operations for structural masonry in Inspection Level B and Level C programs.
−
−### The Special Inspector shall observe the slump of each grout delivery, that cells to be grouted are clean, that reinforcement is properly positioned, that lift heights and consolidation procedures comply with the approved grouting procedure, and that reconsolidation is performed within the specified time window.
−
−# Cleaning {toc}
−
−## Pre-Cleaning Procedures {toc}
−
−### Masonry cleaning shall be performed after the masonry is complete and has cured for a minimum of seven days, unless directed otherwise by the material manufacturer.
−
−### Cleaning shall be completed before sealants, coatings, or adjacent finished materials are installed.
−
−### Before cleaning, all mortar droppings and loose mortar smears shall be removed from the masonry face using a wooden paddle, a chisel, or a wood block.
−
−### Steel tools that could damage the masonry face or leave metal fragments that later rust shall not be used on the masonry face.
−
−### Cured mortar protrusions shall be carefully chipped away by hand before any liquid cleaning agent is applied.
−
−### Mechanical wire brushing shall not be performed on clay brick, because it can abrade the fired face of the unit and permanently change its texture and color.
−
−## Cleaning Procedures {toc}
−
−```datasheet
−label: Cleaning Method
−type: radio
−options:
− - "Proprietary non-acidic masonry cleaner — recommended for most brick and CMU"
− - "Dilute acid cleaner (diluted per manufacturer's recommendation) — only for light mortar haze on dense clay brick"
− - "Plain water and brush — for light soiling or sensitive units"
− - "As recommended by masonry unit manufacturer"
−default: "Proprietary non-acidic masonry cleaner — recommended for most brick and CMU"
−```
−
−### All masonry surfaces to be cleaned shall be thoroughly pre-saturated with clean water from the top down, using a garden hose or low-pressure spray.
−
−### Pre-saturation is essential because it prevents the masonry from absorbing the cleaning solution and prevents cleaned mortar particles from being drawn into the pores of the unit. {note}
−
−### Proprietary masonry cleaners with buffered acid or non-acid cleaning agents are the preferred choice for most masonry cleaning.
−
−### The Contractor shall submit the proposed cleaning product and confirm its suitability for the specific masonry unit type before beginning cleaning.
−
−### High-concentration acids, including straight muriatic acid, shall not be used for cleaning masonry.
−
−### Where dilute acid cleaning is approved by the Architect and confirmed as suitable by the masonry unit manufacturer for dense, hard-burned clay brick, dilution shall be per the manufacturer's specific recommendation and shall be no stronger than necessary.
−
−### After applying the cleaning solution and allowing the manufacturer's specified dwell time, the wall shall be rinsed thoroughly from the top down with a high-pressure water rinse of at least 400 psi and 4 to 6 gallons per minute.
−
−### Rinsing shall remove all cleaning solution and dissolved materials from the wall face and from the wall immediately below the cleaned area.
−
−### Areas adjacent to the masonry being cleaned — windows, doors, sealant joints, adjacent cladding, and paving — shall be masked or protected from the cleaning solution and rinse water.
−
−### Sealants and painted surfaces are particularly vulnerable to acid attack and shall be masked before cleaning.
−
−### Mortar haze shall be cleaned within 10 days of laying the masonry.
−
−### After one month, mortar smears and droppings become progressively more difficult to remove and may require mechanical intervention that risks damaging the masonry face. {note}
−
−## Efflorescence {toc}
−
−### Efflorescence — the white, powdery salt deposits that can appear on masonry faces — is caused by soluble salts within the masonry or its mortar being carried to the surface by water migration and then crystallizing as the water evaporates. {note}
−### Efflorescence does not indicate a structural problem, but its presence indicates that water is migrating through the masonry, which should be investigated as a potential precursor to freeze-thaw damage.
−
−### Where efflorescence is present on completed masonry, it shall be dry-brushed away with a stiff fiber brush when dry.
−
−### Efflorescence shall not be rewetted, because rewetting drives the salt back into the masonry.
−
−### Where efflorescence is heavy or persistent, the source of water migration shall be identified and corrected, because cleaning the face without stopping the water source will result in recurrence.
−
−# Tolerances {toc}
−
−## Dimensional Tolerances — Individual Units {toc}
−
−### Masonry unit dimensional variation shall conform to the applicable ASTM product standard.
−
−### The acceptable variation of individual CMU dimensions per ASTM C90 is ± 1/8 in. on length and height.
−
−### The acceptable variation for clay facing brick per ASTM C216 Type FBX is ± 1/16 in. on length and ± 1/32 in. on height, and for Type FBS is ± 1/8 in. on length and ± 1/8 in. on height.
−
−### Units outside the specified dimensional tolerance shall be rejected.
−
−## Construction Tolerances {toc}
−
−### Construction tolerances for completed masonry work shall conform to TMS 602 Article 3.3 and shall be verified by the Special Inspector and the Architect.
−
−```datasheet
−label: Plumb Tolerance
−type: radio
−options:
− - "Standard per TMS 602 — ±1/4 in. in 10 ft, ±1/2 in. maximum"
− - "Tightened — ±1/8 in. in 10 ft (high-visibility or precision masonry)"
−drawing_ref: true
−default: "Standard per TMS 602 — ±1/4 in. in 10 ft, ±1/2 in. maximum"
−```
−
−### Variation from plumb in the planes and lines of walls, columns, and arrises shall not exceed ± 1/4 in. in 10 ft, ± 3/8 in. in 20 ft, and ± 1/2 in. maximum in any height.
−
−### Variation from level in bed joints, top of wall, and horizontal coursing shall not exceed ± 1/4 in. in 10 ft and ± 1/2 in. maximum in any length.
−
−### Variation in location of elements in plan from the established position shown on the contract documents shall not exceed ± 1/2 in. for any element.
−
−### Variation in mortar bed joint thickness from the specified 3/8 in. nominal shall not exceed ± 1/8 in. per joint, and the total variation in cumulative coursing heights shall not exceed ± 3/8 in. in 10 ft.
−
−### Variation in head joint thickness from the specified 3/8 in. nominal shall not exceed ± 1/8 in.
−
−### Variation in wall thickness from the specified nominal shall not exceed -1/4 in. or +3/8 in.
−
−### Variation in the location of cells, bond beams, and reinforcing bars from the location shown on the structural drawings shall not exceed ± 1 in. vertically and ± 2 in. horizontally, except that reinforcing bars required by structural design shall not be displaced from the design location by more than 1/2 in. without review by the Engineer of Record.
−
−## Measurement and Verification of Tolerances {toc}
−
−### The Contractor shall monitor dimensional compliance continuously during construction.
−
−### Leads shall be checked for plumb and level before each course is laid.
−
−### At the completion of each lift or each floor level, the Contractor shall survey the as-built wall face for plumb and check the horizontal position against the control lines.
−
−### The Architect and Special Inspector shall verify tolerances at regular intervals and at substantial completion.
−
−### Masonry that exceeds the permitted tolerances and that has been brought to the attention of the Contractor shall be corrected before subsequent work conceals it.
−
−### Correction methods, including demolition and rebuilding, shall be proposed by the Contractor and reviewed by the Architect and Engineer before correction work begins.
−
−# Warranty {toc}
−
−```datasheet
−label: Masonry Installation Warranty Period
−type: select
−options:
− - "1 year from substantial completion"
− - "2 years from substantial completion"
−default: "1 year from substantial completion"
−```
−
−## The Contractor shall warrant all masonry construction against defects in materials and workmanship for the project standard warranty period, beginning at substantial completion.
−
−## The Contractor's warranty shall specifically cover workmanship deficiencies including mortar joint failures, delamination of masonry units, water infiltration attributable to improperly installed flashing or weeps, blocked or missing weep holes, and failure to achieve the specified compressive strength f'm as demonstrated by prism test results.
−
−## The warranty does not cover damage caused by Owner modification, extraordinary weather events beyond the project's design basis, or movement attributable to foundation settlement or structural frame deflection outside the tolerances provided to the Contractor.
−
−## Where masonry prism test results fell below f'm and the structural engineer accepted the masonry at a reduced strength with appropriate design modifications, the Contractor shall document the accepted deviation and include it in the closeout submittal.
−
−## The warranty for areas accepted at reduced f'm is limited to workmanship and installation quality and does not independently warrant structural performance, which is an engineering determination made by the Engineer of Record. {note}
+---
+title: Unit Masonry
+category: Structural / Masonry
+description: >
+ When to use: The assembled unit masonry wall. Load-bearing walls, shear walls, non-load-bearing partitions, composite and multi-wythe walls, the masonry backup wythe of a cavity wall, and pilasters and piers, built from concrete masonry units alone or from concrete masonry units combined with clay brick. Covers the assembly design values (specified masonry compressive strength, the unit and grout strengths that follow from it, and the mortar type for each wall class), grouting extent and the cells that receive it, bar reinforcement and joint reinforcement, corrosion protection of embedded metal, wythe ties and intersecting-wall connections, bond beams and lintels, bond pattern, bedding, and joint profile, control and expansion joints in the assembly, the prescriptive seismic detailing the seismic design category invokes, bracing of walls under construction, tolerances tightened for exposed work, and the strength verification and special inspection program.
+
+ Not intended for: Concrete masonry units as a manufactured product ([[sync/concrete-masonry-units]]); clay and shale brick units and brick-only assemblies ([[sync/brick-masonry]]); mortar and grout materials, proportioning, mix design, slump, lift height, consolidation, and sampling ([[sync/masonry-mortar-and-grout]]); anchored masonry veneer, its anchors, air space, and shelf angles ([[sync/masonry-anchorage-and-veneer]]); through-wall flashing, weeps, and cavity drainage ([[sync/through-wall-flashing]]); sealant and backer in movement joints ([[sync/joint-sealants]]); the workmanship, weather protection, cleaning, and field quality provisions shared by every masonry scope ([[sync/masonry-common-results]]); reinforcing steel procurement and handling ([[sync/concrete-reinforcement]]); cast stone ([[sync/cast-stone]]); autoclaved aerated concrete, glass unit masonry, adhered veneer, natural stone masonry, and refractory brick; and the structural design of the masonry itself, which the Engineer of Record performs under TMS 402.
+---
+
+# Scope {toc}
+
+## This standard governs the unit masonry wall as an assembly: the units, mortar, grout, reinforcement, ties, and connections brought together in the field into a wall that carries load, resists lateral force, divides space, or backs up a cladding. {note}
+
+## The assemblies in scope are single-wythe concrete masonry load-bearing and shear walls, single-wythe non-load-bearing partitions, composite and multi-wythe walls that combine concrete masonry with clay units, the masonry backup wythe of a cavity wall, and masonry pilasters and piers; a wall built of clay brick alone, including a reinforced hollow brick wall, is governed by [[sync/brick-masonry]]. {note}
+
+## The masonry assembly standards on this platform are layered, and this standard sits at the assembly layer: the product standards fix what arrives at the site, the mortar and grout standard fixes what binds it, the veneer and flashing standards govern the cladding wythe and its drainage, and the masonry umbrella carries the workmanship and protection provisions shared by every masonry scope. This standard owns the decisions that exist only once the pieces become a wall. {note}
+
+## The following are governed elsewhere and are outside this standard: {note}
+
+- concrete masonry units as a product, including weight class, cell geometry, finish, absorption, shrinkage, and delivery sampling, under [[sync/concrete-masonry-units]]
+- clay and shale brick units, their grade and type, pre-wetting, and brick-only assemblies, under [[sync/brick-masonry]]
+- mortar and grout materials, cementitious system, proportioning, property and proportion methods, slump, pour and lift height, consolidation, and mortar and grout sampling, under [[sync/masonry-mortar-and-grout]]
+- anchored masonry veneer, its anchors and ties, air space, cavity insulation, and shelf angles, under [[sync/masonry-anchorage-and-veneer]]
+- through-wall flashing, weeps, end dams, and cavity drainage, under [[sync/through-wall-flashing]]
+- sealant, backer rod, and joint filler in movement joints, under [[sync/joint-sealants]]
+- workmanship, cold and hot weather protection, cleaning, construction tolerances, and field quality control shared by every masonry scope, under [[sync/masonry-common-results]]
+- reinforcing steel procurement, fabrication, and handling, under [[sync/concrete-reinforcement]]
+- the special inspection agency, its qualifications, and the statement of special inspections, under [[sync/special-inspections-and-testing]]
+- fire-resistance-rated assembly designs and their listings, under [[sync/fire-rated-wall-and-floor-assemblies]]
+- post-installed anchors set into cured masonry, under [[sync/post-installed-anchors]]
+- cast stone trim and units, under [[sync/cast-stone]]
+- autoclaved aerated concrete, glass unit masonry, adhered veneer, natural stone masonry, and refractory brick
+- the structural design of the masonry, which the Engineer of Record performs under TMS 402 and records on the structural drawings
+
+## A masonry wall has no strength until it is assembled, and the assembled strength depends on the unit, the mortar, the grout, and the workmanship all at once; a deficiency in any one of them is not visible in the finished face and is not recovered by the others. {note}
+
+## The locations, extents, and types of masonry walls shall be as indicated on [[drawing: the wall type schedule]].
+
+## Masonry construction shall comply with TMS 402/602, with Chapter 21 of the adopted building code, and with the structural drawings.
+
+## Where the contract documents, the adopted code, and a referenced standard impose conflicting requirements on the same subject, the more stringent requirement shall govern unless the Engineer of Record directs otherwise in writing.
+
+## Where the masonry bears on or is anchored to concrete, the work shall be coordinated with [[sync/cast-in-place-concrete]].
+
+## Where insulation is installed in the cells of the masonry or against the masonry, the insulation shall comply with [[sync/building-thermal-insulation]].
+
+# Referenced Standards {toc}
+
+## Materials, design values, and construction shall comply with the latest adopted edition of each of the following unless a specific edition is cited.
+
+## Where referenced standards conflict, the more stringent requirement shall govern unless the Engineer of Record directs otherwise in writing.
+
+| Standard | Title |
+|----------|-------|
+| TMS 402 | Building Code Requirements for Masonry Structures |
+| TMS 602 | Specification for Masonry Structures |
+| IBC Chapter 21 | International Building Code, Masonry |
+| IBC Chapter 17 | International Building Code, Special Inspections and Tests |
+| ASCE/SEI 7 | Minimum Design Loads and Associated Criteria for Buildings and Other Structures |
+| ACI/TMS 216.1 | Code Requirements for Determining Fire Resistance of Concrete and Masonry Construction Assemblies |
+| ASTM C90 | Dry-Cast Loadbearing Concrete Masonry Units |
+| ASTM C129 | Nonloadbearing Concrete Masonry Units |
+| ASTM C55 | Concrete Brick |
+| ASTM C216 | Facing Brick (Solid Masonry Units Made from Clay or Shale) |
+| ASTM C652 | Hollow Brick (Hollow Masonry Units Made from Clay or Shale) |
+| ASTM C62 | Building Brick (Solid Masonry Units Made from Clay or Shale) |
+| ASTM C270 | Mortar for Unit Masonry |
+| ASTM C476 | Grout for Masonry |
+| ASTM C1314 | Compressive Strength of Masonry Prisms |
+| ASTM C140/C140M | Sampling and Testing Concrete Masonry Units and Related Units |
+| ASTM C67/C67M | Sampling and Testing Brick and Structural Clay Tile |
+| ASTM C1019 | Sampling and Testing Grout for Masonry |
+| ASTM C780 | Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry |
+| ASTM A615/A615M | Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement |
+| ASTM A706/A706M | Deformed and Plain Low-Alloy Steel Bars for Concrete Reinforcement |
+| ASTM A767/A767M | Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement |
+| ASTM A775/A775M | Epoxy-Coated Steel Reinforcing Bars |
+| ASTM A955/A955M | Deformed and Plain Stainless Steel Bars for Concrete Reinforcement |
+| ASTM A951/A951M | Steel Wire for Masonry Joint Reinforcement |
+| ASTM A641/A641M | Zinc-Coated (Galvanized) Carbon Steel Wire |
+| ASTM A153/A153M | Zinc Coating (Hot-Dip) on Iron and Steel Hardware |
+| ASTM A123/A123M | Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products |
+| ASTM A899 | Steel Wire, Epoxy-Coated |
+| ASTM A580/A580M | Stainless Steel Wire |
+| ASTM A240/A240M | Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications |
+| ASTM A36/A36M | Carbon Structural Steel |
+| ASTM D2000 | Rubber Products in Automotive Applications (control joint gaskets) |
+| ASTM D2287 | Nonrigid Vinyl Chloride Polymer and Copolymer Molding and Extrusion Compounds (control joint gaskets) |
+| OSHA 29 CFR 1926.706 | Requirements for Masonry Construction |
+| MCAA Standard Practice for Bracing Masonry Walls Under Construction | Council for Masonry Wall Bracing |
+
+## The National Concrete Masonry Association TEK notes and the Brick Industry Association Technical Notes are consensus industry guidance on detailing and are cited in this standard for the practices they describe, not as mandatory code. {note}
+
+# Submittals {toc}
+
+## Action Submittals {toc}
+
+### The Contractor shall submit the following for review before the corresponding materials are procured or the corresponding work is started:
+
+- product data for each concrete masonry unit type, identifying the governing unit standard, the net area compressive strength, and the weight class, submitted under [[sync/concrete-masonry-units]] and referenced here
+- product data for each clay unit type, identifying the governing unit standard, grade, and type, submitted under [[sync/brick-masonry]] and referenced here
+- the mortar and grout mix designs, submitted under [[sync/masonry-mortar-and-grout]] and referenced here
+- the documentation that establishes compliance with the specified masonry compressive strength by the method selected in the datasheet, either the unit strength records and mortar type or the preconstruction prism test report
+- reinforcing bar shop drawings showing bar sizes, grades, lengths, bends, lap locations and lengths, positioner locations, and the cell each bar occupies
+- product data for joint reinforcement, wythe ties, and intersecting-wall connectors, identifying the wire size, configuration, and corrosion protection of each
+- product data for control joint gaskets, expansion joint fillers, and bar positioners
+- product data for loose steel lintels, identifying the section, grade, bearing length, and corrosion protection
+- the grouting procedure, identifying the grouting extent, grout type, pour and lift heights, cleanout locations, consolidation method, and the sequence of grouting relative to laying
+- the wall bracing plan for masonry under construction, prepared in accordance with the MCAA Standard Practice for Bracing Masonry Walls Under Construction
+- the sample panel proposal, identifying the location, size, unit types, bond pattern, joint profile, mortar color, and the embedded items to be represented
+
+```datasheet
+label: Action Submittal Package
+type: checkbox
+options:
+ - "Concrete masonry unit product data"
+ - "Clay unit product data"
+ - "Mortar and grout mix designs"
+ - "Masonry compressive strength compliance documentation"
+ - "Reinforcing bar shop drawings"
+ - "Joint reinforcement, tie, and connector product data"
+ - "Control joint gasket, expansion joint filler, and positioner product data"
+ - "Loose steel lintel product data"
+ - "Grouting procedure"
+ - "Wall bracing plan"
+ - "Sample panel proposal"
+default:
+ - "Concrete masonry unit product data"
+ - "Clay unit product data"
+ - "Mortar and grout mix designs"
+ - "Masonry compressive strength compliance documentation"
+ - "Reinforcing bar shop drawings"
+ - "Joint reinforcement, tie, and connector product data"
+ - "Grouting procedure"
+ - "Wall bracing plan"
+```
+
+### Masonry shall not be laid until the compliance documentation for the specified masonry compressive strength and the reinforcing bar shop drawings have been reviewed and returned.
+
+### The compressive strength of the assembly cannot be tested into existence after the wall is built; it is established by the unit, the mortar type, and the grout that go into it, so those three are confirmed on paper before the first course rather than by coring afterward. {note}
+
+## Informational Submittals {toc}
+
+### The Contractor shall submit the following with or before the action submittals:
+
+- the masonry contractor's qualification statement, listing comparable completed projects with the assembly types, the approximate wall area, and a reference for each
+- the cold weather and hot weather construction procedures required by [[sync/masonry-common-results]], referenced here for the walls in this scope
+- the special inspection reports issued during construction, transmitted as they are issued
+
+```datasheet
+label: Informational Submittal Package
+type: checkbox
+options:
+ - "Masonry contractor qualification statement"
+ - "Cold and hot weather construction procedures"
+ - "Special inspection reports as issued"
+default:
+ - "Masonry contractor qualification statement"
+ - "Cold and hot weather construction procedures"
+ - "Special inspection reports as issued"
+```
+
+## Closeout Submittals {toc}
+
+### The Contractor shall submit the following before the masonry is accepted:
+
+- the masonry compressive strength verification records for the project, including every prism test report where the prism method applies, with the location, date, and age at test of each set
+- the record of each accepted deviation from the specified masonry compressive strength, with the Engineer of Record's written acceptance and any design modification that accompanied it
+- the as-built record of reinforcement, grouted cells, bond beams, and cleanout locations where they differ from the shop drawings
+- the record of control joint and expansion joint locations as built
+- the special inspection final report
+
+```datasheet
+label: Closeout Submittal Package
+type: checkbox
+options:
+ - "Masonry compressive strength verification records"
+ - "Accepted strength deviation records"
+ - "As-built reinforcement and grouting record"
+ - "As-built movement joint locations"
+ - "Special inspection final report"
+default:
+ - "Masonry compressive strength verification records"
+ - "Accepted strength deviation records"
+ - "As-built reinforcement and grouting record"
+ - "As-built movement joint locations"
+ - "Special inspection final report"
+```
+
+# Quality Assurance {toc}
+
+## Masonry Contractor Qualifications {toc}
+
+### The masonry contractor shall have constructed unit masonry assemblies of the types in this scope for not less than the period indicated in the datasheet.
+
+```datasheet
+label: Minimum Masonry Contractor Experience
+type: range
+unit: years
+options:
+ min: 0
+ max: 15
+ setpoints: [0, 2, 3, 5, 10, 15]
+default: 5
+```
+
+### The foreman directly supervising the masonry shall have supervised the construction of reinforced masonry where reinforced masonry is in this scope.
+
+### Where the parties disagree whether a listed project is comparable, the Engineer of Record shall make the initial determination.
+
+## Pre-Construction Conference {toc}
+
+### A pre-construction conference shall be held before masonry is laid, attended by the Contractor's superintendent, the masonry contractor's supervisor, the Architect, the Engineer of Record, the special inspector, and the Owner's representative.
+
+### The conference shall cover the status of the action submittals, the compressive strength compliance method, the grouting procedure and its sequence relative to laying, reinforcement placement and positioning, the cleanout and inspection sequence, the special inspection program, the wall bracing plan, and the weather protection procedures in force.
+
+### Grouting is the step at which the assembly's strength is fixed and at which an error is most expensive to reach afterward, which is why the sequence of laying, inspection, and grouting is settled before the first lift rather than negotiated at the wall. {note}
+
+## Sample Panel {toc}
+
+### Whether a sample panel is constructed shall be as indicated in the datasheet.
+
+```datasheet
+label: Sample Panel
+type: radio
+options:
+ - "Sample panel constructed before production masonry"
+ - "No sample panel"
+```
+
+### A sample panel earns its cost where the masonry is exposed to view, because it settles color, texture, joint profile, and tooling in one place before the standard is applied to a whole elevation; where every wall in the scope is concealed behind finishes, the panel demonstrates workmanship only, and the pre-construction conference and the first inspected lift carry that purpose. {note}
+
+### Where a sample panel is constructed, its face area shall be not less than the area indicated in the datasheet.
+
+```datasheet
+label: Sample Panel Minimum Face Area
+type: range
+unit: sq ft
+options:
+ min: 16
+ max: 100
+ setpoints: [16, 32, 48, 64, 100]
+default: 16
+```
+
+### The minimum area is the 4 ft by 4 ft panel TMS 602 requires where sample panels are called for; a larger panel is used where a bond pattern, a color blend, or a movement joint detail cannot be represented in a smaller one. {note}
+
+### The sample panel shall be built with the units, mortar, joint reinforcement, and bond pattern of the production work, by the crew that will lay the production work, and shall include a control joint or expansion joint, a section of joint reinforcement, and, where the wall is grouted, a grouted cell exposed for inspection.
+
+### The sample panel shall be reviewed and accepted in writing before production masonry of the represented type is laid.
+
+### The accepted sample panel shall be protected and retained as the standard of comparison until the Architect directs its removal in writing, and shall not be removed before substantial completion.
+
+## Quality Assurance Level {toc}
+
+### Masonry shall be inspected and tested under the quality assurance level indicated in the datasheet.
+
+```datasheet
+label: Masonry Quality Assurance Level (TMS 402)
+type: select
+derived: "TMS 402 Section 3.1 applied to the design method of the masonry (empirical, veneer, or engineered) and the Risk Category the adopted building code assigns to the building"
+options:
+ - "Level A"
+ - "Level B"
+ - "Level C"
+default: derived
+```
+
+### TMS 402 assigns the quality assurance level from two facts that are already fixed by the time the specification is written: whether the masonry is engineered or empirical, and the Risk Category of the building; Chapter 17 of the adopted building code invokes the same tables. {note}
+
+### The inspection tasks, their frequency, and the tests required at the selected level shall be those TMS 402 Tables 3.1.1 through 3.1.3 assign to that level.
+
+### The special inspector shall verify that the units, mortar type, grout, reinforcement, ties, and connectors are those submitted, that reinforcement is sized, positioned, and lapped as shown on the structural drawings, that cells to be grouted are clean and the reinforcement is in place before grouting, that grouting follows the accepted procedure, and that the assembly is protected during the weather conditions the umbrella standard defines.
+
+### The special inspector shall report a nonconformance to the Contractor and the Engineer of Record on the day it is observed.
+
+### Masonry that has been grouted in a location where a required inspection was not performed shall be evaluated by the Engineer of Record, and the cost of any exploratory opening, testing, and repair the evaluation requires shall be borne by the Contractor.
+
+# Wall Assemblies {toc}
+
+## The wall assembly types on the project shall be as indicated in the datasheet.
+
+```datasheet
+label: Unit Masonry Wall Assembly Types
+type: checkbox
+drawing_ref: "the wall type schedule"
+options:
+ - "Single-wythe reinforced concrete masonry bearing and shear walls"
+ - "Single-wythe concrete masonry non-load-bearing partitions"
+ - "Concrete masonry backup wythe of a cavity wall"
+ - "Composite multi-wythe walls bonded to act together"
+ - "Multi-wythe non-composite walls"
+ - "Masonry pilasters and piers"
+ - "Masonry retaining and below-grade walls"
+default: deferred
+```
+
+## Each assembly type carries its own set of decisions: a bearing wall has a specified compressive strength to verify, a partition has a deflection gap to preserve, a composite wall has a collar joint to fill and wythe ties to place, and a cavity wall backup has a veneer standard on its other face. {note}
+
+## Where a cavity wall combines a masonry backup wythe in this scope with an anchored veneer, the backup wythe, its reinforcement, and its grouting are governed by this standard, and the veneer wythe, the air space, the anchors, and the shelf angles are governed by [[sync/masonry-anchorage-and-veneer]]. {note}
+
+## Where an assembly combines concrete masonry and clay brick in one wall, the clay units shall be selected under [[sync/brick-masonry]].
+
+## Where an assembly combines concrete masonry and clay brick in one wall, the assembly shall be constructed under this standard.
+
+## Wall thickness, height, and the location of every pilaster, pier, bond beam, and opening shall be as indicated on [[drawing: the structural drawings]].
+
+# Masonry Compressive Strength {toc}
+
+## Specified Masonry Compressive Strength {toc}
+
+### The specified compressive strength of masonry, f'm, is the strength of the assembly the structural design relies on, and every unit strength, mortar type, and grout strength in this standard exists to deliver it. {note}
+
+### The specified masonry compressive strength for each wall type shall be as indicated in the datasheet.
+
+```datasheet
+label: Specified Masonry Compressive Strength f'm
+type: range
+unit: psi
+drawing_ref: "the structural general notes"
+options:
+ min: 1500
+ max: 6000
+ setpoints: [1500, 1750, 2000, 2250, 2500, 2750, 3000, 3500, 4000, 4500, 5000, 6000]
+default: deferred
+```
+
+### The strength is a design value the Engineer of Record sets for each wall from the loads it carries, and it has no norm across projects; it is read from the structural general notes rather than chosen here. {note}
+
+### Where the structural drawings state different values for different walls, each wall shall be constructed to the value stated for it.
+
+## Compliance Method {toc}
+
+### Compliance with the specified masonry compressive strength shall be established by the method indicated in the datasheet, in accordance with TMS 602 Article 1.4 B.
+
+```datasheet
+label: Masonry Compressive Strength Compliance Method
+type: radio
+options:
+ - "Unit strength method"
+ - "Prism test method"
+default: "Unit strength method"
+```
+
+### The unit strength method reads the assembly strength from TMS 602 Table 1 or Table 2 given the unit strength and the mortar type, and needs no assembly test; the prism test method builds and crushes prisms of the actual units, mortar, and grout, and is the method that applies where the units, mortar, or grout fall outside the tables or where the design relies on a strength the tables do not reach. {note}
+
+### Where the prism test method is selected, prisms shall be constructed and tested in accordance with ASTM C1314 from the units, mortar, and grout of the production work, using the bedding and grouting of the production work.
+
+### Where the prism test method is selected, one preconstruction set of prisms shall be tested before masonry is laid, and the result shall equal or exceed the specified masonry compressive strength before the units and mortar are accepted for the work.
+
+## Unit Compressive Strength {toc}
+
+### The minimum net area compressive strength of concrete masonry units shall be as indicated in the datasheet.
+
+```datasheet
+label: Concrete Masonry Unit Net Area Compressive Strength, Minimum
+type: range
+unit: psi
+derived: "the specified masonry compressive strength f'm and the mortar type selected for the wall, read from TMS 602 Table 2 under the unit strength method; where the prism test method is selected, the unit strength the preconstruction prism set was built from"
+options:
+ min: 2000
+ max: 6000
+ setpoints: [2000, 2250, 2500, 2750, 3000, 3250, 3500, 3750, 4000, 4500, 5000, 6000]
+default: derived
+```
+
+### The lower bound of the field is the minimum net area compressive strength ASTM C90 requires of every loadbearing unit, so a lower value is not procurable under the governing unit standard. {note}
+
+### The minimum compressive strength of clay masonry units shall be as indicated in the datasheet.
+
+```datasheet
+label: Clay Masonry Unit Compressive Strength, Minimum
+type: range
+unit: psi
+derived: "the specified masonry compressive strength f'm and the mortar type selected for the wall, read from TMS 602 Table 1 under the unit strength method; where the prism test method is selected, the unit strength the preconstruction prism set was built from"
+options:
+ min: 2000
+ max: 20000
+ setpoints: [2000, 3000, 4000, 5000, 6000, 8000, 10000, 12000, 15000, 20000]
+default: derived
+```
+
+### Under the unit strength method the required unit strength is not a choice: given the specified masonry compressive strength and the mortar type, the TMS 602 table returns one value, and a stronger mortar type lowers the unit strength the table requires. {note}
+
+### Unit compressive strength shall be verified by the manufacturer's test reports or by sampling and testing in accordance with ASTM C140 for concrete masonry units and ASTM C67 for clay units, under the sampling required by [[sync/concrete-masonry-units]] and [[sync/brick-masonry]].
+
+### Units whose verified strength is below the datasheet value shall not be incorporated in walls designed to the specified masonry compressive strength that value serves.
+
+## Grout Compressive Strength {toc}
+
+### The minimum compressive strength of grout, f'g, shall be as indicated in the datasheet.
+
+```datasheet
+label: Grout Compressive Strength f'g, Minimum
+type: range
+unit: psi
+derived: "the specified masonry compressive strength f'm, taken not less than the 2,000 psi minimum ASTM C476 and TMS 602 Article 2.2 require of grout"
+options:
+ min: 2000
+ max: 5000
+ setpoints: [2000, 2500, 3000, 3500, 4000, 4500, 5000]
+default: derived
+```
+
+### TMS 602 requires the grout to be at least as strong as the masonry it is placed in and never weaker than the ASTM C476 floor, so the grout strength follows from the specified masonry compressive strength rather than being chosen on its own. {note}
+
+### The grout mix that delivers the datasheet value, its slump, and its sampling shall be as required by [[sync/masonry-mortar-and-grout]].
+
+# Mortar Type by Wall Class {toc}
+
+## The mortar type is the one mortar decision that belongs to the assembly, because it enters the unit strength table and the seismic detailing rules; the cementitious system, proportions, and properties that produce that type are governed by [[sync/masonry-mortar-and-grout]]. {note}
+
+## Mortar for load-bearing walls, shear walls, and reinforced masonry shall be the ASTM C270 type indicated in the datasheet.
+
+```datasheet
+label: Mortar Type for Structural Walls
+type: select
+options:
+ - "Type M"
+ - "Type S"
+ - "Type N"
+default: "Type S"
+```
+
+## Mortar for non-load-bearing interior partitions shall be the ASTM C270 type indicated in the datasheet.
+
+```datasheet
+label: Mortar Type for Non-Load-Bearing Interior Partitions
+type: select
+options:
+ - "Type M"
+ - "Type S"
+ - "Type N"
+ - "Type O"
+```
+
+## Mortar for masonry in contact with earth, including below-grade walls and retaining walls, shall be the ASTM C270 type indicated in the datasheet.
+
+```datasheet
+label: Mortar Type for Masonry in Contact with Earth
+type: select
+options:
+ - "Type M"
+ - "Type S"
+```
+
+## Mortar strength is not a virtue in itself: a mortar much stronger than the units it joins concentrates movement stress in the units instead of the joints, while a mortar weaker than the design assumed lowers the assembly strength the unit strength table returns. The type for each wall class is chosen against the units and the loads, which is why the three classes are decided separately. {note}
+
+## Where TMS 402 Chapter 7 restricts the mortar in the lateral force-resisting system for [[parameter: seismic-design-category]], which it does in Seismic Design Categories D, E, and F, that masonry shall be laid in Type M or Type S mortar and masonry cement mortar shall not be used in it.
+
+## Type O mortar shall be used only where the datasheet selects it for non-load-bearing interior partitions, and shall not be laid in masonry exposed to weather or to freezing while saturated.
+
+## Type O mortar has no entry in the TMS 602 unit strength tables, so masonry laid in it has no compliance path to a specified compressive strength; that is why the structural and earth-contact fields do not offer it. {note}
+
+## The mortar type for a veneer wythe is selected under [[sync/masonry-anchorage-and-veneer]] or [[sync/brick-masonry]] and is not set by this standard. {note}
+
+# Masonry Units in the Assembly {toc}
+
+## Concrete masonry units for load-bearing walls, shear walls, pilasters, and any wall that supports load from above shall comply with ASTM C90.
+
+## Concrete masonry units for non-load-bearing interior partitions shall comply with the unit standard indicated in the datasheet.
+
+```datasheet
+label: Concrete Masonry Units for Non-Load-Bearing Partitions
+type: radio
+options:
+ - "ASTM C90 loadbearing units"
+ - "ASTM C129 nonloadbearing units"
+```
+
+## Nonloadbearing units cost less and weigh less, and are limited by their standard to walls that carry nothing but their own weight; loadbearing units used in a partition remove the risk of a nonloadbearing unit finding its way into a bearing wall on a site where both are stocked. Neither policy is the norm across projects. {note}
+
+## Where nonloadbearing units are selected, they shall be stored separately from loadbearing units and shall be identified on the delivery ticket and on the pallet.
+
+## Clay units in a wythe of a composite or multi-wythe wall in this scope shall comply with ASTM C216 where the wythe is solid and exposed and with ASTM C652 where the wythe is hollow, selected under [[sync/brick-masonry]].
+
+## Clay units shall not be wetted before laying except where [[sync/brick-masonry]] requires pre-wetting for the unit's initial rate of absorption.
+
+## Concrete masonry units shall not be wetted before laying.
+
+## A concrete masonry unit laid wet shrinks in the wall as it dries, and the shrinkage that would have happened in the yard happens instead at the bed joints as horizontal cracking. {note}
+
+## Unit weight class, cell geometry, finish, color, absorption, and shrinkage limits shall be as required by [[sync/concrete-masonry-units]].
+
+# Grouting of the Assembly {toc}
+
+## Grouting Extent {toc}
+
+### The grouting extent for each wall type shall be as indicated in the datasheet.
+
+```datasheet
+label: Grouting Extent
+type: select
+drawing_ref: "the structural drawings"
+options:
+ - "Fully grouted"
+ - "Partially grouted, cells containing reinforcement and bond beams only"
+ - "Partially grouted, cells containing reinforcement, bond beams, and the cells indicated"
+ - "Ungrouted"
+default: deferred
+```
+
+### The grouting extent is a structural design decision that changes the wall's weight, its shear capacity, its fire rating, and its sound rating, and it differs from wall to wall on most projects; it is read from the structural drawings. {note}
+
+### Cells containing reinforcement, anchor bolts, or embedded items shall be grouted regardless of the grouting extent selected for the wall.
+
+### Cells to be grouted and the bond beams to be grouted shall be as indicated on [[drawing: the structural drawings]].
+
+## Grout Space and Cell Alignment {toc}
+
+### Cells and cavities to be grouted shall be vertically aligned to provide a continuous unobstructed opening not smaller than the least clear dimension TMS 602 Table 7 requires for the grout type and pour height in the accepted grouting procedure.
+
+### Mortar protrusions extending more than 1/2 in. into a cell to be grouted shall be removed before the grout is placed.
+
+### Cells to be grouted shall be kept free of mortar droppings and debris throughout the laying of the lift.
+
+### The grout type, fine or coarse, its slump, and its maximum pour and lift heights follow from the grout space established under this article and shall be as required by [[sync/masonry-mortar-and-grout]].
+
+## Cleanouts {toc}
+
+### Where the grout pour height exceeds 5 ft 4 in., cleanouts shall be provided in the bottom course at every cell containing vertical reinforcement, and at a horizontal spacing not exceeding 32 in. where the wall is solidly grouted, in accordance with TMS 602 Article 3.2 F.
+
+### Each cleanout opening shall be not less than 3 in. in its least dimension.
+
+### Cleanouts shall be used to remove mortar droppings and debris, and shall remain open until the special inspector has observed that the cell is clean and that the reinforcement is in place.
+
+### Cleanouts shall be closed with a unit face or a form that resists the grout pressure and matches the adjacent face where the wall is exposed.
+
+### A cleanout is the only way to see the bottom of a tall cell before it is grouted; a cell that is inspected from the top and grouted from the top can carry a mortar bridge two feet up that stops the grout above the reinforcement it was meant to embed. {note}
+
+## Grout Placement in the Assembly {toc}
+
+### Grout shall be placed in the sequence stated in the accepted grouting procedure, and shall not be placed in a lift until the reinforcement in that lift has been positioned and inspected.
+
+### Where grouting is stopped for one hour or longer, the grout shall be stopped not less than 1-1/2 in. below the top of the uppermost unit so that the next lift keys into the last.
+
+### Grout shall not be placed against masonry that has not cured long enough to resist the grout pressure without displacement of the units, and the Engineer of Record shall make the initial determination where the parties disagree.
+
+### The mortar joints of a fresh wall carry the hydrostatic head of the grout as a lateral load they were never designed for, which is why the pour height in the accepted procedure is a limit and not a target. {note}
+
+### Consolidation, reconsolidation, and grout sampling shall be as required by [[sync/masonry-mortar-and-grout]].
+
+# Bar Reinforcement {toc}
+
+## Bar Material {toc}
+
+### Reinforcing bars shall be deformed bars of the standard and grade indicated in the datasheet.
+
+```datasheet
+label: Reinforcing Bar Standard and Grade
+type: select
+options:
+ - "ASTM A615 Grade 60"
+ - "ASTM A615 Grade 40"
+ - "ASTM A615 Grade 80"
+ - "ASTM A706 Grade 60"
+ - "ASTM A706 Grade 80"
+default: "ASTM A615 Grade 60"
+```
+
+### ASTM A706 controls the chemistry of the bar for weldability and ductility; ASTM A615 does not, so an A615 bar that is to be welded needs a supplemental analysis first. Where bars are welded to connectors or to steel framing, A706 removes that step. {note}
+
+### Reinforcing bars shall be procured, fabricated, and handled in accordance with [[sync/concrete-reinforcement]].
+
+### The corrosion protection of reinforcing bars shall be as indicated in the datasheet.
+
+```datasheet
+label: Reinforcing Bar Corrosion Protection
+type: select
+options:
+ - "Uncoated"
+ - "Hot-dip galvanized, ASTM A767"
+ - "Epoxy-coated, ASTM A775"
+ - "Stainless steel, ASTM A955"
+default: "Uncoated"
+```
+
+### A bar embedded in grout with the masonry cover TMS 402 requires is protected by the alkalinity of the grout, which is why uncoated bar is the norm; a coated or stainless bar is used where the wall is exposed to chlorides, where the cover cannot be achieved, or where the Owner requires a service life the grout alone does not warrant. {note}
+
+## Bar Sizes and Placement {toc}
+
+### Reinforcing bar sizes, spacing, lap splice lengths, hook dimensions, and the cell each bar occupies shall be as indicated on [[drawing: the structural drawings]].
+
+### The Contractor shall not reduce a lap length, change a bar size, or relocate a bar from the cell shown without the Engineer of Record's written approval.
+
+### Bar size shall not exceed No. 11, and the bar diameter shall not exceed one-eighth of the nominal wall thickness nor one-quarter of the least clear dimension of the cell in which it is placed, as TMS 402 requires.
+
+### The area of reinforcement in a cell shall not exceed the fraction of the cell area TMS 402 permits, including at lap splices.
+
+### The clear distance between a bar and any face of a masonry unit shall be not less than 1/4 in. where fine grout is used and not less than 1/2 in. where coarse grout is used.
+
+### Bars in the same cell shall be separated by a clear distance of not less than the nominal bar diameter and not less than 1 in.
+
+### Masonry cover over reinforcing bars shall be not less than TMS 402 requires for the bar size and for exposure to weather or earth.
+
+## Bar Positioning {toc}
+
+### Reinforcement shall be held in position before and during grouting by bar positioners, spaced at intervals not exceeding 192 bar diameters along the bar and at the top and bottom of each lift.
+
+### Reinforcement shall be placed within the tolerances TMS 602 Article 3.4 assigns to the effective depth of the reinforcement and to its position along the length of the wall.
+
+### A bar that has moved during grouting shall be returned to position before the grout takes initial set, and where that is no longer possible the condition shall be reported to the Engineer of Record before the lift above is laid.
+
+### The effective depth of a wall's reinforcement is the distance from the bar to the compression face, and a bar that drifts half an inch in an 8 in. wall has lost a measurable share of the wall's flexural capacity; positioners are the only thing holding it where the design assumed it would be. {note}
+
+### Reinforcement shall be clean of loose rust, mortar, oil, and other coatings that would reduce bond at the time the grout is placed.
+
+## Dowels and Splices to Concrete {toc}
+
+### Dowels connecting the masonry to a concrete footing, slab, or frame shall be cast into the concrete under [[sync/cast-in-place-concrete]] at the locations and projections shown on [[drawing: the structural drawings]].
+
+### A dowel out of position by more than the placement tolerance for the wall reinforcement shall not be bent into position, and the correction shall be as directed by the Engineer of Record.
+
+### Where the Engineer of Record accepts a post-installed dowel as the correction, it shall be installed under [[sync/post-installed-anchors]].
+
+# Joint Reinforcement {toc}
+
+## Wire Size and Configuration {toc}
+
+### Joint reinforcement shall be fabricated from wire conforming to ASTM A951, with longitudinal wires of the size indicated in the datasheet.
+
+```datasheet
+label: Joint Reinforcement Longitudinal Wire Size
+type: select
+options:
+ - "W1.7 (9 gauge)"
+ - "W2.8 (3/16 in.)"
+default: "W1.7 (9 gauge)"
+```
+
+### The longitudinal wire shall be not smaller than W1.7 and shall not exceed one-half the mortar joint thickness, as TMS 402 requires.
+
+### In a 3/8 in. bed joint the largest wire that can be embedded with the required cover on both faces is W2.8, so the field offers the two sizes the joint admits. {note}
+
+### The joint reinforcement configuration shall be as indicated in the datasheet.
+
+```datasheet
+label: Joint Reinforcement Configuration
+type: radio
+options:
+ - "Ladder type, cross wires perpendicular to the longitudinal wires"
+ - "Truss type, cross wires diagonal between the longitudinal wires"
+```
+
+### Where the cells of a wall are to be grouted or are to receive vertical bars, ladder-type cross wires span the web and leave the cell open, while truss-type diagonals cross the cell space and obstruct the grout and the bar; where the wall is ungrouted, the diagonal cross wires of truss type stiffen the assembly against in-plane shear between wythes, which is the condition it was developed for. {note}
+
+### Joint reinforcement for a multi-wythe wall shall have cross wires, tabs, or adjustable eye-and-pintle components that engage every wythe, of the type selected under the wythe tie article of this standard.
+
+## Joint Reinforcement Spacing and Placement {toc}
+
+### Joint reinforcement shall be placed at the vertical spacing indicated in the datasheet, or at a closer spacing where the structural drawings require.
+
+```datasheet
+label: Joint Reinforcement Vertical Spacing
+type: range
+unit: in.
+options:
+ min: 8
+ max: 48
+ setpoints: [8, 16, 24, 32, 48]
+default: 16
+```
+
+### Spacing at every second course of 8 in. units is the crack-control spacing the National Concrete Masonry Association guidance pairs with the control joint spacing in this standard; spacing at every course is used where the design counts the joint reinforcement as horizontal reinforcement or where the control joint spacing is stretched, and wider spacing is used where the structural drawings supply horizontal bars in bond beams instead. {note}
+
+### Joint reinforcement shall be placed so that the longitudinal wires are embedded in mortar with cover of not less than 5/8 in. from a face exposed to weather or earth and not less than 1/2 in. from a face not so exposed.
+
+### Joint reinforcement shall be lapped not less than 6 in. at splices.
+
+### Prefabricated corner and intersection pieces shall be used at corners and intersections, and joint reinforcement shall not be field-bent to form a corner.
+
+### A field-bent corner kinks the wire at the point where the wall changes direction, which is exactly where the reinforcement is asked to carry tension across the corner; the prefabricated piece carries the wire around continuously. {note}
+
+### Joint reinforcement shall be discontinued at control joints and at expansion joints unless the structural drawings require it to be continuous.
+
+### Continuous joint reinforcement across a control joint restrains the movement the joint exists to release, so the wire is cut at the joint by default and carried through only where the design has decided the joint should transfer force. {note}
+
+### Where masonry is laid in other than running bond, horizontal reinforcement of not less than 0.00028 times the gross vertical cross-sectional area of the wall shall be provided at a vertical spacing not exceeding 48 in., as TMS 402 requires, using joint reinforcement, bond beam reinforcement, or both.
+
+# Corrosion Protection of Embedded Metal {toc}
+
+## The corrosion protection of joint reinforcement, wythe ties, intersecting-wall connectors, and other embedded metal accessories shall be as indicated in the datasheet.
+
+```datasheet
+label: Embedded Metal Accessory Corrosion Protection
+type: select
+derived: "TMS 402 Section 6.1 applied to whether the wall is an interior wall not exposed to weather or earth, or is exposed to weather or earth, together with any chloride exposure identified in the contract documents"
+options:
+ - "Mill galvanized carbon steel, ASTM A641"
+ - "Hot-dip galvanized carbon steel, ASTM A153 Class B"
+ - "Epoxy-coated carbon steel, ASTM A899 Class B"
+ - "Stainless steel, Type 304"
+ - "Stainless steel, Type 316"
+default: derived
+```
+
+## TMS 402 sets the protection from the exposure of the wall rather than from preference: the mill coating is permitted only on accessories in interior walls not exposed to weather or earth, and every accessory in an exterior wall or one exposed to earth carries the hot-dip, epoxy, or stainless protection the code lists. Chloride exposure from a coastal site or de-icing salt is the condition under which a stainless accessory is chosen over the galvanized one the code would otherwise accept. {note}
+
+## The corrosion protection of anchors and ties for an anchored veneer is selected under [[sync/masonry-anchorage-and-veneer]] and is not set by this field. {note}
+
+## A component whose protection is below that required for its exposure shall not be embedded, and one found embedded shall be removed and replaced at the Contractor's expense.
+
+## Where a wall contains both an interior face and a face exposed to weather or earth, the exposed condition shall govern the protection of every accessory embedded in that wall.
+
+## Dissimilar metals, including a stainless accessory welded or wired to a carbon steel component, shall not be placed in contact within the masonry.
+
+# Wythe Ties and Intersecting-Wall Connections {toc}
+
+## Multi-Wythe Wall Ties {toc}
+
+### Wythes of a composite or non-composite multi-wythe wall shall be connected by the tie type indicated in the datasheet.
+
+```datasheet
+label: Multi-Wythe Wall Tie Type
+type: select
+options:
+ - "W2.8 wire Z-ties"
+ - "W2.8 wire rectangular ties"
+ - "Adjustable two-piece eye-and-pintle ties"
+ - "Joint reinforcement with tab cross wires"
+ - "Joint reinforcement with adjustable eye-and-pintle cross wires"
+ - "Masonry headers"
+```
+
+### Ties shall be spaced at a rate per unit area and at maximum horizontal and vertical spacings not exceeding those TMS 402 Section 5.7 assigns to the tie type and to the composite or non-composite wall type.
+
+### A rigid wire tie holds the wythes at a fixed relationship and is the arrangement for a composite wall whose wythes are meant to move together; an adjustable tie lets the courses of the two wythes fall at different heights and lets the wythes move differentially, which is what a non-composite wall of two materials with different movement needs. Z-ties are used only with solid units, because a Z-tie in a hollow unit can end in the void. {note}
+
+### Where the tie type selected is a Z-tie, the units in both wythes shall be solid.
+
+### The collar joint of a composite wall shall be filled solidly with mortar or grout as the wythes are laid.
+
+### The cavity of a non-composite multi-wythe wall shall be kept clear of mortar droppings, and its drainage, where it drains, shall be as required by [[sync/through-wall-flashing]].
+
+### Ties shall be embedded in the mortar bed joint of each wythe with not less than 1-1/2 in. of mortar cover from the face of the wythe, and shall not be bent after embedment.
+
+## Intersecting Walls {toc}
+
+### Intersecting masonry walls that the structural design relies on to support one another shall be connected by the method indicated in the datasheet, in accordance with TMS 402 Section 5.1.1.2.5.
+
+```datasheet
+label: Intersecting Wall Connection Method
+type: select
+drawing_ref: "the structural drawings"
+options:
+ - "Masonry bond with interlocking units"
+ - "Steel strap connectors with bent ends in grouted cells"
+ - "Prefabricated joint reinforcement intersection pieces"
+ - "Bond beam reinforcement continued through the intersection"
+default: deferred
+```
+
+### Each method transfers shear across the intersection differently, and the structural drawings decide which the design counts on; the field records the method so the bidder prices the right hardware. {note}
+
+### Where the design does not rely on the intersection for support, the intersection shall be built as a control joint or with a vertical slip plane so that the walls can move independently, as indicated on [[drawing: the structural drawings]].
+
+### Connectors shall be embedded in grouted cells or in bond beams at the vertical spacing the structural drawings require, and shall not be embedded in mortar joints alone.
+
+## Connection to the Structure Above {toc}
+
+### Non-load-bearing partitions shall be connected to the structure above by a connection that restrains the top of the wall laterally while leaving the gap indicated in the datasheet between the top of the masonry and the underside of the structure, so that the structure can deflect without bearing on the wall.
+
+```datasheet
+label: Deflection Gap at Top of Non-Load-Bearing Walls
+type: range
+unit: in.
+drawing_ref: "the structural drawings"
+options:
+ min: 0.5
+ max: 2
+ setpoints: [0.5, 0.75, 1, 1.5, 2]
+default: deferred
+```
+
+### The gap is the calculated deflection of the floor or roof above plus the construction tolerance of the two, and it differs with the span and stiffness of every structure; the structural drawings carry it. {note}
+
+### The top-of-wall connection type and its spacing shall be as indicated on [[drawing: the structural drawings]].
+
+### The deflection gap shall be kept free of mortar, grout, and rigid material, and shall be closed with a compressible filler and, where the wall is fire-rated, with the head-of-wall joint system required by [[sync/fire-rated-wall-and-floor-assemblies]].
+
+### Load-bearing walls shall bear the structure above on a full mortar bed, a grouted bond beam, or a bearing plate as indicated on [[drawing: the structural drawings]], and the bearing course shall be fully bedded.
+
+# Bond Beams and Lintels {toc}
+
+## Bond Beams {toc}
+
+### Bond beams shall be constructed with bond beam units at the locations indicated on [[drawing: the structural drawings]], and at the top of every wall unless the structural drawings indicate otherwise.
+
+### Bond beam reinforcement shall be continuous through the length of the bond beam, lapped at splices as the structural drawings require, and carried around corners and through intersections with bent bars or prefabricated corner bars.
+
+### A bond beam shall be grouted in the same pour as the cells beneath it where the wall is fully grouted, and in its own pour where the wall is partially grouted.
+
+### Where the cells below a bond beam are not to be grouted, the grout shall be confined to the bond beam by a mesh or a solid-bottom bond beam unit.
+
+### The bond beam distributes concentrated loads along the wall and ties the wall together at the floor and roof lines; a bond beam whose reinforcement stops short of a corner or is interrupted at a control joint the design did not intend to interrupt leaves the wall untied where the tie matters most. {note}
+
+### Where a bond beam crosses a control joint that the structural drawings require to carry shear, the reinforcement shall be continued through the joint with the bond breaker the drawings detail, and where the drawings do not require continuity the bond beam reinforcement shall be stopped at the joint.
+
+## Lintels {toc}
+
+### Lintels over openings shall be of the type and size indicated on [[drawing: the structural drawings]].
+
+### Each lintel shall bear not less than 4 in. on the masonry at each end, and not less than the bearing length the structural drawings require.
+
+### Reinforced masonry lintels shall be constructed on temporary shoring, and the shoring shall remain until the grout has reached the strength the accepted grouting procedure states for removal and for not less than 7 days.
+
+### Loose steel lintels in exterior walls and in walls exposed to weather shall carry the corrosion protection indicated in the datasheet.
+
+```datasheet
+label: Loose Steel Lintel Corrosion Protection at Exterior and Exposed Walls
+type: select
+options:
+ - "Hot-dip galvanized after fabrication, ASTM A123"
+ - "Shop-primed with a zinc-rich primer"
+ - "Stainless steel, ASTM A240 Type 304"
+ - "Stainless steel, ASTM A240 Type 316"
+default: "Hot-dip galvanized after fabrication, ASTM A123"
+```
+
+### A steel lintel in an exterior wall sits under the flashing that collects everything the wall face lets through, and it is the one steel element in the wall that cannot be repainted without removing the masonry above it; hot-dip galvanizing after fabrication is the norm for that reason, and stainless is chosen where chloride exposure would consume the zinc within the service life. {note}
+
+### Loose steel lintels in interior walls not exposed to weather shall be shop-primed.
+
+### Loose steel lintels that are part of the structural steel scope shall be furnished under [[sync/structural-steel-framing]] and built into the masonry under this standard.
+
+### Through-wall flashing above every lintel in an exterior wall, with its end dams and weeps, shall be as required by [[sync/through-wall-flashing]].
+
+### The masonry over a lintel shall not be laid until the lintel is in place and bearing on its full bearing length.
+
+# Bond Pattern, Bedding, and Joints {toc}
+
+## Bond Pattern {toc}
+
+### Masonry shall be laid in the bond pattern indicated in the datasheet.
+
+```datasheet
+label: Bond Pattern
+type: select
+drawing_ref: "the exterior elevations"
+options:
+ - "Running bond, half-unit lap"
+ - "Running bond, one-third-unit lap"
+ - "Stack bond"
+ - "Common bond with header courses"
+ - "Flemish bond"
+ - "English bond"
+ - "Basket weave"
+default: "Running bond, half-unit lap"
+```
+
+### Running bond interlocks every course with the one below and is the pattern the unit strength tables and the empirical provisions assume; every other pattern is masonry in other than running bond under TMS 402 and carries the minimum horizontal reinforcement this standard requires for it. {note}
+
+### Where the pattern selected is other than running bond, the horizontal reinforcement required by the joint reinforcement article of this standard shall be provided.
+
+### A pattern other than running bond shall not be used in the lateral force-resisting system where TMS 402 Chapter 7 prohibits it for [[parameter: seismic-design-category]], which it does in Seismic Design Categories E and F.
+
+### Where a feature panel, band, or soldier course departs from the field pattern, the local pattern shall be as indicated on [[drawing: the exterior elevations]].
+
+### Units shall be laid so that the pattern is continuous around corners and returns, with corner units and closures cut and placed to maintain the lap.
+
+## Bedding of Hollow Units {toc}
+
+### Hollow units shall be bedded as indicated in the datasheet.
+
+```datasheet
+label: Bedding of Hollow Units
+type: radio
+options:
+ - "Face-shell bedding, with full bedding where TMS 602 requires"
+ - "Full mortar bedding of face shells and webs throughout"
+default: "Face-shell bedding, with full bedding where TMS 602 requires"
+```
+
+### TMS 602 permits face-shell bedding of hollow units and requires the webs to be bedded in the starting course on a foundation, in piers, columns, and pilasters, and beside cells to be grouted so that the grout is confined; full bedding throughout is selected where the design counts the webs in the mortared area or where the wall is to be tested for sound or water transmission at the full section. {note}
+
+### Where face-shell bedding is selected, the webs of hollow units shall be fully bedded in the starting course on a foundation, in piers, columns, and pilasters, and in the webs adjacent to every cell to be grouted.
+
+### Solid units shall be laid with full bed joints and full head joints.
+
+### Head joints of hollow units shall be filled with mortar for a distance in from each face not less than the thickness of the face shell.
+
+### Mortar shall not be furrowed, and the bed joint shall be of full depth across the bedded area.
+
+## Joint Thickness and Profile {toc}
+
+### Bed and head joints shall be 3/8 in. thick unless the structural drawings or the selected unit coursing require otherwise.
+
+### The starting course bed joint on a foundation shall be not less than 1/4 in. and not more than 3/4 in. thick.
+
+### Exposed mortar joints shall be tooled to the profile indicated in the datasheet.
+
+```datasheet
+label: Exposed Joint Profile
+type: select
+options:
+ - "Concave"
+ - "V-joint"
+ - "Grapevine"
+ - "Weathered"
+ - "Beaded"
+ - "Flush"
+ - "Struck"
+ - "Raked"
+ - "Extruded"
+default: "Concave"
+```
+
+### A tooled concave or V-joint compresses the mortar against the unit and sheds water off its face; a flush, struck, raked, or extruded joint leaves the mortar surface untooled or leaves a ledge that holds water, so on a face exposed to weather those profiles admit more water than the tooled ones and are chosen where the appearance is worth that cost or where the wall is protected. {note}
+
+### Where a raked, struck, flush, or extruded profile is selected for a face exposed to weather, the mortar shall be compacted in the joint before the profile is formed.
+
+### Joints in concealed masonry and joints to receive plaster or a bonded coating shall be struck flush.
+
+### Joints shall be tooled when the mortar is thumbprint hard, and a joint tooled after the mortar has hardened further shall be raked out and repointed.
+
+# Movement Joints in the Assembly {toc}
+
+## Control Joints in Concrete Masonry {toc}
+
+### Concrete masonry shrinks as it dries and cools, and the shrinkage that is not released at a control joint appears as a vertical crack at the weakest section, which is usually beside an opening. The control joint is a deliberate weak plane that releases the shrinkage where it does no harm. {note}
+
+### Control joints shall be located as indicated on [[drawing: the wall elevations]].
+
+### Where the drawings do not locate a control joint in a run of concrete masonry, control joints shall be placed at a spacing not exceeding the value indicated in the datasheet, and within 4 ft of each change in wall height, each change in wall thickness, and each side of an opening more than 6 ft wide.
+
+```datasheet
+label: Control Joint Maximum Spacing in Concrete Masonry
+type: range
+unit: ft
+options:
+ min: 12
+ max: 40
+ setpoints: [12, 16, 20, 25, 30, 40]
+default: 25
+```
+
+### The 25 ft value is the empirical spacing the National Concrete Masonry Association pairs with joint reinforcement at 16 in. and with units meeting the shrinkage limit of the unit standard; the spacing is stretched where the joint reinforcement is closer or the design applies the engineered crack control method, and tightened where the wall has openings, a change in height, or a low-shrinkage unit is not specified. {note}
+
+### The control joint type shall be as indicated in the datasheet.
+
+```datasheet
+label: Control Joint Type in Concrete Masonry
+type: select
+options:
+ - "Preformed gasket in sash units"
+ - "Raked mortar joint with sealant"
+ - "Building paper bond break with grout key"
+ - "Preformed gasket in sash units with grout key"
+```
+
+### A preformed gasket keys the two sides of the joint so that they can slide vertically but not move out of plane, which carries wind and seismic shear across the joint without restraining shrinkage; a raked joint carries nothing across the joint and relies on the wall on each side to stand alone; a grout key transfers out-of-plane shear through a grouted cell wrapped in a bond breaker. The type is chosen against whether the design needs shear transfer across the joint. {note}
+
+### Preformed control joint gaskets shall be of rubber complying with ASTM D2000 or of polyvinyl chloride complying with ASTM D2287, sized for the sash unit groove and continuous for the full height of the joint.
+
+### A control joint shall be carried through the full thickness of the wythe in which it occurs, through bond beams except where the structural drawings require the bond beam reinforcement to continue, and through the joint reinforcement.
+
+### The mortar shall be raked from the control joint on the exposed face to the depth required for the backer and sealant, and the sealant and backer shall be as required by [[sync/joint-sealants]].
+
+## Expansion Joints in Clay Masonry {toc}
+
+### Clay units expand irreversibly after firing as they take up moisture from the air, and they expand and contract with temperature; the expansion joint is the gap that lets the clay wythe grow without pushing against the structure or bowing the wall. {note}
+
+### Expansion joints in clay masonry wythes within this scope shall be located as indicated on [[drawing: the exterior elevations]].
+
+### Where the drawings do not locate an expansion joint in a run of clay masonry, expansion joints shall be placed at a spacing not exceeding the value indicated in the datasheet, at offsets and returns, and at each side of a corner within the distance the Brick Industry Association guidance recommends for the wall geometry.
+
+```datasheet
+label: Expansion Joint Maximum Spacing in Clay Masonry
+type: range
+unit: ft
+drawing_ref: "the exterior elevations"
+options:
+ min: 12
+ max: 30
+ setpoints: [12, 16, 20, 25, 30]
+default: deferred
+```
+
+### The spacing is a calculation on the expected movement of the units, the color and orientation of the wall, and the movement capability of the sealant, and it is set on the elevations for each building; an expansion joint in a veneer wythe is governed by [[sync/brick-masonry]] and [[sync/masonry-anchorage-and-veneer]]. {note}
+
+### An expansion joint shall be kept free of mortar, grout, and every rigid material for the full height and thickness of the joint, and shall be closed only with a compressible filler and the sealant required by [[sync/joint-sealants]].
+
+### An expansion joint releases movement in the direction opposite to a control joint, so the two are not interchangeable: a control joint filled with a compressible gasket still opens as the concrete masonry shrinks, while an expansion joint with a hard object in it closes on that object and fails. {note}
+
+## Movement Joint Width {toc}
+
+### The width of control joints and expansion joints shall be as indicated in the datasheet.
+
+```datasheet
+label: Movement Joint Width
+type: range
+unit: in.
+options:
+ min: 0.375
+ max: 1
+ setpoints: [0.375, 0.5, 0.625, 0.75, 1]
+```
+
+### A control joint in concrete masonry is commonly built at the mortar joint width, because it opens rather than closes; an expansion joint in clay masonry is sized from the expected expansion between joints divided by the sealant's movement capability, and grows with the spacing selected above. No single width is the norm across the two joint kinds. {note}
+
+### A movement joint shall be built plumb for its full height, at a width that varies not more than 1/8 in. from the datasheet value.
+
+# Seismic Detailing {toc}
+
+## The prescriptive seismic reinforcement and detailing of the masonry shall be as indicated in the datasheet.
+
+```datasheet
+label: Prescriptive Seismic Reinforcement
+type: select
+derived: "[[parameter: seismic-design-category]] applied through TMS 402 Chapter 7 to the walls that are, and the walls that are not, part of the lateral force-resisting system"
+options:
+ - "No prescriptive seismic reinforcement required"
+ - "Prescriptive reinforcement for Seismic Design Category C"
+ - "Prescriptive reinforcement for Seismic Design Category D"
+ - "Prescriptive reinforcement for Seismic Design Categories E and F"
+default: derived
+```
+
+## TMS 402 Chapter 7 assigns minimum reinforcement, maximum reinforcement spacing, the permitted shear wall types, and the mortar restrictions of this standard from the seismic design category alone, so the requirement follows from the category and is not a project choice; the structural drawings carry the bar sizes that satisfy it. {note}
+
+## The masonry shear wall type for each wall in the lateral force-resisting system shall be as indicated on [[drawing: the structural general notes]], and shall be a type TMS 402 Chapter 7 permits for [[parameter: seismic-design-category]].
+
+## The minimum reinforcement TMS 402 Chapter 7 requires for [[parameter: seismic-design-category]] at wall ends, corners, openings, and along the wall shall be provided whether or not the structural drawings show additional reinforcement at those locations.
+
+## Non-load-bearing partitions that are not part of the lateral force-resisting system shall be isolated in their own plane from the structure where TMS 402 Chapter 7 requires that isolation for [[parameter: seismic-design-category]], which it does in Seismic Design Categories C and higher, with the isolation joints and connections shown on [[drawing: the structural drawings]].
+
+## An unisolated partition attracts the lateral force its stiffness invites, and a partition that was never designed for that force cracks or fails at the connection the design assumed was a slip; isolation is what keeps the non-participating wall out of the load path. {note}
+
+## The reinforcement the seismic provisions require is a floor under the design, and the drawings may show more; the Contractor shall provide the greater of the two at every location.
+
+## A conflict between the reinforcement the seismic provisions require and the reinforcement the drawings show shall be reported to the Engineer of Record before the affected lift is grouted.
+
+# Fire Resistance of Masonry Assemblies {toc}
+
+## Where a wall in this scope is required to have a fire-resistance rating, the rating shall be established by the method indicated in the datasheet.
+
+```datasheet
+label: Fire-Resistance Rating Basis for Masonry Walls
+type: select
+options:
+ - "ACI/TMS 216.1 equivalent thickness calculation"
+ - "Listed assembly"
+ - "Adopted building code prescriptive table"
+```
+
+## The equivalent thickness method rates the wall from the unit's aggregate type, its solid volume, and the grout and filled cells it contains, so a partially grouted wall of a given unit has one rating and the same wall fully grouted has a higher one; the grouting extent and the fire rating are decided together. {note}
+
+## The equivalent thickness of each rated wall, the aggregate type of its units, and the grouting or cell fill the rating relies on shall be as required by [[sync/fire-rated-wall-and-floor-assemblies]] and shall be confirmed against the unit product data submitted under [[sync/concrete-masonry-units]] before the units are ordered.
+
+## Penetrations, head-of-wall joints, and control joints in a rated wall shall be protected with the systems required by [[sync/fire-rated-wall-and-floor-assemblies]].
+
+# Installation {toc}
+
+## Layout {toc}
+
+### Before masonry is laid, the Contractor shall verify the location and projection of dowels, anchor bolts, embedded plates, and bearing surfaces against the structural drawings and this standard's tolerances.
+
+### An embedded item found out of tolerance shall be reported to the Engineer of Record before it is built into the wall.
+
+### Coursing shall be laid out on a story pole for each wall so that heads of openings, lintel bearings, bond beams, and the top of the wall fall at full courses.
+
+### Masonry shall be built to a line between leads, with leads built plumb and level and checked before the wall between them is laid.
+
+### Corners, intersections, and pilasters shall be built up ahead of the wall and racked back rather than toothed, except where a toothed lead is accepted in writing by the Engineer of Record.
+
+### Units shall be set into the mortar bed in one motion and shall not be moved or tapped after the mortar has begun to set.
+
+### A unit disturbed after the mortar has begun to set shall be removed, the joint cleaned, and the unit relaid in fresh mortar.
+
+### Units shall be cut with a masonry saw.
+
+### A cut face shall be concealed in the completed work unless the Architect accepts the cut face in writing.
+
+## Embedded Items and Penetrations {toc}
+
+### Anchor bolts, straps, plates, sleeves, and other embedded items shall be built into the masonry as the wall is laid, at the locations and projections indicated on [[drawing: the structural drawings]], and shall be grouted in place before the lift above is laid.
+
+### Embedded items shall not be cut into completed masonry except where the Engineer of Record accepts the cutting in writing.
+
+### Conduits, pipes, and sleeves shall be embedded only in cells that contain no reinforcement and only in walls where TMS 402 permits embedment.
+
+### Conduits, pipes, and sleeves shall not be embedded in a pilaster, pier, or column.
+
+### A conduit in a reinforced cell displaces the grout that bonds the bar and can hold the bar off its position; a conduit in a pilaster removes section from the element the wall depends on. {note}
+
+### Openings for ducts, pipes, and equipment shall be formed as the wall is laid, with the lintel or bond beam over each opening as the structural drawings require.
+
+### An opening shall not be cut through a bond beam or a grouted reinforced cell after grouting.
+
+## Protection of Work in Progress {toc}
+
+### The top of every unfinished wall shall be covered at the end of each day and whenever work is suspended, with a waterproof covering extending down each face not less than 24 in. and secured against wind.
+
+### An open cell fills with rain overnight, and the water that enters a partially grouted wall through its top has no way out except through the face; the daily cover costs minutes and the uncovered wall costs a season of efflorescence and saturated units. {note}
+
+### Cells to be grouted shall be protected from water and debris between the completion of the lift and the placement of the grout.
+
+### Masonry shall not be loaded by construction operations, shoring, or the structure above until the grout and mortar have reached the strength the Engineer of Record requires for the load, and in no case within 7 days of grouting.
+
+### Cold weather and hot weather construction shall comply with TMS 602 Article 1.8 and with [[sync/masonry-common-results]].
+
+### Cleaning of the completed masonry shall be as required by [[sync/masonry-common-results]].
+
+## Bracing of Walls Under Construction {toc}
+
+### Masonry walls under construction shall be braced against wind in accordance with the MCAA Standard Practice for Bracing Masonry Walls Under Construction.
+
+### A limited access zone shall be established and maintained around each wall under construction in accordance with OSHA 29 CFR 1926.706.
+
+### Bracing shall remain in place until the wall is connected to the structure above and the connection has been inspected, or until the Engineer of Record confirms in writing that the wall is stable without it.
+
+### A masonry wall is a free-standing cantilever until its top is tied to the structure, and its resistance to wind at that stage comes from the tensile bond of fresh mortar; the bracing standard sets the wind speed at which work stops and the wall is evacuated, and the bracing that lets the wall stand at higher speeds. {note}
+
+### The wall bracing plan shall identify the restricted zone, the evacuation wind speed, the bracing type and spacing, and the point in construction at which each brace is removed.
+
+### Bracing shall not be attached to the masonry in a way that loads a mortar joint in tension before the mortar has cured, and shall not be attached to an ungrouted cell.
+
+# Tolerances {toc}
+
+## Completed masonry shall be within the construction tolerances of TMS 602 Article 3.3 G, as enforced under [[sync/masonry-common-results]], except that the variation from plumb of exposed masonry shall not exceed the value indicated in the datasheet in any 10 ft.
+
+```datasheet
+label: Plumb Tolerance of Exposed Masonry per 10 ft
+type: range
+unit: in.
+options:
+ min: 0.125
+ max: 0.25
+ setpoints: [0.125, 0.25]
+default: 0.25
+```
+
+## The 1/4 in. per 10 ft value is the TMS 602 tolerance and is the norm; the tighter value is selected for exposed masonry that receives a thin finish, a stone veneer, or raking light where the code tolerance would read as a bow. {note}
+
+## The location of reinforcement, bond beams, and grouted cells shall be within the tolerances TMS 602 Article 3.4 assigns to reinforcement placement.
+
+## The location of embedded items shall be within 1/2 in. of the position shown on the structural drawings unless the drawings state a closer tolerance for the item.
+
+## Masonry outside the tolerances of this standard shall be corrected before it is concealed, and the correction, including removal and reconstruction where the Engineer of Record requires it, shall be at the Contractor's expense.
+
+# Testing {toc}
+
+## Masonry Compressive Strength Verification {toc}
+
+### Compliance with the specified masonry compressive strength shall be verified during construction at the frequency indicated in the datasheet, by the compliance method selected in this standard.
+
+```datasheet
+label: Wall Area per Strength Verification
+type: range
+unit: sq ft
+derived: "the masonry quality assurance level selected in this standard, under which TMS 402 Table 3.1.2 requires verification before construction and Table 3.1.3 requires verification before construction and for each 5,000 sq ft during construction"
+options:
+ min: 2500
+ max: 10000
+ setpoints: [2500, 5000, 10000]
+default: derived
+```
+
+### Under the unit strength method a verification is a check of the delivered unit strength records and the mortar type against the table; under the prism test method it is a set of prisms built from the production materials and tested at 28 days. {note}
+
+### Where the prism test method is selected, each verification set shall consist of not less than three prisms constructed in the presence of the special inspector from the units, mortar, and grout being placed, and tested in accordance with ASTM C1314.
+
+### Where a verification result is below the specified masonry compressive strength, the Contractor shall notify the Engineer of Record on the day the result is received, and masonry of the affected type shall not be laid until the Engineer of Record has directed the corrective action.
+
+### Corrective action may include additional prism testing, coring and testing of the in-place masonry, or an evaluation by the Engineer of Record of whether the masonry is acceptable at the measured strength, and the cost of the additional testing and evaluation shall be borne by the Contractor.
+
+### Where the Engineer of Record accepts masonry at a strength below the specified value, the acceptance and any design modification that accompanies it shall be recorded and submitted at closeout.
+
+## Mortar and Grout Testing {toc}
+
+### Mortar sampling under ASTM C780 and grout sampling under ASTM C1019 shall be at the frequency and by the procedure required by [[sync/masonry-mortar-and-grout]], and the results shall be transmitted to the special inspector as they are issued.
+
+### Mortar test results are a check on consistency of the delivered mortar against the mix design, not a measure of the strength of the mortar in the joint; the assembly strength is verified by the unit strength or prism method above and is not established from mortar cubes. {note}
+
+## Inspection of Grouted Cells {toc}
+
+### Where the Engineer of Record or the special inspector requires it, grouted cells shall be verified by opening a unit face at a location the special inspector selects.
+
+### An opening cut to verify a grouted cell shall be closed with a unit face set in mortar.
+
+### A cell found ungrouted or partially grouted where grout was required shall be grouted through an opening cut for the purpose, or the wall shall be reconstructed, as the Engineer of Record directs, at the Contractor's expense.
+
+# Delivery, Storage, and Handling {toc}
+
+## Units shall be delivered on pallets, stored off the ground on level supports, and covered so that they are protected from rain, snow, and ground moisture while air can circulate beneath the cover.
+
+## Loadbearing and nonloadbearing units, and units of different strengths, shall be stored separately and identified so that a unit of one class is not laid where another was specified.
+
+## Reinforcing bars, joint reinforcement, ties, and connectors shall be stored off the ground, protected from weather, and kept free of mud, oil, and loose rust that would reduce bond or coating adhesion.
+
+## Galvanized and coated accessories shall be handled so that the coating is not damaged.
+
+## An accessory whose coating is damaged shall be repaired with a repair material of the coating type or replaced.
+
+## Control joint gaskets and expansion joint fillers shall be stored out of sunlight and within the temperature range their manufacturer publishes.
+
+## Delivery sampling and acceptance testing of units shall be as required by [[sync/concrete-masonry-units]] and [[sync/brick-masonry]].
+
+# Warranty {toc}
+
+## The Contractor shall warrant the unit masonry assemblies in this scope against defects in materials and workmanship for the period indicated in the datasheet, measured from the date of substantial completion.
+
+```datasheet
+label: Unit Masonry Assembly Warranty Period
+type: range
+unit: years
+options:
+ min: 1
+ max: 5
+ setpoints: [1, 2, 3, 5]
+default: 1
+```
+
+## Where the contract documents state a longer warranty period than the datasheet, the longer period shall govern.
+
+## Defects covered by the warranty include cracking not released at a movement joint the Contractor omitted or filled, displacement or omission of reinforcement, ungrouted cells where grout was required, masonry outside the tolerances of this standard, and failure of the assembly to reach the specified masonry compressive strength as established by the verification method of this standard.
+
+## The Contractor's cost of a warranty correction shall include removal and reconstruction of the affected masonry, replacement of the flashing, insulation, and finishes disturbed, and repair of adjacent work damaged in gaining access.
+
+## Work performed under this warranty shall itself be warranted for a full new term equal to the original period measured from the date the correction is completed, or for the remainder of the original period, whichever ends later.
+
+## Where the Engineer of Record accepted masonry at a strength below the specified value under the testing article of this standard, the warranty for that masonry covers materials and workmanship at the accepted strength and does not independently warrant the structural performance the Engineer of Record evaluated. {note}
+
+# Spare Parts {toc}
+
+## The Contractor shall deliver to the Owner, before the masonry is accepted, attic stock of each exposed unit type in the quantity indicated in the datasheet, expressed as a percentage of the quantity of that unit type installed, and shall obtain a signed receipt.
+
+```datasheet
+label: Attic Stock of Exposed Units
+type: range
+unit: '%'
+options:
+ min: 0
+ max: 5
+ setpoints: [0, 1, 2, 3, 5]
+```
+
+## Attic stock exists because a unit from a later production run does not match the color of the wall it repairs; the quantity is set against the exposed area, the number of unit types, and the Owner's storage, and no single percentage is the norm. {note}
+
+## Attic stock shall be from the same production runs as the installed units, palletized, protected as installed units are protected, and labeled with the unit type, color, and the walls it matches.
+
+## Attic stock of veneer units is furnished under [[sync/masonry-anchorage-and-veneer]] or [[sync/brick-masonry]] and is not counted against the quantity above. {note}