ICC Structural Masonry Inspector (Exam 84) cheat sheet

TMS 402/602 is the joint masonry standard: 402 covers design (allowable stress and strength), 602 covers construction and inspection; the inspector works primarily to 602 with design intent from 402.

TMS 402 Chapter 1 sets the scope: it applies to masonry elements of buildings and structures designed per its provisions; it does not cover adobe, glass unit masonry, or prefabricated panels except as specifically referenced.

Referenced standards for units include ASTM C90 (concrete masonry), C216 (facing brick), C652 (hollow brick), C62 (building brick), and C140 sampling/testing of units.

Referenced standards for mortar and grout: ASTM C270 (mortar for unit masonry), C780 (mortar field testing), C476 (grout), C1019 (grout sampling and testing).

Referenced standards for reinforcement: ASTM A615/A615M (deformed billet steel), A706 (low-alloy deformed bars), A951 (steel wire for masonry anchors), A153 (zinc coating on hardware), A641 (zinc-coated wire).

The code official has authority to require special inspection; where TMS 602 is adopted by reference, its inspection provisions become enforceable requirements, not recommendations.

Contract documents must show masonry type, unit strength, mortar type, grout strength, reinforcement size and location, and required inspection level; missing data means the inspector must obtain clarification before work proceeds.

Distinguish 'specified compressive strength of masonry (f'm)' from unit strength: f'm is a masonry assembly property determined by prism test or TMS 402 tables, not the unit's own strength.

Concrete masonry units per ASTM C90: minimum net-area compressive strength 1900 psi (13.1 MPa) for individual units, with a 3-unit average of at least 2000 psi; absorption and moisture content limits also apply.

Clay brick per ASTM C216 (facing) and C652 (hollow): grade SW for severe weathering, MW for moderate, NW for negligible; the grade must match the exposure shown on the drawings.

Mortar types per ASTM C270: M (highest strength, 2500 psi), S (1800 psi), N (750 psi), O (350 psi), K (lowest); type is specified by the designer, and substitution requires written approval.

Mortar cement (ASTM C1329) and masonry cement (ASTM C91) are proprietary cementitious blends; they are not interchangeable with portland cement-lime mortar without designer approval.

Grout per ASTM C476: fine grout for clear spaces 1/4 to 1/2 in., coarse grout for spaces greater than 1/2 in.; slump must be 8 to 11 in. at time of placement.

Reinforcement must be deformed bars per A615 or A706; wire reinforcement per A82; anchors and ties per A153 or A951 as applicable. Bar size, grade, and coating (epoxy per A775) must match the drawings.

Accessories include flashing (copper, stainless, or elastomeric), weep holes, wall ties, joint reinforcement, and sealants; each must be compatible with adjacent materials and installed per the manufacturer's written instructions.

Store cementitious materials and reinforcement to prevent moisture damage and contamination; do not use frozen, caked, or lumpy cement, and do not use reinforcement with loose mill scale or oil that would impair bond.

Allowable stress design (ASD) compares computed service-level stresses to allowable stresses: f_a ≤ F_a, f_b ≤ F_b, and combined axial plus bending checked against the unity equation in TMS 402.

Strength design (SD) uses factored loads and resistance factors: φ = 0.90 for reinforcement in tension and 0.60 to 0.80 for masonry in compression, depending on the failure mode and whether special inspection is provided.

The specified compressive strength of masonry f'm is the basis for all design checks; it is established by prism testing or by TMS 402 unit-strength tables, and must be the value shown on the drawings.

Masonry compressive strength depends on both unit strength and mortar type; higher mortar strength does not always raise f'm, and the designer's specified combination must be maintained.

Reinforcement development length depends on bar size, f'y, f'm, cover, and whether the bar is in tension or compression; lap splices must be at least the development length unless the drawings show otherwise.

Shear walls and shear transfer rely on grout-filled cells with vertical and horizontal reinforcement; anchor bolts and embedded plates transfer loads to the masonry and must be located and embedded per the drawings.

Special inspection increases the φ factor for some strength-design cases; where the drawings rely on that increase, the inspector's presence and documentation are a structural requirement, not optional.

Slenderness and stability: unreinforced masonry walls are limited by height-to-thickness ratios and must be braced or laterally supported at intervals consistent with the design assumptions.

TMS 602 governs construction and inspection: materials, workmanship, tolerances, grouting, and the level of inspection required for the project.

The building code (for example, IBC Chapter 21) adopts TMS 402/602 by reference; local amendments may modify inspection thresholds, so verify the edition in force for the project.

TMS 402 Chapter 3 covers quality assurance and inspection: the owner's representative or inspector verifies materials and workmanship against the contract documents and the standard.

Inspection levels in TMS 602 distinguish between 'special inspection' (continuous or periodic, performed by a qualified inspector) and 'preconstruction verification' of materials and proportions.

ASTM C780 governs field sampling and testing of mortar; ASTM C1019 governs grout sampling and testing; both specify sampling frequency, specimen preparation, and curing.

Prism testing per ASTM C1314 establishes f'm for the project when required; prisms must be built from the same units, mortar, and grout used in the work and cured under the same conditions.

Where the contract documents conflict with the code, the more restrictive requirement governs; the inspector documents the conflict and notifies the designer and code official.

Records required by TMS 602 include material certifications, mix proportions, test reports, daily inspection reports, and nonconformance reports with disposition.

Before work begins, review drawings and specifications for: unit type and grade, mortar type, grout strength, reinforcement size/spacing/cover, wall ties, flashing, and specified inspection level.

Verify that the specified f'm is consistent with the unit and mortar combination shown; a mismatch between the drawings and the TMS 402 tables is a design issue to raise before construction.

Build an inspection plan that identifies hold points: preconstruction material verification, foundation/first-course layout, reinforcement placement before grouting, grout placement, and final acceptance.

Hold points must be agreed with the contractor and the code official; grouting must not proceed until reinforcement, cleanouts, and cell cleanliness have been inspected and documented.

Check that the structural drawings show the location and size of anchor bolts, embedded plates, and dowels, and that the foundation drawings show the corresponding anchor locations.

The inspection plan should state sampling frequencies for mortar and grout (per ASTM C780 and C1019) and the number of prisms or cores required, if any.

Document deviations on a nonconformance report; the report must describe the deviation, the affected location, the proposed disposition, and the designer's written approval.

Maintain a daily report that records weather, ambient temperature, materials delivered, work performed, tests taken, and any instructions given to the contractor.

Mortar proportioning per ASTM C270 uses volume proportions of portland cement, lime, and sand; type M is 1:1/4:3, type S is 1:1/2:4, type N is 1:1:6, type O is 1:2:9 (cement:lime:sand).

Mortar must be mixed in a mechanical mixer for at least 3 to 5 minutes after all ingredients are in the drum; hand mixing is permitted only where the specification allows it.

Mortar that has stiffened must not be retempered after initial set; discard mortar that has been mixed more than 2.5 hours, or 1.5 hours in hot weather, unless the manufacturer permits longer.

Field testing per ASTM C780 includes compressive strength, water retention, and air content; samples must be taken from the mixer or mortar board and molded promptly.

Mortar compressive strength test specimens are 2-inch cubes molded in accordance with ASTM C780 and tested at 28 days; results are compared to the ASTM C270 requirement for the specified type.

Grout per ASTM C476: slump 8 to 11 in.; grout must be placed within 1.5 hours of mixing, and the slump must be measured at the point of placement.

Grout compressive strength per ASTM C1019 uses prisms built from the same masonry units and grout as the work; the specimens must be cured under the same conditions as the wall.

Do not add water to grout to restore slump after the initial mixing period; adding water changes the water-cement ratio and reduces strength and bond.

Vertical reinforcement must be placed in the cells shown on the drawings, with the specified cover to the face of the masonry; cover is measured from the bar surface to the exposed face.

Horizontal reinforcement is placed in bond beams or joint reinforcement in the mortar joint; joint reinforcement must be lapped at least 6 inches at splices unless the drawings specify otherwise.

Lap splices must be at least the development length shown on the drawings; stagger splices in adjacent bars where the design requires it.

Anchor bolts and embedded plates must be set to the template dimensions, with the specified embedment depth and projection; verify against the drawings before grouting.

Wall ties must be spaced per the drawings and TMS 602: typically 16 in. o.c. horizontally and 16 in. o.c. vertically for cavity walls, with additional ties at openings and edges.

Cleanouts must be provided at the bottom of grout cells where required, and the cell must be clean and free of mortar droppings before reinforcement is placed and grout is poured.

Reinforcement must be supported and secured so it does not move during grouting; use bar supports or tie wire to maintain position and cover.

Inspect reinforcement immediately before grouting; once grout is placed, the reinforcement cannot be verified without destructive investigation.

Lay masonry units in running bond unless the drawings show another bond; maintain uniform bed and head joints of 3/8 in. nominal, with a permitted range of 1/4 to 1/2 in.

Full bed and head joints are required for structural masonry; do not use 'buttered' joints that leave voids, and do not fill head joints by slushing after the unit is laid.

Tolerances per TMS 602: plumb within 1/4 in. per 10 ft and 1/2 in. in 20 ft; level within 1/4 in. per 10 ft; wall alignment within 1/4 in.; joint thickness within ±1/8 in. of the specified thickness.

Anchor masonry to the frame and to intersecting walls with the ties and anchors shown on the drawings; do not substitute smaller or fewer anchors.

Flashing must be installed with the specified laps, end dams, and weep holes; weep holes must be kept open and spaced per the drawings.

Do not lay masonry on a frozen or uncleaned foundation; protect masonry from freezing during curing and do not use frozen units or mortar.

Hot-weather requirements: units must be kept cool and moist; mortar and grout must be placed before they stiffen; do not allow rapid drying that causes shrinkage cracking.

Cold-weather requirements: maintain masonry temperature above 40°F for 48 hours after laying, and protect grout from freezing until it reaches initial set.

Grout must be placed in lifts not exceeding 5 ft for low-lift grouting, or as permitted by the grout space and the contractor's approved procedure for high-lift grouting.

Consolidate grout with a mechanical vibrator or puddling; the vibrator must be inserted into the grout and withdrawn slowly to avoid creating voids.

Do not allow grout to free-fall more than 5 ft; use a tremie or a grout pipe to place grout at the bottom of deep cells.

Grout must be placed continuously in a lift; if a lift must be stopped, provide a construction joint and clean the surface before resuming.

Cleanouts must be inspected before grouting and closed after the cell is verified clean; grout must not be placed until the inspector has released the hold point.

Grout space dimensions must match the drawings; for fine grout the space must be at least 1/4 in. clear, and for coarse grout at least 1/2 in. clear.

After grouting, verify that grout has filled the cells by visual inspection at the top and by sounding or coring where required by the specification.

Grout must be protected from freezing and from rapid drying; in hot weather, keep the masonry moist before and after grouting.

Special inspection is required where the code or the contract documents require it; the inspector must be qualified and approved by the code official, and must be independent of the contractor.

Continuous special inspection means the inspector is present at all times during the work; periodic special inspection means the inspector visits at intervals specified in the approved inspection plan.

Preconstruction verification includes checking material certifications, mix designs, and the contractor's proposed procedures before any masonry is laid.

Mortar and grout sampling frequencies per ASTM C780 and C1019 must be stated in the inspection plan; the plan must identify who takes samples, where, and how they are cured and transported.

Prism testing per ASTM C1314 is required when the specified f'm cannot be verified from the unit-strength tables or when the contract documents require it.

The inspector must verify reinforcement placement and cell cleanliness before grouting, and must document the release of each hold point in the daily report.

Nonconformance reports must be issued for work that does not meet the contract documents; work must not be covered up until the nonconformance is resolved and documented.

Final inspection verifies that all required tests are complete, all nonconformances are closed, and the record documents are delivered to the owner and code official.

TMS 402/602 is the joint masonry standard: 402 covers design (allowable stress and strength), 602 covers construction and inspection; the inspector works primarily to 602 with design intent from 402.

TMS 402 Chapter 1 sets the scope: it applies to masonry elements of buildings and structures designed per its provisions; it does not cover adobe, glass unit masonry, or prefabricated panels except as specifically referenced.

Referenced standards for units include ASTM C90 (concrete masonry), C216 (facing brick), C652 (hollow brick), C62 (building brick), and C140 sampling/testing of units.

Referenced standards for mortar and grout: ASTM C270 (mortar for unit masonry), C780 (mortar field testing), C476 (grout), C1019 (grout sampling and testing).

Referenced standards for reinforcement: ASTM A615/A615M (deformed billet steel), A706 (low-alloy deformed bars), A951 (steel wire for masonry anchors), A153 (zinc coating on hardware), A641 (zinc-coated wire).

The code official has authority to require special inspection; where TMS 602 is adopted by reference, its inspection provisions become enforceable requirements, not recommendations.

Contract documents must show masonry type, unit strength, mortar type, grout strength, reinforcement size and location, and required inspection level; missing data means the inspector must obtain clarification before work proceeds.

Distinguish 'specified compressive strength of masonry (f'm)' from unit strength: f'm is a masonry assembly property determined by prism test or TMS 402 tables, not the unit's own strength.

Concrete masonry units per ASTM C90: minimum net-area compressive strength 1900 psi (13.1 MPa) for individual units, with a 3-unit average of at least 2000 psi; absorption and moisture content limits also apply.

Clay brick per ASTM C216 (facing) and C652 (hollow): grade SW for severe weathering, MW for moderate, NW for negligible; the grade must match the exposure shown on the drawings.

Mortar types per ASTM C270: M (highest strength, 2500 psi), S (1800 psi), N (750 psi), O (350 psi), K (lowest); type is specified by the designer, and substitution requires written approval.

Mortar cement (ASTM C1329) and masonry cement (ASTM C91) are proprietary cementitious blends; they are not interchangeable with portland cement-lime mortar without designer approval.

Grout per ASTM C476: fine grout for clear spaces 1/4 to 1/2 in., coarse grout for spaces greater than 1/2 in.; slump must be 8 to 11 in. at time of placement.

Reinforcement must be deformed bars per A615 or A706; wire reinforcement per A82; anchors and ties per A153 or A951 as applicable. Bar size, grade, and coating (epoxy per A775) must match the drawings.

Accessories include flashing (copper, stainless, or elastomeric), weep holes, wall ties, joint reinforcement, and sealants; each must be compatible with adjacent materials and installed per the manufacturer's written instructions.

Store cementitious materials and reinforcement to prevent moisture damage and contamination; do not use frozen, caked, or lumpy cement, and do not use reinforcement with loose mill scale or oil that would impair bond.

Allowable stress design (ASD) compares computed service-level stresses to allowable stresses: f_a ≤ F_a, f_b ≤ F_b, and combined axial plus bending checked against the unity equation in TMS 402.

Strength design (SD) uses factored loads and resistance factors: φ = 0.90 for reinforcement in tension and 0.60 to 0.80 for masonry in compression, depending on the failure mode and whether special inspection is provided.

The specified compressive strength of masonry f'm is the basis for all design checks; it is established by prism testing or by TMS 402 unit-strength tables, and must be the value shown on the drawings.

Masonry compressive strength depends on both unit strength and mortar type; higher mortar strength does not always raise f'm, and the designer's specified combination must be maintained.

Reinforcement development length depends on bar size, f'y, f'm, cover, and whether the bar is in tension or compression; lap splices must be at least the development length unless the drawings show otherwise.

Shear walls and shear transfer rely on grout-filled cells with vertical and horizontal reinforcement; anchor bolts and embedded plates transfer loads to the masonry and must be located and embedded per the drawings.

Special inspection increases the φ factor for some strength-design cases; where the drawings rely on that increase, the inspector's presence and documentation are a structural requirement, not optional.

Slenderness and stability: unreinforced masonry walls are limited by height-to-thickness ratios and must be braced or laterally supported at intervals consistent with the design assumptions.

TMS 602 governs construction and inspection: materials, workmanship, tolerances, grouting, and the level of inspection required for the project.

The building code (for example, IBC Chapter 21) adopts TMS 402/602 by reference; local amendments may modify inspection thresholds, so verify the edition in force for the project.

TMS 402 Chapter 3 covers quality assurance and inspection: the owner's representative or inspector verifies materials and workmanship against the contract documents and the standard.

Inspection levels in TMS 602 distinguish between 'special inspection' (continuous or periodic, performed by a qualified inspector) and 'preconstruction verification' of materials and proportions.

ASTM C780 governs field sampling and testing of mortar; ASTM C1019 governs grout sampling and testing; both specify sampling frequency, specimen preparation, and curing.

Prism testing per ASTM C1314 establishes f'm for the project when required; prisms must be built from the same units, mortar, and grout used in the work and cured under the same conditions.

Where the contract documents conflict with the code, the more restrictive requirement governs; the inspector documents the conflict and notifies the designer and code official.

Records required by TMS 602 include material certifications, mix proportions, test reports, daily inspection reports, and nonconformance reports with disposition.

Before work begins, review drawings and specifications for: unit type and grade, mortar type, grout strength, reinforcement size/spacing/cover, wall ties, flashing, and specified inspection level.

Verify that the specified f'm is consistent with the unit and mortar combination shown; a mismatch between the drawings and the TMS 402 tables is a design issue to raise before construction.

Build an inspection plan that identifies hold points: preconstruction material verification, foundation/first-course layout, reinforcement placement before grouting, grout placement, and final acceptance.

Hold points must be agreed with the contractor and the code official; grouting must not proceed until reinforcement, cleanouts, and cell cleanliness have been inspected and documented.

Check that the structural drawings show the location and size of anchor bolts, embedded plates, and dowels, and that the foundation drawings show the corresponding anchor locations.

The inspection plan should state sampling frequencies for mortar and grout (per ASTM C780 and C1019) and the number of prisms or cores required, if any.

Document deviations on a nonconformance report; the report must describe the deviation, the affected location, the proposed disposition, and the designer's written approval.

Maintain a daily report that records weather, ambient temperature, materials delivered, work performed, tests taken, and any instructions given to the contractor.

Mortar proportioning per ASTM C270 uses volume proportions of portland cement, lime, and sand; type M is 1:1/4:3, type S is 1:1/2:4, type N is 1:1:6, type O is 1:2:9 (cement:lime:sand).

Mortar must be mixed in a mechanical mixer for at least 3 to 5 minutes after all ingredients are in the drum; hand mixing is permitted only where the specification allows it.

Mortar that has stiffened must not be retempered after initial set; discard mortar that has been mixed more than 2.5 hours, or 1.5 hours in hot weather, unless the manufacturer permits longer.

Field testing per ASTM C780 includes compressive strength, water retention, and air content; samples must be taken from the mixer or mortar board and molded promptly.

Mortar compressive strength test specimens are 2-inch cubes molded in accordance with ASTM C780 and tested at 28 days; results are compared to the ASTM C270 requirement for the specified type.

Grout per ASTM C476: slump 8 to 11 in.; grout must be placed within 1.5 hours of mixing, and the slump must be measured at the point of placement.

Grout compressive strength per ASTM C1019 uses prisms built from the same masonry units and grout as the work; the specimens must be cured under the same conditions as the wall.

Do not add water to grout to restore slump after the initial mixing period; adding water changes the water-cement ratio and reduces strength and bond.

Vertical reinforcement must be placed in the cells shown on the drawings, with the specified cover to the face of the masonry; cover is measured from the bar surface to the exposed face.

Horizontal reinforcement is placed in bond beams or joint reinforcement in the mortar joint; joint reinforcement must be lapped at least 6 inches at splices unless the drawings specify otherwise.

Lap splices must be at least the development length shown on the drawings; stagger splices in adjacent bars where the design requires it.

Anchor bolts and embedded plates must be set to the template dimensions, with the specified embedment depth and projection; verify against the drawings before grouting.

Wall ties must be spaced per the drawings and TMS 602: typically 16 in. o.c. horizontally and 16 in. o.c. vertically for cavity walls, with additional ties at openings and edges.

Cleanouts must be provided at the bottom of grout cells where required, and the cell must be clean and free of mortar droppings before reinforcement is placed and grout is poured.

Reinforcement must be supported and secured so it does not move during grouting; use bar supports or tie wire to maintain position and cover.

Inspect reinforcement immediately before grouting; once grout is placed, the reinforcement cannot be verified without destructive investigation.

Lay masonry units in running bond unless the drawings show another bond; maintain uniform bed and head joints of 3/8 in. nominal, with a permitted range of 1/4 to 1/2 in.

Full bed and head joints are required for structural masonry; do not use 'buttered' joints that leave voids, and do not fill head joints by slushing after the unit is laid.

Tolerances per TMS 602: plumb within 1/4 in. per 10 ft and 1/2 in. in 20 ft; level within 1/4 in. per 10 ft; wall alignment within 1/4 in.; joint thickness within ±1/8 in. of the specified thickness.

Anchor masonry to the frame and to intersecting walls with the ties and anchors shown on the drawings; do not substitute smaller or fewer anchors.

Flashing must be installed with the specified laps, end dams, and weep holes; weep holes must be kept open and spaced per the drawings.

Do not lay masonry on a frozen or uncleaned foundation; protect masonry from freezing during curing and do not use frozen units or mortar.

Hot-weather requirements: units must be kept cool and moist; mortar and grout must be placed before they stiffen; do not allow rapid drying that causes shrinkage cracking.

Cold-weather requirements: maintain masonry temperature above 40°F for 48 hours after laying, and protect grout from freezing until it reaches initial set.

Grout must be placed in lifts not exceeding 5 ft for low-lift grouting, or as permitted by the grout space and the contractor's approved procedure for high-lift grouting.

Consolidate grout with a mechanical vibrator or puddling; the vibrator must be inserted into the grout and withdrawn slowly to avoid creating voids.

Do not allow grout to free-fall more than 5 ft; use a tremie or a grout pipe to place grout at the bottom of deep cells.

Grout must be placed continuously in a lift; if a lift must be stopped, provide a construction joint and clean the surface before resuming.

Cleanouts must be inspected before grouting and closed after the cell is verified clean; grout must not be placed until the inspector has released the hold point.

Grout space dimensions must match the drawings; for fine grout the space must be at least 1/4 in. clear, and for coarse grout at least 1/2 in. clear.

After grouting, verify that grout has filled the cells by visual inspection at the top and by sounding or coring where required by the specification.

Grout must be protected from freezing and from rapid drying; in hot weather, keep the masonry moist before and after grouting.

Special inspection is required where the code or the contract documents require it; the inspector must be qualified and approved by the code official, and must be independent of the contractor.

Continuous special inspection means the inspector is present at all times during the work; periodic special inspection means the inspector visits at intervals specified in the approved inspection plan.

Preconstruction verification includes checking material certifications, mix designs, and the contractor's proposed procedures before any masonry is laid.

Mortar and grout sampling frequencies per ASTM C780 and C1019 must be stated in the inspection plan; the plan must identify who takes samples, where, and how they are cured and transported.

Prism testing per ASTM C1314 is required when the specified f'm cannot be verified from the unit-strength tables or when the contract documents require it.

The inspector must verify reinforcement placement and cell cleanliness before grouting, and must document the release of each hold point in the daily report.

Nonconformance reports must be issued for work that does not meet the contract documents; work must not be covered up until the nonconformance is resolved and documented.

Final inspection verifies that all required tests are complete, all nonconformances are closed, and the record documents are delivered to the owner and code official.