Masonry construction shall be designed and constructed in accordance with the provisions of this section, TMS 403 or in accordance with the provisions of TMS 402/ACI 530/ASCE 5.
When the empirical design provisions of Appendix A of TMS 402/ACI 530/ASCE 5, the provisions of TMS 403, or the provisions of this section are used to design masonry, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority.
Concrete masonry units shall conform to the following standards: ASTM C 55 for concrete brick; ASTM C 73 for calcium silicate face brick; ASTM C 90 for load-bearing concrete masonry units; ASTM C 744 for prefaced concrete and calcium silicate masonry units; or ASTM C 1634 for concrete facing brick.
Clay or shale masonry units shall conform to the following standards: ASTM C 34 for structural clay load-bearing wall tile; ASTM C 56 for structural clay nonload-bearing wall tile; ASTM C 62 for building brick (solid masonry units made from clay or shale); ASTM C 1088 for solid units of thin veneer brick; ASTM C 126 for ceramic-glazed structural clay facing tile, facing brick and solid masonry units; ASTM C 212 for structural clay facing tile; ASTM C 216 for facing brick (solid masonry units made from clay or shale); ASTM C652 for hollow brick (hollow masonry units made from clay or shale); or ASTM C1405 for glazed brick (single-fired solid brick units).
Exception: Structural clay tile for nonstructural use in fireproofing of structural members and in wall furring shall not be required to meet the compressive strength specifications. The fire-resistance rating shall be determined in accordance with ASTM E 119 or UL 263 and shall comply with the requirements of Section R302.
Exception: Structural clay tile for nonstructural use in fireproofing of structural members and in wall furring shall not be required to meet the compressive strength specifications. The fire-resistance rating shall be determined in accordance with ASTM E 119 or UL 263 and shall comply with the requirements of Section R302.
AAC masonry units shall conform to ASTM C 1386 for the strength class specified.
Stone masonry units shall conform to the following standards: ASTM C 503 for marble building stone (exterior); ASTM C 568 for limestone building stone; ASTM C 615 for granite building stone; ASTM C 616 for sandstone building stone; or ASTM C 629 for slate building stone.
Architectural cast stone shall conform to ASTM C 1364.
Second hand masonry units shall not be reused unless they conform to the requirements of new units. The units shall be of whole, sound materials and free from cracks and other defects that will interfere with proper laying or use. Old mortar shall be cleaned from the unit before reuse.
Except for mortars listed in Sections R606.2.8, R606.2.9 and R606.2.10, mortar for use in masonry construction shall meet the proportion specifications of Table R606.2.7 or the property specifications of ASTM C 270. The type of mortar shall be in accordance with Sections R606.2.7.1, R606.2.7.2 and R606.2.7.3.
TABLE R606.2.7 MORTAR PROPORTIONSa, b
TABLE R606.2.7 MORTAR PROPORTIONSa, b
| PROPORTIONS BY VOLUME (cementitious materials) | ||||||||||
| MORTAR | TYPE | Portland cement or blended cement | Mortar cement | Masonry cement | Hydrated limec or lime putty | Aggregate ratio (measured in damp, loose conditions) | ||||
| M | S | N | M | S | N | |||||
| Cement-lime | M | 1 | ‒ | ‒ | ‒ | ‒ | ‒ | ‒ | 1/4 | Not less than 21/4 and not more than 3 times the sum of separate volumes of lime, if used, and cement |
| S | 1 | ‒ | ‒ | ‒ | ‒ | ‒ | ‒ | over 1/4 to 1/2 | ||
| N | 1 | ‒ | ‒ | ‒ | ‒ | ‒ | ‒ | over 1/2 to 11/4 | ||
| O | 1 | ‒ | ‒ | ‒ | ‒ | ‒ | ‒ | over 11/4 to 21/2 | ||
| Mortar cement | M | 1 | ‒ | ‒ | 1 | ‒ | ‒ | ‒ | ‒ | |
| M | ‒ | 1 | ‒ | ‒ | ‒ | ‒ | ‒ | |||
| S | 1/2 | ‒ | ‒ | 1 | ‒ | ‒ | ‒ | |||
| S | ‒ | ‒ | 1 | ‒ | ‒ | ‒ | ‒ | |||
| N | ‒ | ‒ | ‒ | 1 | ‒ | ‒ | ‒ | |||
| O | ‒ | ‒ | ‒ | 1 | ‒ | ‒ | ‒ | |||
| Masonry cement | M | 1 | ‒ | ‒ | 1 | ‒ | ||||
| M | ‒ | 1 | ‒ | ‒ | ||||||
| S | 1/2 | ‒ | ‒ | 1 | ||||||
| S | ‒ | ‒ | 1 | ‒ | ||||||
| N | ‒ | ‒ | ‒ | 1 | ||||||
| O | ‒ | ‒ | ‒ | 1 | ||||||
| For SI: 1 cubic foot = 0.0283 m3, 1 pound = 0.454 kg. | |||
| a. For the purpose of these specifications, the weight of 1 cubic foot of the respective materials shall be considered to be as follows: | |||
| Portland Cement | 94 pounds | Masonry Cement | Weight printed on bag |
| Mortar Cement | Weight printed on bag | Hydrated Lime | 40 pounds |
| Lime Putty (Quicklime) | 80 pounds | Sand, damp and loose | 80 pounds of dry sand |
| b. Two air-entraining materials shall not be combined in mortar. | |||
| c. Hydrated lime conforming to the requirements of ASTM C 207. | |||
Mortar for masonry serving as the lateral-force-resisting system in Seismic Design Categories A, B and C shall be Type M, S or N mortar.
Mortar for masonry serving as the lateral-force-resisting system in Seismic Design Categories D0, D1 and D2 shall be Type M or S Portland cement-lime or mortar cement mortar.
Surface-bonding mortar shall comply with ASTM C 887. Surface bonding of concrete masonry units shall comply with ASTM C 946.
Thin-bed mortar for AAC masonry shall comply with Article 2.1 C.1 of TMS 602/ACI 530.1/ASCE 6. Mortar used for the leveling courses of AAC masonry shall comply with Article 2.1 C.2 of TMS 602/ACI 530.1/ASCE 6.
Mortar for use with adhered masonry veneer shall conform to ASTM C 270 Type S or Type N or shall comply with ANSI A118.4 for latex-modified portland cement mortar.
Grout shall consist of cementitious material and aggregate in accordance with ASTM C 476 or the proportion specifications of Table R606.2.11. Type M or Type S mortar to which sufficient water has been added to produce pouring consistency shall be permitted to be used as grout.
TABLE R606.2.11 GROUT PROPORTIONS BY VOLUME FOR MASONRY CONSTRUCTION
TABLE R606.2.11 GROUT PROPORTIONS BY VOLUME FOR MASONRY CONSTRUCTION
| TYPE | PORTLAND CEMENT OR BLENDED CEMENT SLAG CEMENT | HYDRATED LIME OR LIME PUTTY | AGGREGATE MEASURED IN A DAMP, LOOSE CONDITION | |
| Fine | Coarse | |||
| Fine | 1 | 0 to 1/10 | 21/4 to 3 times the sum of the volume of the cementitious materials | ‒ |
| Coarse | 1 | 0 to 1/10 | 21/4 to 3 times the sum of the volume of the cementitious materials | 1 to 2 times the sum of the volumes of the cementitious materials |
Metal reinforcement and accessories shall conform to Article 2.4 of TMS 602/ACI 530.1/ASCE 6.
Unless otherwise required or indicated on the project drawings, head and bed joints shall be 3/8 inch (9.5 mm) thick, except that the thickness of the bed joint of the starting course placed over foundations shall be not less than 1/4 inch (6.4 mm) and not more than 3/4 inch (19.1 mm). Mortar joint thickness for load-bearing masonry shall be within the following tolerances from the specified dimensions:
- Bed joint: + 1/8 inch (3.2 mm).
- Head joint: - 1/4 inch (6.4 mm), + 3/8 inch (9.5 mm).
- Collar joints: - 1/4 inch (6.4 mm), + 3/8 inch (9.5 mm).
The mortar shall be sufficiently plastic and units shall be placed with sufficient pressure to extrude mortar from the joint and produce a tight joint. Deep furrowing of bed joints that produces voids shall not be permitted. Any units disturbed to the extent that initial bond is broken after initial placement shall be removed and relaid in fresh mortar. Surfaces to be in contact with mortar shall be clean and free of deleterious materials.
Solid masonry units shall be laid with full head and bed joints and all interior vertical joints that are designed to receive mortar shall be filled.
For hollow masonry units, head and bed joints shall be filled solidly with mortar for a distance in from the face of the unit not less than the thickness of the face shell.
The installation of wall ties shall be as follows:
1. The ends of wall ties shall be embedded in mortar joints. Wall ties shall have not less than 5/8-inch (15.9 mm) mortar coverage from the exposed face.
2. Wall ties shall not be bent after being embedded in grout or mortar.
3. For solid masonry units, solid grouted hollow units, or hollow units in anchored masonry veneer, wall ties shall be embedded in mortar bed not less than 11/2 inches (38 mm).
4. For hollow masonry units in other than anchored masonry veneer, wall ties shall engage outer face shells by not less than 1/2 inch (13 mm).
1. The ends of wall ties shall be embedded in mortar joints. Wall ties shall have not less than 5/8-inch (15.9 mm) mortar coverage from the exposed face.
2. Wall ties shall not be bent after being embedded in grout or mortar.
3. For solid masonry units, solid grouted hollow units, or hollow units in anchored masonry veneer, wall ties shall be embedded in mortar bed not less than 11/2 inches (38 mm).
4. For hollow masonry units in other than anchored masonry veneer, wall ties shall engage outer face shells by not less than 1/2 inch (13 mm).
Bars shall be completely embedded in mortar or grout. Joint reinforcement embedded in horizontal mortar joints shall not have less than 5/8-inch (15.9 mm) mortar coverage from the exposed face. Other reinforcement shall have a minimum coverage of one bar diameter over all bars, but not less than 3/4 inch (19 mm), except where exposed to weather or soil, in which case the minimum coverage shall be 2 inches (51 mm).
Minimum corrosion protection of joint reinforcement, anchor ties and wire fabric for use in masonry wall construction shall conform to Table R606.3.4.1.
TABLE R606.3.4.1 MINIMUM CORROSION PROTECTION
TABLE R606.3.4.1 MINIMUM CORROSION PROTECTION
| MASONRY METAL ACCESSORY | STANDARD |
| Joint reinforcement, interior walls | ASTM A 641, Class 1 |
| Wire ties or anchors in exterior walls completely embedded in mortar or grout | ASTM A 641, Class 3 |
| Wire ties or anchors in exterior walls not completely embedded in mortar or grout | ASTM A 153, Class B-2 |
| Joint reinforcement in exterior walls or interior walls exposed to moist environment | ASTM A 153, Class B-2 |
| Sheet metal ties or anchors exposed to weather | ASTM A 153, Class B-2 |
| Sheet metal ties or anchors completely embedded in mortar or grout | ASTM A 653, Coating Designation G60 |
| Stainless steel hardware for any exposure | ASTM A 167, Type 304 |
Grout shall be a plastic mix suitable for pumping without segregation of the constituents and shall be mixed thoroughly. Grout shall be placed by pumping or by an approved alternate method and shall be placed before any initial set occurs and not more than 11/2 hours after water has been added. Grout shall be consolidated by puddling or mechanical vibrating during placing and reconsolidated after excess moisture has been absorbed but before plasticity is lost. Grout shall not be pumped through aluminum pipes.
Maximum pour heights and the minimum dimensions of spaces provided for grout placement shall conform to Table R606.3.5.1. Grout shall be poured in lifts of 8-foot (2438 mm) maximum height. Where a total grout pour exceeds 8 feet (2438 mm) in height, the grout shall be placed in lifts not exceeding 64 inches (1626 mm) and special inspection during grouting shall be required. If the work is stopped for 1 hour or longer, the horizontal construction joints shall be formed by stopping all tiers at the same elevation and with the grout 1 inch (25 mm) below the top.
TABLE R606.3.5.1 GROUT SPACE DIMENSIONS AND POUR HEIGHTS
Maximum pour heights and the minimum dimensions of spaces provided for grout placement shall conform to Table R606.3.5.1. Grout shall be poured in lifts of 8-foot (2438 mm) maximum height. Where a total grout pour exceeds 8 feet (2438 mm) in height, the grout shall be placed in lifts not exceeding 64 inches (1626 mm) and special inspection during grouting shall be required. If the work is stopped for 1 hour or longer, the horizontal construction joints shall be formed by stopping all tiers at the same elevation and with the grout 1 inch (25 mm) below the top.
TABLE R606.3.5.1 GROUT SPACE DIMENSIONS AND POUR HEIGHTS
| GROUT TYPE | GROUT POUR MAXIMUM HEIGHT (feet) | MINIMUM WIDTH OF GROUT SPACESa, b (inches) | MINIMUM GROUTb, c SPACE DIMENSIONS FOR GROUTING CELLS OF HOLLOW UNITS (inches × inches) |
| Fine | 1 | 0.75 | 1.5 × 2 |
| 5 | 2 | 2 × 3 | |
| 12 | 2.5 | 2.5 × 3 | |
| 24 | 3 | 3 × 3 | |
| Coarse | 1 | 1.5 | 1.5 × 3 |
| 5 | 2 | 2.5 × 3 | |
| 12 | 2.5 | 3 × 3 | |
| 24 | 3 | 3 × 4 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. |
| a. For grouting between masonry wythes. |
| b. Grout space dimension is the clear dimension between any masonry protrusion and shall be increased by the horizontal projection of the diameters of the horizontal bars within the cross section of the grout space. |
| c. Area of vertical reinforcement shall not exceed 6 percent of the area of the grout space. |
Provisions shall be made for cleaning the space to be grouted. Mortar that projects more than 1/2 inch (12.7 mm) into the grout space and any other foreign matter shall be removed from the grout space prior to inspection and grouting. Where required by the building official, cleanouts shall be provided in the bottom course of masonry for each grout pour where the grout pour height exceeds 64 inches (1626 mm). In solid grouted masonry, cleanouts shall be spaced horizontally not more than 32 inches (813 mm) on center. The cleanouts shall be sealed before grouting and after inspection.