Anchored stone and masonry veneer shall be installed in accordance with this chapter, Table R703.3(1) and Figure R703.8. These veneers installed over a backing of wood or cold-formed steel shall be limited to the first story above grade plane and shall not exceed 5 inches (127 mm) in thickness. See Section R602.10 for wall bracing requirements for masonry veneer for wood-framed construction and Section R603.9.5 for wall bracing requirements for masonry veneer for cold-formed steel construction.
Exceptions:
1. For buildings in Seismic Design Categories A, B and C, exterior stone or masonry veneer, as specified in Table R703.8(1), with a backing of wood or steel framing shall be permitted to the height specified in Table R703.8(1) above a noncombustible foundation.
2. For detached one- or two-family dwellings in Seismic Design Categories D0, D1 and D2, exterior stone or masonry veneer, as specified in Table R703.8(2), with a backing of wood framing shall be permitted to the height specified in Table R703.8(2) above a noncombustible foundation.
FIGURE R703.8 TYPICAL MASONRY VENEER WALL DETAILS
(continued) 
FIGURE R703.8‒continued TYPICAL MASONRY VENEER WALL DETAILSe
TABLE R703.8(1) STONE OR MASONRY VENEER LIMITATIONS AND REQUIREMENTS, WOOD OR STEEL FRAMING, SEISMIC DESIGN CATEGORIES A, B AND C
TABLE R703.8(2) STONE OR MASONRY VENEER LIMITATIONS AND REQUIREMENTS, ONE- AND TWO-FAMILY DETACHED DWELLINGS, SEISMIC DESIGN CATEGORIES D0, D1 AND D2
Exceptions:
1. For buildings in Seismic Design Categories A, B and C, exterior stone or masonry veneer, as specified in Table R703.8(1), with a backing of wood or steel framing shall be permitted to the height specified in Table R703.8(1) above a noncombustible foundation.
2. For detached one- or two-family dwellings in Seismic Design Categories D0, D1 and D2, exterior stone or masonry veneer, as specified in Table R703.8(2), with a backing of wood framing shall be permitted to the height specified in Table R703.8(2) above a noncombustible foundation.
For SI: 1 inch = 24.5 mm.
FIGURE R703.8 TYPICAL MASONRY VENEER WALL DETAILS
(continued)
| For SI: 1 inch = 25.4 mm. |
| a. See Sections R703.8.5, R703.8.6 and R703.4. |
| b. See Sections R703.2 and R703.8.4. |
| c. See Section R703.8.4.2 and Table R703.8.4. |
| d. See Section R703.8.3. |
| e. Figure R703.8 illustrates typical construction details for a masonry veneer wall. For the actual mandatory requirements of this code, see the indicated sections of text. Other details of masonry veneer wall construction shall be permitted provided the requirements of the indicated sections of text are met. |
FIGURE R703.8‒continued TYPICAL MASONRY VENEER WALL DETAILSe
TABLE R703.8(1) STONE OR MASONRY VENEER LIMITATIONS AND REQUIREMENTS, WOOD OR STEEL FRAMING, SEISMIC DESIGN CATEGORIES A, B AND C
| SEISMIC DESIGN CATEGORY | NUMBER OF WOOD- OR STEEL- FRAMED STORIES | MAXIMUM HEIGHT OF VENEER ABOVE NONCOMBUSTIBLE FOUNDATIONa (feet) | MAXIMUM NOMINAL THICKNESS OF VENEER (inches) | MAXIMUM WEIGHT OF VENEER (psf)b | WOOD- OR STEEL- FRAMED STORY |
| A or B | Steel: 1 or 2 Wood: 1, 2 or 3 | 30 | 5 | 50 | all |
| C | 1 | 30 | 5 | 50 | 1 only |
| 2 | 30 | 5 | 50 | top | |
| bottom | |||||
| Wood only: 3 | 30 | 5 | 50 | top | |
| middle | |||||
| bottom |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa. |
| a. An additional 8 feet is permitted for gable end walls. See also story height limitations of Section R301.3. |
| b. Maximum weight is installed weight and includes weight of mortar, grout, lath and other materials used for installation. Where veneer is placed on both faces of a wall, the combined weight shall not exceed that specified in this table. |
TABLE R703.8(2) STONE OR MASONRY VENEER LIMITATIONS AND REQUIREMENTS, ONE- AND TWO-FAMILY DETACHED DWELLINGS, SEISMIC DESIGN CATEGORIES D0, D1 AND D2
| SEISMIC DESIGN CATEGORY | NUMBER OF WOOD- FRAMED STORIESa | MAXIMUM HEIGHT OF VENEER ABOVE NONCOMBUSTIBLE FOUNDATION OR FOUNDATION WALL (feet) | MAXIMUM NOMINAL THICKNESS OF VENEER (inches) | MAXIMUM WEIGHT OF VENEER (psf)b |
| D0 | 1 | 20c | 4 | 40 |
| 2 | 20c | 4 | 40 | |
| 3 | 30d | 4 | 40 | |
| D1 | 1 | 20c | 4 | 40 |
| 2 | 20c | 4 | 40 | |
| 3 | 20c | 4 | 40 | |
| D2 | 1 | 20c | 3 | 30 |
| 2 | 20c | 3 | 30 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N. |
| a. Cripple walls are not permitted in Seismic Design Categories D0, D1 and D2. |
| b. Maximum weight is installed weight and includes weight of mortar, grout and lath, and other materials used for installation. |
| c. The veneer shall not exceed 20 feet in height above a noncombustible foundation, with an additional 8 feet permitted for gable end walls, or 30 feet in height with an additional 8 feet for gable end walls where the lower 10 feet have a backing of concrete or masonry wall. See story height limitations of Section R301.3. |
| d. The veneer shall not exceed 30 feet in height above a noncombustible foundation, with an additional 8 feet permitted for gable end walls. See story height limitations of Section R301.3. |
Veneers used as interior wall finishes shall be permitted to be supported on wood or cold-formed steel floors that are designed to support the loads imposed.
Except in Seismic Design Categories D0, D1 and D2, exterior masonry veneers having an installed weight of 40 pounds per square foot (195 kg/m2) or less shall be permitted to be supported on wood or cold-formed steel construction. Where masonry veneer supported by wood or cold-formed steel construction adjoins masonry veneer supported by the foundation, there shall be a movement joint between the veneer supported by the wood or cold-formed steel construction and the veneer supported by the foundation. The wood or cold-formed steel construction supporting the masonry veneer shall be designed to limit the deflection to 1/600 of the span for the supporting members. The design of the wood or cold-formed steel construction shall consider the weight of the veneer and any other loads.
A minimum 6-inch by 4-inch by 5/16-inch (152 mm by 102 mm by 8 mm) steel angle, with the long leg placed vertically, shall be anchored to double 2-inch by 4-inch (51 mm by 102 mm) wood studs or double 350S162 cold-formed steel studs at a maximum on-center spacing of 16 inches (406 mm). Anchorage of the steel angle at every double stud spacing shall be not less than two 7/16-inch-diameter (11 mm) by 4-inch (102 mm) lag screws for wood construction or two 7/16-inch (11.1 mm) bolts with washers for cold-formed steel construction. The steel angle shall have a minimum clearance to underlying construction of 1/16 inch (1.6 mm). Not less than two-thirds the width of the masonry veneer thickness shall bear on the steel angle. Flashing and weep holes shall be located in the masonry veneer in accordance with Figure R703.8.2.1. The maximum height of masonry veneer above the steel angle support shall be 12 feet 8 inches (3861 mm). The airspace separating the masonry veneer from the wood backing shall be in accordance with Sections R703.8.4 and R703.8.4.2. The method of support for the masonry veneer on wood construction shall be constructed in accordance with Figure R703.8.2.1
The maximum slope of the roof construction without stops shall be 7:12. Roof construction with slopes greater than 7:12 but not more than 12:12 shall have stops of a minimum 3-inch by 3-inch by 1/4-inch (76 mm by 76 mm by 6.4 mm) steel plate welded to the angle at 24 inches (610 mm) on center along the angle or as approved by the building official.
FIGURE R703.8.2.1 EXTERIOR MASONRY VENEER SUPPORT BY STEEL ANGLES
The maximum slope of the roof construction without stops shall be 7:12. Roof construction with slopes greater than 7:12 but not more than 12:12 shall have stops of a minimum 3-inch by 3-inch by 1/4-inch (76 mm by 76 mm by 6.4 mm) steel plate welded to the angle at 24 inches (610 mm) on center along the angle or as approved by the building official.
FIGURE R703.8.2.1 EXTERIOR MASONRY VENEER SUPPORT BY STEEL ANGLES
A steel angle shall be placed directly on top of the roof construction. The roof supporting construction for the steel angle shall consist of not fewer than three 2-inch by 6-inch (51 mm by 152 mm) wood members for wood construction or three 550S162 cold-formed steel members for cold-formed steel light frame construction. A wood member abutting the vertical wall stud construction shall be anchored with not fewer than three 5/8-inch (15.9 mm) diameter by 5-inch (127 mm) lag screws to every wood stud spacing. Each additional wood roof member shall be anchored by the use of two 10d nails at every wood stud spacing. A cold-formed steel member abutting the vertical wall stud shall be anchored with not fewer than nine No. 8 screws to every cold-formed steel stud. Each additional cold-formed steel roof member shall be anchored to the adjoining roof member using two No. 8 screws at every stud spacing. Not less than two-thirds the width of the masonry veneer thickness shall bear on the steel angle. Flashing and weep holes shall be located in the masonry veneer wythe in accordance with Figure R703.8.2.2. The maximum height of the masonry veneer above the steel angle support shall be 12 feet 8 inches (38.61 mm). The airspace separating the masonry veneer from the wood backing shall be in accordance with Sections R703.8.4 and R703.8.4.2. The support for the masonry veneer shall be constructed in accordance with Figure R703.8.2.2.
The maximum slope of the roof construction without stops shall be 7:12. Roof construction with slopes greater than 7:12 but not more than 12:12 shall have stops of a minimum 3-inch by 3-inch by 1/4-inch (76 mm by 76 mm by 6.4 mm) steel plate welded to the angle at 24 inches (610 mm) on center along the angle or as approved by the building official.
FIGURE R703.8.2.2 EXTERIOR MASONRY VENEER SUPPORT BY ROOF MEMBERS
The maximum slope of the roof construction without stops shall be 7:12. Roof construction with slopes greater than 7:12 but not more than 12:12 shall have stops of a minimum 3-inch by 3-inch by 1/4-inch (76 mm by 76 mm by 6.4 mm) steel plate welded to the angle at 24 inches (610 mm) on center along the angle or as approved by the building official.
FIGURE R703.8.2.2 EXTERIOR MASONRY VENEER SUPPORT BY ROOF MEMBERS
Masonry veneer shall not support any vertical load other than the dead load of the veneer above. Veneer above openings shall be supported on lintels of noncombustible materials. The lintels shall have a length of bearing not less than 4 inches (102 mm). Steel lintels shall be shop coated with a rust-inhibitive paint, except for lintels made of corrosion-resistant steel or steel treated with coatings to provide corrosion resistance. Construction of openings shall comply with either Section R703.8.3.1 or 703.8.3.2.
The allowable span shall not exceed the values set forth in Table R703.8.3.1.
TABLE R703.8.3.1 ALLOWABLE SPANS FOR LINTELS SUPPORTING MASONRY VENEERa, b, c, d
TABLE R703.8.3.1 ALLOWABLE SPANS FOR LINTELS SUPPORTING MASONRY VENEERa, b, c, d
| SIZE OF STEEL ANGLEa, c, d (inches) | NO STORY ABOVE | ONE STORY ABOVE | TWO STORIES ABOVE | NO. OF 1/2-INCH OR EQUIVALENT REINFORCING BARS IN REINFORCED LINTELb, d |
| 3 × 3 × 1/4 | 6'-0″ | 4'-6″ | 3'-0″ | 1 |
| 4 × 3 × 1/4 | 8'-0″ | 6'-0″ | 4'-6″ | 1 |
| 5 × 31/2 × 5/16 | 10'-0″ | 8'-0″ | 6'-0″ | 2 |
| 6 × 31/2 × 5/16 | 14'-0″ | 9'-6″ | 7'-0″ | 2 |
| 2-6 × 31/2 × 5/16 | 20'-0″ | 12'-0″ | 9'-6″ | 4 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. |
| a. Long leg of the angle shall be placed in a vertical position. |
| b. Depth of reinforced lintels shall be not less than 8 inches and all cells of hollow masonry lintels shall be grouted solid. Reinforcing bars shall extend not less than 8 inches into the support. |
| c. Steel members indicated are adequate typical examples; other steel members meeting structural design requirements shall be permitted to be used. |
| d. Either steel angle or reinforced lintel shall span opening. |
The allowable span shall not exceed 18 feet 3 inches (5562 mm) and shall be constructed to comply with Figure R703.8.3.2 and the following:
1. Provide a minimum length of 18 inches (457 mm) of masonry veneer on each side of opening as shown in Figure R703.8.3.2.
2. Provide a minimum 5-inch by 31/2-inch by 5/16-inch (127 mm by 89 mm by 7.9 mm) steel angle above the opening and shore for a minimum of 7 days after installation.
3. Provide double-wire joint reinforcement extending 12 inches (305 mm) beyond each side of the opening. Lap splices of joint reinforcement not less than 12 inches (305 mm). Comply with one of the following:
3.1. Double-wire joint reinforcement shall be 3/16-inch (4.8 mm) diameter and shall be placed in the first two bed joints above the opening.
3.2. Double-wire joint reinforcement shall be 9 gauge (0.144 inch or 3.66 mm diameter) and shall be placed in the first three bed joints above the opening.
4. Provide the height of masonry veneer above opening, in accordance with Table R703.8.3.2.
TABLE R703.8.3.2 HEIGHT OF MASONRY VENEER ABOVE OPENING
FIGURE R703.8.3.2 MASONRY VENEER OPENING
1. Provide a minimum length of 18 inches (457 mm) of masonry veneer on each side of opening as shown in Figure R703.8.3.2.
2. Provide a minimum 5-inch by 31/2-inch by 5/16-inch (127 mm by 89 mm by 7.9 mm) steel angle above the opening and shore for a minimum of 7 days after installation.
3. Provide double-wire joint reinforcement extending 12 inches (305 mm) beyond each side of the opening. Lap splices of joint reinforcement not less than 12 inches (305 mm). Comply with one of the following:
3.1. Double-wire joint reinforcement shall be 3/16-inch (4.8 mm) diameter and shall be placed in the first two bed joints above the opening.
3.2. Double-wire joint reinforcement shall be 9 gauge (0.144 inch or 3.66 mm diameter) and shall be placed in the first three bed joints above the opening.
4. Provide the height of masonry veneer above opening, in accordance with Table R703.8.3.2.
TABLE R703.8.3.2 HEIGHT OF MASONRY VENEER ABOVE OPENING
| MINIMUM HEIGHT OF MASONRY VENEER ABOVE OPENING (INCH) | MAXIMUM HEIGHT OF MASONRY VENEER ABOVE OPENING (FEET) |
| 13 | < 5 |
| 24 | 5 to < 12 |
| 60 | 12 to height above support allowed by Section R703.8 |
For SI:1 inch = 25.4 mm, 1 foot = 304.8 mm.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R703.8.3.2 MASONRY VENEER OPENING
Masonry veneer shall be anchored to the supporting wall studs with corrosion-resistant metal ties embedded in mortar or grout and extending into the veneer a minimum of 11/2 inches (38 mm), with not less than 5/8-inch (15.9 mm) mortar or grout cover to outside face. Masonry veneer shall conform to Table R703.8.4.
TABLE R703.8.4 TIE ATTACHMENT AND AIRSPACE REQUIREMENTS
TABLE R703.8.4 TIE ATTACHMENT AND AIRSPACE REQUIREMENTS
| BACKING AND TIE | MINIMUM TIE | MINIMUM TIE FASTENERa | AIRSPACE | |
| Wood stud backing with corrugated sheet metal | 22 U.S. gage (0.0299 in.) × 7/8 in. wide | 8d common nail b (21/2 in. × 0.131 in.) | Nominal 1 in. between sheathing and veneer | |
| Wood stud backing with metal strand wire | W1.7 (No. 9 U.S. gage; 0.148 in.) with hook embedded in mortar joint | 8d common nail b (21/2 in. × 0.131 in.) | Minimum nominal 1 in. between sheathing and veneer | Maximum 41/2 in. between backing and veneer |
| Cold-formed steel stud backing with adjustable metal strand wire | W1.7 (No. 9 U.S. gage; 0.148 in.) with hook embedded in mortar joint | No. 10 screw extending through the steel framing a minimum of three exposed threads | Minimum nominal 1 in. between sheathing and veneer | Maximum 41/2 in. between backing and veneer |
| For SI: 1 inch = 25.4 mm. |
| a. In Seismic Design Category D0, D1 or D2, the minimum tie fastener shall be an 8d ring-shank nail (21/2 in. × 0.131 in.) or a No. 10 screw extending through the steel framing a minimum of three exposed threads. |
| b. All fasteners shall have rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion. |
Veneer ties, if strand wire, shall be not less in thickness than No. 9 U.S. gage [(0.148 inch) (4 mm)] wire and shall have a hook embedded in the mortar joint, or if sheet metal, shall be not less than No. 22 U.S. gage by [(0.0299 inch) (0.76 mm)] 7/8 inch (22 mm) corrugated. Each tie shall support not more than 2.67 square feet (0.25 m2) of wall area and shall be spaced not more than 32 inches (813 mm) on center horizontally and 24 inches (635 mm) on center vertically.
Exception: In Seismic Design Category D0, D1 or D2 or townhouses in Seismic Design Category C or in wind areas of more than 30 pounds per square foot pressure (1.44 kPa), each tie shall support not more than 2 square feet (0.2 m2) of wall area.
Exception: In Seismic Design Category D0, D1 or D2 or townhouses in Seismic Design Category C or in wind areas of more than 30 pounds per square foot pressure (1.44 kPa), each tie shall support not more than 2 square feet (0.2 m2) of wall area.
Additional metal ties shall be provided around wall openings greater than 16 inches (406 mm) in either dimension. Metal ties around the perimeter of openings shall be spaced not more than 3 feet (9144 mm) on center and placed within 12 inches (305 mm) of the wall opening.
As an alternative to the airspace required by Table R703.8.4, grout shall be permitted to fill the airspace. Where the airspace is filled with grout, a water-resistive barrier is required over studs or sheathing. Where the airspace is filled, replacing the sheathing and water-resistive barrier with a wire mesh and approved water-resistive barrier or an approved water-resistive barrier-backed reinforcement attached directly to the studs is permitted.
Flashing shall be located beneath the first course of masonry above finished ground level above the foundation wall or slab and at other points of support, including structural floors, shelf angles and lintels where masonry veneers are designed in accordance with Section R703.8. See Section R703.4 for additional requirements.
Weepholes shall be provided in the outside wythe of masonry walls at a maximum spacing of 33 inches (838 mm) on center. Weepholes shall be not less than 3/16 inch (5 mm) in diameter. Weepholes shall be located immediately above the flashing.