Chapter 6 Wall Construction

R601.1 Application

The provisions of this chapter shall control the design and construction of all walls and partitions for all buildings.

Exception: Buildings and structures located within the High-Velocity Hurricane Zone shall comply with the provisions of Chapter 44.

R601.2 Requirements

Wall construction shall be capable of accommodating all loads imposed according to Section R301 and of transmitting the resulting loads to the supporting structural elements.

R601.2.1 Compressible floor-covering materials

Compressible floor-covering materials that compress more than ¹/₃₂ inch (0.8 mm) when subjected to 50 pounds (23 kg) applied over 1 inch square (645 mm) of material and are greater than ¹/₈ inch (3 mm) in thickness in the uncompressed state shall not extend beneath walls, partitions or columns, which are fastened to the floor.

Section R602 Wood Wall Framing

R602.1 Identification

Load-bearing dimension lumber for studs, plates and headers shall be identified by a grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certification of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.

R602.1.1 End-jointed lumber

Approved end-jointed lumber identified by a grade mark conforming to Section R602.1 may be used interchangeably with solid-sawn members of the same species and grade. End-jointed lumber used in an assembly required elsewhere in this code to have a fire-resistance rating shall have the designation “Heat Resistant Adhesive” or “HRA” included in its grade mark.

R602.1.2 Structural glued laminated timbers

Glued laminated timbers shall be manufactured and identified as required in ANSI/AITC A190.1 and ASTM D 3737.

R602.1.3 Structural log members

Stress grading of structural log members of nonrectangular shape, as typically used in log buildings, shall be in accordance with ASTM D 3957. Such structural log members shall be identified by the grade mark of an approved lumber grading or inspection agency. In lieu of a grade mark on the material, a certificate of inspection as to species and grade, issued by a lumber-grading or inspection agency meeting the requirements of this section, shall be permitted to be accepted.

R602.1.4 Structural composite lumber

Structural capacities for structural composite lumber shall be established and monitored in accordance with ASTM D 5456.

R602.2 General requirements

R602.2.1 [IRC 602.8] Fireblocking required

Fireblocking shall be provided in accordance with Section R302.11.

R602.2.2 [IRC 602.7.3] Nonbearing walls

Load-bearing headers are not required in interior or exterior nonbearing walls. A single flat 2-inch by 4-inch (51 mm by 102 mm) member may be used as a header in interior or exterior nonbearing walls for openings up to 8 feet (2438 mm) in width if the vertical distance to the parallel nailing surface above is not more than 24 inches (610 mm). For such nonbearing headers, no cripples or blocking are required above the header.

R602.2.2.1 [IRC 602.5] Interior nonbearing walls.
Interior nonbearing walls shall be permitted to be constructed with 2-inch by 3-inch (51 mm by 76 mm) studs spaced 24 inches (610 mm) on center or, when not part of a braced wall line, 2-inch by 4-inch (51 mm by 102 mm) flat studs spaced at 16 inches (406 mm) on center. Interior nonbearing walls shall be capped with at least a single top plate. Interior nonbearing walls shall be fireblocked in accordance with Section R302.11.

R602.2.3 [IRC 602.6] Drilling and notching—studs

Drilling and notching of studs shall be in accordance with the following:

1. Notching. Any stud in an exterior wall or bearing partition may be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions may be notched to a depth not to exceed 40 percent of a single stud width.

2. Drilling. Any stud may be bored or drilled, provided that the diameter of the resulting hole is no more than 60 percent of the stud width, the edge of the hole is no more than ⁵/₈ inch (16 mm) to the edge of the stud, and the hole is not located in the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall also be doubled with no more than two successive doubled studs bored. See Figures R602.2.3(1) and R602.2.3(2) [IRC Figures R602.6(1) and R602.6(2)].

Exception: Use of approved stud shoes is permitted when they are installed in accordance with the manufacturer’s recommendations.

FIGURE R602.2.3(1) [IRC FIGURE R602.6(1)]
NOTCHING AND BORED HOLE LIMITATIONS FOR EXTERIOR WALLS AND BEARING WALLS

FIGURE R602.2.3(2) [IRC FIGURE R602.6(2)]
NOTCHING AND BORED HOLE LIMITATIONS FOR INTERIOR NONBEARING WALLS

R602.2.3.1 [IRC R602_6_1] Drilling and notching of top plate.
When piping or ductwork is placed in or partly in an exterior wall or interior load-bearing wall, necessitating cutting, drilling or notching of the top plate by more than 50 percent of its width, a galvanized metal tie not less than 0.054 inch thick (1.37 mm) (16 ga) and 1¹/₂ inches (38 mm) wide shall be fastened across and to the plate at each side of the opening with not less than eight 10d (0.148 inch diameter) having a minimum length of 1¹/₂ inches (38 mm) at each side or equivalent. The metal tie must extend a minimum of 6 inches past the opening. See Figure R602.2.3.1 [IRC Figure R602.6.1].

Exception: When the entire side of the wall with the notch or cut is covered by wood structural panel sheathing.

FIGURE R602.2.3.1 [IRC FIGURE R602.6.1]
TOP PLATE FRAMING TO ACCOMMODATE PIPING

R602.3 Design and construction

Exterior walls of light-frame wood construction shall be designed and constructed in accordance with the provisions of Section R301.2.1.1 or in accordance with the AF&PA NDS. Exterior walls of light-frame wood construction shall also comply with Sections R602.1 and R602.2.

Table R602.3(1) Fastener Schedule For Structural Members.
Reserved.

Figure R602.3(1) Typical Wall, Floor And Roof Framing.
Reserved.

Table R602.3(2) Alternate Attachments To Table R602.3(1).
Reserved.

Figure R602.3(2) Framing Details.
Reserved.

Table R602.3(3) Requirements For Wood Structural Panel Wall Sheathing Used To Resist Wind Pressures.
Reserved.

Table R602.3(4) Allowable Spans For Particleboard Wall Sheathing.
Reserved.

Table R602.3(5) Size, Height And Spacing Of Wood Studs.
Reserved.

R602.3.1 Stud size, height and spacing

Reserved.

Table R602.3.1 Maximum Allowable Length Of Wood Wall Studs Exposed To Wind Speeds Of 100 MPH Or Less In Seismic Design Categories A, B, C, D₀, D₁ and D₂.
Reserved.

R602.3.2 Top plate

Reserved.

R602.3.3 Bearing studs

Reserved.

R602.3.4 Bottom (sole) plate

Reserved.

R602.3.5 Braced wall panel uplift load path

Reserved.

R602.4 Interior load-bearing walls

Reserved.

R602.5 Interior nonbearing walls

Reserved.

R602.6 Drilling and notching of studs

[Moved to Section R602.2.3.]

Figure R602.6(1) Notching And Bored Hole Limitations For Exterior Walls And Bearing Walls.
[Moved to Figure R602.2.3(1).]

Figure R602.6(2) Notching And Bored Hole Limitations For Interior Nonbearing Walls.
[Moved to Figure R602.2.3(2).]

R602.6.1 Drilling and notching of top plate

Reserved.

Figure R602.6.1 Top Plate Framing To Accommodate Piping.
[Moved to Figure R602.2.3.1.]

R602.7 Headers

Reserved.

R602.7.1 Single member headers

Reserved.

Table R602.7.1 Spans For Minimum No.2 Grade Single Header.
Reserved.

Figure R602.7.1(1) Single Member Header In Exterior Bearing Wall.
Reserved.

Figure R602.7.1(2) Alternative Single Member Header Without Cripple.
Reserved.

R602.7.2 Wood structural panel box headers

Reserved.

Table R602.7.2 Maximum Spans For Wood Structural Panel Box Headers.
Reserved.

Figure R602.7.2 Typical Wood Structural Panel Box Header Construction.
Reserved.

R602.7.3 Nonbearing walls

Reserved.

R602.8 Fireblocking required

Reserved.

R602.9 Cripple walls

Reserved.

R602.10 Wall bracing

Reserved.

R602.10.1 Braced wall lines

Reserved.

R602.10.1.1 Length of a braced wall line.
Reserved. Figure R602.10.1.1 Braced Wall Lines R602.10.1.2 Offsets along a braced wall line.
Reserved. R602.10.1.3 Spacing of braced wall lines.
Reserved.

Table R602.10.1.3 Braced Wall Line Spacing.
Reserved.

R602.10.1.4 Angled walls.
Reserved.

Figure R602.10.1.4 Angled Walls.
Reserved.

R602.10.2 Braced wall panels

Reserved.

R602.10.2.1 Braced wall panel uplift load path.
Reserved. R602.10.2.2 Locations of braced wall panels.
Reserved.

Figure R602.10.2.2 Location Of Braced Wall Panels.
Reserved.

R602.10.2.2.1 Location of braced wall panels in Seismic Design Categories D₀, D₁ and D₂.
Reserved. R602.10.2.3 Minimum number of braced wall panels.
Reserved.

R602.10.3 Required length of bracing

Reserved.

Table R602.10.3(1) Bracing Requirements Based On Wind Speed.
Reserved.

Table R602.10.3(2) Wind Adjustment Factors To The Required Length Of Wall Bracing.
Reserved.

Table R602.10.3(3) Bracing Requirements Based On Seismic Design Category.
Reserved.

Table R602.10.3(4) Seismic Adjustment Factors To The Required Length Of Wall Bracing.
Reserved.

R602.10.4 Construction methods for braced wall panels

Reserved.

Table R602.10.4 Bracing Methods.
Reserved.

R602.10.4.1 Mixing methods.
Reserved. R602.10.4.2 Continuous sheathing methods.
Reserved. R602.10.4.3 Braced wall panel interior finish material.
Reserved.

R602.10.5 Minimum length of a braced wall panel

Reserved.

Table R602.10.5 Minimum Length Of Braced Wall Panels.
Reserved.

Figure R602.10.5 Braced Wall Panels With Continuous Sheathing.
Reserved.

R602.10.5.1 Contributing length.
Reserved. R602.10.5.2 Partial credit.
Reserved. Table R602.10.5.2 Partial Credit For Braced Wall Panels Less Than 48 Inches In Actual Length.
Reserved.

R602.10.6 Construction of Methods ABW, PFH, PFG, CS-PF and BV-WSP

Reserved.

R602.10.6.1 Method ABW: Alternate braced wall panels.
Reserved.

Table R602.10.6.1 Minimum Hold-Down Forces For Method ABW Braced Wall Panels.
Reserved.

Figure R602.10.6.1 Method ABW—Alternate Braced Wall Panel.
Reserved.

R602.10.6.2 Method PFH: Portal frame with holddowns.
Reserved.

Figure R602.10.6.2 Method PFH—Portal Frame With Hold-Downs.
Reserved.

R602.10.6.3 Method PFG: Portal frame at garage door openings in Seismic Design Categories A, B and C.
Reserved. Figure R602.10.6.3 Method PFG—Portal Frame At Garage Door Openings In Seismic Design Categories A, B And C.
Reserved. R602.10.6.4 Method CS-PF: Continuously sheathed portal frame.
Reserved. Table R602.10.6.4 Tension Strap Capacity Required For Resisting Wind Pressures Perpendicular To Method PFH, PFG And CS-PF Braced Wall Panels.
Reserved. Figure R602.10.6.4 Method CS-PF—Continuously Sheathed Portal Frame Panel Construction.
Reserved. R602.10.6.5 Wall bracing for dwellings with stone and masonry veneer in Seismic Design Categories D₀, D₁ and D₂.
Reserved. Table R602.10.6.5 Method BV-WSP Wall Bracing Requirements.
Reserved. Figure R602.10.6.5 Method BV-WSP—Wall Bracing For Dwellings With Stone And Masonry Veneer In Seismic Design Categories D₀, D₁ and D₂.
Reserved. R602.10.6.5.1 Length of bracing.
Reserved.

R602.10.7 Ends of braced wall lines with continuous sheathing

Reserved.

Figure R602.10.7 End Conditions For Braced Wall Lines With Continuous Sheathing.
Reserved.

R602.10.8 Braced wall panel connections

Reserved.

Figure R602.10.8(1) Braced Wall Panel Connection When Perpendicular To Floor/Ceiling Framing.
Reserved.

Figure R602.10.8(2) Braced Wall Panel Connection When Parallel To Floor/Ceiling Framing.
Reserved.

R602.10.8.1 Braced wall panel connections for Seismic Design Categories D₀, D₁ and D₂.
Reserved. R602.10.8.2 Connections to roof framing.
Reserved. Figure R602.10.8.2(1) Braced Wall Panel Connection To Perpendicular Rafters.
Reserved. Figure R602.10.8.2(2) Braced Wall Panel Connection Option To Perpendicular Rafters Or Roof Trusses.
Reserved. Figure R602.10.8.2(3) Braced Wall Panel Connection Option To Perpendicular Rafters Or Roof Trusses.
Reserved.

R602.10.9 Braced wall panel support

Reserved.

Figure R602.10.9 Masonry Stem Walls Supporting Braced Wall Panels.
Reserved.

R602.10.9.1 Braced wall panel support for Seismic Design Category D₂.
Reserved.

R602.10.10 Panel joints

Reserved.

R602.10.11 Cripple wall bracing

Reserved.

R602.10.11.1 Cripple wall bracing for Seismic Design Categories D₀ and D₁ and townhouses in Seismic Design Category C.
Reserved. R602.10.11.2 Cripple wall bracing for Seismic Design Category D₂.
Reserved. R602.10.11.3 Redesignation of cripple walls.
Reserved.

R602.11 Wall anchorage

Reserved.

R602.11.1 Wall anchorage for all buildings in Seismic Design Categories D0, D1 and D2 and townhouses in Seismic Design Category C

Reserved.

R602.11.2 Stepped foundations in Seismic Design Categories D0, D1 and D2

Reserved.

Figure R602.11.2 Stepped Foundation Construction.
Reserved.

R602.12 Simplified wall bracing

Reserved.

R602.12.1 Circumscribed rectangle

Reserved.

Figure R602.12.1 Rectangle Circumscribing An Enclosed Building.
Reserved.

R602.12.2 Sheathing materials

Reserved.

R602.12.3 Bracing unit

Reserved.

R602.12.3.1 Multiple bracing units.
Reserved.

R602.12.4 Number of bracing units

Reserved.

Table R602.12.4 Minimum Number Of Bracing Units On Each Side Of The Circumscribed Rectangle.
Reserved.

R602.12.5 Distribution of bracing units

Reserved.

Figure R602.12.5 Bracing Unit Distribution.
Reserved.

R602.12.6 Narrow panels

Reserved.

R602.12.6.1 Method CS-G.
Reserved. R602.12.6.2 Method CS-PF.
Reserved. R602.12.6.3 Methods PFH and PFG.
Reserved.

R602.12.7 Lateral support

Reserved.

R602.12.8 Stem walls

Reserved.

Section R603 Steel Wall Framing Reserved

Section R604 Wood Structural Panels

R604.1 Identification and grade

Wood structural panels shall conform to DOC PS 1, DOC PS 2 or ANSI/APA PRP 210 or, when manufactured in Canada, CSA O437 or CSA O325. All panels shall be identified by a grade mark or certificate of inspection issued by an approved agency.

R604.2 Allowable spans

The maximum allowable spans for wood structural panel wall sheathing shall not exceed the values set forth in the standard used for design of building as specified in Section R301.2.1.1.

R604.3 Installation

Wood structural panel wall sheathing shall be attached to framing in accordance with the standard used for design of building as specified in Section R301.2.1.1. Wood structural panels marked Exposure 1 or Exterior are considered water-repellent sheathing under the code.

Section R605 Particleboard

R605.1 Identification and grade

Particleboard shall conform to ANSI A208.1 and shall be so identified by a grade mark or certificate of inspection issued by an approved agency. Particleboard shall comply with the grades specified in the standard used for design of building as specified in Section R301.2.1.1.

Section R606 General Masonry Construction

R606.1 General

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.

R606.1.1 Professional registration not required

When the empirical design provisions of Chapter 5 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.

R606.2 Thickness of masonry

The minimum nominal thickness of exterior concrete masonry walls shall be 8 inches (203 mm) or shall be designed in accordance with Section R606.1.

R606.2.1 Minimum thickness

Reserved.

R606.2.2 Rubble stone masonry wall

Reserved.

R606.2.3 Change in thickness

Where walls of masonry of hollow units or masonry-bonded hollow walls are decreased in thickness, a course of solid masonry shall be constructed between the wall below and the thinner wall above, or special units or construction shall be used to transmit the loads from face shells or wythes above to those below.

R606.2.4 Parapet walls

Unreinforced solid masonry parapet walls shall not be less than 8 inches (203 mm) in thickness and their height shall not exceed four times their thickness. Unreinforced hollow unit masonry parapet walls shall be not less than 8 inches (203 mm) in thickness, and their height shall not exceed three times their thickness. Masonry parapets in areas subject to wind loads shall be reinforced in accordance with ACI 530/ASCE 5/TMS 402. Masonry parapets, located in Seismic Design Category D₀, D₁ or D₂, or on townhouses in Seismic Design Category C shall be reinforced in accordance with Section R606.12.

R606.3 Corbeled masonry

Corbeled masonry shall be in accordance with Sections R606.3.1 through R606.3.3.

R606.3.1 Units

Solid masonry units or masonry units filled with mortar or grout shall be used for corbeling.

R606.3.2 Corbel projection

The maximum projection of one unit shall not exceed one-half the height of the unit or one-third the thickness at right angles to the wall. The maximum corbeled projection beyond the face of the wall shall not exceed:

1. One-half of the wall thickness for multiwythe walls bonded by mortar or grout and wall ties or masonry headers, or

2. One-half the wythe thickness for single wythe walls, masonry-bonded hollow walls, multiwythe walls with open collar joints and veneer walls.

R606.3.3 Corbeled masonry supporting floor or roof-framing members

When corbeled masonry is used to support floor or roof-framing members, the top course of the corbel shall be a header course or the top course bed joint shall have ties to the vertical wall.

R606.4 Support conditions

Bearing and support conditions shall be in accordance with Sections R606.4.1 and R606.4.2.

R606.4.1 Bearing on support

Each masonry wythe shall be supported by at least two-thirds of the wythe thickness.

R606.4.2 Support at foundation

Cavity wall or masonry veneer construction may be supported on an 8-inch (203 mm) foundation wall, provided the 8-inch (203 mm) wall is corbeled to the width of the wall system above with masonry constructed of solid masonry units or masonry units filled with mortar or grout. The total horizontal projection of the corbel shall not exceed 2 inches (51 mm) with individual corbels projecting not more than one-third the thickness of the unit or one-half the height of the unit. The hollow space behind the corbeled masonry shall be filled with mortar or grout.

R606.5 Allowable stresses

Concrete masonry units shall be hollow or solid unit masonry in accordance with ASTM C 90 and shall have a minimum net area compressive strength of 1900 psi in compliance with ASTM C 90. Mortar shall comply with Section R607.1. In determining the stresses in masonry, the effects of all loads and conditions of loading and the influence of all forces affecting the design and strength of the several parts shall be taken into account.

Table R606.5 Allowable Compressive Stresses For Empirical Design Of Masonry.
Reserved.

R606.5.1 Combined units

In walls or other structural members composed of different kinds or grades of units, materials or mortars, the maximum stress shall not exceed the allowable stress for the weakest of the combination of units, materials and mortars of which the member is composed. The net thickness of any facing unit that is used to resist stress shall not be less than 1.5 inches (38 mm).

R606.6 Piers

Reserved.

R606.6.1 Pier cap

Hollow piers shall be capped with 4 inches (102 mm) of solid masonry or concrete, a masonry cap block, or shall have cavities of the top course filled with concrete or grout or other approved methods.

R606.7 Chases

Chases and recesses in masonry walls shall not be deeper than one-third the wall thickness, and the maximum length of a horizontal chase or horizontal projection shall not exceed 4 feet (1219 mm), and shall have at least 8 inches (203 mm) of masonry in back of the chases and recesses and between adjacent chases or recesses and the jambs of openings. Chases and recesses in masonry walls shall be designed and constructed so as not to reduce the required strength or required fire resistance of the wall and in no case shall a chase or recess be permitted within the required area of a pier. Masonry directly above chases or recesses wider than 12 inches (305 mm) shall be supported on noncombustible lintels.

R606.8 Bond

Masonry walls shall be running bond or stack bond construction.

R606.8.1 Joint reinforcement stack bond

When masonry units are laid in stack bond, horizontal joint reinforcement shall be placed in bed joints at not more than 16 inches (406 mm) on center. Horizontal joint reinforcement shall be a minimum of 9-gage and shall be in addition to required vertical reinforcement, Joint reinforcement shall be embedded in accordance with R606.13.6.

R606.9 Lateral support

Reserved.

Table R606.9 Spacing Of Lateral Support For Masonry Walls.
Reserved.

R606.9.1 Horizontal lateral support

Reserved.

R606.9.1.1 Bonding pattern.
Reserved. R606.9.1.2 Metal reinforcement.
Reserved.

R606.9.2 Vertical lateral support

Reserved.

R606.9.2.1 Roof structures.
Reserved. R606.9.2.2 Floor diaphragms.
Reserved.

R606.10 Lintels

Reserved.

R606.11 Anchorage

Reserved.

Figure R606.11(1) Anchorage Requirements For Masonry Walls Located In Seismic Design Category A, B Or C And Where Wind Loads Are Less Than 30 PSF.
Reserved.

Figure R606.11(2) Requirements for reinforced grouted masonry construction in seismic design Category C.
Reserved.

Figure R606.11(3) Requirements for reinforced masonry construction in seismic design Category D₀, D₁, or D₂.
Reserved.

R606.12 Seismic requirements

The seismic requirements of this section shall apply to the design of masonry and the construction of masonry building elements located in Seismic Design Category D₀, D₁ or D₂. Townhouses in Seismic Design Category C shall comply with the requirements of Section R606.12.2. These requirements shall not apply to glass unit masonry conforming to Section R610 or masonry veneer conforming to Section R703.7.

R606.12.1 General

Masonry structures and masonry elements shall comply with the requirements of Sections R606.12.2 through R606.12.4 based on the seismic design category established in Table R301.2(1). Masonry structures and masonry elements shall comply with the requirements of Section R606.12 or shall be designed in accordance with TMS 402/ACI 530/ASCE 5 or TMS 403.

R606.12.1.1 Floor and roof diaphragm construction.
Floor and roof diaphragms shall be constructed of wood structural panels attached to wood framing in accordance with Section R602 or to cold-formed steel floor framing in accordance with AISI S230 or to cold-formed steel roof framing in accordance with AISI S230. Additionally, sheathing panel edges perpendicular to framing members shall be backed by blocking, and sheathing shall be connected to the blocking with fasteners at the edge spacing. For Seismic Design Categories C, D₀, D₁ and D₂, where the width-to-thickness dimension of the diaphragm exceeds 2-to-1, edge spacing of fasteners shall be 4 inches (102 mm) on center.

R606.12.2 Seismic Design Category C

Townhouses located in Seismic Design Category C shall comply with the requirements of this section.

R606.12.2.1 Minimum length of wall without openings.
Table R606.12.2.1 shall be used to determine the minimum required solid wall length without openings at each masonry exterior wall. The provided percentage of solid wall length shall include only those wall segments that are 3 feet (914 mm) or longer. The maximum clear distance between wall segments included in determining the solid wall length shall not exceed 18 feet (5486 mm). Shear wall segments required to meet the minimum wall length shall be in accordance with Section R606.12.2.2.3.

TABLE R606.12.2.1
MINIMUM SOLID WALL LENGTH ALONG EXTERIOR WALL LINES

SESIMIC DESIGN CATEGORY	MINIMUM SOLID WALL LENGTH (percent)^a
SESIMIC DESIGN CATEGORY	One story or top story of two story	Wall supporting light-framed second story and roof	Wall supporting masonry second story and roof
Townhouses in C	20	25	35
D₀ or D₁	25	NP	NP
D₂	30	NP	NP

NP = Not permitted, except with design in accordance with the Florida Building Code, Building.

a. For all walls, the minimum required length of solid walls shall be based on the table percent multiplied by the dimension, parallel to the wall direction under consideration, of a rectangle inscribing the overall building plan.

R606.12.2.2 Design of elements not part of the lateral force-resisting system. R606.12.2.2.1 Load-bearing frames or columns.
Elements not part of the lateral force-resisting system shall be analyzed to determine their effect on the response of the system. The frames or columns shall be adequate for vertical load carrying capacity and induced moment caused by the design story drift. R606.12.2.2.2 Masonry partition walls.
Masonry partition walls, masonry screen walls and other masonry elements that are not designed to resist vertical or lateral loads, other than those induced by their own weight, shall be isolated from the structure so that vertical and lateral forces are not imparted to these elements. Isolation joints and connectors between these elements and the structure shall be designed to accommodate the design story drift. R606.12.2.2.3 Reinforcement requirements for masonry elements.
Masonry elements listed in Section R606.12.2.2.2 shall be reinforced in either the horizontal or vertical direction in accordance with the following:

1. Horizontal reinforcement. Horizontal joint reinforcement shall consist of at least two longitudinal W1.7 wires spaced not more than 16 inches (406 mm) for walls greater than 4 inches (102 mm) in width and at least one longitudinal W1.7 wire spaced not more than 16 inches (406 mm) for walls not exceeding 4 inches (102 mm) in width; or at least one No. 4 bar spaced not more than 48 inches (1219 mm). Where two longitudinal wires of joint reinforcement are used, the space between these wires shall be the widest that the mortar joint will accommodate. Horizontal reinforcement shall be provided within 16 inches (406 mm) of the top and bottom of these masonry elements.

2. Vertical reinforcement. Vertical reinforcement shall consist of at least one No. 4 bar spaced not more than 48 inches (1219 mm). Vertical reinforcement shall be located within 16 inches (406 mm) of the ends of masonry walls.

R606.12.2.3 Design of elements part of the lateral force-resisting system. R606.12.2.3.1 Connections to masonry shear walls.
Connectors shall be provided to transfer forces between masonry walls and horizontal elements in accordance with the requirements of Section 1.7.4 of TMS 402/ACI 530/ASCE 5. Connectors shall be designed to transfer horizontal design forces acting either perpendicular or parallel to the wall, but not less than 200 pounds per linear foot (2919 N/m) of wall. The maximum spacing between connectors shall be 4 feet (1219 mm). Such anchorage mechanisms shall not induce tension stresses perpendicular to grain in ledgers or nailers. R606.12.2.3.2 Connections to masonry columns.
Connectors shall be provided to transfer forces between masonry columns and horizontal elements in accordance with the requirements of Section 1.7.4 of TMS 402/ACI 530/ASCE 5. Where anchor bolts are used to connect horizontal elements to the tops of columns, the bolts shall be placed within lateral ties. Lateral ties shall enclose both the vertical bars in the column and the anchor bolts. There shall be a minimum of two No. 4 lateral ties provided in the top 5 inches (127 mm) of the column. R606.12.2.3.3 Minimum reinforcement requirements for masonry shear walls.
Vertical reinforcement of at least one No. 4 bar shall be provided at corners, within 16 inches (406 mm) of each side of openings, within 8 inches (203 mm) of each side of movement joints, within 8 inches (203 mm) of the ends of walls, and at a maximum spacing of 10 feet (3048 mm).

Horizontal joint reinforcement shall consist of at least two wires of W1.7 spaced not more than 16 inches (406 mm); or bond beam reinforcement of at least one No. 4 bar spaced not more than 10 feet (3048 mm) shall be provided. Horizontal reinforcement shall also be provided at the bottom and top of wall openings and shall extend not less than 24 inches (610 mm) nor less than 40 bar diameters past the opening; continuously at structurally connected roof and floor levels; and within 16 inches (406 mm) of the top of walls.

R606.12.3 Seismic Design Category D0 or D1

Structures in Seismic Design Category D₀ or D₁ shall comply with the requirements of Seismic Design Category C and the additional requirements of this section.

R606.12.3.1 Design requirements.
Masonry elements other than those covered by Section R606.12.2.2.2 shall be designed in accordance with the requirements of Chapter 1 and Sections 2.1 and 2.3 of TMS 402, ACI 530/ASCE 5 and shall meet the minimum reinforcement requirements contained in Sections R606.12.3.2 and R606.12.3.2.1. Otherwise, masonry shall be designed in accordance with TMS 403.

Exception: Masonry walls limited to one story in height and 9 feet (2743 mm) between lateral supports need not be designed provided they comply with the minimum reinforcement requirements of Sections R606.12.3.2 and R606.12.3.2.1.

R606.12.3.2 Minimum reinforcement requirements for masonry walls.
Masonry walls other than those covered by Section R606.12.2.2.3 shall be reinforced in both the vertical and horizontal direction. The sum of the cross-sectional area of horizontal and vertical reinforcement shall be at least 0.002 times the gross crosssectional area of the wall, and the minimum cross-sectional area in each direction shall be not less than 0.0007 times the gross cross-sectional area of the wall. Reinforcement shall be uniformly distributed. Table R606.12.3.2 shows the minimum reinforcing bar sizes required for varying thicknesses of masonry walls. The maximum spacing of reinforcement shall be 48 inches (1219 mm) provided that the walls are solid grouted and constructed of hollow open-end units, hollow units laid with full head joints or two wythes of solid units. The maximum spacing of reinforcement shall be 24 inches (610 mm) for all other masonry.

TABLE R606.12.3.2
MINIMUM DISTRIBUTED WALL REINFORCEMENT FOR BUILDING ASSIGNED TO SEISMIC DESIGN CATEGORY D₀ or D₁

NOMINAL WALL THICKNESS (inches)	MINIMUM SUM OF THE VERTICAL AND HORIZONTAL REINFORCEMENT AREAS^a (square inches per foot)	MINIMUM REINFORCEMENT AS DISTRIBUTED IN BOTH HORIZONTAL AND VERTICAL DIRECTIONS^b (square inches per foot)	MINUMUM BAR SIZE FOR REINFORCEMENT SPACED AT 48 INCHES
6	0.135	0.047	#4
8	0.183	0.064	#5
10	0.231	0.081	#6
12	0.279	0.098	#6

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square inch per foot = 2064 mm²/m.

a. Based on the minimum reinforcing ratio of 0.002 times the gross cross-sectional area of the wall.

b. Based on the minimum reinforcing ratio each direction of 0.0007 times the gross cross-sectional area of the wall.

R606.12.3.2.1 Shear wall reinforcement requirements.
The maximum spacing of vertical and horizontal reinforcement shall be the smaller of onethird the length of the shear wall, one-third the height of the shear wall, or 48 inches (1219 mm). The minimum cross-sectional area of vertical reinforcement shall be one-third of the required shear reinforcement. Shear reinforcement shall be anchored around vertical reinforcing bars with a standard hook. R606.12.3.3 Minimum reinforcement for masonry columns.
Lateral ties in masonry columns shall be spaced not more than 8 inches (203 mm) on center and shall be at least ³/₈-inch (9.5 mm) diameter. Lateral ties shall be embedded in grout. R606.12.3.4 Material restrictions.
Type N mortar or masonry cement shall not be used as part of the lateralforce-resisting system. R606.12.3.5 Lateral tie anchorage.
Standard hooks for lateral tie anchorage shall be either a 135-degree (2.4 rad) standard hook or a 180-degree (3.2 rad) standard hook.

R606.12.4 Seismic Design Category D2

All structures in Seismic Design Category D₂ shall comply with the requirements of Seismic Design Category D₁ and to the additional requirements of this section.

R606.12.4.1 Design of elements not part of the lateral force-resisting system.
Stack bond masonry that is not part of the lateral force-resisting system shall have a horizontal cross-sectional area of reinforcement of at least 0.0015 times the gross cross-sectional area of masonry. Table R606.12.4.1 shows minimum reinforcing bar sizes for masonry walls. The maximum spacing of horizontal reinforcement shall be 24 inches (610 mm). These elements shall be solidly grouted and shall be constructed of hollow open-end units or two wythes of solid units.

TABLE R606.12.4.1
MINIMUM REINFORCING FOR STACKED BONDED
MASONRY WALLS IN SEISMIC DESIGN CATEGORY D₂

NOMINAL WALL THICKNESS (inches)	MINIMUM BAR SIZE SPACED AT 24 INCHES
6	#4
8	#5
10	#5
12	#6

For SI: 1 inch = 25.4 mm.

R606.12.4.2 Design of elements part of the lateral force-resisting system.
Stack bond masonry that is part of the lateral force-resisting system shall have a horizontal cross-sectional area of reinforcement of at least 0.0025 times the gross cross-sectional area of masonry. Table R606.12.4.2 shows minimum reinforcing bar sizes for masonry walls. The maximum spacing of horizontal reinforcement shall be 16 inches (406 mm). These elements shall be solidly grouted and shall be constructed of hollow open-end units or two wythes of solid units.

TABLE R606.12.4.2
MINIMUM REINFORCING FOR STACKED BONDED
MASONRY WALLS IN SEISMIC DESIGN CATEGORY D₂

NOMINAL WALL THICKNESS (inches)	MINIMUM BAR SIZE SPACED AT 16 INCHES
6	#4
8	#5
10	#5
12	#6

For SI: 1 inch = 25.4 mm.

R606.13 Reinforcement

Reinforcing steel shall be a minimum of Grade 60 No. 5 or No. 4 bars and shall be identified in an approved manner.

R606.13.1 Bundling

Bundling shall be permitted when two bars are required at the same location in a wall or in a bond beam.

R606.13.2 Splicing

Splices shall be lap splices. Noncontact lap splices shall be permitted provided reinforcing bars are not spaced farther apart than 5 inches (127 mm). Splice lengths shall be in accordance with Table R606.13.2. and shall be a minimum of 25 inches (635 mm) for No. 5 bars and 20 inches (508 mm) for No. 4 bars.

TABLE 606.13.2
LAP SPLICE LENGTHS

Bar Size (No.)	Lap Length (in.)
3	15
4	20
5	25
6	42
7	59

R606.13.3 Bending

Reinforcement shall be bent in the shop or in the field. All reinforcement shall be bent cold. The diameter of the bend, measured on the inside of the bar, shall not be less than six-bar diameters. Reinforcement partially embedded in concrete shall not be field bent.

Exception: Where bending is necessary to align dowel bars with a vertical cell, bars partially embedded in concrete shall be permitted to be bent at a slope of not more than 1 inch (25.4 mm) of horizontal displacement to 6 inches (152 mm) of vertical bar length.

R606.13.4 Clearance from masonry

Reinforcing bars embedded in grouted masonry cells shall have a minimum clear distance between reinforcing bars and any face of a cell of ¹/₄-inch (6 mm) for fine grout or ¹/₂-inch (13 mm) for coarse grout.

R606.13.5 Cover for reinforcing steel

Reinforcing bars used in masonry walls shall have a masonry cover, including grout, of not less than 2 inches (51 mm) for masonry units with face exposed to earth or weather and 1¹/₂ inch (38 mm) for masonry units not exposed to earth or weather.

R606.13.6 Joint reinforcement embedment

Longitudinal wires of joint reinforcement shall be fully embedded in mortar or grout with a minimum cover of ⁵/₈ inch (15.9 mm) when exposed to earth or weather and ¹/₂ inch (13 mm) when not exposed to earth or weather.

R606.13.7 Cleanout openings

Cleanout openings shall be provided for cells containing spliced reinforcement when the grout pour exceeds 5 feet (1524 mm) in height. Where cleanout openings are required, an opening shall be provided in the bottom course of the masonry cell to be filled. Cleanout openings shall have a minimum opening dimension of 3 inches (914 mm).

R606.13.8 Termination

All vertical wall reinforcement shall be terminated by hooking into a bond beam or footing with a standard hook. Standard hooks shall be formed by bending the vertical wall reinforcement in accordance with Section R606.13.3 or shall be a prefabricated standard hook. Splices to standard hooks shall be lap splices with the minimum extension length beyond the bend for standard hooks of 10 inches (254 mm) for No. 5 bars and 8 inches (203 mm) for No. 4 bars. Hooks at bond beams shall extend to the uppermost horizontal reinforcement of the bond beam and shall be embedded a minimum of 6 inches (152 mm) into the bond beam as detailed in Figure R606.13.9A and Figure R606.13.9B. Where multiple bars are required, a single standard hook shall terminate into the bond beam or footing. In narrow footings where the width is insufficient to accommodate a standard 90-degree hook and provide the concrete cover required by Section 1901.2 of the Florida Building Code, Building, the hook shall be rotated in the horizontal direction until the required concrete cover is achieved.

R606.13.9 Continuity multistory construction

Vertical wall reinforcement in multistory construction shall extend through bond beams and shall be continuous with the vertical wall reinforcement of the wall above or be offset in accordance with Section R606.13.9.1 and Figure R606.13.9B.

Exception: Where more than one bar in the same cell is required for vertical wall reinforcement, only one bar shall be required to be continuous between stories.

FIGURE R606.13.9A
CONTINUITY OF REINFORCEMENT, ONE-STORY MASONRY WALL

FIGURE R606.13.9B
CONTINUITY OF FIRST- AND SECOND-FLOOR VERTICAL WALL REINFORCEMENT

R606.13.9.1 Offset reinforcement

Vertical reinforcement shall be permitted to be offset between floor levels. Reinforcement for the lower story shall be anchored into the upper floor level bond beam and reinforcement for the upper story shall be anchored into the bond beams above and below in accordance with Section R606.13.8 and Figures R606.13.9A and R606.13.9B.

R606.14 Beam supports

Beams, girders or other concentrated loads supported by a wall or column shall have a bearing of at least 3 inches (76 mm) in length measured parallel to the beam upon solid masonry not less than 4 inches (102 mm) in thickness, or upon a metal bearing plate of adequate design and dimensions to distribute the load safely, or upon a continuous reinforced masonry member projecting not less than 4 inches (102 mm) from the face of the wall.

R606.14.1 Joist bearing

Except where supported on a 1-inch by 4-inch (25.4 mm by 102 mm) ribbon strip and nailed to the adjoining stud and as provided in Section R602.3, the ends of each joist shall not have less than 1¹/₂ inches (38 mm) of bearing on wood or metal, or less than 3 inches (76 mm) on masonry.

R606.15 Metal accessories

Joint reinforcement, anchors, ties and wire fabric shall conform to the following: ASTM A 82 for wire anchors and ties; ASTM A 36 for plate, headed and bent-bar anchors; ASTM A 510 for corrugated sheet metal anchors and ties; ASTM A 951 for joint reinforcement; ASTM B 227 for copper-clad steel wire ties; or ASTM A 167 for stainless steel hardware.

R606.15.1 Corrosion protection

Minimum corrosion protection of joint reinforcement, anchor ties and wire fabric for use in masonry wall construction shall conform to Table R606.15.1.

TABLE R606.15.1
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

R606.16 Masonry opening tolerances

Masonry rough openings may vary in the cross section dimension or elevation dimension specified on the approved plans from - ¹/₄ inches (6.4 mm) to + ¹/₂ inches (12.7 mm). For exterior window and door installation provisions, see Sections R612.3 and R612.10.

Section R607 Unit Masonry

R607.1 Mortar

Mortar for use in masonry construction shall be either Type M or S with a f'_m of 1500- psi in accordance with ASTM C 270 and shall meet the proportion specifications of Table R607.1 or the property specifications of ASTM C 270.

TABLE R607.1
MORTAR PROPORTIONS^{a, b}

PROPORTIONS BY VOLUME (cementitious materials)
MORTAR	TYPE	Portland cement or blended cement	Mortar cement		Masonry cement		Hydrated lime^c or lime putty	Aggregate ratio (measured in damp, loose conditions)
MORTAR	TYPE		M	S	M	S	Hydrated lime^c or lime putty	Aggregate ratio (measured in damp, loose conditions)
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 ¹/₂ to ¹/₄
							over 1¹/₄ to 2¹/₂
Mortar cement	M	1	—	—	—	—	—
	M	—	1	—	—	—
	S	¹/₂	—	—	—	—
	S	—	—	1	—	—
Masonry cement	M	1			—	—	—
	M	—			1	—
	S	¹/₂			—	—
	S	—			—	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.

R607.1.1 Foundation walls

Masonry foundation walls constructed as set forth in Tables R404.1.1(1) through R404.1.1(4) and mortar shall be Type M or S.

R607.1.2 Masonry in Seismic Design Categories A, B and C

Mortar for masonry serving as the lateral-forceresisting system in Seismic Design Categories A, B and C shall be Type M, S or N mortar.

R607.1.3 Masonry in Seismic Design Categories D0, D1 and D2

Mortar for masonry serving as the lateral-forceresisting system in Seismic Design Categories D₀, D₁ and D₂ shall be Type M or S portland cement-lime or mortar cement mortar.

R607.2 Placing mortar and masonry units

R607.2.1 Bed and head joints

Unless otherwise required or indicated on the project drawings, head and bed joints shall be ³/₈ inch (10 mm) thick, except that the thickness of the bed joint of the starting course placed over foundations shall not be less than ¹/₄ inch (7 mm) and not more than ³/₄ inch (19 mm).

R607.2.1.1 Mortar joint thickness tolerance.
Mortar joint thickness for load-bearing masonry shall be within the following tolerances from the specified dimensions:

1. Bed joint: + ¹/₈ inch (3 mm).

2. Head joint: - ¹/₄ inch (7 mm), + ³/₈ inch (10 mm).

3. Collar joints: - ¹/₄ inch (7 mm), + ³/₈ inch (10 mm).

R607.2.2 Masonry unit placement

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.

R607.2.2.1 Solid masonry.
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. R607.2.2.2 Hollow masonry.
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.

R607.3 Installation of wall ties

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 a minimum of 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 at least 1¹/₂ inches (38 mm).

4. For hollow masonry units in other than anchored masonry veneer, wall ties shall engage outer face shells by at least ¹/₂ inch (13 mm).

Section R608 Multiple-Wythe Masonry

R608.1 General

The facing and backing of multiple-wythe masonry walls shall be bonded in accordance with Section R608.1.1, R608.1.2 or R608.1.3. In cavity walls, neither the facing nor the backing shall be less than 3 inches (76 mm) nominal in thickness and the cavity shall not be more than 4 inches (102 mm) nominal in width. The backing shall be at least as thick as the facing.

Exception: Cavities shall be permitted to exceed the 4-inch (102 mm) nominal dimension provided tie size and tie spacing have been established by calculation.

R608.1.1 Bonding with masonry headers

Bonding with solid or hollow masonry headers shall comply with Sections R608.1.1.1 and R608.1.1.2.

R608.1.1.1 Solid units.
Where the facing and backing (adjacent wythes) of solid masonry construction are bonded by means of masonry headers, no less than 4 percent of the wall surface of each face shall be composed of headers extending not less than 3 inches (76 mm) into the backing. The distance between adjacent full-length headers shall not exceed 24 inches (610 mm) either vertically or horizontally. In walls in which a single header does not extend through the wall, headers from the opposite sides shall overlap at least 3 inches (76 mm), or headers from opposite sides shall be covered with another header course overlapping the header below at least 3 inches (76 mm). R608.1.1.2 Hollow units.
Where two or more hollow units are used to make up the thickness of a wall, the stretcher courses shall be bonded at vertical intervals not exceeding 34 inches (864 mm) by lapping at least 3 inches (76 mm) over the unit below, or by lapping at vertical intervals not exceeding 17 inches (432 mm) with units that are at least 50 percent thicker than the units below.

R608.1.2 Bonding with wall ties or joint reinforcement

Bonding with wall ties or joint reinforcement shall comply with Sections R608.1.2.1 through R608.1.2.3.

R608.1.2.1 Bonding with wall ties.
Bonding with wall ties, except as required by Section R610, where the facing and backing (adjacent wythes) of masonry walls are bonded with ³/₁₆-inch-diameter (5 mm) wall ties embedded in the horizontal mortar joints, there shall be at least one metal tie for each 4.5 square feet (0.418 m²) of wall area. Ties in alternate courses shall be staggered. The maximum vertical distance between ties shall not exceed 24 inches (610 mm), and the maximum horizontal distance shall not exceed 36 inches (914 mm). Rods or ties bent to rectangular shape shall be used with hollow masonry units laid with the cells vertical. In other walls, the ends of ties shall be bent to 90-degree (0.79 rad) angles to provide hooks no less than 2 inches (51 mm) long. Additional bonding ties shall be provided at all openings, spaced not more than 3 feet (914 mm) apart around the perimeter and within 12 inches (305 mm) of the opening. R608.1.2.2 Bonding with adjustable wall ties.
Where the facing and backing (adjacent wythes) of masonry are bonded with adjustable wall ties, there shall be at least one tie for each 2.67 square feet (0.248 m²) of wall area. Neither the vertical nor the horizontal spacing of the adjustable wall ties shall exceed 24 inches (610 mm). The maximum vertical offset of bed joints from one wythe to the other shall be 1.25 inches (32 mm). The maximum clearance between connecting parts of the ties shall be ¹/₁₆ inch (2 mm). When pintle legs are used, ties shall have at least two ³/₁₆-inch-diameter (5 mm) legs. R608.1.2.3 Bonding with prefabricated joint reinforcement.
Where the facing and backing (adjacent wythes) of masonry are bonded with prefabricated joint reinforcement, there shall be at least one cross wire serving as a tie for each 2.67 square feet (0.248 m²) of wall area. The vertical spacing of the joint reinforcement shall not exceed 16 inches (406 mm). Cross wires on prefabricated joint reinforcement shall not be smaller than No. 9 gage. The longitudinal wires shall be embedded in the mortar.

R608.1.3 Bonding with natural or cast stone

Bonding with natural and cast stone shall conform to Sections R608.1.3.1 and R608.1.3.2.

R608.1.3.1 Ashlar masonry.
In ashlar masonry, bonder units, uniformly distributed, shall be provided to the extent of not less than 10 percent of the wall area. Such bonder units shall extend not less than 4 inches (102 mm) into the backing wall. R608.1.3.2 Rubble stone masonry.
Rubble stone masonry 24 inches (610 mm) or less in thickness shall have bonder units with a maximum spacing of 3 feet (914 mm) vertically and 3 feet (914 mm) horizontally, and if the masonry is of greater thickness than 24 inches (610 mm), shall have one bonder unit for each 6 square feet (0.557 m²) of wall surface on both sides.

R608.2 Masonry bonding pattern

Masonry laid in running and stack bond shall conform to Sections R608.2.1 and R608.2.2.

R608.2.1 Masonry laid in running bond

In each wythe of masonry laid in running bond, head joints in successive courses shall be offset by not less than one-fourth the unit length, or the masonry walls shall be reinforced longitudinally as required in Section R608.2.2.

R608.2.2 Masonry laid in stack bond

Where unit masonry is laid with less head joint offset than in Section R608.2.1, the minimum area of horizontal reinforcement placed in mortar bed joints or in bond beams spaced not more than 48 inches (1219 mm) apart, shall be 0.0007 times the vertical cross-sectional area of the wall.

Section R609 Grouted Masonry

R609.1 General

Grouted multiple-wythe masonry is a form of construction in which the space between the wythes is solidly filled with grout. It is not necessary for the cores of masonry units to be filled with grout. Grouted hollow unit masonry is a form of construction in which certain cells of hollow units are continuously filled with grout.

R609.1.1 Grout

Grout shall consist of cementitious material and aggregate in accordance with ASTM C 476 and the proportion specifications of Table R609.1.1. Type M or Type S mortar to which sufficient water has been added to produce pouring consistency can be used as grout.

TABLE R609.1.1
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
TYPE	PORTLAND CEMENT OR BLENDED CEMENT SLAG CEMENT	HYDRATED LIME OR LIME PUTTY	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 vol- umes of the cementitious materials

R609.1.2 Grout lift height

Where the following conditions are met, place grout in lifts not exceeding 12 feet 8 inches (3.86 m).

1. The masonry has cured for at least 4 hours.

2. The grout slump is maintained between 10 and 11 inches. (254 and 279 mm).

3. No intermediate reinforced bond beams are placed between the top and the bottom of the pour height.

Otherwise, place grout in lifts not exceeding 5 feet (1.52 m). If grouting is stopped for one hour or longer, the horizontal construction joints shall be formed by stopping all tiers at the same elevation and with the grout 1 inch (25.4 mm) below the top.

Table R609.1.2 Grout Space Dimensions And Pour Heights.
Reserved.

R609.1.3 Grout space (cleaning)

Provision shall be made for cleaning grout space. Mortar projections that project more than ¹/₂ inch (13 mm) into grout space and any other foreign matter shall be removed from grout space prior to inspection and grouting.

R609.1.4 Grout placement

All cells containing reinforcement or anchor bolts shall be grouted solid. Grout shall be a plastic mix suitable for pumping without segregation of the constituents and shall be mixed thoroughly. Grout shall have a maximum coarse aggregate size of ³/₈inch (9.5 mm), shall be placed at an 8 to 11-inch (205 mm to 279 mm) slump, and shall have a minimum specified compressive strength of 2000 psi at 28 days in accordance with ASTM C 476, or when tested in an approved manner. Grout shall be placed by pumping or by an approved alternate method and shall be placed before any initial set occurs and in no case more than 1¹/₂ hours after water has been added. Grouting shall be done in a continuous pour in lifts, in accordance with Section 609.1.2. Grout shall be consolidated at the time of placement in accordance with the following:

1. Consolidate grout pours 12 inches (305 mm) or less in height by mechanical vibration or by puddling.

2. Consolidate pours exceeding 12 inches (305 mm) in height by mechanical vibration, and reconsolidate by mechanical vibration after initial water loss and settlement has occurred.

R609.1.4.1 Grout pumped through aluminum pipes.
Grout shall not be pumped through aluminum pipes.

R609.1.5 Cleanouts

Cleanouts shall be provided at the bottom course at each pour of grout where such pour exceeds 5 feet (1524 mm) in height and where required by the building official. Cleanouts shall be provided with an opening of sufficient size to permit removal of debris. The minimum opening dimension shall be 3 inches (76 mm). The cleanouts shall be sealed before grouting and after inspection.

R609.1.5.1 Grouted multiple-wythe masonry.
Cleanouts shall be provided at the bottom course of the exterior wythe at each pour of grout where such pour exceeds 5 feet (1524 mm) in height. R609.1.5.2 Grouted hollow unit masonry.
Reserved.

R609.2 Bond beams

A reinforced bond beam shall be provided in masonry walls at the top of the wall and at each floor level of each exterior wall. Masonry walls not extending to the roof line shall have a bond beam at the top of the wall.

Exceptions:

1. A bond beam is not required at the floor level for slab-on-ground floors.

2. Gable endwalls shall be in conformance with Section R609.4.

R609.2.1 Bond beam types

Bond beams shall be one of the following:

1. 8 inches thick × 8 inches high masonry.

8 inches thick × 12 inches high masonry.

8 inches thick × 16 inches high masonry.

8 inches thick × 24 inches high masonry.

8 inchesthick × 32 inches high masonry.

2. Precast units certified by the manufacturer for the uplift loads as set forth in the standard used for design of the building as specified in Section R301.2.1.1. Precast units shall be installed in accordance with the manufacturer’s specifications, and approved by the building official.

R609.2.2 Bond beam reinforcement

The minimum reinforcement for bond beam roof diaphragm chord tension reinforcement steel shall be as set forth in Tables R609.2.2A-1 through R609.2.2A-4 for the appropriate grade of steel and exposure category. The minimum reinforcement for bond beam uplift resisting reinforcement steel shall be as set forth in Tables R609.2.2B-1 through R609.2.2B-8 for the loads set forth in the standard used for design of the building as specified in Section R301.2.1.1. The total minimum area of bond beam reinforcement shall be the sum of the required area of the diaphragm chord tension steel and the required area of bond beam uplift steel. Bond beam area shall be converted to bar size in accordance with Table R609.2.2C.

TABLE R609.2.2A-1 GRADE 60 EXPOSURE B
ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREA, IN²

V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	BUILDING WIDTH	WALL HEIGHT	BUILDING LENGTH
V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	BUILDING WIDTH	WALL HEIGHT	40	50	60	70	80
100	24	10	0.037	0.052	0.069	0.088	0.110
	24	8	0.030	0.042	0.055	0.071	0.088
	32	10	0.029	0.040	0.053	0.067	0.084
	32	8	0.023	0.032	0.042	0.054	0.067
	40	10	0.026	0.036	0.047	0.059	0.073
	40	8	0.021	0.029	0.037	0.047	0.058
110	24	10	0,045	0.063	0.084	0.107	0.133
	24	8	0.036	0.050	0.067	0.086	0.107
	32	10	0.035	0.048	0.064	0.082	0.101
	32	8	0.028	0.039	0.051	0.065	0.081
	40	10	0.032	0.043	0.057	0.072	0.088
	40	8	0.025	0.035	0.045	0.057	0.070
120	24	10	0.054	0.075	0.099	0.127	0.158
	24	8	0.043	0.060	0.080	0.102	0.127
	32	10	0.041	0.058	0.076	0.097	0.121
	32	8	0.033	0.046	0.061	0.078	0.097
	40	10	0.038	0.052	0.067	0.085	0.105
	40	8	0.030	0.041	0.054	0.068	0.084
130	24	10	0.063	0.088	0.117	0.149	0.186
	24	8	0.050	0.070	0.093	0.120	0.149
	32	10	0.049	0.068	0.089	0.114	0.142
	32	8	0.039	0.054	0.071	0.091	0.113
	40	10	0.044	0.061	0.079	0.100	0.123
	40	8	0.035	0.048	0.063	0.080	0.098
140	24	10	0.073	0.102	0.135	0.173	0.216
	24	8	0.058	0.082	0.108	0.139	0.173
	32	10	0.056	0.078	0.104	0.132	0.164
	32	8	0.045	0.063	0.083	0.106	0.131
	40	10	0.051	0.070	0.092	0.116	0.143
	40	8	0.041	0.056	0.073	0.093	0.114
150	24	10	0.084	0.117	0.155	0.199	0.248
	24	8	0.067	0.094	0.124	0.159	0.198
	32	10	0.065	0.090	0.119	0.152	0.189
	32	8	0.052	0.072	0.095	0.121	0.151
	40	10	0.059	0.081	0.105	0.133	0.164
	40	8	0.047	0.064	0.084	0.106	0.131

Notes:

1. Diaphragm chord tension steel area shall be added to bond beam uplift steel area for total required bond beam area of steel. Select appropriate bar size and number of bars from Table R609.2.2C.

2. The tabular value for diaphragm chord tension steel area shall be permitted to be multiplied by a factor of 0.65 for bond beam spans located in the end zone.

TABLE R609.2.2A-2 GRADE 60 ROOF EXPOSURE C
ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREA, IN²

V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	BUILDING WIDTH	WALL HEIGHT	BUILDING LENGTH
V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	BUILDING WIDTH	WALL HEIGHT	40	50	60	70	80
100	24	10	0.052	0.073	0.097	0.124	0.154
	24	8	0.042	0.058	0.077	0.099	0.123
	32	10	0.040	0.056	0.074	0.095	0.118
	32	8	0.032	0.045	0.059	0.076	0.094
	40	10	0.037	0.050	0.066	0.083	0.102
	40	8	0.029	0.040	0.052	0.066	0.082
110	24	10	0.063	0.088	0.117	0.150	0.187
	24	8	0.051	0.071	0.094	0.120	0.149
	32	10	0.049	0.068	0.090	0.114	0.142
	32	8	0.039	0.054	0.072	0.092	0.114
	40	10	0.044	0.061	0.079	0.100	0.124
	40	8	0.035	0.049	0.063	0.080	0.099
120	24	10	0.075	0.105	0.139	0.178	0.222
	24	8	0.060	0.084	0.112	0.143	0.178
	32	10	0.058	0.081	0.107	0.136	0.169
	32	8	0.046	0.065	0.085	0.109	0.135
	40	10	0.053	0.072	0.094	0.119	0.147
	40	8	0.042	0.058	0.076	0.095	0.118
130	24	10	0.088	0.123	0.164	0.209	0.261
	24	8	0.071	0.099	0.131	0.168	0.209
	32	10	0.068	0.095	0.125	0.160	0.199
	32	8	0.055	0.076	0.100	0.128	0.159
	40	10	0.062	0.085	0.111	0.140	0.173
	40	8	0.050	0.068	0.089	0.112	0.138
140	24	10	0.102	0.143	0.190	0.243	0.302
	24	8	0.082	0.114	0.152	0.194	0.242
	32	10	0.079	0.110	0.145	0.185	0.230
	32	8	0.063	0.088	0.116	0.148	0.184
	40	10	0.072	0.098	0.129	0.162	0.200
	40	8	0.057	0.079	0.103	0.130	0.160
150	24	10	0.118	0.164	0.218	0.279	0.347
	24	8	0.094	0.131	0.174	0.223	0.278
	32	10	0.091	0.126	0.167	0.213	0.264
	32	8	0.073	0.101	0.133	0.170	0.212
	40	10	0.082	0.113	0.148	0.187	0.230
	40	8	0.066	0.090	0.118	0.149	0.184

Notes:

1. Diaphragm chord tension steel area shall be added to bond beam uplift steel area for total required bond beam area of steel. Select appropriate bar size and number of bars from Table R609.2.2C.

2. The tabular value for diaphragm chord tension steel area shall be permitted to be multiplied by a factor of 0.65 for bond beam spans located in the end zone.

TABLE R609.2.2A-3 GRADE 40 EXPOSURE B
ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREA, IN²

V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	BUILDING WIDTH	WALL HEIGHT	BUILDING LENGTH
V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	BUILDING WIDTH	WALL HEIGHT	40	50	60	70	80
100	24	10	0.056	0.078	0.104	0.133	0.165
	24	8	0.045	0.062	0.083	0.106	0.132
	32	10	0.043	0.060	0.079	0.101	0.126
	32	8	0.035	0.048	0.063	0.081	0.101
	40	10	0.039	0.054	0.070	0.089	0.109
	40	8	0.031	0.043	0.056	0.071	0.087
110	24	10	0.068	0.094	0.125	0.160	0.200
	24	8	0.054	0.076	0.100	0.128	0.160
	32	10	0.052	0.073	0.096	0.122	0.152
	32	8	0.042	0.058	0.077	0.098	0.122
	40	10	0.047	0.065	0.085	0.107	0.132
	40	8	0.038	0.052	0.068	0.086	0.106
120	24	10	0.081	0.112	0.149	0.191	0.238
	24	8	0.064	0.090	0.119	0.153	0.190
	32	10	0.062	0.086	0.114	0.146	0.181
	32	8	0.050	0.069	0.091	0.117	0.145
	40	10	0.056	0.077	0.101	0.128	0.157
	40	8	0.045	0.062	0.081	0.102	0.126
130	24	10	0.095	0.132	0.175	0.224	0.279
	24	8	0.076	0.106	0.140	0.179	0.223
	32	10	0.073	0.101	0.134	0.171	0.212
	32	8	0.058	0.081	0.107	0.137	0.170
	40	10	0.066	0.091	0.119	0.150	0.185
	40	8	0.053	0.073	0.095	0.120	0.148
140	24	10	0.110	0.153	0.203	0.260	0.324
	24	8	0.088	0.122	0.162	0.208	0.259
	32	10	0.085	0.117	0.155	0.198	0.246
	32	8	0.068	0.094	0.124	0.159	0.197
	40	10	0.077	0.105	0.138	0.174	0.214
	40	8	0.062	0.084	0.110	0.139	0.171
150	24	10	0.126	0.176	0.233	0.298	0.371
	24	8	0.101	0.140	0.186	0.239	0.297
	32	10	0.097	0.135	0.178	0.228	0.283
	32	8	0.078	0.108	0.143	0.182	0.226
	40	10	0.088	0.121	0.158	0.200	0.246
	40	8	0.071	0.097	0.126	0.160	0.197

Notes:

1. Diaphragm chord tension steel area shall be added to bond beam uplift steel area for total required bond beam area of steel. Select appropriate bar size and number of bars from Table R609.2.2C.

2. The tabular value for diaphragm chord tension steel area shall be permitted to be multiplied by a factor of 0.65 for bond beam spans located in the end zone.

TABLE R609.2.2A-4 GRADE 40 EXPOSURE C
ROOF DIAPHRAGM CHORD TENSION BOND BEAM STEEL AREA, IN²

V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	BUILDING WIDTH	WALL HEIGHT	BUILDING LENGTH
	BUILDING WIDTH	WALL HEIGHT	40	50	60	70	80
100	24	10	0.078	0.109	0.145	0.186	0.231
	24	8	0.063	0.088	0.116	0.149	0.185
	32	10	0.060	0.084	0.111	0.142	0.176
	32	8	0.048	0.067	0.089	0.114	0.141
	40	10	0.055	0.075	0.098	0.124	0.153
	40	8	0.044	0.060	0.079	0.099	0.123
110	24	10	0.095	0.132	0.176	0.225	0.280
	24	8	0.076	0.106	0.141	0.180	0.224
	32	10	0.073	0.102	0.135	0.172	0.213
	32	8	0.059	0.081	0.108	0.137	0.171
	40	10	0.067	0.091	0.119	0.150	0.185
	40	8	0.053	0.073	0.095	0.120	0.148
120	24	10	0.113	0.158	0.209	0.268	0.333
	24	8	0.090	0.126	0.167	0.214	0.267
	32	10	0.087	0.121	0.160	0.204	0.254
	32	8	0.070	0.097	0.128	0.163	0.203
	40	10	0.079	0.108	0.142	0.179	0.221
	40	8	0.063	0.087	0.113	0.143	0.176
130	24	10	0.133	0.185	0.245	0.314	0.391
	24	8	0.1066	0.148	0.196	0.251	0.313
	32	10	0.102	0.142	0.188	0.240	0.298
	32	8	0.082	0.114	0.150	0.192	0.238
	40	10	0.093	0.127	0.166	0.210	0.259
	40	8	0.074	0.102	0.133	0.168	0.207
140	24	10	0.154	0.214	0.285	0.364	0.454
	24	8	0.123	0.172	0.288	0.291	0.363
	32	10	0.119	0.165	0.218	0.278	0.345
	32	8	0.095	0.132	0.174	0.223	0.276
	40	10	0.108	0.148	0.193	0.244	0.300
	40	8	0.086	0.118	0.154	0.195	0.240
150	24	10	0.176	0.246	0.327	0.418	0.521
	24	8	0.141	0.197	0.261	0.335	0.417
	32	10	0.136	0.189	0.250	0.319	0.397
	32	8	0.109	0.151	0.200	0.255	0.317
	40	10	0.124	0.169	0.221	0.280	0.345
	40	8	0.099	0.136	0.177	0.224	0.276

Notes:

1. Diaphragm chord tension steel area shall be added to bond beam uplift steel area for total required bond beam area of steel. Select appropriate bar size and number of bars from Table R609.2.2C.

2. The tabular value for diaphragm chord tension steel area shall be permitted to be multiplied by a factor of 0.65 for bond beam spans located in the end zone.

TABLE R609.2.2B-1 GRADE 60
AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDING, IN²

UPLIFT, plf (ALLOWABLE STRESS DESIGN)	8 IN. BOND BEAM/LINTEL SPAN, FT.
UPLIFT, plf (ALLOWABLE STRESS DESIGN)	4	6	8	10	12	14	16	18
50	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
100	0.009	0.021	0.038	0.060	0.088	0.123	NP	NP
150	0.016	0.037	0.067	0.107	0.159	NP	NP	NP
200	0.023	0.053	0.096	0.157	NP	NP	NP	NP
250	0.030	0.069	0.127	0.211	NP	NP	NP	NP
300	0.037	0.086	0.160	0.270	NP	NP	NP	NP
350	0.044	0.103	0.194	NP	NP	NP	NP	NP
400	0.051	0.120	0.230	NP	NP	NP	NP	NP
450	0.058	0.138	0.269	NP	NP	NP	NP	NP
500	0.065	0.156	NP	NP	NP	NP	NP	NP
550	0.073	0.175	NP	NP	NP	NP	NP	NP
600	0.080	0.195	NP	NP	NP	NP	NP	NP
650	0.088	0.215	NP	NP	NP	NP	NP	NP
700	0.095	0.235	NP	NP	NP	NP	NP	NP
750	0.103	0.257	NP	NP	NP	NP	NP	NP
800	0.110	0.280	NP	NP	NP	NP	NP	NP
850	0.118	NP	NP	NP	NP	NP	NP	NP
900	0.126	NP	NP	NP	NP	NP	NP	NP
950	0.134	NP	NP	NP	NP	NP	NP	NP
1000	0.142	NP	NP	NP	NP	NP	NP	NP
1050	0.150	NP	NP	NP	NP	NP	NP	NP
1100	0.158	NP	NP	NP	NP	NP	NP	NP

Notes:

1. When reinforcement required is 0.00, only diaphragm chord tension reinforcement is required.

2. Diaphragm chord tension steel area shall be added to bond beam uplift steel area for total required bond beam area of steel. Select appropriate bar size and number of bars from Table R609.2.2C.

TABLE R609.2.2B-2 GRADE 60
AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDING, IN²

UPLIFT, plf (ALLOWABLE STRESS DESIGN)	16 IN. BOND BEAM/LINTEL SPAN, FT.
	4	6	8	10	12	14	16	18
50	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
100	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
150	0.005	0.010	0.019	0.029	0.042	0.058	0.076	0.097
200	0.007	0.017	0.030	0.046	0.067	0.092	0.121	0.154
250	0.010	0.023	0.040	0.063	0.092	0.126	0.167	0.214
300	0.013	0.029	0.051	0.081	0.117	0.162	0.214	0.275
350	0.015	0.035	0.062	0.098	0.143	0.197	0.262	NP
400	0.018	0.041	0.073	0.116	0.169	0.234	0.312	NP
450	0.021	0.047	0.084	0.134	0.195	0.271	NP	NP
500	0.023	0.053	0.096	0.152	0.222	0.309	NP	NP
550	0.026	0.059	0.107	0.170	0.249	0.348	NP	NP
600	0.029	0.066	0.118	0.188	0.277	0.388	NP	NP
650	0.032	0.072	0.130	0.206	0.305	0.429	NP	NP
700	0.034	0.078	0.141	0.225	0.334	NP	NP	NP
750	0.037	0.084	0.152	0.244	0.363	NP	NP	NP
800	0.040	0.091	0.164	0.263	0.392	NP	NP	NP
850	0.042	0.097	0.176	0.282	0.422	NP	NP	NP
900	0.045	0.103	0.187	0.302	0.453	NP	NP	NP
950	0.048	0.110	0.199	0.321	NP	NP	NP	NP
1000	0.051	0.116	0.211	0.341	NP	NP	NP	NP
1050	0.053	0.122	0.223	0.362	NP	NP	NP	NP
1100	0.056	0.129	0.235	0.382	NP	NP	NP	NP

Notes:

1. When reinforcement required is 0.00, only diaphragm chord tension reinforcement is required.

2. Diaphragm chord tension steel area shall be added to bond beam uplift steel area for total required bond beam area of steel. Select appropriate bar size and number of bars from Table R609.2.2C.

TABLE R609.2.2B-3 GRADE 60
AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDING, IN²

UPLIFT, plf (ALLOWABLE STRESS DESIGN)	24 IN. BOND BEAM/LINTEL SPAN, FT.
	4	6	8	10	12	14	16	18
50	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
100	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
150	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
200	0.004	0.008	0.014	0.022	0.032	0.043	0.057	0.072
250	0.005	0.012	0.021	0.032	0.047	0.064	0.084	0.106
300	0.007	0.015	0.027	0.043	0.062	0.085	0.1111	0.142
350	0.009	0.019	0.034	0.054	0.077	0.106	0.139	0.177
400	0.010	0.023	0.041	0.064	0.093	0.127	0.167	0.213
450	0.012	0.027	0.048	0.075	0.108	0.148	0.195	0.249
500	0.014	0.031	0.054	0.086	0.124	0.170	0.224	0.286
550	0.015	0.034	0.061	0.096	0.140	0.192	0.253	0.323
600	0.017	0.038	0.068	0.107	0.155	0.213	0.282	0.361
650	0.019	0.042	0.075	0.118	0.171	0.235	0.311	0.399
700	0.020	0.046	0.082	0.129	0.187	0.257	0.341	0.438
750	0.022	0.050	0.089	0.140	0.203	0.280	0.371	0.477
800	0.024	0.053	0.095	0.150	0.219	0.302	0.401	0.517
850	0.025	0.057	0.102	0.161	0.235	0.325	0.423	0.558
900	0.027	0.061	0.109	0.172	0.251	0.347	0.462	NP
950	0.029	0.065	0.116	0.183	0.268	0.370	0.494	NP
1000	0.030	0.069	0.123	0.194	0.284	0.394	0.525	NP
1050	0.032	0.072	0.130	0.206	0.301	0.417	0.557	NP
1100	0.034	0.076	0.137	0.217	0.317	0.440	NP	NP

Notes:

1. When reinforcement required is 0.00, only diaphragm chord tension reinforcement is required.

2. Diaphragm chord tension steel area shall be added to bond beam uplift steel area for total required bond beam area of steel. Select appropriate bar size and number of bars from Table R609.2.2C.

TABLE R609.2.2B-4 GRADE 60
AREA OF STEEL REQUIRED IN BOND BEAM FOR UPLIFT BENDING, IN²

UPLIFT, plf (ALLOWABLE STRESS DESIGN)	32 IN. BOND BEAM/LINTEL SPAN, FT.
UPLIFT, plf (ALLOWABLE STRESS DESIGN)	4	6	8	10	12	14	16	18
50	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
100	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
150	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
200	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
250	0.003	0.007	0.012	0.019	0.027	0.037	0.048	0.061
300	0.004	0.009	0.017	0.026	0.038	0.052	0.068	0.086
350	0.005	0.012	0.022	0.034	0.049	0.067	0.087	0.111
400	0.007	0.015	0.027	0.042	0.060	0.082	0.107	0.136
450	0.008	0.018	0.031	0.049	0.071	0.097	0.127	0.161
500	0.009	0.020	0.036	0.057	0.082	0.112	0.147	0.187
550	0.010	0.023	0.041	0.065	0.093	0.127	0.167	0.213
600	0.011	0.026	0.046	0.072	0.104	0.143	0.187	0.239
650	0.013	0.029	0.051	0.080	0.116	0.158	0.208	0.265
700	0.014	0.031	0.056	0.088	0.127	0.174	0.288	0.291
750	0.015	0.034	0.061	0.095	0.138	0.189	0.249	0.317
800	0.016	0.037	0.066	0.103	0.149	0.205	0.269	0.344
850	0.018	0.040	0.071	0.111	0.161	0.220	0.290	0.370
900	0.019	0.042	0.076	0.119	0.172	0.236	0.311	0.397
950	0.020	0.045	0.081	0.127	0.183	0.252	0.332	0.424
1000	0.021	0.048	0.085	0.134	0.195	0.267	0.353	0.451
1050	0.022	0.051	0.090	0.142	0.206	0.283	0.374	0.479
1100	0.024	0.053	0.095	0.150	0.218	0.299	0.395	0.506

Notes:

1. When reinforcement required is 0.00, only diaphragm chord tension reinforcement is required.

2. Diaphragm chord tension steel area shall be added to bond beam uplift steel area for total required bond beam area of steel. Select appropriate bar size and number of bars from Table R609.2.2C.

TABLE R609.2.2B-5 GRADE 40
AREA BOND BEAM/LINTEL UPLIFT STEEL DESIGN

UPLIFT, plf (ALLOWABLE STRESS DESIGN)	8 IN. BOND BEAM/LINTEL SPAN, FT.
UPLIFT, plf (ALLOWABLE STRESS DESIGN)	4	6	8	10	12	14	16	18
50	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
100	0.014	0.032	0.057	0.090	0.132	0.184	NP	NP
150	0.024	0.055	0.100	0.160	0.239	NP	NP	NP
200	0.034	0.079	0.144	0.235	NP	NP	NP	NP
250	0.045	0.103	0.191	NP	NP	NP	NP	NP
300	0.055	0.128	0.240	NP	NP	NP	NP	NP
350	0.066	0.154	NP	NP	NP	NP	NP	NP
400	0.076	0.180	NP	NP	NP	NP	NP	NP
450	0.087	0.207	NP	NP	NP	NP	NP	NP
500	0.098	0.234	NP	NP	NP	NP	NP	NP
550	0.109	0.263	NP	NP	NP	NP	NP	NP
600	0.120	NP	NP	NP	NP	NP	NP	NP
650	0.131	NP	NP	NP	NP	NP	NP	NP
700	0.143	NP	NP	NP	NP	NP	NP	NP
750	0.154	NP	NP	NP	NP	NP	NP	NP
800	0.166	NP	NP	NP	NP	NP	NP	NP
850	0.177	NP	NP	NP	NP	NP	NP	NP
900	0.189	NP	NP	NP	NP	NP	NP	NP
950	0.201	NP	NP	NP	NP	NP	NP	NP
1000	0.213	NP	NP	NP	NP	NP	NP	NP
1050	0.225	NP	NP	NP	NP	NP	NP	NP
1100	0.238	NP	NP	NP	NP	NP	NP	NP

Notes:

1. When reinforcement required is 0.00, only diaphragm chord tension reinforcement is required.

2. Diaphragm chord tension steel area shall be added to bond beam uplift steel area for total required bond beam area of steel. Select appropriate bar size and number of bars from Table R609.2.2C

TABLE R609.2.2B-6 GRADE 40 AREA BOND BEAM/LINTEL UPLIFT STEEL DESIGN

UPLIFT, plf (ALLOWABLE STRESS DESIGN)	16 IN. BOND BEAM/LINTEL SPAN, FT.
UPLIFT, plf (ALLOWABLE STRESS DESIGN)	4	6	8	10	12	14	16	18
50	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
100	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
150	0.007	0.016	0.028	0.044	0.063	0.087	0.114	0.145
200	0.011	0.025	0.044	0.069	0.101	0.138	0.181	0.231
250	0.015	0.034	0.061	0.095	0.138	0.190	0.250	0.320
300	0.019	0.043	0.077	0.121	0.176	0.242	0.321	0.413
350	0.023	0.052	0.093	0.147	0.215	0.296	0.393	NP
400	0.027	0.061	0.110	0.174	0.254	0.351	0.468	NP
450	0.031	0.071	0.127	0.200	0.293	0.407	NP	NP
500	0.035	0.080	0.143	0.227	0.333	0.464	NP	NP
550	0.039	0.089	0.160	0.254	0.374	0.523	NP	NP
600	0.043	0.098	0.177	0.282	0.415	0.583	NP	NP
650	0.047	0.108	0.194	0.310	0.458	0.644	NP	NP
700	0.051	0.117	0.211	0.338	0.500	NP	NP	NP
750	0.056	0.126	0.229	0.366	0.544	NP	NP	NP
800	0.060	0.136	0.246	0.394	0.588	NP	NP	NP
850	0.064	0.145	0.264	0.423	0.633	NP	NP	NP
900	0.068	0.155	0.281	0.453	0.679	NP	NP	NP
950	0.072	0.164	0.299	0.482	NP	NP	NP	NP
1000	0.076	0.174	0.317	0.512	NP	NP	NP	NP
1050	0.080	0.183	0.335	0.542	NP	NP	NP	NP
1100	0.084	0.193	0.353	0.573	NP	NP	NP	NP

Notes:

1. When reinforcement required is 0.00, only diaphragm chord tension reinforcement is required.

2. Diaphragm chord tension steel area shall be added to bond beam uplift steel area for total required bond beam area of steel. Select appropriate bar size and number of bars from Table R609.2.2C.

TABLE R609.2.2B-7 GRADE 40
AREA BOND BEAM/LINTEL UPLIFT STEEL DESIGN

UPLIFT, plf (ALLOWABLE STRESS DESIGN)	24 IN. BOND BEAM/LINTEL SPAN, FT.
UPLIFT, plf (ALLOWABLE STRESS DESIGN)	4	6	8	10	12	14	16	18
50	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
100	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
150	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
200	0.005	0.012	0.021	0.033	0.048	0.065	0.085	0.108
250	0.008	0.017	0.031	0.049	0.070	0.096	0.126	0.160
300	0.010	0.023	0.041	0.065	0.093	0.127	0.167	0.212
350	0.013	0.029	0.051	0.080	0.116	0.159	0.209	0.266
400	0.015	0.034	0.061	0.096	0.139	0.191	0.251	0.319
450	0.018	0.040	0.072	0.112	0.163	0.223	0.293	0.374
500	0.020	0.046	0.082	0.128	0.186	0.255	0.336	0.429
550	0.023	0.051	0.092	0.144	0.209	0.287	0.379	0.485
600	0.025	0.057	0.102	0.161	0.233	0.320	0.423	0.542
650	0.028	0.063	0.112	0.177	0.257	0.353	0.467	0.599
700	0.030	0.069	0.123	0.193	0.280	0.386	0.511	0.657
750	0.033	0.074	0.133	0.209	0.304	0.419	0.556	0.716
800	0.035	0.080	0.143	0.226	0.329	0.453	0.601	0.776
850	0.038	0.086	0.154	0.242	0.353	0.487	0.647	0.837
900	0.040	0.091	0.164	0.259	0.377	0.521	0.694	NP
950	0.043	0.097	0.174	0.275	0.402	0.556	0.741	NP
1000	0.045	0.103	0.185	0.292	0.426	0.590	0.788	NP
1050	0.048	0.109	0.195	0.308	0.451	0.625	0.836	NP
1100	0.051	0.114	0.205	0.325	0.476	0.661	NP	NP

Notes:

1. When reinforcement required is 0.00, only diaphragm chord tension reinforcement is required.

2. Diaphragm chord tension steel area shall be added to bond beam uplift steel area for total required bond beam area of steel. Select appropriate bar size and number of bars from Table R609.2.2C.

TABLE R609.2.2B-8 GRADE 40
AREA BOND BEAM/LINTEL UPLIFT STEEL DESIGN

UPLIFT, plf (ALLOWABLE STRESS DESIGN)	32 IN. BOND BEAM/LINTEL SPAN, FT.
UPLIFT, plf (ALLOWABLE STRESS DESIGN)	4	6	8	10	12	14	16	18
50	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
100	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
150	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
200	0.000	0.000	0.000	0.000	0.000	0.000	0.000	0.000
250	0.004	0.010	0.018	0.028	0.040	0.055	0.072	0.091
300	0.006	0.014	0.025	0.039	0.057	0.077	0.101	0.129
350	0.008	0.018	0.033	0.051	0.073	0.100	0.131	0.166
400	0.010	0.022	0.040	0.062	0.090	0.123	0.161	0.204
450	0.012	0.026	0.047	0.074	0.107	0.145	0.191	0.242
500	0.014	0.031	0.054	0.085	0.123	0.168	0.221	0.281
550	0.015	0.035	0.062	0.097	0.140	0.191	0.251	0.319
600	0.017	0.039	0.069	0.108	0.157	0.214	0.281	0.358
650	0.019	0.043	0.077	0.120	0.173	0.237	0.312	0.397
700	0.021	0.047	0.084	0.132	0.190	0.260	0.342	0.436
750	0.023	0.051	0.091	0.143	0.207	0.284	0.373	0.476
800	0.025	0.055	0.099	0.155	0.224	0.307	0.404	0.515
850	0.026	0.059	0.106	0.166	0.241	0.330	0.435	0.556
900	0.028	0.064	0.113	0.178	0.258	0.354	0.466	0.596
950	0.030	0.068	0.121	0.190	0.275	0.377	0.497	0.636
1000	0.032	0.072	0.128	0.201	0.292	0.401	0.529	0.677
1050	0.034	0.076	0.136	0.213	0.309	0.425	0.561	0.718
1100	0.035	0.080	0.143	0.225	0.326	0.449	0.592	0.760

Notes:

1. When reinforcement required is 0.00, only diaphragm chord tension reinforcement is required.

2. Diaphragm chord tension steel area shall be added to bond beam uplift steel area for total required bond beam area of steel. Select appropriate bar size and number of bars from Table R609.2.2C.

TABLE R609.2.2C
BOND BEAM AREA OF STEEL PROVIDED IN²/FT

NUMBER OF BARS	BAR SIZE
	No. 4	No. 5	No. 6
1	0.20	0.31	0.44
2	0.40	0.62	0.88

R609.2.3 Location of reinforcement

Reinforcement shall be located in the top of bond beams and in the top and bottom of bond beams also serving as lintels.

R609.2.4 Corner continuity

.
Corner continuity. Reinforcement in bond beams shall be continuous around corners as detailed in Figure R609.2.4.

Exception: In bond beams requiring two reinforcing bars, one bar shall be continuous around corners.

FIGURE R609.2.4
CORNER CONTINUITY OF BOND BEAM AND WALL REINFORCEMENT

R609.2.5 Change in height

Changes in bond beam height shall be permitted as detailed in Figure R609.2.5.

FIGURE R609.2.5
CHANGES IN BOND BEAM HEIGHT

R609.2.6 Precast units reinforcement

Precast bond beams shall properly receive and retain all vertical wall reinforcement. Precast bond beams shall contain the minimum amount of continuous reinforcement set forth in Sections R609.2.2 and R609.6 as applicable and shall be reinforced at joints o act as drag struts and diaphragm chords.

R609.3 Vertical reinforcement

Vertical reinforcement shall be provided in conformance with Sections R609.3.1 through R609.3.6.

R609.3.1

One reinforcement bar shall be provided in each corner, including interior corners and corners created by changes in wall direction or offsetting of walls.

R609.3.2 Openings

A minimum of one bar of the size used for vertical wall reinforcement shall be provided on each side of openings wider than 6 feet (1829 mm). If more vertical reinforcement is interrupted by an opening than is provided beside the opening (total in the first and second cells adjacent to the opening), one-half of the equivalent area of reinforcement interrupted by the opening shall be placed on each side of the opening. This reinforcement shall be placed within the first and/or second cells beside the opening.

R609.3.2.1 Girders.
At least one reinforcement bar shall be provided where girders or girder trusses bear on masonry walls.

R609.3.3 Spacing

Vertical reinforcement shall be provided as set forth in Tables R609.3.3.A-1 through Table R609.3.3A-4 and R609.3.3.B-1 through R609.3.3B-4, as applicable.

TABLE R609.3.3A-1 GRADE 60
SINGLE STORY AND TOP STORY WALLS PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACING NO.5 BARS (⁵/₈ IN.)

EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
100	8.00	9.87	9.87	9.87	8.34	8.34	8.34
	8.67	9.97	9.97	9.97	8.42	8.42	8.42
	9.33	10.06	10.06	10.06	8.49	8.49	8.49
	10.00	10.14	10.14	10.14	8.57	8.57	8.54
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
110	8.00	8.97	8.7	8.97	7.58	7.58	7.58
	8.67	9.06	9.06	9.06	7.65	7.56	7.65
	9.33	9.14	9.14	9.14	7.72	7.72	7.72
	10.00	9.22	9.22	9.22	7.79	7.79	7.79
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
120	8.00	8.23	8.23	8.23	6.95	6.95	6.95
	8.67	8.30	8.30	8.30	7.01	7.01	7.01
	9.33	8.38	8.38	8.38	7.08	7.08	7.08
	10.00	8.45	8.45	8.45	6.87	6.87	6.87
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
130	8.00	7.59	7.59	7.59	6.41	6.41	6.21
	8.67	7.67	7.67	7.67	6.47	6.14	5.67
	9.33	7.73	7.73	7.57	6.03	5.58	5.19
	10.00	7.80	7.36	6.90	5.44	5.07	4.74
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
140	8.00	7.05	7.05	7.05	5.95	5.76	5.27
	8.67	7.12	7.12	7.01	5.70	5.22	4.82
	9.33	7.18	6.88	6.40	5.14	4.75	4.41
	10.00	6.70	6.24	5.85	4.64	4.32	4.04
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
150	8.00	6.58	6.58	6.58	5.46	4.96	4.54
	8.67	6.64	6.50	6.01	4.91	4.50	4.15
	9.33	6.39	5.91	5.49	4.43	4.09	3.80
	10.00	5.76	5.37	5.02	4.00	3.72	3.48

TABLE R609.3.3A-2 GRADE 60
SINGLE STORY AND TOP STORY WALLS PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACING NO. 4 BARS (¹/₂ IN.)

EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
100	8.00	9.87	9.87	9.87	8.34	7.97	7.32
	8.67	9.97	9.97	9.97	7.79	7.17	6.65
	9.33	10.06	9.69	9.08	6.98	6.48	6.05
	10.00	9.06	8.72	8.22	6.27	5.87	5.51
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
110	8.00	8.97	8.97	8.76	7.01	6.38	5.85
	8.67	9.06	9.06	9.06	6.83	6.83	6.83
	9.33	8.45	8.45	8.45	5.99	5.99	5.99
	10.00	7.47	7.47	7.47	5.30	5.30	5.30
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
120	8.00	8.23	7.72	7.09	5.75	5.23	4.80
	8.67	8.07	8.07	8.07	5.72	5.72	5.72
	9.33	7.08	7.08	7.08	5.02	5.02	5.02
	10.00	6.26	6.26	6.26	4.43	4.43	4.43
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
130	8.00	7.04	6.41	5.88	4.82	4.38	4.01
	8.67	6.29	5.78	5.35	4.32	3.96	3.66
	9.33	5.65	5.24	4.88	3.89	3.60	3.35
	10.00	5.09	4.75	4.45	3.51	3.27	3.06
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
140	8.00	5.95	5.41	4.08	4.09	3.72	3.40
	8.67	5.33	4.89	4.52	3.68	3.37	3.11
	9.33	4.79	4.44	4.13	3.31	3.08	2.85
	10.00	4.32	4.00	3.77	2.99	2.78	2.60
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
150	8.00	5.10	4.63	4.25	3.53	3.20	2.93
	8.67	4.57	4.20	3.87	3.17	2.90	2.68
	9.33	4.12	3.81	3.54	2.86	2.64	2.45
	10.00	3.71	3.46	3.24	2.58	2.40	2.24

TABLE R609.3.3A-3 GRADE 40
SINGLE STORY AND TOP STORY WALLS PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACING NO.5 BARS (⁵/₈ IN.)

EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
100	8.00	9.87	9.87	9.87	8.34	8.23	7.57
	8.67	9.97	9.97	9.97	8.05	7.41	6.87
	9.33	10.06	10.01	9.38	7.22	6.70	6.25
	10.00	9.36	9.01	8.49	6.48	6.06	5.69
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
110	8.00	8.97	8.97	8.97	7.24	6.59	6.05
	8.67	9.06	9.06	9.06	7.06	7.06	7.06
	9.33	8.73	8.73	8.73	6.19	6.19	6.19
	10.00	7.72	7.72	7.72	5.47	5.47	5.47
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
120	8.00	8.23	7.98	7.33	5.95	5.41	4.96
	8.67	8.30	8.30	8.30	5.92	5.92	5.92
	9.33	7.32	7.32	7.32	5.19	5.19	5.19
	10.00	6.47	6.47	6.47	4.58	4.58	4.58
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
130	8.00	7.27	6.62	6.07	4.98	4.52	4.14
	8.67	6.50	5.98	5.53	4.47	4.10	3.78
	9.33	5.84	5.41	5.04	4.02	3.72	3.46
	10.00	5.26	4.91	4.60	3.63	3.38	3.16
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
140	8.00	6.15	5.59	5.13	4.23	3.84	3.52
	8.67	5.51	5.06	4.67	3.80	3.48	3.21
	9.33	4.95	4.59	4.27	3.43	3.17	2.94
	10.00	4.46	4.16	3.90	3.09	2.88	2.69
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
150	8.00	5.27	4.79	4.39	3.64	3.31	3.02
	8.67	4.73	4.34	4.00	3.27	3.00	2.76
	9.33	4.26	3.94	3.66	2.95	2.73	2.53
	10.00	3.84	3.58	3.35	2.66	2.48	2.32

TABLE R609.3.3A-4 GRADE 40
SINGLE STORY AND TOP STORY WALLS PARALLEL TO RIDGE VERTICAL REINFORCEMENT SPACING NO. 4 BARS (¹/₂ IN.)

EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
100	8.00	8.78	8.04	7.42	5.82	5.31	4.88
	8.67	7.77	7.19	6.69	5.19	4.78	4.43
	9.33	6.83	6.46	6.05	4.66	4.32	4.03
	10.00	6.04	5.81	5.48	4.18	3.91	3.67
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
110	8.00	6.94	6.34	5.84	4.67	4.25	3.90
	8.67	6.42	6.42	6.42	4.56	4.56	4.56
	9.33	5.63	5.63	5.63	4.00	4.00	4.00
	10.00	4.98	4.98	4.98	3.53	3.53	3.53
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
120	8.00	5.64	5.15	4.73	3.84	3.49	3.20
	8.67	5.38	5.38	5.38	3.82	3.82	3.82
	9.33	4.72	4.72	4.72	3.35	3.35	3.35
	10.00	4.17	4.17	4.17	2.95	2.95	2.95
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
130	8.00	4.69	4.27	3.92	3.21	2.92	2.67
	8.67	4.19	3.86	3.57	2.88	2.64	2.44
	9.33	3.77	3.49	3.25	2.60	2.40	2.23
	10.00	3.39	3.17	2.97	2.34	2.18	2.04
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
140	8.00	3.97	3.61	3.31	2.73	2.46	2.27
	8.67	3.55	3.26	3.01	2.45	2.25	2.07
	9.33	3.20	2.96	2.75	2.21	2.04	1.90
	10.00	2.88	2.69	2.52	1.99	1.86	1.74
EXPOSURE		B	B	B	C	C	C
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	BUILDING WIDTH
V_asd as determined in accordance with Section R301.2.1.3	WALL HEIGHT	24	32	40	24	32	40
150	8.00	3.40	3.09	2.83	2.35	2.13	1.95
	8.67	3.05	2.80	2.58	2.11	1.93	1.78
	9.33	2.75	2.54	2.36	1.90	1.76	1.63
	10.00	2.48	2.31	2.16	1.72	1.60	1.50

TABLE R609.3.3B-1 GRADE 60
MAXIMUM SPACING OF NO.5 (⁵/₈ IN.) VERTICAL REINFORCEMENT AT CONTINUOUS CONCRETE MASONRY LOWER STORIES OF
MULTISTORY AND GABLE ENDS SINGLE STORY OR TOP STORY OF MULTISTORY, FEET

V_asdAS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3		100		110		120		130		140		150
EXP	WALL HT	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE
B	8	9.87	10.53	8.97	9.57	8.23	8.78	7.59	8.10	7.05	7.52	6.58	7.02
	8.67	9.97	10.59	9.06	9.63	8.30	8.82	7.67	8.15	7.12	7.56	6.64	7.06
	9.33	10.06	10.64	9.14	9.68	8.38	8.87	7.73	8.19	7.18	7.60	6.70	7.10
	10	10.14	10.69	9.22	9.72	8.45	8.91	7.80	8.23	7.08	7.64	6.14	6.85
	12	10.17	10.83	8.38	9.14	7.01	7.65	5.95	6.49	5.10	5.57	4.42	4.83
	14	7.75	8.29	6.37	6.82	5.33	5.70	4.51	4.83	3.86	4.14	3.34	3.58
	16	6.12	6.43	5.03	5.29	4.19	4.41	3.55	3.73	3.03	3.19	2.62	2.76
	18	4.97	5.14	4.07	4.21	3.39	3.51	2.86	2.96	2.44	2.53	2.10	2.18
	20	4.12	4.20	3.38	3.44	2.81	2.86	2.36	2.41	2.01	2.05	1.72	1.76
	22	3.48	3.49	2.84	2.85	2.36	2.36	1.98	1.99	1.68	1.68	1.43	1.44
C	8	8.34	8.89	7.58	8.09	6.95	7.41	6.41	6.84	5.95	6.35	5.56	5.93
	8.67	8.42	8.94	7.65	8.13	7.01	7.45	6.47	6.88	6.01	6.39	5.24	5.96
	9.33	8.49	8.99	7.72	8.17	7.08	7.49	6.52	6.91	5.53	6.37	4.75	5.53
	10	8.57	9.03	7.79	8.21	6.87	7.53	5.83	6.50	5.00	5.58	4.31	4.84
	12	7.21	7.86	5.92	6.47	4.95	5.40	4.19	4.58	3.59	3.92	3.10	3.39
	14	5.47	5.86	4.49	4.81	3.75	4.01	3.16	3.39	2.70	2.90	2.33	2.50
	16	4.31	4.54	3.53	3.72	2.94	3.09	2.47	2.61	2.11	2.22	1.81	1.91
	18	3.49	3.61	2.85	2.95	2.37	2.45	1.99	2.06	1.68	1.75	1.44	1.49
	20	2.89	2.94	2.35	2.40	1.94	1.98	1.63	1.66	1.37	1.40	1.16	1.19
	22	2.43	2.43	1.97	1.98	1.62	1.63	1.35	1.35	1.13	1.14	1.03	1.26

TABLE R609.3.3B-2 GRADE
60 MAXIMUM SPACING OF NO. 4 (¹/₂ IN.) VERTICAL REINFORCEMENT AT CONTINUOUS MASONRY LOWER STORIES OF MULTISTORY
AND GABLE ENDS SINGLE STORY OR TOP STORY OF MULTISTORY, FEET

V_asdAS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3		100		110		120		130		140		150
EXP	WALL HT	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE
B	8	9.87	10.53	8.97	9.57	8.23	8.78	7.59	8.10	6.42	7.52	5.47	6.68
	8.67	9.97	10.59	9.06	9.63	8.07	8.82	6.86	7.76	5.77	6.68	4.93	5.80
	9.33	10.06	10.64	8.45	9.48	7.08	7.95	6.02	6.76	5.17	5.81	4.46	5.05
	10	9.06	10.09	7.47	8.32	6.26	6.97	5.32	5.92	4.57	5.09	3.96	4.42
	12	6.56	7.16	5.40	5.89	4.52	4.93	3.84	4.19	3.29	3.59	2.85	3.12
	14	5.00	5.35	4.11	4.40	3.44	3.68	2.91	3.12	2.49	2.67	2.16	2.31
	16	3.95	4.15	3.24	3.41	2.71	2.85	2.29	2.41	1.96	2.06	1.69	1.78
	18	3.21	3.31	2.63	2.72	2.19	2.27	1.85	1.91	1.58	1.63	1.36	1.41
	20	2.66	2.71	2.18	2.22	1.81	1.84	1.52	1.55	1.30	1.32	1.11	1.13
	22	2.25	2.25	1.83	1.84	1.52	1.53	1.28	1.28	1.08	1.09	0.93	0.93
C	8	8.34	8.89	7.58	8.09	6.20	7.41	5.15	6.29	4.36	5.30	3.73	4.53
	8.67	8.29	8.94	6.83	7.73	5.58	6.48	4.65	5.50	3.94	4.73	3.38	4.09
	9.33	7.28	8.17	5.99	6.73	5.02	5.64	4.21	4.79	3.57	4.11	3.06	3.57
	10	6.43	7.16	5.30	5.90	4.43	4.94	3.76	4.19	3.22	3.60	2.78	3.12
	12	4.65	5.07	3.82	4.17	3.19	3.49	2.70	2.95	2.31	2.53	2.00	2.19
	14	3.53	3.78	2.90	3.10	2.42	2.59	2.04	2.19	1.74	1.87	1.50	1.61
	16	2.78	2.93	2.28	2.40	1.90	2.00	1.60	1.68	1.36	1.43	1.17	1.23
	18	2.25	2.33	1.84	1.90	1.53	1.58	1.28	1.33	1.09	1.13	0.93	0.96
	20	1.86	1.90	1.52	1.55	1.25	1.28	1.05	1.07	0.88	0.90	0.75	0.77
	22	1.57	1.57	1.27	1.28	1.05	1.05	0.87	0.87	0.73	0.73	0.67	0.81

TABLE R609.3.3B-3 GRADE 40
MAXIMUM SPACING OF NO.5 (⁵/₈ IN.) VERTICAL REINFORCEMENT AT CONTINUOUS CONCRETE MASONRY LOWER STORIES OF MULTISTORY AND GABLE ENDS SINGLE STORY OR TOP STORY OF MULTISTORY, FEET

V_asdAS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3		100		110		120		130		140		150
EXP	WALL HT	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE
B	8	9.87	10.53	8.97	9.57	8.23	8.78	7.59	8.10	6.63	7.52	5.65	6.91
	8.67	9.97	10.59	9.06	9.63	8.30	8.82	7.09	8.02	5.97	6.90	5.09	5.99
	9.33	10.06	10.64	8.73	9.68	7.32	8.21	6.22	6.98	5.35	6.00	4.61	5.21
	10	9.36	10.42	7.72	8.60	6.47	7.20	5.49	6.12	4.72	5.26	4.10	4.57
	12	6.78	7.39	5.58	6.09	4.67	5.10	3.96	4.33	3.40	3.71	2.95	3.22
	14	5.16	5.53	4.25	4.55	3.55	3.80	3.01	3.22	2.58	2.76	2.23	2.39
	16	4.08	4.29	3.35	3.52	2.80	2.94	2.36	2.49	2.02	2.13	1.74	1.84
	18	3.31	3.43	2.72	2.81	2.26	2.34	1.91	1.98	1.63	1.69	1.40	1.45
	20	2.75	2.80	2.25	2.29	1.87	1.90	1.57	1.60	1.34	1.36	1.15	1.17
	22	2.32	2.33	1.90	1.90	1.57	1.58	1.32	1.32	1.12	1.12	0.00	0.00
C	8	8.34	8.89	7.58	8.09	6.40	7.41	5.32	6.50	4.50	5.47	3.86	4.68
	8.67	8.42	8.94	7.06	7.99	5.77	6.69	4.80	5.69	4.07	4.89	3.49	4.22
	9.33	7.52	8.44	6.19	6.95	5.19	5.82	4.35	4.95	3.69	4.25	3.17	3.68
	10	6.65	7.40	5.47	6.10	4.58	5.10	3.88	4.33	3.33	3.72	2.87	3.22
	12	4.80	5.24	3.95	4.31	3.30	3.60	2.79	3.05	2.39	2.61	2.07	2.26
	14	3.65	3.91	3.00	3.21	2.50	2.68	2.11	2.26	1.80	1.93	1.55	1.67
	16	2.88	3.02	2.35	2.48	1.96	2.06	1.65	1.74	1.40	1.48	1.21	1.27
	18	2.33	2.41	1.90	1.97	1.58	1.63	1.32	1.37	1.12	1.16	0.00	0.00
	20	1.92	1.96	1.57	1.60	1.30	1.32	1.08	1.10	0.00	0.00	0.00	0.00
	22	1.62	1.62	1.31	1.32	1.08	1.09	0.00	0.00	0.00	0.00	0.00	0.00

TABLE R609.3.3B-4 GRADE 40
MAXIMUM SPACING OF NO. 4 (¹/₂ IN.) VERTICAL REINFORCEMENT AT CONTINUOUS CONCRETE OR MASONRY
LOWER STORIES OF MULTISTORY AND GABLE ENDS SINGLE STORY OR TOP STORY OF MULTISTORY, FEET

V_asdAS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3		100		110		120		130		140		150
EXP	WALL HT	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE	END ZONE	INT ZONE
B	8	8.89	10.23	7.41	8.44	6.21	7.08	5.10	6.02	4.28	5.18	3.64	4.46
	8.67	7.78	8.80	6.42	7.26	5.38	6.09	4.57	5.17	3.85	4.45	3.29	3.87
	9.33	6.83	7.66	5.63	6.32	4.72	5.30	4.01	4.50	3.45	3.87	2.97	3.36
	10	6.04	6.73	4.98	5.55	4.17	4.65	3.54	3.95	3.05	3.39	2.64	2.95
	12	4.38	4.77	3.60	3.93	3.02	3.29	2.56	2.79	2.19	2.40	1.90	2.08
	14	3.33	3.56	2.74	2.93	2.29	2.45	1.94	2.08	1.66	1.78	1.44	1.54
	16	2.63	2.77	2.16	2.27	1.80	1.90	1.53	1.61	1.30	1.37	1.13	1.19
	18	2.14	2.21	1.75	1.81	1.46	1.51	1.23	1.27	1.05	1.09	0.90	0.94
	20	1.77	1.81	1.45	1.48	1.21	1.23	1.02	1.03	0.86	0.88	0.74	0.76
	22	1.50	1.50	1.22	1.23	1.01	1.02	0.85	0.85	0.72	0.72	0.00	0.00
C	8	6.38	7.28	5.08	6.00	4.13	5.03	3.43	4.19	2.90	3.53	2.49	3.02
	8.67	5.53	6.25	4.56	5.15	3.72	4.32	3.10	3.67	2.62	3.15	2.25	2.72
	9.33	4.85	5.44	4.00	4.49	3.35	3.76	2.80	3.19	2.38	2.74	2.04	2.38
	10	4.29	4.78	3.53	3.93	2.95	3.29	2.51	2.79	2.15	2.40	1.85	2.08
	12	3.10	3.38	2.55	2.78	2.13	2.32	1.80	1.97	1.54	1.69	1.33	1.46
	14	2.35	2.52	1.93	2.07	1.61	1.73	1.36	1.46	1.16	1.25	1.00	1.08
	16	1.85	1.95	1.52	1.60	1.26	1.33	1.06	1.12	0.91	0.96	0.78	0.82
	18	1.50	1.55	1.23	1.27	1.02	1.05	0.85	0.89	0.72	0.75	0.00	0.00
	20	1.24	1.26	1.01	1.03	0.84	0.85	0.70	0.71	0.00	0.00	0.00	0.00
	22	1.04	1.05	0.85	0.85	0.70	0.70	0.00	0.00	0.00	0.00	0.00	0.00

R609.3.4 Precast bond beams

Vertical reinforcement used in conjunction with precast bond beams shall be spaced the same as for masonry bond beams. Reinforcement shall terminate in the precast beam as set forth in Section R606.13.8.

R609.3.5 Duplication

Reinforcing steel requirements shall not be additive. A single bar shall be permitted to satisfy multiple requirements.

R609.3.6 Termination

Vertical reinforcement shall terminate in footings and bond beams as set forth in Section R606.13.8.

R609.4 Masonry gables

.
Gable end walls of concrete or masonry shall be constructed full height to the roof line.

Exception: Gable end trusses or wood framed gable end walls in conformance with Tables R609.4A and R609.4B and Figure R609.4. Wood gable stud wall connectors shall be capable of resisting the vertical and horizontal loads of Table R609.4B as well as the uplift load stipulated in Figure R609.4. Where masonry gable end walls do not go to the roof, a bond beam complying with Section R609.2 shall be provided at the top of the masonry.

TABLE R609.4A
WOOD GABLE BRACE NAILING

	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	NAIL SIZE	RAKE HEIGHT
	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	NAIL SIZE	12	14	16	18	20	22
EXPOSURE B	100	10d	4	4	5	5	6	6
	100	8d	6	7	8	8	9	10
	110	10d	4	5	6	6	7	7
	110	8d	7	8	9	10	11	11
	120	10d	5	6	7	7	8	8
	120	8d	9	10	11	12	13	13
	130	10d	6	7	8	9	10	10
	130	8d	10	11	13	14	15	15
	140	10d	7	8	9	10	11	11
	140	8d	12	13	15	16	18	18
	150	10d	8	9	11	12	13	13
	150	8d	13	15	17	19	20	20
EXPOSURE C	100	10d	5	6	7	7	8	8
	100	8d	8	9	11	12	13	13
	110	10d	6	7	8	9	10	10
	110	8d	10	11	13	14	15	15
	120	10d	7	8	9	10	11	11
	120	8d	12	14	15	17	18	18
	130	10d	9	10	11	12	13	13
	130	8d	14	16	18	20	22	22
	140	10d	10	12	13	14	15	15
	140	8d	16	19	21	23	25	25
	150	10d	12	13	15	16	18	18
	150	8d	19	21	24	26	29	29

TABLE R609.4B
WOOD GABLE STUD CONNECTOR LOADS

	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	ROOF ZONE	CONNECTOR LOADS (Allowable Stress Design)		WALL ZONE
	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	ROOF ZONE	VERT	HORIZ¹	WALL ZONE
EXPOSURE B	100	2E	43	16	1E
	100	2E	43	11	1
	110	2E	53	20	1E
	110	2E	53	13	1
	120	2E	62	23	1E
	120	2E	62	15	1
	130	2E	73	27	1E
	130	2E	73	18	1
	140	2E	85	32	1E
	140	2E	85	21	1
	150	2E	98	36	1E
	150	2E	98	24	1
EXPOSURE C	100	2E	61	23	1E
	100	2E	61	15	1
	110	2E	74	28	1E
	110	2E	74	18	1
	120	2E	88	33	1E
	120	2E	88	22	1
	130	2E	103	38	1E
	130	2E	103	25	1
	140	2E	119	45	1E
	140	2E	119	30	1
	150	2E	137	51	1E
	150	2E	137	34	1

1. Unit load on stud. Multiply by ¹/₂ stud length plus ¹/₂wall height for total connector load.

FIGURE R609.4
GABLE END BRACING FOR MASONRY WALLS NOT CONTINUOUS TO THE ROOF DIAPHRAGM

R609.4.1 Rake beam

Where concrete or masonry is carried full height to the roof line, a cast-in-place rake beam as detailed in Figure R609.4.1 shall be provided. The minimum thickness of the rake beam from top of masonry shall be 4 inches (102 mm). One No. 5 continuous reinforcing bar shall be placed in the rake beam along the roof line.

FIGURE R609.4.1
CONTINUOUS GABLE ENDWALL REINFORCEMENT ONE AND MULTISTORY

R609.4.2 Vertical reinforcement

Vertical reinforcement shall be provided at the maximum spacing as set forth in Tables R609.3.3B-1 through R609.3.3.B-4 as applicable.

R609.4.3 Termination

Required vertical reinforcement shall terminate at the rake beam in accordance with Section R606.13.8.

R609.4.4 Nailer

.
A minimum 2 feet 4 inch nailer for connecting roof sheathing shall be bolted to the top of the wall with a minimum of ¹/₂-inch (12.7 mm) anchor bolts spaced as set forth in Table R609.4.4. The nailer shall be permitted to be bolted to the inside or outside of the wall.

TABLE R609.4.4
ANCHOR BOLT SPACING FOR ATTACHING 2 × 4 MINIMUM
WOOD NAILER TO RAKE BEAM

REQUIRED ROOF DIAPHRAGM CAPACITY (ALLOWABLE STRESS DESIGN)	1/2-INCH ANCHOR BOLT MAXIMUM SPACING
≤ 105	6' - 0″
145	5' - 0″
195	4' - 0″
230	3' - 6″
270	3' - 0″
325	2' - 6″
415	2' - 0″
565	1' - 6″
700	1' - 2″
845	1' - 0″

R609.4.5 Gable overhang

Gable overhangs up to 2 feet (610 mm) in width complying with Figure R609.4.5 shall be permitted.

FIGURE R609.4.5
GABLE OVERHANG

R609.5 Exterior shearwalls

Each exterior wall shall have the required length of effective shearwall to resist horizontal movement or forces at the ends of diaphragms in conformance with this section.

R609.5.1 Shearwall lengths

The required shearwall segment length shall be as set forth in Tables R609.5.1A through R609.5.1R as applicable.

TABLE R609.5.1A GRADE 60
REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 4 REINFORCEMENT^1,2,3,5
ROOF ANGLE ≤ 23°

EXP	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	TOP STORY			1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY			1ST STORY OF 3 STORY
		BUILDING WIDTH			BUILDING WIDTH			BUILDING WIDTH
		24	32	40	24	32	40	24	32	40
B	100	1.62	2.31	3.14	3.68	4.98	6.49	5.41	7.28	9.43
	110	1.96	2.79	3.80	4.45	6.03	7.85	6.55	8.81	11.42
	120	2.33	3.32	4.52	5.30	7.17	9.34	7.79	10.48	13.58
	130	2.73	3.90	5.31	6.22	8.42	10.96	9.14	12.30	15.94
	140	3.17	4.52	6.16	7.22	9.376	12.71	10.60	14.27	18.49
	150	3.64	5.19	7.07	8.28	11.21	14.59	12.17	16.38	21.23
C	100	1.92	2.77	3.82	4.86	6.63	8.69	7.56	10.15	13.13
	110	2.32	3.35	4.62	5.88	8.02	10.52	9.14	12.28	15.88
	120	2.76	3.99	5.50	7.00	9.54	12.52	10.88	14.61	18.90
	130	3.24	4.68	6.46	8.21	11.20	14.69	12.77	17.15	22.18
	140	3.76	5.43	7.49	9.53	12.99	17.04	14.81	19.89	25.73
	150	4.32	6.23	8.59	10.94	14.91	19.56	17.00	22.83	29.53

REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 5 REINFORCEMENT^1,2,3,5
ROOF ANGLE ≤ 23°

EXP	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	TOP STORY			1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY			1ST STORY OF 3 STORY
		BUILDING WIDTH			BUILDING WIDTH			BUILDING WIDTH
		24	32	40	24	32	40	24	32	40
B	100	1.09	1.55	2.12	2.48	3.35	4.37	3.64	4.90	6.35
	110	1.32	1.88	2.56	3.00	4.06	5.28	4.41	5.93	7.68
	120	1.57	2.23	3.05	3.57	4.83	6.29	5.24	7.06	9.14
	130	1.84	2.62	3.57	4.19	5.67	7.38	6.16	8.28	10.73
	140	2.13	3.04	4.15	4.86	6.57	8.56	7.14	9.60	12.45
	150	2.45	3.49	4.76	5.58	7.54	9.82	8.19	11.02	14.29
C	100	1.29	1.86	2.57	3.27	4.46	5.85	5.09	6.83	8.84
	110	1.56	2.26	3.11	3.96	5.40	7.08	6.16	8.26	10.69
	120	1.86	2.68	3.70	4.71	6.42	8.43	7.33	9.84	12.72
	130	2.18	3.15	4.35	5.53	7.54	9.89	8.60	11.54	14.93
	140	2.53	3.65	5.04	6.41	8.74	11.47	9.97	13.39	17.32
	150	2.91	4.19	5.79	7.36	10.04	13.17	11.45	15.37	19.88

Notes:

1. The cumulative shear wall segment length for each side of the building shall be equal to or greater than the tabular shear wall length required. If the required shear wall segment length provided is not one continuous shear wall segment, the total shear wall length required shall be increased by 0.67 feet (8 inches) (203 mm) for each additional shear wall segment making up the total shear wall length on a side.

2. The minimum shear wall segment length shall be 2 feet-0 inches (610 mm). Values less than 2 feet-0 inches are shown only for summation of shear wall segments and for interpolation purposes. A grouted cell with vertical reinforcement of the size indicated is required at each end of every shear wall segment.

3. Other than incidental utility penetrations, shearwall piers and shearwall segments shall not contain openings with a maximum horizontal or vertical dimension of 5 inches (127 mm) for piers and 12 inches (305 mm) for portions of shearwall segments above and below piers. The total area of openings in any one segment of shearwall shall not exceed 144 square inches (92 903 mm²).

4. Required shearwall lengths normal (perpendicular) to the ridge are per lineal foot of building length. Multiply tabular values by building length distance between adjacent shear walls perpendicular to the ridge if interior shear walls are used for total shear wall length required.

5. Shear wall lengths are based on shear wall segment heights of 80 inches (2032 mm) (height from the floor to the top of the highest opening adjacent to the shear segment—corners and openings as permitted by Note 3 of this table are not considered for the purpose of this measurement). For shear segment heights other than 80 inches (2032 mm), multiply tabular length values as follows:

Segment Height (inches)	Length Multiplier
88	1.09
96	1.19
104	1.28
112	1.37

TABLE R609.5.1B GRADE 60
REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 4 REINFORCEMENT^1,2,3,5
ROOF ANGLE 30°

EXP	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	TOP STORY			1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY			1ST STORY OF 3 STORY
		BUILDING WIDTH			BUILDING WIDTH			BUILDING WIDTH
		24	32	40	24	32	40	24	32	40
B	100	1.66	2.45	3.40	3.55	4.92	6.49	5.18	7.13	9.36
	110	2.01	2.96	4.11	4.30	5.96	7.86	6.27	8.63	11.32
	120	2.39	3.52	4.89	5.12	7.09	9.35	7.46	10.27	13.47
	130	2.81	4.13	5.74	6.00	8.32	10.97	8.76	12.05	15.81
	140	3.26	4.79	6.66	6.96	9.65	12.73	10.15	13.98	18.34
	150	3.74	5.50	7.64	7.99	11.08	14.61	11.66	16.05	21.05
C	100	2.00	2.99	4.21	4.73	6.62	8.82	7.22	9.92	12.97
	110	2.42	3.62	5.10	5.72	8.01	10.67	8.74	12.00	15.70
	120	2.88	4.30	6.07	6.81	9.53	12.70	10.40	14.28	18.68
	130	3.37	5.05	7.12	7.99	11.19	14.90	12.20	16.76	21.92
	140	3.91	5.86	8.26	9.27	12.98	17.28	14.15	19.43	25.43
	150	4.49	6.73	9.48	10.64	14.90	19.84	16.25	22.31	29.19

REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 5 REINFORCEMENT^1,2,3,5
ROOF ANGLE 30°

EXP	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	TOP STORY			1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY			1ST STORY OF 3 STORY
		BUILDING WIDTH			BUILDING WIDTH			BUILDING WIDTH
		24	32	40	24	32	40	24	32	40
B	100	1.12	1.65	2.29	2.39	3.31	4.37	3.49	4.80	6.30
	110	1.35	1.99	2.77	2.89	4.01	5.29	4.22	5.81	7.62
	120	1.61	2.37	3.29	3.44	4.77	6.29	5.02	6.91	9.07
	130	1.89	2.78	3.86	4.04	5.60	7.39	5.89	8.11	10.64
	140	2.19	3.23	4.48	4.69	6.50	8.57	6.84	9.41	12.34
	150	2.52	3.71	5.14	5.38	7.46	9.83	7.85	10.80	14.17
C	100	1.34	2.01	2.84	3.18	4.46	5.93	4.86	6.67	8.73
	110	1.63	2.44	3.43	3.85	5.39	7.18	5.88	8.08	10.57
	120	1.94	2.90	4.08	4.58	6.42	8.55	7.00	9.61	12.57
	130	2.27	3.40	4.79	5.38	7.53	10.03	8.21	11.28	14.76
	140	2.63	3.94	5.56	6.24	8.74	11.63	9.53	13.08	17.12
	150	3.02	4.53	6.38	7.16	10.03	13.35	10.94	15.02	19.65

Notes:

1. The cumulative shear wall segment length for each side of the building shall be equal to or greater than the tabular shear wall length required. If the required shear wall segment length provided is not one continuous shear wall segment, the total shear wall length required shall be increased by 0.67 feet (8 inches) (203 mm) for each additional shear wall segment making up the total shear wall length on a side.

2. The minimum shear wall segment length shall be 2 feet-0 inches (610 mm). Values less than 2 feet-0 inches (610 mm) are shown only for summation of shear wall segments and for interpolation purposes. A grouted cell with vertical reinforcement of the size indicated is required at each end of every shear wall segment.

3. Other than incidental utility penetrations, shearwall piers and shearwall segments shall not contain openings with a maximum horizontal or vertical dimension of 5 inches (127 mm) for piers and 12 inches (305 mm) for portions of shearwall segments above and below piers. The total area of openings in any one segment of shearwall shall not exceed 144 square inches (92 903 mm²).

4. Required shearwall lengths normal (perpendicular) to the ridge are per lineal foot of building length. Multiply tabular values by building length distance between adjacent shear walls perpendicular to the ridge if interior shear walls are used for total shear wall length required.

5. Shear wall lengths are based on shear wall segment heights of 80 inches (height from the floor to the top of the highest opening adjacent to the shear segment—corners and openings as permitted by Note 3 of this table are not considered for the purpose of this measurement). For shear segment heights other than 80 inches, multiply tabular length values as follows:

Segment Height (inches)	Length Multiplier
88	1.0
96	1.19
104	1.28
112	1.37

TABLE R609.5.1C GRADE 60
REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 4 REINFORCEMENT^1,2,3,5
ROOF ANGLE 45°

EXP	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	TOP STORY			1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY			1ST STORY OF 3 STORY
		BUILDING WIDTH			BUILDING WIDTH			BUILDING WIDTH
		24	32	40	24	32	40	24	32	40
B	100	2.11	3.24	4.64	2.11	5.72	7.73	5.77	8.17	11.00
	110	2.56	3.92	5.61	4.85	6.92	9.36	6.98	9.89	13.31
	120	3.05	4.67	6.68	5.77	8.23	11.13	8.31	11.77	15.85
	130	3.57	5.48	7.84	6.77	9.66	13.07	9.75	13.81	18.60
	140	4.15	6.35	9.09	7.85	11.20	15.16	11.31	16.02	21.57
	150	4.76	7.29	10.43	9.01	12.86	17.40	12.98	18.39	24.76
C	100	2.63	4.13	6.03	5.45	7.90	10.84	7.22	9.92	12.97
	110	3.18	4.99	7.30	6.60	9.56	13.12	8.74	12.00	15.70
	120	3.79	5.94	8.68	7.85	11.38	15.61	10.40	14.28	18.68
	130	4.45	6.97	10.19	9.21	13.35	18.32	12.20	16.76	21.92
	140	5.16	8.09	11.82	10.68	15.48	21.25	14.15	19.43	25.43
	150	5.92	9.28	13.57	12.26	17.77	24.39	16.25	22.31	29.19

REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 5 REINFORCEMENT^1,2,3,5
ROOF ANGLE 45°

EXP	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	TOP STORY			1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY			1ST STORY OF 3 STORY
		BUILDING WIDTH			BUILDING WIDTH			BUILDING WIDTH
		24	32	40	24	32	40	24	32	40
B	100	1.42	2.18	3.12	2.70	3.85	5.21	3.88	5.50	7.41
	110	1.72	2.64	3.78	3.26	4.66	6.30	4.70	6.66	8.96
	120	2.05	3.14	4.49	3.88	5.54	7.50	5.59	7.92	10.67
	130	2.41	3.69	5.27	4.56	6.50	8.80	6.56	9.30	12.52
	140	2.79	4.27	6.12	5.29	7.54	10.20	7.61	10.78	14.52
	150	3.20	4.91	7.02	6.07	8.66	11.71	8.74	12.38	16.67
C	100	1.77	2.78	4.06	3.67	5.32	7.30	5.38	7.59	10.18
	110	2.14	3.36	4.91	4.44	6.43	8.83	6.51	9.19	12.32
	120	2.55	4.00	5.85	5.28	7.66	10.51	7.75	10.93	14.66
	130	2.99	4.69	6.86	6.20	8.99	12.33	9.09	12.83	17.21
	140	3.47	5.44	7.96	7.19	10.42	14.30	10.55	14.88	19.96
	150	3.98	6.25	9.13	8.26	11.96	16.42	12.11	17.09	22.91

Notes:

1. The cumulative shear wall segment length for each side of the building shall be equal to or greater than the tabular shear wall length required. If the required shear wall segment length provided is not one continuous shear wall segment, the total shear wall length required shall be increased by 0.67 feet (8 inches) (203 mm) for each additional shear wall segment making up the total shear wall length on a side.

2. The minimum shear wall segment length shall be 2 feet-0 inches (610 mm). Values less than 2 feet-0 (610 mm) inches are shown only for summation of shear wall segments and for interpolation purposes. A grouted cell with vertical reinforcement of the size indicated is required at each end of every shear wall segment.

3. Other than incidental utility penetrations, shearwall piers and shearwall segments shall not contain openings with a maximum horizontal or vertical dimension of 5 inches (127 mm) for piers and 12 inches (305 mm) for portions of shearwall segments above and below piers. The total area of openings in any one segment of shearwall shall not exceed 144 square inches (92 903 mm²).

4. Required shearwall lengths normal (perpendicular) to the ridge are per lineal foot of building length. Multiply tabular values by building length distance between adjacent shear walls perpendicular to the ridge if interior shear walls are used for total shear wall length required.

5. Shear wall lengths are based on shear wall segment heights of 80 inches (2032 mm) (height from the floor to the top of the highest opening adjacent to the shear segment—corners and openings as permitted by Note 3 of this table are not considered for the purpose of this measurement). For shear segment heights other than 80 inches (2032 mm), multiply tabular length values as follows:

Segment Height (inches)	Length Multiplier
88	1.09
96	1.19
104	1.28
112	1.37

TABLE R609.5.1D GRADE 60
REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH^1,2,3,4,5
ROOF ANGLE 23°

EXP	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	TOP STORY			1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY			1ST STORY OF 3 STORY
		BUILDING WIDTH			BUILDING WIDTH			BUILDING WIDTH
		24	32	40	24	32	40	24	32	40
B	100	0.054	0.053	0.053	0.142	0.142	0.141	0.231	0.231	0.230
	110	0.065	0.065	0.064	0.172	0.172	0.171	0.279	0.279	0.278
	120	0.077	0.077	0.076	0.205	0.204	0.204	0.333	0.332	0.331
	130	0.091	0.090	0.089	0.240	0.240	0.239	0.390	0.390	0.389
	140	0.105	0.104	0.103	0.279	0.278	0.277	0.453	0.452	0.451
	150	0.121	0.120	0.119	0.320	0.319	0.318	0.520	0.519	0.518
C	100	0.075	0.075	0.074	0.199	0.199	0.198	0.324	0.323	0.322
	110	0.091	0.090	0.089	0.241	0.241	0.240	0.392	0.391	0.390
	120	0.108	0.108	0.106	0.287	0.287	0.285	0.466	0.466	0.464
	130	0.127	0.126	0.125	0.337	0.336	0.335	0.547	0.546	0.545
	140	0.147	0.147	0.145	0.391	0.390	0.388	0.635	0.634	0.632
	150	0.169	0.168	0.166	0.449	0.448	0.446	0.729	0.728	0.726

REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO. 5 REINFORCEMENT PER FOOT OF BUILDING LENGTH^1,2,3,4,5
ROOF ANGLE 23°

EXP	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	TOP STORY			1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY			1ST STORY OF 3 STORY
		BUILDING WIDTH			BUILDING WIDTH			BUILDING WIDTH
		24	32	40	24	32	40	24	32	40
B	100	0.036	0.036	0.035	0.096	0.096	0.095	0.155	0.155	0.155
	110	0.044	0.043	0.043	0.116	0.116	0.115	0.188	0.188	0.187
	120	0.052	0.052	0.051	0.138	0.138	0.137	0.224	0.224	0.223
	130	0.061	0.061	0.060	0.162	0.162	0.161	0.263	0.262	0.262
	140	0.071	0.070	0.070	0.188	0.187	0.186	0.305	0.304	0.303
	150	0.081	0.081	0.080	0.215	0.215	0.214	0.350	0.349	0.348
C	100	0.051	0.050	0.050	0.134	0.134	0.133	0.218	0.218	0.217
	110	0.061	0.061	0.060	0.162	0.162	0.161	0.264	0.263	0.263
	120	0.073	0.072	0.072	0.193	0.193	0.192	0.314	0.313	0.313
	130	0.086	0.085	0.084	0.227	0.226	0.225	0.368	0.368	0.367
	140	0.099	0.099	0.097	0.263	0.263	0.261	0.427	0.427	0.425
	150	0.114	0.113	0.112	0.302	0.301	0.300	0.490	0.490	0.488

Notes:

1. The cumulative shear wall segment length for each side of the building shall be equal to or greater than the tabular shear wall length required. If the required shear wall segment length provided is not one continuous shear wall segment, the total shear wall length required shall be increased by 0.67 feet (8 inches) (203 mm) for each additional shear wall segment making up the total shear wall length on a side.

2. The minimum shear wall segment length shall be 2 feet-0 inches (610 mm). Values less than 2 feet-0 inches (610 mm) are shown only for summation of shear wall segments and for interpolation purposes. A grouted cell with vertical reinforcement of the size indicated is required at each end of every shear wall segment.

3. Other than incidental utility penetrations, shearwall piers and shearwall segments shall not contain openings with a maximum horizontal or vertical dimension of 5 inches (127 mm) for piers and 12 inches (305 mm) for portions of shearwall segments above and below piers. The total area of openings in any one segment of shearwall shall not exceed 144 square inches (92 903 mm²).

4. Required shearwall lengths normal (perpendicular) to the ridge are per lineal foot of building length. Multiply tabular values by building length distance between adjacent shear walls perpendicular to the ridge if interior shear walls are used for total shear wall length required.

5. Shear wall lengths are based on shear wall segment heights of 80 inches (2032 mm) (height from the floor to the top of the highest opening adjacent to the shear segment—corners and openings as permitted by Note 3 of this table are not considered for the purpose of this measurement). For shear segment heights other than 80 inches (2032 mm), multiply tabular length values as follows:

Segment Height (inches)	Length Multiplier
88	1.09
96	1.19
104	1.28
112	1.37

TABLE R609.5.1E GRADE 60
REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH^1,2,3,4,5
ROOF ANGLE 30°

EXP	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	TOP STORY			1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY			1ST STORY OF 3 STORY
		BUILDING WIDTH			BUILDING WIDTH			BUILDING WIDTH
		24	32	40	24	32	40	24	32	40
B	100	0.088	0.102	0.117	0.166	0.180	0.195	0.243	0.257	0.272
	110	0.107	0.124	0.142	0.201	0.217	0.236	0.294	0.311	0.329
	120	0.127	0.147	0.169	0.239	0.259	0.280	0.350	0.371	0.392
	130	0.149	0.173	0.198	0.280	0.304	0.329	0.411	0.435	0.460
	140	0.173	0.200	0.230	0.325	0.352	0.382	0.477	0.504	0.534
	150	0.199	0.230	0.264	0.373	0.404	0.438	0.548	0.579	0.613
C	100	0.124	0.143	0.164	0.232	0.252	0.273	0.341	0.361	0.382
	110	0.150	0.173	0.199	0.281	0.305	0.330	0.413	0.437	0.462
	120	0.178	0.206	0.237	0.335	0.363	0.393	0.491	0.519	0.550
	130	0.209	0.242	0.278	0.393	0.426	0.461	0.577	0.610	0.645
	140	0.242	0.281	0.322	0.456	0.494	0.535	0.669	0.707	0.748
	150	0.278	0.322	0.370	0.523	0.567	0.614	0.768	0.812	0.859

REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO. 5 REINFORCEMENT PER FOOT OF BUILDING LENGTH^1,2,3,4,5
ROOF ANGLE 30°

EXP	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	TOP STORY			1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY			1ST STORY OF 3 STORY
		BUILDING WIDTH			BUILDING WIDTH			BUILDING WIDTH
		24	32	40	24	32	40	24	32	40
B	100	0.059	0.069	0.079	0.112	0.121	0.131	0.164	0.173	0.183
	110	0.072	0.083	0.095	0.135	0.146	0.159	0.198	0.210	0.222
	120	0.086	0.099	0.114	0.161	0.174	0.189	0.236	0.249	0.264
	130	0.100	0.116	0.133	0.189	0.204	0.222	0.277	0.293	0.310
	140	0.116	0.135	0.155	0.219	0.237	0.257	0.321	0.339	0.359
	150	0.134	0.155	0.177	0.251	0.272	0.295	0.369	0.390	0.412
C	100	0.083	0.096	0.111	0.156	0.170	0.184	0.230	0.243	0.257
	110	0.101	0.117	0.134	0.189	0.205	0.222	0.278	0.294	0.311
	120	0.120	0.139	0.159	0.225	0.244	0.265	0.331	0.350	0.370
	130	0.141	0.163	0.187	0.264	0.287	0.311	0.388	0.410	0.434
	140	0.163	0.189	0.217	0.307	0.333	0.360	0.450	0.476	0.504
	150	0.187	0.217	0.249	0.352	0.382	0.413	0.517	0.546	0.578

Notes:

1. The cumulative shear wall segment length for each side of the building shall be equal to or greater than the tabular shear wall length required. If the required shear wall segment length provided is not one continuous shear wall segment, the total shear wall length required shall be increased by 0.67 feet (8 inches) (203 mm) for each additional shear wall segment making up the total shear wall length on a side.

2. The minimum shear wall segment length shall be 2 feet-0 inches (610 mm). Values less than 2 feet-0 inches (610 mm) are shown only for summation of shear wall segments and for interpolation purposes. A grouted cell with vertical reinforcement of the size indicated is required at each end of every shear wall segment.

3. Other than incidental utility penetrations, shearwall piers and shearwall segments shall not contain openings with a maximum horizontal or vertical dimension of 5 inches (127 mm) for piers and 12 inches (305 mm) for portions of shearwall segments above and below piers. The total area of openings in any one segment of shearwall shall not exceed 144 square inches (92 903 mm²).

4. Required shearwall lengths normal (perpendicular) to the ridge are per lineal foot of building length. Multiply tabular values by building length distance between adjacent shear walls perpendicular to the ridge if interior shear walls are used for total shear wall length required.

5. Shear wall lengths are based on shear wall segment heights of 80 inches (2032 mm) (height from the floor to the top of the highest opening adjacent to the shear segment—corners and openings as permitted by Note 3 of this table are not considered for the purpose of this measurement). For shear segment heights other than 80 inches (2032 mm), multiply tabular length values as follows:

Segment Height (inches)	Length Multiplier
88	1.09
96	1.19
104	1.28
112	1.37

TABLE R609.5.1F GRADE 60
REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH^1,2,3,4,5
ROOF ANGLE 45°

EXP	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	TOP STORY			1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY			1ST STORY OF 3 STORY
		BUILDING WIDTH			BUILDING WIDTH			BUILDING WIDTH
		24	32	40	24	32	40	24	32	40
B	100	0.118	0.142	0.168	0.196	0.220	0.246	0.273	0.297	0.323
	110	0.143	0.172	0.204	0.237	0.266	0.297	0.331	0.360	0.391
	120	0.170	0.205	0.242	0.282	0.317	0.354	0.393	0.428	0.466
	130	0.200	0.241	0.284	0.331	0.372	0.415	0.462	0.503	0.546
	140	0.232	0.279	0.330	0.384	0.431	0.482	0.536	0.583	0.634
	150	0.266	0.320	0.378	0.440	0.495	0.553	0.615	0.669	0.727
C	100	0.166	0.200	0.236	0.274	0.308	0.345	0.383	0.417	0.453
	110	0.200	0.241	0.285	0.332	0.373	0.417	0.464	0.505	0.549
	120	0.239	0.287	0.340	0.395	0.444	0.496	0.552	0.600	0.653
	130	0.280	0.337	0.399	0.464	0.521	0.582	0.647	0.705	0.766
	140	0.325	0.391	0.462	0.538	0.604	0.675	0.751	0.817	0.888
	150	0.373	0.449	0.531	0.617	0.694	0.775	0.862	0.938	1.020

REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO.5 REINFORCEMENT PER FOOT OF BUILDING LENGTH^1,2,3,4,5
ROOF ANGLE 45°

EXP	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	TOP STORY			1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY			1ST STORY OF 3 STORY
		BUILDING WIDTH			BUILDING WIDTH			BUILDING WIDTH
		24	32	40	24	32	40	24	32	40
B	100	0.080	0.096	0.113	0.132	0.148	0.165	0.184	0.200	0.218
	110	0.096	0.116	0.137	0.159	0.179	0.200	0.223	0.242	0.263
	120	0.115	0.138	0.163	0.190	0.213	0.238	0.265	0.288	0.313
	130	0.134	0.162	0.191	0.223	0.250	0.280	0.311	0.338	0.368
	140	0.156	0.188	0.222	0.258	0.290	0.324	0.361	0.392	0.427
	150	0.179	0.216	0.255	0.296	0.333	0.372	0.414	0.450	0.490
C	100	0.111	0.134	0.159	0.185	0.208	0.232	0.258	0.281	0.305
	110	0.135	0.163	0.192	0.223	0.251	0.281	0.312	0.340	0.369
	120	0.161	0.193	0.229	0.266	0.299	0.334	0.371	0.404	0.439
	130	0.188	0.227	0.268	0.312	0.351	0.392	0.436	0.474	0.516
	140	0.219	0.263	0.311	0.362	0.407	0.455	0.505	0.550	0.598
	150	0.251	0.302	0.357	0.416	0.467	0.522	0.580	0.632	0.687

Notes:

1. The cumulative shear wall segment length for each side of the building shall be equal to or greater than the tabular shear wall length required. If the required shear wall segment length provided is not one continuous shear wall segment, the total shear wall length required shall be increased by 0.67 feet (8 inches) (203 mm) for each additional shear wall segment making up the total shear wall length on a side.

2. The minimum shear wall segment length shall be 2 feet-0 inches (610 mm). Values less than 2 feet-0 inches (610 mm) are shown only for summation of shear wall segments and for interpolation purposes. A grouted cell with vertical reinforcement of the size indicated is required at each end of every shear wall segment.

3. Other than incidental utility penetrations, shear wall piers and shear wall segments shall not contain openings with a maximum horizontal or vertical dimension of 5 inches (127 mm) for piers and 12 inches (305 mm) for portions of shear wall segments above and below piers. The total area of openings in any one segment of shear wall shall not exceed 144 square inches (92 903 mm²).

4. Required shear wall lengths normal (perpendicular) to the ridge are per lineal foot of building length. Multiply tabular values by building length distance between adjacent shear walls perpendicular to the ridge if interior shear walls are used for total shear wall length required.

5. Shear wall lengths are based on shear wall segment heights of 80 inches (2032 mm) (height from the floor to the top of the highest opening adjacent to the shear segment—corners and openings as permitted by Note 3 of this table are not considered for the purpose of this measurement). For shear segment heights other than 80 inches (2032 mm), multiply tabular length values as follows:

Segment Height (inches)	Length Multiplier
88	1.09
96	1.19
104	1.28
112	1.37

TABLE R609.5.1G GRADE 40
REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 4 REINFORCEMENT^1,2,3,5
ROOF ANGLE ≤ 23°

EXP	V_asd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3	TOP STORY			1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY			1ST STORY OF 3 STORY
		BUILDING WIDTH			BUILDING WIDTH			BUILDING WIDTH
		24	32	40	24	32	40	24	32	40
B	100	2.32	3.31	4.51	5.29	7.15	9.31	7.77	10.45	13.55
	110	2.81	4.01	5.46	6.40	8.65	11.27	9.40	12.65	16.39
	120	3.35	4.77	6.50	7.61	10.30	13.41	11.19	15.05	19.51
	130	3.93	5.59	7.63	8.94	12.09	15.74	13.13	17.67	22.90
	140	4.55	6.49	8.84	10.36	14.02	18.26	15.23	20.49	26.56
	150	5.23	7.45	10.15	11.90	16.09	20.96	17.48	23.52	30.48
C	100	2.75	3.98	5.49	6.98	9.52	12.49	10.85	14.57	18.85
	110	3.33	4.81	6.64	8.45	11.52	15.11	13.13	17.63	22.81
	120	3.97	5.73	7.90	10.05	13.70	17.98	15.63	20.98	27.14
	130	4.66	6.72	9.27	11.80	16.08	21.10	18.34	24.63	31.86
	140	5.40	7.79	10.75	13.68	18.65	24.47	21.27	28.56	36.95
	150	6.20	8.95	12.34	15.71	21.41	28.10	24.42	32.79	42.41

Notes:

1. The cumulative shear wall segment length for each side of the building shall be equal to or greater than the tabular shear wall length required. If the required shear wall segment length provided is not continuous the total

International Residential Code 2012 (IRC 2012)