CODES

ADOPTS WITH AMENDMENTS:

International Residential Code 2012 (IRC 2012)

Copyright

Preface

Part I ‒ Administrative

Chapter 1 Scope and Administration

Part II ‒ Definitions

Chapter 2 Definitions

Part III ‒ Building Planning and Construction

Chapter 3 Building Planning

Chapter 4 Foundations

Chapter 5 Floors

Chapter 6 Wall Construction

Chapter 7 Wall Covering

Chapter 8 Roof-Ceiling Construction

Chapter 9 Roof Assemblies

Chapter 10 Chimneys and Fireplaces

Part IV ‒ Energy Conservation

Chapter 11 [Re] Energy Efficiency

Part V ‒ Mechanical

Chapter 12 Mechanical Administration

Chapter 13 General Mechanical System Requirements

Chapter 14 Heating and Cooling Equipment and Appliances

Chapter 15 Exhaust Systems

Chapter 16 Duct Systems

Chapter 17 Combustion Air

Chapter 18 Chimneys and Vents

Chapter 19 Special Appliances, Equipment and Systems

Chapter 20 Boilers and Water Heaters

Chapter 21 Hydronic Piping

Chapter 22 Special Piping and Storage Systems

Chapter 23 Solar Energy Systems

Part VI ‒ Fuel Gas

Chapter 24 Fuel Gas

Part VII ‒ Plumbing

Chapter 25 Plumbing Administration

Chapter 26 General Plumbing Requirements

Chapter 27 Plumbing Fixtures

Chapter 28 Water Heaters

Chapter 29 Water Supply and Distribution

Chapter 30 Sanitary Drainage

Chapter 31 Vents

Chapter 32 Traps

Chapter 33 Storm Drainage

Part VIII Electrical

Chapter 34 General Requirements

Chapter 35 Electrical Definitions

Chapter 36 Services

Chapter 37 Branch Circuit and Feeder Requirements

Chapter 38 Wiring Methods

Chapter 39 Power and Lighting Distribution

Chapter 40 Devices and Luminaires

Chapter 41 Appliance Installation

Chapter 42 Swimming Pools [Electrical Provisions]

Chapter 43 Class 2 Remote-Control, Signaling and Power-Limited Circuits

Chapter 44 High-Velocity Hurricane Zones

Chapter 45 Private Swimming Pools

Part IX ‒ Referenced Standards

Chapter 46 Referenced Standards

Appendix A Sizing and Capacities of Gas Piping

Appendix B Sizing of Venting Systems Serving Appliances Equipped With Draft Hoods, Category I Appliances, and Appliances Listed for Use With Type B Vents

Appendix C Exit Terminals of Mechanical Draft and Direct-Vent Venting Systems

Appendix D Recommended Procedure for Safety Inspection of an Existing Appliance Installation

Appendix E Florida Standard for Mitigation of Radon in Existing Buildings Effective: June 1, 1994

Appendix F Florida Standard for Passive Radon-Resistant New Residential Building Construction

Appendix G Swimming Pools, Spas and Hot Tubs Reserved

Appendix H Patio Covers

Appendix I Private Sewage Disposal

Appendix J Existing Buildings and Structures

Appendix K Sound Transmission

Appendix L Permit Fees

Appendix M Home Day Care—r-3 Occupancy

Appendix N Venting Methods

Appendix O Automatic Vehicular Gates

Appendix P Sizing of Water Piping System

Appendix Q Florida Residential Code Electrical Provisions/National Electrical Code Cross Reference

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.
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.
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.
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.
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.
Glued laminated timbers shall be manufactured and identified as required in ANSI/AITC A190.1 and ASTM D 3737.
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.
Structural capacities for structural composite lumber shall be established and monitored in accordance with ASTM D 5456.
Fireblocking shall be provided in accordance with Section R302.11.

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.

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

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.

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.

Reserved.
Reserved.
Reserved.
Reserved.
Reserved.
Reserved.

[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).]

Reserved.

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

Reserved.

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.

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.

Reserved.
Reserved.
Reserved.
Reserved.

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.

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.

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.

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.

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.

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.

Reserved.

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

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.

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.
Reserved.

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.
Reserved.
Reserved.

Reserved.

Figure R602.11.2 Stepped Foundation Construction.
Reserved.

Reserved.

Reserved.

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

Reserved.

Reserved.

R602.12.3.1 Multiple bracing units.
Reserved.

Reserved.

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

Reserved.

Figure R602.12.5 Bracing Unit Distribution.
Reserved.

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.
Reserved.
Reserved.
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.
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.
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.
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.
Masonry construction shall be designed and constructed in accordance with the provisions of this section, TMS 403 or in accordance with the provisions of TMS 402/ACI 530/ASCE 5.
When the empirical design provisions of 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.
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.
Reserved.
Reserved.
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.
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.
Corbeled masonry shall be in accordance with Sections R606.3.1 through R606.3.3.
Solid masonry units or masonry units filled with mortar or grout shall be used for corbeling.

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.

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.
Bearing and support conditions shall be in accordance with Sections R606.4.1 and R606.4.2.
Each masonry wythe shall be supported by at least two-thirds of the wythe thickness.
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.

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.

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).
Reserved.
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.
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.
Masonry walls shall be running bond or stack bond construction.
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.

Reserved.

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

Reserved.

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

Reserved.

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

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.

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.

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.

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 CATEGORYMINIMUM SOLID WALL LENGTH (percent)a
One story or
top story of two story
Wall supporting light-framed second story and roofWall supporting masonry second story and roof
Townhouses in C202535
D0 or D125NPNP
D230NPNP
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.

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 AREASa

(square inches per foot)
MINIMUM REINFORCEMENT AS DISTRIBUTED IN BOTH HORIZONTAL AND VERTICAL DIRECTIONSb
(square inches per foot)
MINUMUM BAR SIZE FOR
REINFORCEMENT SPACED AT 48 INCHES
60.1350.047#4
80.1830.064#5
100.2310.081#6
120.2790.098#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.

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.
Reinforcing steel shall be a minimum of Grade 60 No. 5 or No. 4 bars and shall be identified in an approved manner.
Bundling shall be permitted when two bars are required at the same location in a wall or in a bond beam.

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.)
315
420
525
642
759

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.
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.
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.
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.
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).
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.

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

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.
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.
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.
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.

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 wallsASTM A 641, Class 1
Wire ties or anchors in exterior walls completely embedded in mortar or groutASTM A 641, Class 3
Wire ties or anchors in exterior walls not completely embedded in mortar or groutASTM A 153, Class B-2
Joint reinforcement in exterior walls or interior walls exposed to moist environmentASTM A 153, Class B-2
Sheet metal ties or anchors exposed to weatherASTM A 153, Class B-2
Sheet metal ties or anchors completely embedded in mortar or groutASTM A 653, Coating Designation G60
Stainless steel hardware for any exposureASTM A 167, Type 304
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.

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 PROPORTIONSa, b

PROPORTIONS BY VOLUME (cementitious materials)
MORTARTYPEPortland cement or blended cementMortar cement Masonry cementHydrated limec or lime puttyAggregate ratio (measured in damp, loose conditions)
MSMS
Cement-limeM11/4Not less than 21/4 and not
more than 3 times the sum
of separate volumes of lime,
if used, and cement
S1over 1/2 to 1/4
over 11/4 to 21/2
Mortar cementM1
M1
S1/2
S1
Masonry cementM1
M1
S1/2
S1
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.
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.
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.
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.

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).

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.

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).

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.

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.

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.

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

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

TYPEPORTLAND CEMENT
OR BLENDED CEMENT
SLAG CEMENT
HYDRATED LIME
OR LIME PUTTY
AGGREGATE MEASURED IN A DAMP, LOOSE CONDITION
FineCoarse
Fine10 to 1/1021/4 to 3 times the sum of the volume of the cementitious materials
Coarse10 to 1/1021/4 to 3 times the sum of the volume of the cementitious materials1 to 2 times the sum of the vol-
umes of the cementitious materials

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.

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.

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 3/8 inch (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.

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.

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.

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.

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

Vasd AS DETERMINED IN
ACCORDANCE WITH
SECTION R301.2.1.3
BUILDING
WIDTH
WALL HEIGHTBUILDING LENGTH
4050607080
10024100.0370.0520.0690.0880.110
2480.0300.0420.0550.0710.088
32100.0290.0400.0530.0670.084
3280.0230.0320.0420.0540.067
40100.0260.0360.0470.0590.073
4080.0210.0290.0370.0470.058
11024100,0450.0630.0840.1070.133
2480.0360.0500.0670.0860.107
32100.0350.0480.0640.0820.101
3280.0280.0390.0510.0650.081
40100.0320.0430.0570.0720.088
4080.0250.0350.0450.0570.070
12024100.0540.0750.0990.1270.158
2480.0430.0600.0800.1020.127
32100.0410.0580.0760.0970.121
3280.0330.0460.0610.0780.097
40100.0380.0520.0670.0850.105
4080.0300.0410.0540.0680.084
13024100.0630.0880.1170.1490.186
2480.0500.0700.0930.1200.149
32100.0490.0680.0890.1140.142
3280.0390.0540.0710.0910.113
40100.0440.0610.0790.1000.123
4080.0350.0480.0630.0800.098
14024100.0730.1020.1350.1730.216
2480.0580.0820.1080.1390.173
32100.0560.0780.1040.1320.164
3280.0450.0630.0830.1060.131
40100.0510.0700.0920.1160.143
4080.0410.0560.0730.0930.114
15024100.0840.1170.1550.1990.248
2480.0670.0940.1240.1590.198
32100.0650.0900.1190.1520.189
3280.0520.0720.0950.1210.151
40100.0590.0810.1050.1330.164
4080.0470.0640.0840.1060.131
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

Vasd AS DETERMINED IN
ACCORDANCE WITH
SECTION R301.2.1.3
BUILDING
WIDTH
WALL HEIGHTBUILDING LENGTH
4050607080
10024100.0520.0730.0970.1240.154
2480.0420.0580.0770.0990.123
32100.0400.0560.0740.0950.118
3280.0320.0450.0590.0760.094
40100.0370.0500.0660.0830.102
4080.0290.0400.0520.0660.082
11024100.0630.0880.1170.1500.187
2480.0510.0710.0940.1200.149
32100.0490.0680.0900.1140.142
3280.0390.0540.0720.0920.114
40100.0440.0610.0790.1000.124
4080.0350.0490.0630.0800.099
12024100.0750.1050.1390.1780.222
2480.0600.0840.1120.1430.178
32100.0580.0810.1070.1360.169
3280.0460.0650.0850.1090.135
40100.0530.0720.0940.1190.147
4080.0420.0580.0760.0950.118
13024100.0880.1230.1640.2090.261
2480.0710.0990.1310.1680.209
32100.0680.0950.1250.1600.199
3280.0550.0760.1000.1280.159
40100.0620.0850.1110.1400.173
4080.0500.0680.0890.1120.138
14024100.1020.1430.1900.2430.302
2480.0820.1140.1520.1940.242
32100.0790.1100.1450.1850.230
3280.0630.0880.1160.1480.184
40100.0720.0980.1290.1620.200
4080.0570.0790.1030.1300.160
15024100.1180.1640.2180.2790.347
2480.0940.1310.1740.2230.278
32100.0910.1260.1670.2130.264
3280.0730.1010.1330.1700.212
40100.0820.1130.1480.1870.230
4080.0660.0900.1180.1490.184
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

Vasd AS DETERMINED IN
ACCORDANCE WITH
SECTION R301.2.1.3
BUILDING
WIDTH
WALL HEIGHTBUILDING LENGTH
4050607080
10024100.0560.0780.1040.1330.165
2480.0450.0620.0830.1060.132
32100.0430.0600.0790.1010.126
3280.0350.0480.0630.0810.101
40100.0390.0540.0700.0890.109
4080.0310.0430.0560.0710.087
11024100.0680.0940.1250.1600.200
2480.0540.0760.1000.1280.160
32100.0520.0730.0960.1220.152
3280.0420.0580.0770.0980.122
40100.0470.0650.0850.1070.132
4080.0380.0520.0680.0860.106
12024100.0810.1120.1490.1910.238
2480.0640.0900.1190.1530.190
32100.0620.0860.1140.1460.181
3280.0500.0690.0910.1170.145
40100.0560.0770.1010.1280.157
4080.0450.0620.0810.1020.126
13024100.0950.1320.1750.2240.279
2480.0760.1060.1400.1790.223
32100.0730.1010.1340.1710.212
3280.0580.0810.1070.1370.170
40100.0660.0910.1190.1500.185
4080.0530.0730.0950.1200.148
14024100.1100.1530.2030.2600.324
2480.0880.1220.1620.2080.259
32100.0850.1170.1550.1980.246
3280.0680.0940.1240.1590.197
40100.0770.1050.1380.1740.214
4080.0620.0840.1100.1390.171
15024100.1260.1760.2330.2980.371
2480.1010.1400.1860.2390.297
32100.0970.1350.1780.2280.283
3280.0780.1080.1430.1820.226
40100.0880.1210.1580.2000.246
4080.0710.0970.1260.1600.197
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

Vasd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3BUILDING WIDTHWALL HEIGHTBUILDING LENGTH
4050607080
10024100.0780.1090.1450.1860.231
2480.0630.0880.1160.1490.185
32100.0600.0840.1110.1420.176
3280.0480.0670.0890.1140.141
40100.0550.0750.0980.1240.153
4080.0440.0600.0790.0990.123
11024100.0950.1320.1760.2250.280
2480.0760.1060.1410.1800.224
32100.0730.1020.1350.1720.213
3280.0590.0810.1080.1370.171
40100.0670.0910.1190.1500.185
4080.0530.0730.0950.1200.148
12024100.1130.1580.2090.2680.333
2480.0900.1260.1670.2140.267
32100.0870.1210.1600.2040.254
3280.0700.0970.1280.1630.203
40100.0790.1080.1420.1790.221
4080.0630.0870.1130.1430.176
13024100.1330.1850.2450.3140.391
2480.10660.1480.1960.2510.313
32100.1020.1420.1880.2400.298
3280.0820.1140.1500.1920.238
40100.0930.1270.1660.2100.259
4080.0740.1020.1330.1680.207
14024100.1540.2140.2850.3640.454
2480.1230.1720.2880.2910.363
32100.1190.1650.2180.2780.345
3280.0950.1320.1740.2230.276
40100.1080.1480.1930.2440.300
4080.0860.1180.1540.1950.240
15024100.1760.2460.3270.4180.521
2480.1410.1970.2610.3350.417
32100.1360.1890.2500.3190.397
3280.1090.1510.2000.2550.317
40100.1240.1690.2210.2800.345
4080.0990.1360.1770.2240.276
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.
4681012141618
500.0000.0000.0000.0000.0000.0000.0000.000
1000.0090.0210.0380.0600.0880.123NPNP
1500.0160.0370.0670.1070.159NPNPNP
2000.0230.0530.0960.157NPNPNPNP
2500.0300.0690.1270.211NPNPNPNP
3000.0370.0860.1600.270NPNPNPNP
3500.0440.1030.194NPNPNPNPNP
4000.0510.1200.230NPNPNPNPNP
4500.0580.1380.269NPNPNPNPNP
5000.0650.156NPNPNPNPNPNP
5500.0730.175NPNPNPNPNPNP
6000.0800.195NPNPNPNPNPNP
6500.0880.215NPNPNPNPNPNP
7000.0950.235NPNPNPNPNPNP
7500.1030.257NPNPNPNPNPNP
8000.1100.280NPNPNPNPNPNP
8500.118NPNPNPNPNPNPNP
9000.126NPNPNPNPNPNPNP
9500.134NPNPNPNPNPNPNP
10000.142NPNPNPNPNPNPNP
10500.150NPNPNPNPNPNPNP
11000.158NPNPNPNPNPNPNP
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.
4681012141618
500.0000.0000.0000.0000.0000.0000.0000.000
1000.0000.0000.0000.0000.0000.0000.0000.000
1500.0050.0100.0190.0290.0420.0580.0760.097
2000.0070.0170.0300.0460.0670.0920.1210.154
2500.0100.0230.0400.0630.0920.1260.1670.214
3000.0130.0290.0510.0810.1170.1620.2140.275
3500.0150.0350.0620.0980.1430.1970.262NP
4000.0180.0410.0730.1160.1690.2340.312NP
4500.0210.0470.0840.1340.1950.271NPNP
5000.0230.0530.0960.1520.2220.309NPNP
5500.0260.0590.1070.1700.2490.348NPNP
6000.0290.0660.1180.1880.2770.388NPNP
6500.0320.0720.1300.2060.3050.429NPNP
7000.0340.0780.1410.2250.334NPNPNP
7500.0370.0840.1520.2440.363NPNPNP
8000.0400.0910.1640.2630.392NPNPNP
8500.0420.0970.1760.2820.422NPNPNP
9000.0450.1030.1870.3020.453NPNPNP
9500.0480.1100.1990.321NPNPNPNP
10000.0510.1160.2110.341NPNPNPNP
10500.0530.1220.2230.362NPNPNPNP
11000.0560.1290.2350.382NPNPNPNP
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.
4681012141618
500.0000.0000.0000.0000.0000.0000.0000.000
1000.0000.0000.0000.0000.0000.0000.0000.000
1500.0000.0000.0000.0000.0000.0000.0000.000
2000.0040.0080.0140.0220.0320.0430.0570.072
2500.0050.0120.0210.0320.0470.0640.0840.106
3000.0070.0150.0270.0430.0620.0850.11110.142
3500.0090.0190.0340.0540.0770.1060.1390.177
4000.0100.0230.0410.0640.0930.1270.1670.213
4500.0120.0270.0480.0750.1080.1480.1950.249
5000.0140.0310.0540.0860.1240.1700.2240.286
5500.0150.0340.0610.0960.1400.1920.2530.323
6000.0170.0380.0680.1070.1550.2130.2820.361
6500.0190.0420.0750.1180.1710.2350.3110.399
7000.0200.0460.0820.1290.1870.2570.3410.438
7500.0220.0500.0890.1400.2030.2800.3710.477
8000.0240.0530.0950.1500.2190.3020.4010.517
8500.0250.0570.1020.1610.2350.3250.4230.558
9000.0270.0610.1090.1720.2510.3470.462NP
9500.0290.0650.1160.1830.2680.3700.494NP
10000.0300.0690.1230.1940.2840.3940.525NP
10500.0320.0720.1300.2060.3010.4170.557NP
11000.0340.0760.1370.2170.3170.440NPNP
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.
4681012141618
500.0000.0000.0000.0000.0000.0000.0000.000
1000.0000.0000.0000.0000.0000.0000.0000.000
1500.0000.0000.0000.0000.0000.0000.0000.000
2000.0000.0000.0000.0000.0000.0000.0000.000
2500.0030.0070.0120.0190.0270.0370.0480.061
3000.0040.0090.0170.0260.0380.0520.0680.086
3500.0050.0120.0220.0340.0490.0670.0870.111
4000.0070.0150.0270.0420.0600.0820.1070.136
4500.0080.0180.0310.0490.0710.0970.1270.161
5000.0090.0200.0360.0570.0820.1120.1470.187
5500.0100.0230.0410.0650.0930.1270.1670.213
6000.0110.0260.0460.0720.1040.1430.1870.239
6500.0130.0290.0510.0800.1160.1580.2080.265
7000.0140.0310.0560.0880.1270.1740.2880.291
7500.0150.0340.0610.0950.1380.1890.2490.317
8000.0160.0370.0660.1030.1490.2050.2690.344
8500.0180.0400.0710.1110.1610.2200.2900.370
9000.0190.0420.0760.1190.1720.2360.3110.397
9500.0200.0450.0810.1270.1830.2520.3320.424
10000.0210.0480.0850.1340.1950.2670.3530.451
10500.0220.0510.0900.1420.2060.2830.3740.479
11000.0240.0530.0950.1500.2180.2990.3950.506
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.
4681012141618
500.0000.0000.0000.0000.0000.0000.0000.000
1000.0140.0320.0570.0900.1320.184NPNP
1500.0240.0550.1000.1600.239NPNPNP
2000.0340.0790.1440.235NPNPNPNP
2500.0450.1030.191NPNPNPNPNP
3000.0550.1280.240NPNPNPNPNP
3500.0660.154NPNPNPNPNPNP
4000.0760.180NPNPNPNPNPNP
4500.0870.207NPNPNPNPNPNP
5000.0980.234NPNPNPNPNPNP
5500.1090.263NPNPNPNPNPNP
6000.120NPNPNPNPNPNPNP
6500.131NPNPNPNPNPNPNP
7000.143NPNPNPNPNPNPNP
7500.154NPNPNPNPNPNPNP
8000.166NPNPNPNPNPNPNP
8500.177NPNPNPNPNPNPNP
9000.189NPNPNPNPNPNPNP
9500.201NPNPNPNPNPNPNP
10000.213NPNPNPNPNPNPNP
10500.225NPNPNPNPNPNPNP
11000.238NPNPNPNPNPNPNP
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.
4681012141618
500.0000.0000.0000.0000.0000.0000.0000.000
1000.0000.0000.0000.0000.0000.0000.0000.000
1500.0070.0160.0280.0440.0630.0870.1140.145
2000.0110.0250.0440.0690.1010.1380.1810.231
2500.0150.0340.0610.0950.1380.1900.2500.320
3000.0190.0430.0770.1210.1760.2420.3210.413
3500.0230.0520.0930.1470.2150.2960.393NP
4000.0270.0610.1100.1740.2540.3510.468NP
4500.0310.0710.1270.2000.2930.407NPNP
5000.0350.0800.1430.2270.3330.464NPNP
5500.0390.0890.1600.2540.3740.523NPNP
6000.0430.0980.1770.2820.4150.583NPNP
6500.0470.1080.1940.3100.4580.644NPNP
7000.0510.1170.2110.3380.500NPNPNP
7500.0560.1260.2290.3660.544NPNPNP
8000.0600.1360.2460.3940.588NPNPNP
8500.0640.1450.2640.4230.633NPNPNP
9000.0680.1550.2810.4530.679NPNPNP
9500.0720.1640.2990.482NPNPNPNP
10000.0760.1740.3170.512NPNPNPNP
10500.0800.1830.3350.542NPNPNPNP
11000.0840.1930.3530.573NPNPNPNP
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.
4681012141618
500.0000.0000.0000.0000.0000.0000.0000.000
1000.0000.0000.0000.0000.0000.0000.0000.000
1500.0000.0000.0000.0000.0000.0000.0000.000
2000.0050.0120.0210.0330.0480.0650.0850.108
2500.0080.0170.0310.0490.0700.0960.1260.160
3000.0100.0230.0410.0650.0930.1270.1670.212
3500.0130.0290.0510.0800.1160.1590.2090.266
4000.0150.0340.0610.0960.1390.1910.2510.319
4500.0180.0400.0720.1120.1630.2230.2930.374
5000.0200.0460.0820.1280.1860.2550.3360.429
5500.0230.0510.0920.1440.2090.2870.3790.485
6000.0250.0570.1020.1610.2330.3200.4230.542
6500.0280.0630.1120.1770.2570.3530.4670.599
7000.0300.0690.1230.1930.2800.3860.5110.657
7500.0330.0740.1330.2090.3040.4190.5560.716
8000.0350.0800.1430.2260.3290.4530.6010.776
8500.0380.0860.1540.2420.3530.4870.6470.837
9000.0400.0910.1640.2590.3770.5210.694NP
9500.0430.0970.1740.2750.4020.5560.741NP
10000.0450.1030.1850.2920.4260.5900.788NP
10500.0480.1090.1950.3080.4510.6250.836NP
11000.0510.1140.2050.3250.4760.661NPNP
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.
4681012141618
500.0000.0000.0000.0000.0000.0000.0000.000
1000.0000.0000.0000.0000.0000.0000.0000.000
1500.0000.0000.0000.0000.0000.0000.0000.000
2000.0000.0000.0000.0000.0000.0000.0000.000
2500.0040.0100.0180.0280.0400.0550.0720.091
3000.0060.0140.0250.0390.0570.0770.1010.129
3500.0080.0180.0330.0510.0730.1000.1310.166
4000.0100.0220.0400.0620.0900.1230.1610.204
4500.0120.0260.0470.0740.1070.1450.1910.242
5000.0140.0310.0540.0850.1230.1680.2210.281
5500.0150.0350.0620.0970.1400.1910.2510.319
6000.0170.0390.0690.1080.1570.2140.2810.358
6500.0190.0430.0770.1200.1730.2370.3120.397
7000.0210.0470.0840.1320.1900.2600.3420.436
7500.0230.0510.0910.1430.2070.2840.3730.476
8000.0250.0550.0990.1550.2240.3070.4040.515
8500.0260.0590.1060.1660.2410.3300.4350.556
9000.0280.0640.1130.1780.2580.3540.4660.596
9500.0300.0680.1210.1900.2750.3770.4970.636
10000.0320.0720.1280.2010.2920.4010.5290.677
10500.0340.0760.1360.2130.3090.4250.5610.718
11000.0350.0800.1430.2250.3260.4490.5920.760
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 BARSBAR SIZE
No. 4No. 5No. 6
10.200.310.44
20.400.620.88
Reinforcement shall be located in the top of bond beams and in the top and bottom of bond beams also serving as lintels.

.
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

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

FIGURE R609.2.5
CHANGES IN BOND BEAM HEIGHT

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.
Vertical reinforcement shall be provided in conformance with Sections R609.3.1 through R609.3.6.
One reinforcement bar shall be provided in each corner, including interior corners and corners created by changes in wall direction or offsetting of walls.

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.

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.)

EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1008.009.879.879.878.348.348.34
8.679.979.979.978.428.428.42
9.3310.0610.0610.068.498.498.49
10.0010.1410.1410.148.578.578.54
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1108.008.978.78.977.587.587.58
8.679.069.069.067.657.567.65
9.339.149.149.147.727.727.72
10.009.229.229.227.797.797.79
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1208.008.238.238.236.956.956.95
8.678.308.308.307.017.017.01
9.338.388.388.387.087.087.08
10.008.458.458.456.876.876.87
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1308.007.597.597.596.416.416.21
8.677.677.677.676.476.145.67
9.337.737.737.576.035.585.19
10.007.807.366.905.445.074.74
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1408.007.057.057.055.955.765.27
8.677.127.127.015.705.224.82
9.337.186.886.405.144.754.41
10.006.706.245.854.644.324.04
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1508.006.586.586.585.464.964.54
8.676.646.506.014.914.504.15
9.336.395.915.494.434.093.80
10.005.765.375.024.003.723.48

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.)

EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1008.009.879.879.878.347.977.32
8.679.979.979.977.797.176.65
9.3310.069.699.086.986.486.05
10.009.068.728.226.275.875.51
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1108.008.978.978.767.016.385.85
8.679.069.069.066.836.836.83
9.338.458.458.455.995.995.99
10.007.477.477.475.305.305.30
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1208.008.237.727.095.755.234.80
8.678.078.078.075.725.725.72
9.337.087.087.085.025.025.02
10.006.266.266.264.434.434.43
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1308.007.046.415.884.824.384.01
8.676.295.785.354.323.963.66
9.335.655.244.883.893.603.35
10.005.094.754.453.513.273.06
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1408.005.955.414.084.093.723.40
8.675.334.894.523.683.373.11
9.334.794.444.133.313.082.85
10.004.324.003.772.992.782.60
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1508.005.104.634.253.533.202.93
8.674.574.203.873.172.902.68
9.334.123.813.542.862.642.45
10.003.713.463.242.582.402.24

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.)

EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1008.009.879.879.878.348.237.57
8.679.979.979.978.057.416.87
9.3310.0610.019.387.226.706.25
10.009.369.018.496.486.065.69
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1108.008.978.978.977.246.596.05
8.679.069.069.067.067.067.06
9.338.738.738.736.196.196.19
10.007.727.727.725.475.475.47
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1208.008.237.987.335.955.414.96
8.678.308.308.305.925.925.92
9.337.327.327.325.195.195.19
10.006.476.476.474.584.584.58
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1308.007.276.626.074.984.524.14
8.676.505.985.534.474.103.78
9.335.845.415.044.023.723.46
10.005.264.914.603.633.383.16
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1408.006.155.595.134.233.843.52
8.675.515.064.673.803.483.21
9.334.954.594.273.433.172.94
10.004.464.163.903.092.882.69
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1508.005.274.794.393.643.313.02
8.674.734.344.003.273.002.76
9.334.263.943.662.952.732.53
10.003.843.583.352.662.482.32

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.)

EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1008.008.788.047.425.825.314.88
8.677.777.196.695.194.784.43
9.336.836.466.054.664.324.03
10.006.045.815.484.183.913.67
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1108.006.946.345.844.674.253.90
8.676.426.426.424.564.564.56
9.335.635.635.634.004.004.00
10.004.984.984.983.533.533.53
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1208.005.645.154.733.843.493.20
8.675.385.385.383.823.823.82
9.334.724.724.723.353.353.35
10.004.174.174.172.952.952.95
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1308.004.694.273.923.212.922.67
8.674.193.863.572.882.642.44
9.333.773.493.252.602.402.23
10.003.393.172.972.342.182.04
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1408.003.973.613.312.732.462.27
8.673.553.263.012.452.252.07
9.333.202.962.752.212.041.90
10.002.882.692.521.991.861.74
EXPOSUREBBBCCC
Vasd as determined in
accordance with
Section R301.2.1.3
WALL HEIGHTBUILDING WIDTH
243240243240
1508.003.403.092.832.352.131.95
8.673.052.802.582.111.931.78
9.332.752.542.361.901.761.63
10.002.482.312.161.721.601.50

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

Vasd AS DETERMINED
IN ACCORDANCE
WITH SECTION
R301.2.1.3
100110120130140150
EXPWALL HTEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONE
B89.8710.538.979.578.238.787.598.107.057.526.587.02
8.679.9710.599.069.638.308.827.678.157.127.566.647.06
9.3310.0610.649.149.688.388.877.738.197.187.606.707.10
1010.1410.699.229.728.458.917.808.237.087.646.146.85
1210.1710.838.389.147.017.655.956.495.105.574.424.83
147.758.296.376.825.335.704.514.833.864.143.343.58
166.126.435.035.294.194.413.553.733.033.192.622.76
184.975.144.074.213.393.512.862.962.442.532.102.18
204.124.203.383.442.812.862.362.412.012.051.721.76
223.483.492.842.852.362.361.981.991.681.681.431.44
C88.348.897.588.096.957.416.416.845.956.355.565.93
8.678.428.947.658.137.017.456.476.886.016.395.245.96
9.338.498.997.728.177.087.496.526.915.536.374.755.53
108.579.037.798.216.877.535.836.505.005.584.314.84
127.217.865.926.474.955.404.194.583.593.923.103.39
145.475.864.494.813.754.013.163.392.702.902.332.50
164.314.543.533.722.943.092.472.612.112.221.811.91
183.493.612.852.952.372.451.992.061.681.751.441.49
202.892.942.352.401.941.981.631.661.371.401.161.19
222.432.431.971.981.621.631.351.351.131.141.031.26

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

Vasd AS DETERMINED
IN ACCORDANCE
WITH SECTION
R301.2.1.3
100110120130140150
EXPWALL HTEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONE
B89.8710.538.979.578.238.787.598.106.427.525.476.68
8.679.9710.599.069.638.078.826.867.765.776.684.935.80
9.3310.0610.648.459.487.087.956.026.765.175.814.465.05
109.0610.097.478.326.266.975.325.924.575.093.964.42
126.567.165.405.894.524.933.844.193.293.592.853.12
145.005.354.114.403.443.682.913.122.492.672.162.31
163.954.153.243.412.712.852.292.411.962.061.691.78
183.213.312.632.722.192.271.851.911.581.631.361.41
202.662.712.182.221.811.841.521.551.301.321.111.13
222.252.251.831.841.521.531.281.281.081.090.930.93
C88.348.897.588.096.207.415.156.294.365.303.734.53
8.678.298.946.837.735.586.484.655.503.944.733.384.09
9.337.288.175.996.735.025.644.214.793.574.113.063.57
106.437.165.305.904.434.943.764.193.223.602.783.12
124.655.073.824.173.193.492.702.952.312.532.002.19
143.533.782.903.102.422.592.042.191.741.871.501.61
162.782.932.282.401.902.001.601.681.361.431.171.23
182.252.331.841.901.531.581.281.331.091.130.930.96
201.861.901.521.551.251.281.051.070.880.900.750.77
221.571.571.271.281.051.050.870.870.730.730.670.81

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

Vasd AS DETERMINED
IN ACCORDANCE
WITH SECTION
R301.2.1.3
100110120130140150
EXPWALL HTEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONE
B89.8710.538.979.578.238.787.598.106.637.525.656.91
8.679.9710.599.069.638.308.827.098.025.976.905.095.99
9.3310.0610.648.739.687.328.216.226.985.356.004.615.21
109.3610.427.728.606.477.205.496.124.725.264.104.57
126.787.395.586.094.675.103.964.333.403.712.953.22
145.165.534.254.553.553.803.013.222.582.762.232.39
164.084.293.353.522.802.942.362.492.022.131.741.84
183.313.432.722.812.262.341.911.981.631.691.401.45
202.752.802.252.291.871.901.571.601.341.361.151.17
222.322.331.901.901.571.581.321.321.121.120.000.00
C88.348.897.588.096.407.415.326.504.505.473.864.68
8.678.428.947.067.995.776.694.805.694.074.893.494.22
9.337.528.446.196.955.195.824.354.953.694.253.173.68
106.657.405.476.104.585.103.884.333.333.722.873.22
124.805.243.954.313.303.602.793.052.392.612.072.26
143.653.913.003.212.502.682.112.261.801.931.551.67
162.883.022.352.481.962.061.651.741.401.481.211.27
182.332.411.901.971.581.631.321.371.121.160.000.00
201.921.961.571.601.301.321.081.100.000.000.000.00
221.621.621.311.321.081.090.000.000.000.000.000.00

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

Vasd AS DETERMINED
IN ACCORDANCE
WITH SECTION
R301.2.1.3
100110120130140150
EXPWALL HTEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONEEND ZONEINT ZONE
B88.8910.237.418.446.217.085.106.024.285.183.644.46
8.677.788.806.427.265.386.094.575.173.854.453.293.87
9.336.837.665.636.324.725.304.014.503.453.872.973.36
106.046.734.985.554.174.653.543.953.053.392.642.95
124.384.773.603.933.023.292.562.792.192.401.902.08
143.333.562.742.932.292.451.942.081.661.781.441.54
162.632.772.162.271.801.901.531.611.301.371.131.19
182.142.211.751.811.461.511.231.271.051.090.900.94
201.771.811.451.481.211.231.021.030.860.880.740.76
221.501.501.221.231.011.020.850.850.720.720.000.00
C86.387.285.086.004.135.033.434.192.903.532.493.02
8.675.536.254.565.153.724.323.103.672.623.152.252.72
9.334.855.444.004.493.353.762.803.192.382.742.042.38
104.294.783.533.932.953.292.512.792.152.401.852.08
123.103.382.552.782.132.321.801.971.541.691.331.46
142.352.521.932.071.611.731.361.461.161.251.001.08
161.851.951.521.601.261.331.061.120.910.960.780.82
181.501.551.231.271.021.050.850.890.720.750.000.00
201.241.261.011.030.840.850.700.710.000.000.000.00
221.041.050.850.850.700.700.000.000.000.000.000.00
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.
Reinforcing steel requirements shall not be additive. A single bar shall be permitted to satisfy multiple requirements.
Vertical reinforcement shall terminate in footings and bond beams as set forth in Section R606.13.8.

.
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

Vasd AS
DETERMINED
IN
ACCORDANCE
WITH SECTION
R301.2.1.3
NAIL
SIZE
RAKE HEIGHT
121416182022
EXPOSURE B10010d445566
8d6788910
11010d456677
8d789101111
12010d567788
8d91011121313
13010d67891010
8d101113141515
14010d789101111
8d121315161818
15010d8911121313
8d131517192020
EXPOSURE C10010d567788
8d8911121313
11010d67891010
8d101113141515
12010d789101111
8d121415171818
13010d91011121313
8d141618202222
14010d101213141515
8d161921232525
15010d121315161818
8d192124262929

TABLE R609.4B
WOOD GABLE STUD CONNECTOR LOADS

Vasd AS
DETERMINED IN
ACCORDANCE
WITH SECTION
R301.2.1.3
ROOF
ZONE
CONNECTOR LOADS
(Allowable
Stress Design)
WALL
ZONE
VERTHORIZ1
EXPOSURE B1002E43161E
2E43111
1102E53201E
2E53131
1202E62231E
2E62151
1302E73271E
2E73181
1402E85321E
2E85211
1502E98361E
2E98241
EXPOSURE C1002E61231E
2E61151
1102E74281E
2E74181
1202E88331E
2E88221
1302E103381E
2E103251
1402E119451E
2E119301
1502E137511E
2E137341
1. Unit load on stud. Multiply by 1/2 stud length plus 1/2 wall height for total connector load.

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

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

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

.
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
≤ 1056' - 0″
1455' - 0″
1954' - 0″
2303' - 6″
2703' - 0″
3252' - 6″
4152' - 0″
5651' - 6″
7001' - 2″
8451' - 0″

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

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.

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 REINFORCEMENT1,2,3,5
ROOF ANGLE ≤ 23°

EXPVasd AS
DETERMINED IN
ACCORDANCE WITH
SECTION R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR
2ND STORY OF 3 STORY
1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1001.622.313.143.684.986.495.417.289.43
1101.962.793.804.456.037.856.558.8111.42
1202.333.324.525.307.179.347.7910.4813.58
1302.733.905.316.228.4210.969.1412.3015.94
1403.174.526.167.229.37612.7110.6014.2718.49
1503.645.197.078.2811.2114.5912.1716.3821.23
C1001.922.773.824.866.638.697.5610.1513.13
1102.323.354.625.888.0210.529.1412.2815.88
1202.763.995.507.009.5412.5210.8814.6118.90
1303.244.686.468.2111.2014.6912.7717.1522.18
1403.765.437.499.5312.9917.0414.8119.8925.73
1504.326.238.5910.9414.9119.5617.0022.8329.53

REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 5 REINFORCEMENT1,2,3,5
ROOF ANGLE ≤ 23°

EXPVasd AS DETERMINED IN
ACCORDANCE WITH
SECTION R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR
2ND STORY OF 3 STORY
1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1001.091.552.122.483.354.373.644.906.35
1101.321.882.563.004.065.284.415.937.68
1201.572.233.053.574.836.295.247.069.14
1301.842.623.574.195.677.386.168.2810.73
1402.133.044.154.866.578.567.149.6012.45
1502.453.494.765.587.549.828.1911.0214.29
C1001.291.862.573.274.465.855.096.838.84
1101.562.263.113.965.407.086.168.2610.69
1201.862.683.704.716.428.437.339.8412.72
1302.183.154.355.537.549.898.6011.5414.93
1402.533.655.046.418.7411.479.9713.3917.32
1502.914.195.797.3610.0413.1711.4515.3719.88
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
881.09
961.19
1041.28
1121.37

TABLE R609.5.1B GRADE 60
REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 4 REINFORCEMENT1,2,3,5
ROOF ANGLE 30°

EXPVasd AS DETERMINED
IN ACCORDANCE WITH SECTION R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1001.662.453.403.554.926.495.187.139.36
1102.012.964.114.305.967.866.278.6311.32
1202.393.524.895.127.099.357.4610.2713.47
1302.814.135.746.008.3210.978.7612.0515.81
1403.264.796.666.969.6512.7310.1513.9818.34
1503.745.507.647.9911.0814.6111.6616.0521.05
C1002.002.994.214.736.628.827.229.9212.97
1102.423.625.105.728.0110.678.7412.0015.70
1202.884.306.076.819.5312.7010.4014.2818.68
1303.375.057.127.9911.1914.9012.2016.7621.92
1403.915.868.269.2712.9817.2814.1519.4325.43
1504.496.739.4810.6414.9019.8416.2522.3129.19

REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 5 REINFORCEMENT1,2,3,5
ROOF ANGLE 30°

EXPVasd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1001.121.652.292.393.314.373.494.806.30
1101.351.992.772.894.015.294.225.817.62
1201.612.373.293.444.776.295.026.919.07
1301.892.783.864.045.607.395.898.1110.64
1402.193.234.484.696.508.576.849.4112.34
1502.523.715.145.387.469.837.8510.8014.17
C1001.342.012.843.184.465.934.866.678.73
1101.632.443.433.855.397.185.888.0810.57
1201.942.904.084.586.428.557.009.6112.57
1302.273.404.795.387.5310.038.2111.2814.76
1402.633.945.566.248.7411.639.5313.0817.12
1503.024.536.387.1610.0313.3510.9415.0219.65
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
881.0
961.19
1041.28
1121.37

TABLE R609.5.1C GRADE 60
REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 4 REINFORCEMENT1,2,3,5
ROOF ANGLE 45°

EXPVasd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1002.113.244.642.115.727.735.778.1711.00
1102.563.925.614.856.929.366.989.8913.31
1203.054.676.685.778.2311.138.3111.7715.85
1303.575.487.846.779.6613.079.7513.8118.60
1404.156.359.097.8511.2015.1611.3116.0221.57
1504.767.2910.439.0112.8617.4012.9818.3924.76
C1002.634.136.035.457.9010.847.229.9212.97
1103.184.997.306.609.5613.128.7412.0015.70
1203.795.948.687.8511.3815.6110.4014.2818.68
1304.456.9710.199.2113.3518.3212.2016.7621.92
1405.168.0911.8210.6815.4821.2514.1519.4325.43
1505.929.2813.5712.2617.7724.3916.2522.3129.19

REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 5 REINFORCEMENT1,2,3,5
ROOF ANGLE 45°

EXPVasd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1001.422.183.122.703.855.213.885.507.41
1101.722.643.783.264.666.304.706.668.96
1202.053.144.493.885.547.505.597.9210.67
1302.413.695.274.566.508.806.569.3012.52
1402.794.276.125.297.5410.207.6110.7814.52
1503.204.917.026.078.6611.718.7412.3816.67
C1001.772.784.063.675.327.305.387.5910.18
1102.143.364.914.446.438.836.519.1912.32
1202.554.005.855.287.6610.517.7510.9314.66
1302.994.696.866.208.9912.339.0912.8317.21
1403.475.447.967.1910.4214.3010.5514.8819.96
1503.986.259.138.2611.9616.4212.1117.0922.91
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
881.09
961.19
1041.28
1121.37

TABLE R609.5.1D GRADE 60
REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH1,2,3,4,5
ROOF ANGLE 23°

EXPVasd AS DETERMINED
IN ACCORDANCE WITH SECTION R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1000.0540.0530.0530.1420.1420.1410.2310.2310.230
1100.0650.0650.0640.1720.1720.1710.2790.2790.278
1200.0770.0770.0760.2050.2040.2040.3330.3320.331
1300.0910.0900.0890.2400.2400.2390.3900.3900.389
1400.1050.1040.1030.2790.2780.2770.4530.4520.451
1500.1210.1200.1190.3200.3190.3180.5200.5190.518
C1000.0750.0750.0740.1990.1990.1980.3240.3230.322
1100.0910.0900.0890.2410.2410.2400.3920.3910.390
1200.1080.1080.1060.2870.2870.2850.4660.4660.464
1300.1270.1260.1250.3370.3360.3350.5470.5460.545
1400.1470.1470.1450.3910.3900.3880.6350.6340.632
1500.1690.1680.1660.4490.4480.4460.7290.7280.726

REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO. 5 REINFORCEMENT PER FOOT OF BUILDING LENGTH1,2,3,4,5
ROOF ANGLE 23°

EXPVasd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1000.0360.0360.0350.0960.0960.0950.1550.1550.155
1100.0440.0430.0430.1160.1160.1150.1880.1880.187
1200.0520.0520.0510.1380.1380.1370.2240.2240.223
1300.0610.0610.0600.1620.1620.1610.2630.2620.262
1400.0710.0700.0700.1880.1870.1860.3050.3040.303
1500.0810.0810.0800.2150.2150.2140.3500.3490.348
C1000.0510.0500.0500.1340.1340.1330.2180.2180.217
1100.0610.0610.0600.1620.1620.1610.2640.2630.263
1200.0730.0720.0720.1930.1930.1920.3140.3130.313
1300.0860.0850.0840.2270.2260.2250.3680.3680.367
1400.0990.0990.0970.2630.2630.2610.4270.4270.425
1500.1140.1130.1120.3020.3010.3000.4900.4900.488
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
881.09
961.19
1041.28
1121.37

TABLE R609.5.1E GRADE 60
REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH1,2,3,4,5
ROOF ANGLE 30°

EXPVasd AS DETERMINED
IN ACCORDANCE WITH SECTION R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1000.0880.1020.1170.1660.1800.1950.2430.2570.272
1100.1070.1240.1420.2010.2170.2360.2940.3110.329
1200.1270.1470.1690.2390.2590.2800.3500.3710.392
1300.1490.1730.1980.2800.3040.3290.4110.4350.460
1400.1730.2000.2300.3250.3520.3820.4770.5040.534
1500.1990.2300.2640.3730.4040.4380.5480.5790.613
C1000.1240.1430.1640.2320.2520.2730.3410.3610.382
1100.1500.1730.1990.2810.3050.3300.4130.4370.462
1200.1780.2060.2370.3350.3630.3930.4910.5190.550
1300.2090.2420.2780.3930.4260.4610.5770.6100.645
1400.2420.2810.3220.4560.4940.5350.6690.7070.748
1500.2780.3220.3700.5230.5670.6140.7680.8120.859

REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO. 5 REINFORCEMENT PER FOOT OF BUILDING LENGTH1,2,3,4,5
ROOF ANGLE 30°

EXPVasd AS DETERMINED
IN ACCORDANCE WITH SECTION R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1000.0590.0690.0790.1120.1210.1310.1640.1730.183
1100.0720.0830.0950.1350.1460.1590.1980.2100.222
1200.0860.0990.1140.1610.1740.1890.2360.2490.264
1300.1000.1160.1330.1890.2040.2220.2770.2930.310
1400.1160.1350.1550.2190.2370.2570.3210.3390.359
1500.1340.1550.1770.2510.2720.2950.3690.3900.412
C1000.0830.0960.1110.1560.1700.1840.2300.2430.257
1100.1010.1170.1340.1890.2050.2220.2780.2940.311
1200.1200.1390.1590.2250.2440.2650.3310.3500.370
1300.1410.1630.1870.2640.2870.3110.3880.4100.434
1400.1630.1890.2170.3070.3330.3600.4500.4760.504
1500.1870.2170.2490.3520.3820.4130.5170.5460.578
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
881.09
961.19
1041.28
1121.37

TABLE R609.5.1F GRADE 60
REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH1,2,3,4,5
ROOF ANGLE 45°

EXPVasd AS
DETERMINED
IN ACCORDANCE
WITH SECTION
R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR
2ND STORY OF 3 STORY
1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1000.1180.1420.1680.1960.2200.2460.2730.2970.323
1100.1430.1720.2040.2370.2660.2970.3310.3600.391
1200.1700.2050.2420.2820.3170.3540.3930.4280.466
1300.2000.2410.2840.3310.3720.4150.4620.5030.546
1400.2320.2790.3300.3840.4310.4820.5360.5830.634
1500.2660.3200.3780.4400.4950.5530.6150.6690.727
C1000.1660.2000.2360.2740.3080.3450.3830.4170.453
1100.2000.2410.2850.3320.3730.4170.4640.5050.549
1200.2390.2870.3400.3950.4440.4960.5520.6000.653
1300.2800.3370.3990.4640.5210.5820.6470.7050.766
1400.3250.3910.4620.5380.6040.6750.7510.8170.888
1500.3730.4490.5310.6170.6940.7750.8620.9381.020

REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO.5 REINFORCEMENT PER FOOT OF BUILDING LENGTH1,2,3,4,5
ROOF ANGLE 45°

EXPVasd AS
DETERMINED
IN ACCORDANCE
WITH SECTION
R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1000.0800.0960.1130.1320.1480.1650.1840.2000.218
1100.0960.1160.1370.1590.1790.2000.2230.2420.263
1200.1150.1380.1630.1900.2130.2380.2650.2880.313
1300.1340.1620.1910.2230.2500.2800.3110.3380.368
1400.1560.1880.2220.2580.2900.3240.3610.3920.427
1500.1790.2160.2550.2960.3330.3720.4140.4500.490
C1000.1110.1340.1590.1850.2080.2320.2580.2810.305
1100.1350.1630.1920.2230.2510.2810.3120.3400.369
1200.1610.1930.2290.2660.2990.3340.3710.4040.439
1300.1880.2270.2680.3120.3510.3920.4360.4740.516
1400.2190.2630.3110.3620.4070.4550.5050.5500.598
1500.2510.3020.3570.4160.4670.5220.5800.6320.687
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
881.09
961.19
1041.28
1121.37

TABLE R609.5.1G GRADE 40
REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 4 REINFORCEMENT1,2,3,5
ROOF ANGLE ≤ 23°

EXPVasd AS
DETERMINED
IN ACCORDANCE
WITH SECTION
R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR
2ND STORY OF 3 STORY
1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1002.323.314.515.297.159.317.7710.4513.55
1102.814.015.466.408.6511.279.4012.6516.39
1203.354.776.507.6110.3013.4111.1915.0519.51
1303.935.597.638.9412.0915.7413.1317.6722.90
1404.556.498.8410.3614.0218.2615.2320.4926.56
1505.237.4510.1511.9016.0920.9617.4823.5230.48
C1002.753.985.496.989.5212.4910.8514.5718.85
1103.334.816.648.4511.5215.1113.1317.6322.81
1203.975.737.9010.0513.7017.9815.6320.9827.14
1304.666.729.2711.8016.0821.1018.3424.6331.86
1405.407.7910.7513.6818.6524.4721.2728.5636.95
1506.208.9512.3415.7121.4128.1024.4232.7942.41
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 shear wall length required shall be increased by 8 inches (203 mm) for each additional shear wall segment on a side.
2. Minimum shear wall segment length shall be 2 feet-0 inches (610 mm). A grouted cell with reinforcing steel shall be provided at each end of every shear wall segment. A minimum length of 24 inches (610 mm) of solid wall segment, extending the full height of each wall, shall be provided at exterior corners of exterior walls. A fully grouted cell with reinforcing steel shall be provided at each end of every shear wall segment.
3. Portions of walls with openings shall not be considered part of the shear wall length.
4. Required shearwall lengths perpendicular to the ridge are per lineal foot of building length. Multiply tabular values by building length for total shear wall length required.
5. Shearwall lengths for No. 4 reinforcement are based on shearwall segment height of 80 inches (2032 mm) and shearwall segment length of 24 inches (610 mm).
6. Shearwall lengths for No. 5 reinforcement are based on shearwall segment height of 96 inches (2438 mm) and shearwall segment length of 24 inches (610 mm).

TABLE R609.5.1H GRADE 40
REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO.5 REINFORCEMENT1,2,3,6
ROOF ANGLE ≤ 23°

EXPVasd AS
DETERMINED
IN ACCORDANCE
WITH SECTION
R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1001.592.263.083.614.886.365.307.149.25
1101.922.733.734.375.917.696.428.6311.19
1202.283.254.445.207.039.167.6410.2813.32
1302.683.825.216.108.2510.758.9612.0615.63
1403.114.436.047.079.5712.4610.4013.9918.13
1503.575.086.938.1210.9914.3111.9316.0620.81
C1001.882.713.754.776.508.527.419.9512.87
1102.283.284.535.777.8610.318.9612.0415.57
1202.713.915.396.869.3612.2810.6714.3218.53
1303.184.596.338.0510.9814.4112.5216.8121.75
1403.695.327.349.3412.7316.7114.5219.5025.22
1504.236.118.4310.7214.6219.1816.6722.3828.95
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 shear wall length required shall be increased by 8 inches (203 mm) for each additional shear wall segment on a side.
2. Minimum shear wall segment length shall be 2 feet-0 inches (610 mm). A grouted cell with reinforcing steel shall be provided at each end of every shear wall segment. A minimum length of 24 inches (610 mm) of solid wall segment, extending the full height of each wall, shall be provided at exterior corners of exterior walls. A fully grouted cell with reinforcing steel shall be provided at each end of every shear wall segment.
3. Portions of walls with openings shall not be considered part of the shear wall length.
4. Required shearwall lengths perpendicular to the ridge are per lineal foot of building length. Multiply tabular values by building length for total shear wall length required.
5. Shearwall lengths for No. 4 reinforcement are based on shearwall segment height of 80 inches (2032 mm) and shearwall segment length of 24 inches (610 mm).
6. Shearwall lengths for No. 5 reinforcement are based on shearwall segment height of 96 inches (2438 mm) and shearwall segment length of 24 inches (610 mm).

TABLE R609.5.1I GRADE 40
REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 4 REINFORCEMENT1,2,3,5
ROOF ANGLE 30°

EXPVasd AS
DETERMINED
IN ACCORDANCE
WITH SECTION
R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR
2ND STORY OF 3 STORY
1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1002.393.514.885.107.079.327.4410.2413.44
1102.894.255.906.178.5511.289.0012.3916.26
1203.435.067.027.3510.1813.4310.7114.7519.35
1304.035.948.248.6211.9515.7612.5717.3122.71
1404.676.899.5610.0013.8618.2814.5820.0826.34
1505.377.9010.9811.4815.9120.9816.7423.0530.23
C1002.874.296.056.799.5112.6610.3714.2418.63
1103.475.197.328.2211.5115.3212.5517.2322.54
1204.136.188.719.7813.6918.2314.9320.5126.83
1304.857.2610.2311.4816.0721.4017.5324.0631.49
1405.628.4111.8613.3118.6424.8220.3327.9136.52
1506.459.6613.6215.2821.3928.4923.3332.0441.92
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 shear wall length required shall be increased by 8 inches (203 mm) for each additional shear wall segment on a side.
2. Minimum shear wall segment length shall be 2 feet-0 inches (610 mm). A grouted cell with reinforcing steel shall be provided at each end of every shear wall segment. A minimum length of 24 inches (610 mm) of solid wall segment, extending the full height of each wall, shall be provided at exterior corners of exterior walls. A fully grouted cell with reinforcing steel shall be provided at each end of every shear wall segment.
3. Portions of walls with openings shall not be considered part of the shear wall length.
4. Required shearwall lengths perpendicular to the ridge are per lineal foot of building length. Multiply tabular values by building length for total shear wall length required.
5. Shearwall lengths for No. 4 reinforcement are based on shearwall segment height of 80 inches (2032 mm) and shearwall segment length of 24 inches (610 mm).
6. Shearwall lengths for No. 5 reinforcement are based on shearwall segment height of 96 inches (2438 mm) and shearwall segment length of 24 inches (610 mm).

TABLE R609.5.1J GRADE 40
REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO.5 REINFORCEMENT1,2,3,6
ROOF ANGLE 30°

EXPVasd AS DETERMINED
IN ACCORDANCE WITH SECTION R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1001.632.403.333.484.836.375.086.999.17
1101.972.904.034.215.847.706.158.4611.10
1202.343.454.805.026.959.177.3110.0713.21
1302.754.055.635.898.1610.768.5811.8215.50
1403.194.706.536.839.4612.489.9613.7117.98
1503.665.407.497.8410.8614.3211.4315.7320.64
C1001.962.934.134.646.498.647.089.7212.72
1102.373.555.005.617.8510.468.5711.7615.39
1202.824.225.956.689.3512.4510.1914.0018.31
1303.314.956.987.8410.9714.6111.9616.4321.49
1403.845.748.109.0912.7216.9413.8819.0524.93
1504.416.599.2910.4314.6119.4515.9321.8728.62
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 shear wall length required shall be increased by 8 inches (610 mm) for each additional shear wall segment on a side.
2. Minimum shear wall segment length shall be 2 feet-0 inches (610 mm). A grouted cell with reinforcing steel shall be provided at each end of every shear wall segment. A minimum length of 24 inches (610 mm) of solid wall segment, extending the full height of each wall, shall be provided at exterior corners of exterior walls. A fully grouted cell with reinforcing steel shall be provided at each end of every shear wall segment.
3. Portions of walls with openings shall not be considered part of the shear wall length.
4. Required shearwall lengths perpendicular to the ridge are per lineal foot of building length. Multiply tabular values by building length for total shear wall length required.
5. Shearwall lengths for No. 4 reinforcement are based on shearwall segment height of 80 inches (2032 mm) and shearwall segment length of 24 inches (610 mm).
6. Shearwall lengths for No. 5 reinforcement are based on shearwall segment height of 96 inches (2438 mm) and shearwall segment length of 24 inches (610 mm).

TABLE R609.5.1K GRADE 40
REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO. 4 REINFORCEMENT1,2,3,5
ROOF ANGLE 45°

EXPVasd AS DETERMINED
IN ACCORDANCE WITH SECTION R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1003.044.656.663.048.2111.118.2811.7415.80
1103.685.638.066.969.9313.4410.0214.2019.12
1204.376.709.598.2911.8215.9911.9316.9022.76
1305.137.8611.259.7213.8718.7714.0019.8426.71
1405.959.1213.0511.2816.0921.7716.2423.0130.97
1506.8310.4714.9812.9518.4724.9918.6426.4135.56
C1003.785.938.667.8311.3415.5710.3714.2418.63
1104.577.1710.489.4713.7318.8412.5517.2322.54
1205.448.5312.4711.2716.3422.4214.9320.5126.83
1306.3910.0114.6413.2319.1726.3117.5324.0631.49
1407.4111.6116.9815.3422.2430.5220.3327.9136.52
1508.5013.3319.4917.6125.5335.0323.3332.0441.92
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 shear wall length required shall be increased by 8 inches (203 mm) for each additional shear wall segment on a side.
2. Minimum shear wall segment length shall be 2 feet-0 inches (610 mm). A grouted cell with reinforcing steel shall be provided at each end of every shear wall segment. A minimum length of 24 inches (610 mm) of solid wall segment, extending the full height of each wall, shall be provided at exterior corners of exterior walls. A fully grouted cell with reinforcing steel shall be provided at each end of every shear wall segment.
3. Portions of walls with openings shall not be considered part of the shear wall length.
4. Required shearwall lengths perpendicular to the ridge are per lineal foot of building length. Multiply tabular values by building length for total shear wall required.
5. Shearwall lengths for No. 4 reinforcement are based on shearwall segment height of 80 inches (2032 mm) and shearwall segment length of 24 inches (610 mm).
6. Shearwall lengths for No. 5 reinforcement are based on shearwall segment height of 96 inches (2438 mm) and shearwall segment length of 24 inches (610 mm).

TABLE R609.5.1L GRADE 40
REQUIRED SHEARWALL LENGTH PARALLEL TO RIDGE NO.5 REINFORCEMENT1,2,3,6
ROOF ANGLE 45°

EXPVasd AS DETERMINED
IN ACCORDANCE WITH SECTION R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1002.073.184.553.935.607.585.668.0110.79
1102.513.845.504.756.789.176.849.7013.05
1202.994.576.555.668.0710.928.1411.5415.54
1303.505.377.686.649.4712.819.5613.5418.23
1404.066.238.917.7010.9914.8611.0815.7121.15
1504.677.1510.238.8412.6117.0612.7218.0324.27
C1002.584.055.915.347.7410.637.8411.0614.83
1103.124.897.156.479.3712.869.4813.3817.94
1203.715.838.517.6911.1515.3111.2915.9321.36
1304.366.849.999.0313.0917.9613.2518.6925.06
1405.067.9311.5910.4715.1820.8315.3621.6829.07
1505.809.1013.3012.0217.4323.9217.6324.8833.37
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 shear wall length required shall be increased by 8 inches (203 mm) for each additional shear wall segment on a side.
2. Minimum shear wall segment length shall be 2 feet-0 inches (610 mm). A grouted cell with reinforcing steel shall be provided at each end of every shear wall segment. A minimum length of 24 inches (610 mm) of solid wall segment, extending the full height of each wall, shall be provided at exterior corners of exterior walls. A fully grouted cell with reinforcing steel shall be provided at each end of every shear wall segment.
3. Portions of walls with openings shall not be considered part of the shear wall length.
4. Required shearwall lengths perpendicular to the ridge are per lineal foot of building length. Multiply tabular values by building length for total shear wall length.
5. Shearwall lengths for No. 4 reinforcement are based on shearwall segment height of 80 inches (2032 mm) and shearwall segment length of 24 inches (610 mm).
6. Shearwall lengths for No. 5 reinforcement are based on shearwall segment height of 96 inches (2438 mm) and shearwall segment length of 24 inches (610 mm).

TABLE R609.5.1M GRADE 40
REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH1,2,3,4,5
ROOF ANGLE ≤ 23°

EXPVasd AS DETERMINED
IN ACCORDANCE WITH SECTION R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1000.0770.0770.0760.2040.2040.2030.3320.3310.330
1100.0930.0930.0920.2470.2470.2460.4010.4010.400
1200.1110.1100.1090.2940.2940.2920.4780.4770.476
1300.1300.1290.1280.3450.3450.3430.5610.5600.558
1400.1510.1500.1480.4000.4000.3980.6500.6490.647
1500.1730.1720.1700.4600.4590.4570.7460.7450.743
C1000.1080.1070.1060.2860.2860.2850.4650.4640.463
1100.1310.1300.1280.3470.3460.3440.5630.5620.560
1200.1550.1550.1530.4130.4120.4100.6700.6690.667
1300.1820.1810.1790.4840.4830.4810.7860.7850.783
1400.2120.2100.2080.5620.5600.5580.9110.9100.908
1500.2430.2420.2390.6450.6430.6401.0461.0451.042
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 shear wall length required shall be increased by 8 inches (203) for each additional shear wall segment on a side.
2. Minimum shear wall segment length shall be 2 feet-0 inches (610 mm). A grouted cell with reinforcing steel shall be provided at each end of every shear wall segment. A minimum length of 24 inches (610 mm) of solid wall segment, extending the full height of each wall, shall be provided at exterior corners of exterior walls. A fully grouted cell with reinforcing steel shall be provided at each end of every shear wall segment.
3. Portions of walls with openings shall not be considered part of the shear wall length.
4. Required shearwall lengths perpendicular to the ridge are per lineal foot of building length. Multiply tabular values by building length for total shear wall length.
5. Shearwall lengths for No. 4 reinforcement are based on shearwall segment height of 80 inches (2032 mm) and shearwall segment length of 24 inches (610 mm).
6. Shearwall lengths for No. 5 reinforcement are based on shearwall segment height of 96 inches (2438 mm) and shearwall segment length of 24 inches (610 mm).

TABLE R609.5.1N GRADE 40
REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO.5 REINFORCEMENT PER FOOT OF BUILDING LENGTH1,2,3,4,6
ROOF ANGLE ≤ 23°

EXPVasd AS DETERMINED
IN ACCORDANCE WITH SECTION R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1000.0530.0520.0520.1390.1390.1390.2260.2260.226
1100.0640.0630.0630.1690.1680.1680.2740.2740.273
1200.0760.0750.0740.2010.2000.2000.3260.3260.325
1300.0890.0880.0870.2360.2350.2340.3830.3820.381
1400.1030.1020.1010.2730.2730.2720.4440.4430.442
1500.1180.1180.1160.3140.3130.3120.5090.5090.507
C1000.0740.0730.0720.1960.1950.1940.3170.3170.316
1100.0890.0890.0880.2370.2360.2350.3840.3840.383
1200.1060.1060.1040.2820.2810.2800.4570.4570.455
1300.1250.1240.1220.3310.3300.3280.5360.5360.534
1400.1440.1440.1420.3830.3830.3810.6220.6210.620
1500.1660.1650.1630.4400.4390.4370.7140.7130.711
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 shear wall length required shall be increased by 8 inches (203 mm) for each additional shear wall segment on a side.
2. Minimum shear wall segment length shall be 2 feet-0 inches (610 mm). A grouted cell with reinforcing steel shall be provided at each end of every shear wall segment. A minimum length of 24 inches (610 mm) of solid wall segment, extending the full height of each wall, shall be provided at exterior corners of exterior walls. A fully grouted cell with reinforcing steel shall be provided at each end of every shear wall segment.
3. Portions of walls with openings shall not be considered part of the shear wall length.
4. Required shearwall lengths perpendicular to the ridge are per lineal foot of building length. Multiply tabular values by building length for total shear wall length.
5. Shearwall lengths for No. 4 reinforcement are based on shearwall segment height of 80 inches (2032 mm) and shearwall segment length of 24 inches (610 mm).
6. Shearwall lengths for No. 5 reinforcement are based on shearwall segment height of 96 inches (2438 mm) and shearwall segment length of 24 inches (610 mm).

TABLE R609.5.1O GRADE 40
REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO. 4 REINFORCEMENT PER FOOT OF BUILDING LENGTH1,2,3,4,5
ROOF ANGLE 30°

EXPVasd AS DETERMINED
IN ACCORDANCE WITH SECTION R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1000.1270.1470.1680.2380.2580.2800.3490.3700.391
1100.1530.1780.2040.2880.3120.3380.4230.4470.473
1200.1820.2110.2420.3430.3720.4030.5030.5320.563
1300.2140.2480.2840.4020.4360.4730.5910.6240.661
1400.2480.2880.3300.4670.5060.5480.6850.7240.766
1500.2850.3300.3790.5360.5810.6290.7860.8310.880
C1000.1780.2060.2360.3340.3620.3920.4900.5180.548
1100.2150.2490.2850.4040.4380.4740.5930.6270.663
1200.2560.2960.3400.4810.5210.5650.7060.7460.789
1300.3000.3480.3990.5640.6120.6630.8280.8760.926
1400.3480.4030.4620.6540.7090.7680.9601.0151.074
1500.4000.4630.5310.7510.8140.8821.1021.1661.233
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 shear wall length required shall be increased by 8 inches (203 mm) for each additional shear wall segment on a side.
2. Minimum shear wall segment length shall be 2 feet-0 inches (610 mm). A grouted cell with reinforcing steel shall be provided at each end of every shear wall segment. A minimum length of 24 inches (610 mm) of solid wall segment, extending the full height of each wall, shall be provided at exterior corners of exterior walls. A fully grouted cell with reinforcing steel shall be provided at each end of every shear wall segment.
3. Portions of walls with openings shall not be considered part of the shear wall length.
4. Required shearwall lengths perpendicular to the ridge are per lineal foot of building length. Multiply tabular values by building length for total shear wall length.
5. Shearwall lengths for No. 4 reinforcement are based on shearwall segment height of 80 inches (2032 mm) and shearwall segment length of 24 inches (610 mm).
6. Shearwall lengths for No. 5 reinforcement are based on shearwall segment height of 96 inches (2438 mm) and shearwall segment length of 24 inches (610 mm).

TABLE R609.5.1P GRADE 40
REQUIRED SHEARWALL LENGTH PERPENDICULAR TO RIDGE NO.5 REINFORCEMENT PER FOOT OF BUILDING LENGTH1,2,3,4,6
ROOF ANGLE 30°

EXPVasd AS DETERMINED
IN ACCORDANCE WITH SECTION R301.2.1.3
TOP STORY1ST STORY OF 2 STORY OR 2ND STORY OF 3 STORY1ST STORY OF 3 STORY
BUILDING WIDTHBUILDING WIDTHBUILDING WIDTH
243240243240243240
B1000.0870.1000.1150.1630.1760.1910.2390.2520.267
1100.1050.1210.1390.1970.2130.2310.2890.3050.323
1200.1250.1440.1650.2340.2540.2750.3440.3630.384
1300.1460.1690.1940.2750.2980.3230.4030.4260.451
1400.1700.1960.2250.3190.3450.3740.4680.4940.523
1500.1950.2250.2580.3660.3970.430