Chapter 6 Wall Construction

User note:
About this chapter: Chapter 6 contains prescriptive provisions for the design and construction of walls. The wall construction covered in Chapter 6 consists of five different types: wood framed, cold-formed steel framed, masonry, concrete and structural insulated panel (SIP). The primary concern of this chapter is the structural integrity of wall construction and transfer of all imposed loads to the supporting structure.

Section R601 General

R601.1 Application

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

R601.2 Requirements

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

R601.2.1 Compressible Floor-Covering Materials

Compressible floor-covering materials that compress more than 1/32 inch (0.8 mm) when subjected to 50 pounds (23 kg) applied over 1 inch square (645 mm) of material and are greater than 1/8 inch (3.2 mm) in thickness in the uncompressed state shall not extend beneath walls, partitions or columns, which are fastened to the floor.

Section R602 Wood Wall Framing

R602.1 General

Wood and wood-based products used for load-supporting purposes shall conform to the applicable provisions of this section.

R602.1.1 Sawn Lumber

Sawn lumber shall be identified by a grade mark of an accredited lumber grading or inspection agency and have design values certified by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certification of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.

R602.1.2 End-Jointed Lumber

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

R602.1.3 Structural Glued-Laminated Timbers

Glued-laminated timbers shall be manufactured and identified as required in ANSI A190.1, ANSI 117 and ASTM D3737.

R602.1.4 Structural Log Members

Structural log members shall comply with the provisions of ICC 400.

R602.1.5 Structural Composite Lumber

Structural capacities for structural composite lumber shall be established and monitored in accordance with ASTM D5456.

R602.1.6 Cross-Laminated Timber

Cross-laminated timber shall be manufactured and identified as required by ANSI/APA PRG 320.

R602.1.7 Engineered Wood Rim Board

Engineered wood rim boards shall conform to ANSI/APA PRR 410 or shall be evaluated in accordance with ASTM D7672. Structural capacities shall be in accordance with either ANSI/APA PRR 410 or established in accordance with ASTM D7672. Rim boards conforming to ANSI/APA PRR 410 shall be marked in accordance with that standard.

R602.1.8 Wood Structural Panels

Wood structural panel sheathing shall conform to DOC PS 1, DOC PS 2 or, when manufactured in Canada, CSA O325 or CSA O437. Panels shall be identified for grade, bond classification, and performance category by a grade mark or certificate of inspection issued by an approved agency.

R602.1.9 Particleboard

Particleboard shall conform to ANSI A208.1. Particleboard shall be identified by the grade mark or certificate of inspection issued by an approved agency.

R602.1.10 Fiberboard

Fiberboard shall conform to ASTM C208. Fiberboard sheathing, where used structurally, shall be identified by an approved agency as conforming to ASTM C208.

R602.1.11 Structural Insulated Panels

Structural insulated panels shall be manufactured and identified in accordance with ANSI/APA PRS 610.1.

R602.2 Grade

Studs shall be a minimum No. 3, standard or stud grade lumber.
Exception: Bearing studs not supporting floors and nonbearing studs shall be permitted to be utility grade lumber, provided that the studs are spaced in accordance with Table R602.3(5).

R602.3 Design and Construction

Exterior walls of wood-frame construction shall be designed and constructed in accordance with the provisions of this chapter and Figures R602.3(1) and R602.3(2), or in accordance with AWC NDS. Components of exterior walls shall be fastened in accordance with Tables R602.3(1) through R602.3(4). Wall sheathing shall be fastened directly to framing members and, where placed on the exterior side of an exterior wall, shall be capable of resisting the wind pressures listed in Table R301.2(2) adjusted for height and exposure using Table R301.2(3) and shall conform to the requirements of Table R602.3(3). Wall sheathing used only for exterior wall covering purposes shall comply with Section R703.
Studs shall be continuous from support at the sole plate to a support at the top plate to resist loads perpendicular to the wall. The support shall be a foundation or floor, ceiling or roof diaphragm or shall be designed in accordance with accepted engineering practice.
Exception: Jack studs, trimmer studs and cripple studs at openings in walls that comply with Tables R602.7(1) and R602.7(2).
TABLE R602.3(1)
FASTENING SCHEDULE
ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE
OF FASTENERa, b, c
 SPACING AND LOCATION
Roof
1 Blocking between ceiling joists or rafters to top plate 4-8d box (21/2" × 0.113") or
3-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails
 Toe nail
2 Ceiling joists to top plate 4-8d box (21/2" × 0.113"); or
3-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails
 Per joist, toe nail
3 Ceiling joist not attached to parallel rafter, laps over partitions (see Section R802.5.2 and Table R802.5.2) 4-10d box (3" × 0.128"); or
3-16d common (31/2" × 0.162"); or
4-3" × 0.131" nails		 Face nail
4 Ceiling joist attached to parallel rafter (heel joint) (see Section R802.5.2 and Table R802.5.2) Table R802.5.2 Face nail
5 Collar tie to rafter, face nail or 11/4" × 20 ga. ridge strap to
rafter
 4-10d box (3" × 0.128"); or
3-10d common (3" × 0.148"); or
4-3" × 0.131" nails		 Face nail each rafter
6 Rafter or roof truss to plate 3-16d box nails (31/2" × 0.135"); or
3-10d common nails (3" × 0.148"); or
4-10d box (3" × 0.128"); or
4-3" × 0.131" nails
 2 toe nails on one side and 1 toe nail
on opposite side of each rafter or trussi
7 Roof rafters to ridge, valley or hip rafters or roof rafter
to minimum 2" ridge beam
 4-16d (31/2" × 0.135"); or
3-10d common (3" × 0.148"); or
4-10d box (3" × 0.128"); or
4-3" × 0.131" nails
 Toe nail
3-16d box 31/2" × 0.135"); or
2-16d common (31/2" × 0.162"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails
 End nail
Wall
8 Stud to stud (not at braced wall panels) 16d common (31/2" × 0.162") 24" o.c. face nail
10d box (3" × 0.128"); or
3" × 0.131" nails
 16" o.c. face nail
9 Stud to stud and abutting studs at intersecting wall corners 16d box (31/2" × 0.135"); or
3" × 0.131" nails
 12" o.c. face nail
16d common (31/2" × 0.162") 16" o.c. face nail
10 Built-up header (2" to 2" header with 1/2" spacer) 16d common (31/2" × 0.162") 16" o.c. each edge face nail
16d box (31/2" × 0.135") 12" o.c. each edge face nail
11 Continuous header to stud 5-8d box (21/2" × 0.113"); or
4-8d common (21/2" × 0.131"); or
4-10d box (3" × 0.128")
 Toe nail
12 Top plate to top plate 16d common (31/2" × 0.162") 16" o.c. face nail
10d box (3" × 0.128"); or
3" × 0.131" nails
 12" o.c. face nail
13 Double top plate splice 8-16d common (31/2" × 0.162"); or
12-16d box (31/2" × 0.135"); or
12-10d box (3" × 0.128"); or
12-3" × 0.131" nails
 Face nail on each side of end joint
(minimum 24" lap splice length each
side of end joint)
14 Bottom plate to joist, rim joist, band joist or
blocking (not at braced wall panels)
 16d common (31/2" × 0.162") 16" o.c. face nail
16d box (31/2" × 0.135"); or
3" × 0.131" nails
 12" o.c. face nail
15 Bottom plate to joist, rim joist, band joist or
blocking (at braced wall panel)
 3-16d box (31/2" × 0.135"); or
2-16d common (31/2" × 0.162"); or
4-3" × 0.131" nails
 3 each 16" o.c. face nail
2 each 16" o.c. face nail
4 each 16" o.c. face nail
16 Top or bottom plate to stud 4-8d box (21/2" × 0.113"); or
3-16d box (31/2" × 0.135"); or
4-8d common (21/2" × 0.131"); or
4-10d box(3" × 0.128"); or
4-3" × 0.131" nails
 Toe nail
3-16d box (31/2" × 0.135"); or
2-16d common (31/2" × 0.162"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails
 End nail
17 Top plates, laps at corners and intersections 3-10d box (3" × 0.128"); or
2-16d common (31/2" × 0.162"); or
3-3" × 0.131" nails
 Face nail
18 1" brace to each stud and plate 3-8d box (21/2" × 0.113"); or
2-8d common (21/2" × 0.131"); or
2-10d box (3" × 0.128"); or
2 staples 13/4"
 Face nail
19 1" × 6" sheathing to each bearing 3-8d box (21/2" × 0.113"); or
2-8d common (21/2" × 0.131"); or
2-10d box (3" × 0.128"); or
2 staples, 1" crown, 16 ga., 13/4" long
 Face nail
20 1" × 8" and wider sheathing to each bearing 3-8d box (21/2" × 0.113"); or
3-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
3 staples, 1" crown, 16 ga., 13/4"long
 Face nail
Wider than 1" × 8"
4-8d box (21/2" × 0.113"); or
3-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
4 staples, 1" crown, 16 ga., 13/4" long
Floor
21 Joist to sill, top plate or girder 4-8d box (21/2" × 0.113"); or
3-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails
 Toe nail
22 Rim joist, band joist or blocking to sill or top
plate (roof applications also)
 8d box (21/2" × 0.113") 4" o.c. toe nail
8d common (21/2" × 0.131"); or
10d box (3" × 0.128"); or
3" × 0.131" nails
 6" o.c. toe nail
23 1" × 6" subfloor or less to each joist 3-8d box (21/2" × 0.113"); or
2-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
2 staples, 1" crown, 16 ga., 13/4" long
 Face nail
Floor
24 2" subfloor to joist or girder 3-16d box (31/2" × 0.135"); or
2-16d common (31/2" × 0.162")
 Blind and face nail
25 2" planks (plank & beam—floor & roof) 3-16d box (31/2" × 0.135"); or
2-16d common (31/2" × 0.162")
 At each bearing, face nail
26 Band or rim joist to joist 3-16d common (31/2" × 0.162")
4-10 box (3" × 0.128"), or
4-3" × 0.131" nails; or
4-3" × 14 ga. staples, 7/16" crown
 End nail
27 Built-up girders and beams, 2-inch lumber
layers
 20d common (4" × 0.192"); or Nail each layer as follows: 32" o.c.
at top and bottom and staggered.
10d box (3" × 0.128"); or
3" × 0.131" nails
 24" o.c. face nail at top and bottom
staggered on opposite sides
And:
2-20d common (4" × 0.192"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails
 Face nail at ends and at each splice
28 Ledger strip supporting joists or rafters 4-16d box (31/2" × 0.135"); or
3-16d common (31/2" × 0.162"); or
4-10d box (3" × 0.128"); or
4-3" × 0.131" nails
 At each joist or rafter, face nail
29 Bridging or blocking to joist
2-10d box (3" × 0.128"), or 2-8d common
(21/2" × 0.131"; or 2-3" × 0.131") nails		 Each end, toe nail
ITEM DESCRIPTION
OF BUILDING ELEMENTS
 NUMBER AND
TYPE OF FASTENERa, b, c
 SPACING OF FASTENERS
Edges
(inches)h
 Intermediate
supportsc, e
(inches)
Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing
[see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]
30 3/8" — 1/2" 6d common (2" × 0.113") nail (subfloor, wall)i
8d common (21/2" × 0.131") nail (roof); or RSRS-01 (23/8" × 0.113") nail (roof)j
 6 12f
31 19/32" — 1" 8d common nail (21/2" × 0.131"); or RSRS-01; (23/8" × 0.113") nail (roof)j 6 12f
32 11/8" — 11/4" 10d common (3" × 0.148") nail; or
8d (21/2" × 0.131") deformed nail
 6 12
Other wall sheathingg
33 1/2" structural cellulosic fiberboard
sheathing
 11/2" galvanized roofing nail, 7/16" head diameter, or 11/4" long 16 ga. staple with 7/16" or 1" crown 3 6
34 25/32" structural cellulosic
fiberboard sheathing
 13/4" galvanized roofing nail, 7/16" head diameter, or 11/2" long 16 ga. staple with 7/16" or 1" crown 3 6
35 1/2" gypsum sheathingd 11/2" galvanized roofing nail; staple galvanized,
11/2" long; 11/4" screws, Type W or S
 7 7
36 5/8" gypsum sheathingd 13/4" galvanized roofing nail; staple galvanized,
15/8" long; 15/8" screws, Type W or S
 7 7
Wood structural panels, combination subfloor underlayment to framing
37 3/4" and less 6d deformed (2" × 0.120") nail; or
8d common (21/2" × 0.131") nail
 6 12
38 7/8" — 1" 8d common (21/2" × 0.131") nail; or
8d deformed (21/2" × 0.120") nail
 6 12
39 11/8" — 11/4" 10d common (3" × 0.148") nail; or
8d deformed (21/2" × 0.120") nail
 6 12
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 ksi = 6.895 MPa.
  1. Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less.
  2. Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown width.
  3. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
  4. Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically.
  5. Spacing of fasteners not included in this table shall be based on Table R602.3(2).
  6. For wood structural panel roof sheathing attached to gable end roof framing and to intermediate supports within 48 inches of roof edges and ridges, nails shall be spaced at 6 inches on center where the ultimate design wind speed is less than 130 mph and shall be spaced 4 inches on center where the ultimate design wind speed is 130 mph or greater but less than 140 mph.
  7. Gypsum sheathing shall conform to ASTM C1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C208.
  8. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at floor perimeters only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking.
  9. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required.
  10. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
TABLE R602.3(2)
ALTERNATE ATTACHMENTS TO TABLE R602.3(1)
NOMINAL MATERIAL THICKNESS
(inches)
 DESCRIPTIONa, b OF FASTENER AND LENGTH
(inches)
 SPACINGc OF FASTENERS
Edges
(inches)
 Intermediate supports
(inches)
Wood structural panels subfloor, roofg and wall sheathing to framing and particleboard wall sheathing to framingf
Up to 1/2 Staple 15 ga. 13/4 4 8
0.097 - 0.099 Nail 21/4 3 6
Staple 16 ga. 13/4 3 6
19/32 and 5/8 0.113 Nail 2 3 6
Staple 15 and 16 ga. 2 4 8
0.097 - 0.099 Nail 21/4 4 8
23/32 and 3/4 Staple 14 ga. 2 4 8
Staple 15 ga. 13/4 3 6
0.097 - 0.099 Nail 21/4 4 8
Staple 16 ga. 2 4 8
1 Staple 14 ga. 21/4 4 8
0.113 Nail 21/4 3 6
Staple 15 ga. 21/4 4 8
0.097 - 0.099 Nail 21/2 4 8
NOMINAL MATERIAL THICKNESS
(inches)
 DESCRIPTIONa, b OF FASTENER AND LENGTH
(inches)
 SPACINGc OF FASTENERS
Edges
(inches)
 Body of paneld
(inches)
Floor underlayment; plywood-hardboard-particleboardf-fiber-cementh
Fiber-cement
1/4 3d, corrosion-resistant, ring shank nails
(finished flooring other than tile)
 3 6
Staple 18 ga., 7/8 long, 1/4 crown
(finished flooring other than tile)
 3 6
11/4 long × .121 shank × .375 head diameter corrosion-resistant
(galvanized or stainless steel) roofing nails (for tile finish)
 8 8
11/4 long, No. 8 × .375 head diameter, ribbed wafer-head screws
(for tile finish)
 8 8
Plywood
1/4 and 5/16 11/4 ring or screw shank nail-minimum
121/2 ga. (0.099") shank diameter
 3 6
Staple 18 ga., 7/8, 3/16 crown width 2 5
11/32, 3/8, 15/32, and 1/2 11/4 ring or screw shank nail-minimum
121/2 ga. (0.099") shank diameter
 6 8e
19/32, 5/8, 23/32 and 3/4 11/2 ring or screw shank nail-minimum
121/2 ga. (0.099") shank diameter
 6 8
Staple 16 ga. 11/2 6 8
Hardboardf
0.200 11/2 long ring-grooved underlayment nail 6 6
4d cement-coated sinker nail 6 6
Staple 18 ga., 7/8 long (plastic coated) 3 6
Particleboard
1/4 4d ring-grooved underlayment nail 3 6
Staple 18 ga., 7/8 long, 3/16 crown 3 6
3/8 6d ring-grooved underlayment nail 6 10
Staple 16 ga., 11/8 long, 3/8 crown 3 6
1/2, 5/8 6d ring-grooved underlayment nail 6 10
Staple 16 ga., 15/8 long, 3/8 crown 3 6
For SI: 1 inch = 25.4 mm.
  1. Nail is a general description and shall be permitted to be T-head, modified round head or round head.
  2. Staples shall have a minimum crown width of 7/16-inch on diameter except as noted.
  3. Nails or staples shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. Nails or staples shall be spaced at not more than 12 inches on center at intermediate supports for floors.
  4. Fasteners shall be placed in a grid pattern throughout the body of the panel.
  5. For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way.
  6. Hardboard underlayment shall conform to CPA/ANSI A135.4
  7. Specified alternate attachments for roof sheathing shall be permitted where the ultimate design wind speed is less than 130 mph. Fasteners attaching wood structural panel roof sheathing to gable end wall framing shall be installed using the spacing listed for panel edges.
  8. Fiber-cement underlayment shall conform to ASTM C1288 or ISO 8336, Category C.
TABLE R602.3(3)
REQUIREMENTS FOR WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURESa, b, c
MINIMUM NAIL MINIMUM WOOD
STRUCTURAL

PANEL SPAN

RATING
 MINIMUM
NOMINAL

PANEL

THICKNESS

(inches)
 MAXIMUM WALL
STUD SPACING

(inches)
 PANEL NAIL SPACING ULTIMATE DESIGN
WIND SPEED Vult

(mph)
Size Penetration
(inches)
 Edges
(inches o.c.)
 Field
(inches o.c.)
 Wind exposure category
B C D
6d Common
(2.0" × 0.113")
 1.5 24/0 3/8 16 6 12 140 115 110
8d Common
(2.5" × 0.131")
 1.75 24/16 7/16 16 6 12 170 140 135
24 6 12 140 115 110
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  1. Panel strength axis parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel strength axis perpendicular to supports.
  2. Table is based on wind pressures acting toward and away from building surfaces in accordance with Section R301.2. Lateral bracing requirements shall be in accordance with Section R602.10.
  3. Wood structural panels with span ratings of Wall-16 or Wall-24 shall be permitted as an alternate to panels with a 24/0 span rating. Plywood siding rated 16 o.c. or 24 o.c. shall be permitted as an alternate to panels with a 24/16 span rating. Wall-16 and Plywood siding 16 o.c. shall be used with studs spaced not more than 16 inches on center.
TABLE R602.3(4)
ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHINGa
THICKNESS
(inch)
 GRADE STUD SPACING
(inches)
Where siding is nailed to studs Where siding is nailed to sheathing
3/8 M-1 Exterior glue 16 —
1/2 M-2 Exterior glue 16 16
For SI: 1 inch = 25.4 mm.
  1. Wall sheathing not exposed to the weather. If the panels are applied horizontally, the end joints of the panel shall be offset so that four panel corners will not meet. Panel edges must be supported. Leave a 1/16-inch gap between panels and nail not less than 3/8 inch from panel edges.
TABLE R602.3(5)
SIZE, HEIGHT AND SPACING OF WOOD STUDSa
STUD SIZE
(inches)
 BEARING WALLS NONBEARING WALLS
Laterally
unsupported
stud heighta
(feet)
 Maximum spacing
where supporting a
roof-ceiling assembly
or a habitable attic
assembly, only
(inches)
 Maximum spacing
where supporting one
floor, plus a roof-
ceiling assembly or a
habitable attic
assembly (inches)
 Maximum spacing
where supporting two
floors, plus a roof-
ceiling assembly or a
habitable attic
assembly (inches)
 Maximum spacing
where supporting
one floor heighta
(inches)
 Laterally
unsupported
stud heighta
(feet)
 Maximum
spacing
(inches)
       
2 × 3b — — — — — 10 16
2 × 4 10 24c 16c — 24 14 24
3 × 4 10 24 24 16 24 14 24
2 × 5 10 24 24 — 24 16 24
2 × 6 10 24 24 16 24 20 24
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
  1. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Bearing walls shall be sheathed on not less than one side or bridging shall be installed not greater than 4 feet apart measured vertically from either end of the stud. Increases in unsupported height are permitted where in compliance with Exception 2 of Section R602.3.1 or designed in accordance with accepted engineering practice.
  2. Shall not be used in exterior walls.
  3. A habitable attic assembly supported by 2 × 4 studs is limited to a roof span of 32 feet. Where the roof span exceeds 32 feet, the wall studs shall be increased to 2 × 6 or the studs shall be designed in accordance with accepted engineering practice.
TABLE R602.3(6)
ALTERNATE WOOD BEARING WALL STUD SIZE, HEIGHT AND SPACING
STUD HEIGHT SUPPORTING STUD SPACINGa ULTIMATE DESIGN WIND SPEED
115 mph 130 mphb 140 mphb
Maximum roof/floor spanc Maximum roof/floor spanc Maximum roof/floor spanc
12 ft. 24 ft. 12 ft. 24 ft. 12 ft. 24 ft.
11 ft. Roof Only 12 in. 2 × 4 2 × 4 2 × 4 2 × 4 2 × 4 2 × 4
16 in. 2 × 4 2 × 4 2 × 4 2 × 6 2 × 4 2 × 6
24 in. 2 × 6 2 × 6 2 × 6 2 × 6 2 × 6 2 × 6
Roof and One Floor 12 in. 2 × 4 2 × 6 2 × 4 2 × 6 2 × 4 2 × 6
16 in. 2 × 6 2 × 6 2 × 6 2 × 6 2 × 6 2 × 6
24 in. 2 × 6 2 × 6 2 × 6 2 × 6 2 × 6 2 × 6
12 ft. Roof Only 12 in 2 × 4 2 × 4 2 × 4 2 × 6 2 × 4 2 × 6
16 in. 2 × 4 2 × 6 2 × 6 2 × 6 2 × 6 2 × 6
24 in. 2 × 6 2 × 6 2 × 6 2 × 6 2 × 6 2 × 6
Roof and One Floor 12 in 2 × 4 2 × 6 2 × 6 2 × 6 2 × 6 2 × 6
16 in. 2 × 6 2 × 6 2 × 6 2 × 6 2 × 6 2 × 6
24 in. 2 × 6 2 × 6 2 × 6 2 × 6 2 × 6 DR
For SI: 1 inch = 25.4mm, 1 foot = 304.8 mm, 1 mph = 0.447 m/s, 1 pound = 4.448 N.
DR = Design Required.
  1. Wall studs not exceeding 16 inches on center shall be sheathed with minimum 1/2-inch gypsum board on the interior and 3/8-inch wood structural panel sheathing on the exterior. Wood structural panel sheathing shall be attached with 8d (2.5" x 0.131") nails not greater than 6 inches on center along panel edges and 12 inches on center at intermediate supports, and all panel joints shall occur over studs or blocking.
  2. Where the ultimate design wind speed exceeds 115 mph, studs shall be attached to top and bottom plates with connectors having a minimum 300-pound lateral capacity.
  3. The maximum span is applicable to both single- and multiple-span roof and floor conditions. The roof assembly shall not contain a habitable attic.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.3(1)
TYPICAL WALL, FLOOR AND ROOF FRAMING
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.3(2)
FRAMING DETAILS

R602.3.1 Stud Size, Height and Spacing

The size, height and spacing of studs shall be in accordance with Table R602.3(5).
Exceptions:
  1. Utility grade studs shall not be spaced more than 16 inches (406 mm) on center, shall not support more than a roof and ceiling, and shall not exceed 8 feet (2438 mm) in height for exterior walls and load-bearing walls or 10 feet (3048 mm) for interior nonload-bearing walls.
  2. Where snow loads are less than or equal to 25 pounds per square foot (1.2 kPa), and the ultimate design wind speed is less than or equal to 130 mph (58.1 m/s), 2-inch by 6-inch (38 mm by 140 mm) studs supporting a roof load with not more than 6 feet (1829 mm) of tributary length shall have a maximum height of 18 feet (5486 mm) where spaced at 16 inches (406 mm) on center, or 20 feet (6096 mm) where spaced at 12 inches (305 mm) on center. Studs shall be No. 2 grade lumber or better.
  3. Exterior load-bearing studs not exceeding 12 feet (3658 mm) in height provided in accordance with Table R602.3(6). The minimum number of full-height studs adjacent to openings shall be in accordance with Section R602.7.5. The building shall be located in Exposure B, the roof live load shall not exceed 20 psf (0.96 kPa), and the ground snow load shall not exceed 30 psf (1.4 kPa). Studs and plates shall be No. 2 grade lumber or better.

R602.3.2 Top Plate

Wood stud walls shall be capped with a double top plate installed to provide overlapping at corners and intersections with bearing partitions. End joints in top plates shall be offset not less than 24 inches (610 mm). Joints in plates need not occur over studs. Plates shall be not less than 2-inches (51 mm) nominal thickness and have a width not less than the width of the studs.

Exception: A single top plate used as an alternative to a double top plate shall comply with the following:
  1. The single top plate shall be tied at corners, intersecting walls, and at in-line splices in straight wall lines in accordance with Table R602.3.2.
  2. The rafters or joists shall be centered over the studs with a tolerance of not more than 1 inch (25 mm).
  3. Omission of the top plate is permitted over headers where the headers are adequately tied to adjacent wall sections in accordance with Table R602.3.2.
TABLE R602.3.2
SINGLE TOP-PLATE SPLICE CONNECTION DETAILS
CONDITION TOP-PLATE SPLICE LOCATION
Corners and intersecting walls Butt joints in straight walls
Splice plate size Minimum nails
each side of joint
 Splice plate size Minimum nails
each side of joint
Structures in SDC A-C; and in SDC
D0, D1 and D2 with braced wall line
spacing less than 25 feet		 3" × 6" × 0.036"
galvanized steel plate
or equivalent		 (6) 8d box
(21/2" × 0.113") nails
 3" × 12" × 0.036"
galvanized steel plate
or equivalent		 (12) 8d box
(21/2" × 0.113") nails
Structures in SDC D0, D1 and D2, with
braced wall line spacing greater than
or equal to 25 feet		 3" × 8" × 0.036"
galvanized steel plate
or equivalent		 (9) 8d box
(21/2" × 0.113") nails
 3" × 16" × 0.036"
galvanized steel plate
or equivalent		 (18) 8d box
(21/2" × 0.113") nails
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

R602.3.3 Bearing Studs

Where joists, trusses or rafters are spaced more than 16 inches (406 mm) on center and the bearing studs below are spaced 24 inches (610 mm) on center, such members shall bear within 5 inches (127 mm) of the studs beneath.
Exceptions:
  1. The top plates are two 2-inch by 6-inch (38 mm by 140 mm) or two 3-inch by 4-inch (64 mm by 89 mm) members.
  2. A third top plate is installed.
  3. Solid blocking equal in size to the studs is installed to reinforce the double top plate.

R602.3.4 Bottom (Sole) Plate

Studs shall have full bearing on a nominal 2-by (51 mm) or larger plate or sill having a width not less than to the width of the studs.

R602.3.5 Braced Wall Panel Uplift Load Path

Braced wall panels located at exterior walls that support roof rafters or trusses (including stories below top story) shall have the framing members connected in accordance with one of the following:
  1. Fastening in accordance with Table R602.3(1) where:
    1. The ultimate design wind speed does not exceed 115 mph (51 m/s), the wind exposure category is B, the roof pitch is 5:12 or greater, and the roof span is 32 feet (9754 mm) or less.
    2. The net uplift value at the top of a wall does not exceed 100 plf (146 N/mm). The net uplift value shall be determined in accordance with Section R802.11 and shall be permitted to be reduced by 60 plf (86 N/mm) for each full wall above.
  2. Where the net uplift value at the top of a wall exceeds 100 plf (146 N/mm), installing approved uplift framing connectors to provide a continuous load path from the top of the wall to the foundation or to a point where the uplift force is 100 plf (146 N/mm) or less. The net uplift value shall be as determined in Item 1.2.
  3. Wall sheathing and fasteners designed to resist combined uplift and shear forces in accordance with accepted engineering practice.

R602.4 Interior Load-Bearing Walls

Interior load-bearing walls shall be constructed, framed and fireblocked as specified for exterior walls.

R602.5 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, where 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 not less than a single top plate. Interior nonbearing walls shall be fireblocked in accordance with Section R602.8.

R602.6 Drilling and Notching of Studs

Drilling and notching of studs shall be in accordance with the following:
  1. Notching. Any stud in an exterior wall or bearing partition shall be permitted to be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions shall be permitted to be notched to a depth not to exceed 40 percent of a single stud width.
  2. Drilling. Any stud shall be permitted to be bored or drilled, provided that the diameter of the resulting hole is not more than 60 percent of the stud width, the edge of the hole is not less 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 be doubled with not more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2).
    Exception: Use of approved stud shoes is permitted where they are installed in accordance with the manufacturer's recommendations.
For SI: 1 inch = 25.4 mm.
Note: Condition for exterior and bearing walls.
FIGURE R602.6(1)
NOTCHING AND BORED HOLE LIMITATIONS FOR EXTERIOR WALLS AND BEARING WALLS

For SI: 1 inch = 25.4 mm.
FIGURE R602.6(2)
NOTCHING AND BORED HOLE LIMITATIONS FOR INTERIOR NONBEARING WALLS

R602.6.1 Drilling and Notching of Top Plate

Where 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) nails having a minimum length of 11/2 inches (38 mm) at each side or equivalent. The metal tie must extend not less than 6 inches past the opening. See Figure R602.6.1.
Exception: Where the entire side of the wall with the notch or cut is covered by wood structural panel sheathing.

For SI: 1 inch = 25.4 mm.
FIGURE R602.6.1
TOP PLATE FRAMING TO ACCOMMODATE PIPING

R602.7 Headers

For header spans, see Tables R602.7(1), R602.7(2) and R602.7(3).
TABLE R602.7(1)
GIRDER SPANSa AND HEADER SPANSa FOR EXTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, Southern pine and spruce-pine-firb and required number of jack studs)
GIRDERS AND

HEADERS
SUPPORTING		SIZEGROUND SNOW LOAD (psf)e
305070
Building widthc (feet)
122436122436122436
SpanfNJdSpanfNJdSpanfNJdSpanfNJdSpanfNJdSpanfNJdSpanfNJdSpanfNJdSpanfNJd
Roof and ceiling
1-2 × 64-013-122-723-512-822-323-022-422-02
1-2 × 85-123-1123-324-423-422-1023-1023-022-63
1-2 × 106-024-823-1125-224-023-434-723-633-03
1-2 × 127-125-524-736-124-833-1135-524-233-63
2-2 × 44-013-112-713-512-712-213-012-412-01
2-2 × 66-014-713-1015-113-1113-324-613-622-112
2-2 × 87-715-914-1026-515-024-225-914-523-92
2-2 × 109-016-1025-927-825-1124-1126-925-324-52
2-2 × 1210-728-126-1029-026-1125-1028-026-225-23
3-2 × 89-517-316-118-116-315-327-215-624-82
3-2 × 1011-318-717-329-717-426-228-616-725-62
3-2 × 1213-2110-128-6211-328-827-4210-027-926-62
4-2 × 810-1118-417-019-417-216-018-316-415-42
4-2 × 1012-1119-1118-4111-118-617-229-1017-726-42
4-2 × 1215-3111-819-10213-0110-028-5211-718-1127-62
Roof, ceiling and
one center-
bearing floor
1-2 × 63-312-722-223-022-422-022-922-221-102
1-2 × 84-123-322-923-923-022-633-622-922-43
1-2 × 104-1123-1023-334-623-633-034-123-332-93
1-2 × 125-924-633-1035-324-233-634-1033-1033-34
2-2 × 43-312-612-213-012-412-012-812-211-101
2-2 × 64-1013-913-324-513-623-024-113-322-92
2-2 × 86-114-1024-125-724-523-925-224-123-62
2-2 × 107-325-824-1026-825-324-526-124-1024-12
2-2 × 128-626-825-827-1026-225-337-225-824-103
3-2 × 87-816-015-127-015-624-826-515-124-42
3-2 × 109-117-226-128-416-725-727-826-125-22
3-2 × 1210-828-527-229-1027-826-729-027-126-12
4-2 × 88-1016-1115-1118-116-415-527-515-1115-02
4-2 × 1010-618-327-029-817-726-528-1017-026-02
4-2 × 1212-419-828-3211-428-1127-7210-428-327-02
Roof, ceiling
and one clear-
span floor
1-2 × 62-1122-321-1122-922-121-922-722-021-82
1-2 × 83-922-1022-533-622-822-333-322-632 -23
1-2 × 104-523-532-1034-223-232-833-1123-032-63
1-2 × 125-224-033-434-1033-933-244-733-633-04
2-2 × 42-1112-311-1012-912-111-912-712-011-81
2-2 × 64-413-422-1024-113-222-823-1013-022-62
2-2 × 85-624-323-725-224-023-424-1023-923-22
2-2 × 106-725-024-226-124-924-025-924-523-93
2-2 × 127-925-1124-1137-225-724-836-925-334-53
3-2 × 86-1115-324-526-515-024-226-114-824-02
3-2 × 108-326-325-327-825-1125-027-325-724-82
3-2 × 129-827-526-229-027-025-1028-626-725-63
4-2 × 88-016-115-127-515-924-1027-015-524-72
4-2 × 109-617-326-128-1016-1025-928-416-525-52
4-2 × 1211-228-627-2210-528-026-929-1027-726-52
Roof, ceiling
and two center-
bearing floors
1-2 × 62-822-121-1022-722-021-922-521-1121-82
1-2 × 83-522-822-433-322-722-233-122-532-13
1-2 × 104-023-232-933-1023-132-733-822-1132-53
1-2 × 124-933-933-244-633-733-144-333-532-114
2-2 × 42-812-111-912-612-011-812-511-1111-71
2-2 × 64-013-222-823-913-022-723-712-1022-52
2-2 × 85-024-023-524-1023-1023-324-723-723-12
2-2 × 106-024-924-025-824-623-1035-524-323-83
2-2 × 127-025-724-936-825-434-636-425-034-33
3-2 × 86-415-024-326-014-924-125-824-623-102
3-2 × 107-625-1125-127-125-824-1026-925-424-72
3-2 × 128-1027-025-1128-526-825-838-026-425-43
4-2 × 87-315-914-1126-1115-624-826-715-224-52
4-2 × 108-816-1025-1028-326-625-727-1026-225-32
4-2 × 1210-228-126-1029-827-826-729-227-326-22
Roof, ceiling,
and two clear-
span floors
1-2 × 62-321-921-522-321-921-532-221-821-53
1-2 × 82-1022-231-1032-1022-231-1032-922-131-103
1-2 × 103-422-732-233-432-732-243-332-632-24
1-2 × 124-033-032-744-033-042-743-1033-042-64
2-2 × 42-311-811-412-311-811-412-211-811-42
2-2 × 63-412-622-223-422-622-223-322-622-12
2-2 × 84-323-322-824-323-322-824-123-222-83
2-2 × 105-023-1023-235-023-1023-234-1023-933-23
2-2 × 125-1124-633-935-1124-633-935-824-533-93
3-2 × 85-314-023-525-324-023-525-123-1123-42
3-2 × 106-324-924-026-324-924-026-124-824-03
3-2 × 127-525-824-937-525-824-937-225-634-83
4-2 × 86-114-823-1126-114-823-1125-1114-723-102
4-2 × 107-325-624-827-325-624-827-025-524-72
4-2 × 128-626-625-628-626-625-628-326-425-43
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
  1. Spans are given in feet and inches.
  2. Spans are based on minimum design properties for No. 2 grade lumber of Douglas fir-larch, hem-fir, Southern pine, and spruce-pine-fir.
  3. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
  4. NJ = Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved framing anchor attached to the full-height wall stud and to the header.
  5. Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf.
  6. Spans are calculated assuming the top of the header or girder is laterally braced by perpendicular framing. Where the top of the header or girder is not laterally braced (for example, cripple studs bearing on the header), tabulated spans for headers consisting of 2 × 8, 2 × 10, or 2 × 12 sizes shall be multiplied by 0.70 or the header or girder shall be designed.
TABLE R602.7(2)
GIRDER SPANSa AND HEADER SPANSa FOR INTERIOR BEARING WALLS (Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-firb and required number of jack studs)
HEADERS AND
GIRDERS
SUPPORTING
SIZEBUILDING Widthc (feet)
122436
SpaneNJdSpaneNJdSpaneNJd
One floor only2-2 × 44-112-1012-41
2-2 × 66-114-413-61
2-2 × 87-915-514-52
2-2 × 109-216-625-32
2-2 × 1210-917-726-32
3-2 × 89-816-1015-71
3-2 × 1011-518-116-72
3-2 × 1213-619-627-92
4-2 × 811-217-1116-51
4-2 × 1013-319-417-81
4-2 × 1215-7111-019-02
Two floors2-2 × 42-711-1111-71
2-2 × 63-1112-1122-52
2-2 × 85-013-823-12
2-2 × 105-1124-423-72
2-2 × 126-1125-224-33
3-2 × 86-314-723-102
3-2 × 107-515-624-62
3-2 × 128-826-525-42
4-2 × 87-215-414-52
4-2 × 108-616-425-32
4-2 × 1210-117-526-22
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
  1. Spans are given in feet and inches.
  2. Spans are based on minimum design properties for No. 2 grade lumber of Douglas fir-larch, hem-fir, Southern pine, and spruce-pine-fir.
  3. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
  4. NJ = Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved framing anchor attached to the full-height wall stud and to the header.
  5. Spans are calculated assuming the top of the header or girder is laterally braced by perpendicular framing. Where the top of the header or girder is not laterally braced (for example, cripple studs bearing on the header), tabulated spans for headers consisting of 2 × 8, 2 × 10, or 2 × 12 sizes shall be multiplied by 0.70 or the header or girder shall be designed.
TABLE R602.7(3)
GIRDER AND HEADER SPANSa FOR OPEN PORCHES (Maximum span for Douglas fir-larch, hem-fir, Southern pine and spruce-pine-firb)
SIZESUPPORTING ROOFSUPPORTING FLOOR
GROUND SNOW LOAD (psf)
305070
DEPTH OF PORCHc (feet)
814814814814
2-2 × 67-65-86-24-85-44-06-44-9
2-2 × 810-17-78-36-27-15-48-56-4
2-2 × 1012-49-410-17-78-96-710-47-9
2-2 × 1214-410-1011-88-1010-17-811-119-0
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
  1. Spans are given in feet and inches.
  2. Tabulated values assume No. 2 grade lumber, wet service and incising for refractory species. Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf.
  3. Porch depth is measured horizontally from building face to centerline of the header. For depths between those shown, spans are permitted to be interpolated.

R602.7.1 Single Member Headers

Single headers shall be framed with a single flat 2-inch-nominal (51 mm) member or wall plate not less in width than the wall studs on the top and bottom of the header in accordance with Figures R602.7.1(1) and R602.7.1(2) and face nailed to the top and bottom of the header with 10d box nails (3 inches × 0.128 inches) spaced 12 inches on center.
FIGURE R602.7.1(1)
SINGLE-MEMBER HEADER IN EXTERIOR BEARING WALL
FIGURE R602.7.1(2)
ALTERNATIVE SINGLE-MEMBER HEADER WITHOUT CRIPPLE

R602.7.2 Rim Board Headers

Rim board header size, material and span shall be in accordance with Table R602.7(1). Rim board headers shall be constructed in accordance with Figure R602.7.2 and shall be supported at each end by full-height studs. The number of full-height studs at each end shall be not less than the number of studs displaced by half of the header span based on the maximum stud spacing in accordance with Table R602.3(5). Rim board headers supporting concentrated loads shall be designed in accordance with accepted engineering practice.

For SI: 25.4 mm = 1 inch.
FIGURE R602.7.2
RIM BOARD HEADER CONSTRUCTION

R602.7.3 Wood Structural Panel Box Headers

Wood structural panel box headers shall be constructed in accordance with Figure R602.7.3 and Table R602.7.3.
TABLE R602.7.3
MAXIMUM SPANS FOR WOOD STRUCTURAL PANEL BOX HEADERSa
HEADER CONSTRUCTIONb HEADER DEPTH
(inches)		 HOUSE DEPTH (feet)
24 26 28 30 32
Wood structural panel—one side 9 4 4 3 3 —
15
5
5
4
3
3
Wood structural panel—both sides
9
7
5
5
4
3
15
8
8
7
7
6
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
  1. Spans are based on single story with clear-span trussed roof or two story with floor and roof supported by interior-bearing walls.
  2. See Figure R602.7.3 for construction details.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

NOTES:
  1. The top and bottom plates shall be continuous at header location.
  2. Jack studs shall be used for spans over 4 feet.
  3. Cripple spacing shall be the same as for studs.
  4. Wood structural panel faces shall be single pieces of 15/32-inch-thick Exposure 1 (exterior glue) or thicker, installed on the interior or exterior or both sides of the header.
  5. Wood structural panel faces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 3 inches on center, staggering alternate nails 1/2 inch. Galvanized nails shall be hot-dipped or tumbled.
FIGURE R602.7.3
TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION

R602.7.4 Nonbearing Walls

Load-bearing headers are not required in interior or exterior nonbearing walls. A single flat 2-inch by 4-inch (51 mm by 102 mm) member shall be permitted to 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, cripples or blocking are not required above the header.

R602.7.5 Supports for Headers

Headers shall be supported on each end with one or more jack studs or with approved framing anchors in accordance with Table R602.7(1) or R602.7(2). The full-height stud adjacent to each end of the header shall be end nailed to each end of the header with four-16d nails (3.5 inches × 0.135 inches). The minimum number of full-height studs at each end of a header shall be in accordance with Table R602.7.5.
TABLE R602.7.5
MINIMUM NUMBER OF FULL-HEIGHT STUDS AT EACH END OF HEADERS IN EXTERIOR WALLSa
MAXIMUM

HEADER SPAN
(feet)		ULTIMATE DESIGN WIND SPEED
AND EXPOSURE CATEGORY
< 140 mph, Exposure B
or
< 130 mph, Exposure C		≤ 115 mph, Exposure Bb
411
621
821
1032
1232
1432
1642
1842
For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
  1. For header spans between those given, use the minimum number of fullheight studs associated with the larger header span.
  2. The tabulated minimum number of full-height studs is applicable where jack studs are provided to support the header at each end in accordance with Table R602.7(1). Where a framing anchor is used to support the header in lieu of a jack stud in accordance with Note d of Table R602.7(1), the minimum number of full-height studs at each end of a header shall be in accordance with requirements for wind speed < 140 mph, Exposure B.

R602.8 Fireblocking Required

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

R602.9 Cripple Walls

Foundation cripple walls shall be framed of studs not smaller than the studding above. Where exceeding 4 feet (1219 mm) in height, such walls shall be framed of studs having the size required for an additional story.
Cripple walls with a stud height less than 14 inches (356 mm) shall be continuously sheathed on one side with wood structural panels fastened to both the top and bottom plates in accordance with Table R602.3(1), or the cripple walls shall be constructed of solid blocking.
Cripple walls shall be supported on continuous foundations.

R602.10 Wall Bracing

Buildings shall be braced in accordance with this section or, when applicable, Section R602.12. Where a building, or portion thereof, does not comply with one or more of the bracing requirements in this section, those portions shall be designed and constructed in accordance with Section R301.1.

R602.10.1 Braced Wall Lines

For the purpose of determining the amount and location of bracing required in each story level of a building, braced wall lines shall be designated as straight lines in the building plan placed in accordance with this section.

R602.10.1.1 Length of a Braced Wall Line

The length of a braced wall line shall be the distance between its ends. The end of a braced wall line shall be the intersection with a perpendicular braced wall line, an angled braced wall line as permitted in Section R602.10.1.4 or an exterior wall as shown in Figure R602.10.1.1.

For SI: 1 foot = 304.8 mm.
FIGURE R602.10.1.1
BRACED WALL LINES

R602.10.1.2 Offsets Along a Braced Wall Line

Exterior walls parallel to a braced wall line shall be offset not more than 4 feet (1219 mm) from the designated braced wall line location as shown in Figure R602.10.1.1. Interior walls used as bracing shall be offset not more than 4 feet (1219 mm) from a braced wall line through the interior of the building as shown in Figure R602.10.1.1.

R602.10.1.3 Spacing of Braced Wall Lines

The spacing between parallel braced wall lines shall be in accordance with Table R602.10.1.3. Intermediate braced wall lines through the interior of the building shall be permitted.
TABLE R602.10.1.3
BRACED WALL LINE SPACING
APPLICATION CONDITION BUILDING TYPE BRACED WALL LINE SPACING CRITERIA
Maximum Spacing Exception to Maximum Spacing
Wind bracing Ultimate design wind speed 100 mph to < 140 mph Detached, townhouse 60 feet None
Seismic bracing SDC A — C Detached Use wind bracing
SDC A — B Townhouse Use wind bracing
SDC C Townhouse 35 feet Up to 50 feet when length of required bracing per Table R602.10.3(3) is adjusted in accordance with Table R602.10.3(4).
SDC D0, D1, D2 Detached, townhouses, one- and two-story only 25 feet Up to 35 feet to allow for a single room not to exceed 900 square feet. Spacing of all other braced wall lines shall not exceed 25 feet.
SDC D0, D1, D2 Detached, townhouse 25 feet Up to 35 feet when length of required bracing per Table R602.10.3(3) is adjusted in accordance with Table R602.10.3(4).
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m2, 1 mile per hour = 0.447 m/s.

R602.10.1.4 Angled Walls

Any portion of a wall along a braced wall line shall be permitted to angle out of plane for a maximum diagonal length of 8 feet (2438 mm). Where the angled wall occurs at a corner, the length of the braced wall line shall be measured from the projected corner as shown in Figure R602.10.1.4. Where the diagonal length is greater than 8 feet (2438 mm), it shall be considered to be a separate braced wall line and shall be braced in accordance with Section R602.10.1.
For SI: 1 foot = 304.8 mm.
FIGURE R602.10.1.4
ANGLED WALLS

R602.10.2 Braced Wall Panels

Braced wall panels shall be full-height sections of wall that shall not have vertical or horizontal offsets. Braced wall panels shall be constructed and placed along a braced wall line in accordance with this section and the bracing methods specified in Section R602.10.4.

R602.10.2.1 Braced Wall Panel Uplift Load Path

The bracing lengths in Table R602.10.3(1) apply only when uplift loads are resisted in accordance with Section R602.3.5.

R602.10.2.2 Locations of Braced Wall Panels

A braced wall panel shall begin within 10 feet (3810 mm) from each end of a braced wall line as determined in Section R602.10.1.1. The distance between adjacent edges of braced wall panels along a braced wall line shall be not greater than 20 feet (6096 mm) as shown in Figure R602.10.2.2.
For SI: 1 foot = 304.8 mm.
FIGURE R602.10.2.2
LOCATION OF BRACED WALL PANELS

R602.10.2.2.1 Location of Braced Wall Panels in Seismic Design Categories D0, D1 and D2

Braced wall panels shall be located at each end of a braced wall line.
Exception: Braced wall panels constructed of Method WSP or BV-WSP and continuous sheathing methods as specified in Section R602.10.4 shall be permitted to begin not more than 10 feet (3048 mm) from each end of a braced wall line provided that each end complies with one of the following:
  1. A minimum 24-inch-wide (610 mm) panel for Methods WSP, CS-WSP, CS-G and CS-PF is applied to each side of the building corner as shown in End Condition 4 of Figure R602.10.7.
  2. The end of each braced wall panel closest to the end of the braced wall line shall have an 1,800 lb (8 kN) hold-down device fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below as shown in End Condition 5 of Figure R602.10.7.

R602.10.2.3 Minimum Number of Braced Wall Panels

Braced wall lines with a length of 16 feet (4877 mm) or less shall have not less than two braced wall panels of any length or one braced wall panel equal to 48 inches (1219 mm) or more. Braced wall lines greater than 16 feet (4877 mm) shall have not less than two braced wall panels.

R602.10.3 Required Length of Bracing

The required length of bracing along each braced wall line shall be determined as follows:
  1. All buildings in Seismic Design Categories A and B shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
  2. Detached buildings in Seismic Design Category C shall use Table R602.10.3(1) and the applicable adjustment factors in Table R602.10.3(2).
  3. Townhouses in Seismic Design Category C shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.
  4. All buildings in Seismic Design Categories D0, D1 and D2 shall use the greater value determined from Table R602.10.3(1) or R602.10.3(3) and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively.
Only braced wall panels parallel to the braced wall line shall contribute toward the required length of bracing of that braced wall line. Braced wall panels along an angled wall meeting the minimum length requirements of Tables R602.10.5 and R602.10.5.2 shall be permitted to contribute its projected length toward the minimum required length of bracing for the braced wall line as shown in Figure R602.10.1.4. Any braced wall panel on an angled wall at the end of a braced wall line shall contribute its projected length for only one of the braced wall lines at the projected corner.
Exception: The length of wall bracing for dwellings in Seismic Design Categories D0, D1 and D2 with stone or masonry veneer installed in accordance with Section R703.8 and exceeding the first-story height shall be in accordance with Section R602.10.6.5.

TABLE R602.10.3(1)
BRACING REQUIREMENTS BASED ON WIND SPEED
• EXPOSURE CATEGORY B
• 30-FOOT MEAN ROOF HEIGHT
• 10-FOOT WALL HEIGHT
 MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS
REQUIRED ALONG EACH BRACED WALL LINEa
Ultimate
Design Wind
Speed
(mph)
 Story Location Braced Wall Line
Spacingc
(feet)
 Method LIBb Method GB Methods
DWB, WSP, SFB,
PBS, PCP, HPS,
BV-WSP, ABW, PFH,
PFG, CS-SFB
 Methods
CS-WSP, CS-G, CS-PF
≤ 110 10 3.5 3.5 2.0 1.5
20 6.0 6.0 3.5 3.0
30 8.5 8.5 5.0 4.5
40 11.5 11.5 6.5 5.5
50 14.0 14.0 8.0 7.0
60 16.5 16.5 9.5 8.0
10 6.5 6.5 3.5 3.0
20 11.5 11.5 6.5 5.5
30 16.5 16.5 9.5 8.0
40 21.5 21.5 12.5 10.5
50 26.5 26.5 15.5 13.0
60 31.5 31.5 18.0 15.5
10 NP 9.5 5.5 4.5
20 NP 17.0 10.0 8.5
30 NP 24.5 14.0 12.0
40 NP 32.0 18.5 15.5
50 NP 39.5 22.5 19.0
60 NP 46.5 26.5 23.0
≤ 115 10 3.5 3.5 2.0 2.0
20 6.5 6.5 3.5 3.5
30 9.5 9.5 5.5 4.5
40 12.5 12.5 7.0 6.0
50 15.0 15.0 9.0 7.5
60 18.0 18.0 10.5 9.0
10 7.0 7.0 4.0 3.5
20 12.5 12.5 7.5 6.5
30 18.0 18.0 10.5 9.0
40 23.5 23.5 13.5 11.5
50 29.0 29.0 16.5 14.0
60 34.5 34.5 20.0 17.0
10 NP 10.0 6.0 5.0
20 NP 18.5 11.0 9.0
30 NP 27.0 15.5 13.0
40 NP 35.0 20.0 17.0
50 NP 43.0 24.5 21.0
60 NP 51.0 29.0 25.0
≤ 120 10 4.0 4.0 2.5 2.0
20 7.0 7.0 4.0 3.5
30 10.5 10.5 6.0 5.0
40 13.5 13.5 8.0 6.5
50 16.5 16.5 9.5 8.0
60 19.5 19.5 11.5 9.5
10 7.5 7.5 4.5 3.5
20 14.0 14.0 8.0 7.0
30 20.0 20.0 11.5 9.5
40 25.5 25.5 15.0 12.5
50 31.5 31.5 18.0 15.5
60 37.5 37.5 21.5 18.5
10 NP 11.0 6.5 5.5
20 NP 20.5 11.5 10.0
30 NP 29.0 17.0 14.5
40 NP 38.0 22.0 18.5
50 NP 47.0 27.0 23.0
60 NP 55.5 32.0 27.0
≤ 130 10 4.5 4.5 2.5 2.5
20 8.5 8.5 5.0 4.0
30 12.0 12.0 7.0 6.0
40 15.5 15.5 9.0 7.5
50 19.5 19.5 11.0 9.5
60 23.0 23.0 13.0 11.0
10 8.5 8.5 5.0 4.5
20 16.0 16.0 9.5 8.0
30 23.0 23.0 13.5 11.5
40 30.0 30.0 17.5 15.0
50 37.0 37.0 21.5 18.0
60 44.0 44.0 25.0 21.5
10 NP 13.0 7.5 6.5
20 NP 24.0 13.5 11.5
30 NP 34.5 19.5 17.0
40 NP 44.5 25.5 22.0
50 NP 55.0 31.5 26.5
60 NP 65.0 37.5 31.5
< 140 10 5.5 5.5 3.0 2.5
20 10.0 10.0 5.5 5.0
30 14.0 14.0 8.0 7.0
40 18.0 18.0 10.5 9.0
50 22.5 22.5 13.0 11.0
60 26.5 26.5 15.0 13.0
10 10.0 10.0 6.0 5.0
20 18.5 18.5 11.0 9.0
30 27.0 27.0 15.5 13.0
40 35.0 35.0 20.0 17.0
50 43.0 43.0 24.5 21.0
60 51.0 51.0 29.0 25.0
10 NP 15.0 8.5 7.5
20 NP 27.5 16.0 13.5
30 NP 39.5 23.0 19.5
40 NP 51.5 29.5 25.0
50 NP 63.5 36.5 31.0
60 NP 75.5 43.0 36.5
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
NP = Not Permitted.
  1. Linear interpolation shall be permitted.
  2. Method LIB shall have gypsum board fastened to not less than one side with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches.
  3. Where three or more parallel braced wall lines are present and the distances between adjacent braced wall lines are different, the average dimension shall be permitted to be used for braced wall line spacing.
TABLE R602.10.3(2)
WIND ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING
ITEM NUMBER ADJUSTMENT BASED ON STORY/SUPPORTING CONDITION ADJUSTMENT FACTORa, b [multiply length from Table R602.10.3(1) by this factor] APPLICABLE METHODS
1 Exposure categoryd One-story
structure
 B 1.00 All methods
C 1.20
D 1.50
Two-story
structure
 B 1.00
C 1.30
D 1.60
Three-story
structure
 B 1.00
C 1.40
D 1.70
2 Roof eave-to-ridge
height
 Roof only ≤ 5 feet 0.70
10 feet 1.00
15 feet 1.30
20 feet 1.60
Roof + 1 floor ≤ 5 feet 0.85
10 feet 1.00
15 feet 1.15
20 feet 1.30
Roof + 2 floors ≤ 5 feet 0.90
10 feet 1.00
15 feet 1.10
20 feet Not permitted
3 Story height Any story 8 feet 0.90
9 feet 0.95
10 feet 1.00
11 feet 1.05
12 feet 1.10
4 Number of braced
wall lines (per plan
direction)c
 Any story 2 1.00
3 1.30
4 1.45
≥ 5 1.60
5 Additional 800-pound
hold-down device
 Top story only Fastened to the end
studs of each braced
wall panel and to the
foundation or framing
below
 0.80 DWB, WSP, SFB,
PBS, PCP, HPS
6 Interior gypsum board
finish (or equivalent)
 Any story Omitted from inside face 1.40 DWB, WSP, SFB,
PBS, PCP, HPS, CS-
WSP, CS-G, CS-SFB
7 Gypsum board
fastening
 Any story 4 inches o.c. at panel
edges, including top
and bottom plates, and
all horizontal joints
blocked
 0.7 GB
8 Horizontal blocking Any story Horizontal block is omitted 2.0 WSP, CS-WSP
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.48 N.
  1. Linear interpolation shall be permitted.
  2. The total adjustment factor is the product of all applicable adjustment factors.
  3. The adjustment factor is permitted to be 1.0 when determining bracing amounts for intermediate braced wall lines provided the bracing amounts on adjacent braced wall lines are based on a spacing and number that neglects the intermediate braced wall line.
  4. The same adjustment factor shall be applied to all braced wall lines on all floors of the structure, based on the worst-case exposure category.
TABLE R602.10.3(3)
BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY
• SOIL CLASS Db
• WALL HEIGHT = 10 FEET
• 10 PSF FLOOR DEAD LOAD
• 15 PSF ROOF/CEILING DEAD LOAD
• BRACED WALL LINE SPACING
≤ 25 FEET		 MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS
REQUIRED ALONG EACH BRACED WALL LINEa, f
Seismic Design
Category
 Story Location Braced Wall Line
Length
(feet)c
 Method LIBd Method GB Methods
DWB, SFB, PBS,
PCP, HPS,
CS-SFBe
 Methods WSP, ABW, PFH and PFGe Methods
CS-WSP,
CS-G, CS-PF
C
(townhouses only)
 10 2.5 2.5 2.5 1.6 1.4
20 5.0 5.0 5.0 3.2 2.7
30 7.5 7.5 7.5 4.8 4.1
40 10.0 10.0 10.0 6.4 5.4
50 12.5 12.5 12.5 8.0 6.8
10 NP 4.5 4.5 3.0 2.6
20 NP 9.0 9.0 6.0 5.1
30 NP 13.5 13.5 9.0 7.7
40 NP 18.0 18.0 12.0 10.2
50 NP 22.5 22.5 15.0 12.8
10 NP 6.0 6.0 4.5 3.8
20 NP 12.0 12.0 9.0 7.7
30 NP 18.0 18.0 13.5 11.5
40 NP 24.0 24.0 18.0 15.3
50 NP 30.0 30.0 22.5 19.1
D0 10 NP 2.8 2.8 1.8 1.6
20 NP 5.5 5.5 3.6 3.1
30 NP 8.3 8.3 5.4 4.6
40 NP 11.0 11.0 7.2 6.1
50 NP 13.8 13.8 9.0 7.7
10 NP 5.3 5.3 3.8 3.2
20 NP 10.5 10.5 7.5 6.4
30 NP 15.8 15.8 11.3 9.6
40 NP 21.0 21.0 15.0 12.8
50 NP 26.3 26.3 18.8 16.0
10 NP 7.3 7.3 5.3 4.5
20 NP 14.5 14.5 10.5 9.0
30 NP 21.8 21.8 15.8 13.4
40 NP 29.0 29.0 21.0 17.9
50 NP 36.3 36.3 26.3 22.3
D1 10 NP 3.0 3.0 2.0 1.7
20 NP 6.0 6.0 4.0 3.4
30 NP 9.0 9.0 6.0 5.1
40 NP 12.0 12.0 8.0 6.8
50 NP 15.0 15.0 10.0 8.5
10 NP 6.0 6.0 4.5 3.8
20 NP 12.0 12.0 9.0 7.7
30 NP 18.0 18.0 13.5 11.5
40 NP 24.0 24.0 18.0 15.3
50 NP 30.0 30.0 22.5 19.1
10 NP 8.5 8.5 6.0 5.1
20 NP 17.0 17.0 12.0 10.2
30 NP 25.5 25.5 18.0 15.3
40 NP 34.0 34.0 24.0 20.4
50 NP 42.5 42.5 30.0 25.5
D2 10 NP 4.0 4.0 2.5 2.1
20 NP 8.0 8.0 5.0 4.3
30 NP 12.0 12.0 7.5 6.4
40 NP 16.0 16.0 10.0 8.5
50 NP 20.0 20.0 12.5 10.6
10 NP 7.5 7.5 5.5 4.7
20 NP 15.0 15.0 11.0 9.4
30 NP 22.5 22.5 16.5 14.0
40 NP 30.0 30.0 22.0 18.7
50 NP 37.5 37.5 27.5 23.4
10 NP NP NP NP NP
20 NP NP NP NP NP
30 NP NP NP NP NP
40 NP NP NP NP NP
50 NP NP NP NP NP
Cripple wall below
one- or two-story dwelling
 10 NP NP NP 7.5 6.4
20 NP NP NP 15.0 12.8
30 NP NP NP 22.5 19.1
40 NP NP NP 30.0 25.5
50 NP NP NP 37.5 31.9
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
NP = Not Permitted.
  1. Linear interpolation shall be permitted.
  2. Wall bracing lengths are based on a soil site class "D." Interpolation of bracing length between the Sds values associated with the seismic design categories shall be permitted when a site-specific Sds value is determined in accordance with Section 1613.2 of the International Building Code.
  3. Where the braced wall line length is greater than 50 feet, braced wall lines shall be permitted to be divided into shorter segments having lengths of 50 feet or less, and the amount of bracing within each segment shall be in accordance with this table.
  4. Method LIB shall have gypsum board fastened to not less than one side with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches.
  5. Methods PFG and CS-SFB do not apply in Seismic Design Categories D0, D1 and D2.
  6. Where more than one bracing method is used, mixing methods shall be in accordance with Section R602.10.4.1.
TABLE R602.10.3(4)
SEISMIC ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING
ITEM
NUMBER
 ADJUSTMENT
BASED ON
 STORY CONDITION ADJUSTMENT
FACTORa, b
[Multiply length
from
Table R602.10.3(3) by this
factor]
 APPLICABLE
METHODS
1 Story height
(Section 301.3)
 Any story ≤ 10 feet 1.0 All methods
> 10 feet and ≤ 12 feet 1.2
2 Braced wall line
spacing, townhouses
in SDC C
 Any story ≤ 35 feet 1.0
> 35 feet and ≤ 50 feet 1.43
3 Braced wall line
spacing, in
SDC D0, D1, D2c
 Any story > 25 feet and ≤ 30 feet 1.2
> 30 feet and ≤ 35 feet 1.4
4 Wall dead load Any story > 8 psf and < 15 psf 1.0
< 8psf 0.85
5 Roof/ceiling dead load
for wall supporting
 1-, 2- or 3-story building ≤15 psf 1.0
2- or 3-story building > 15 psf and ≤ 25 psf 1.1
1-story building or top story > 15 psf and ≤ 25 psf 1.2
6 Walls with stone or
masonry veneer,
SDCCd, e
 1.0 All methods
1.5
1.5
7 Walls with stone or
masonry veneer,
detached one- and
two-family dwellings
in SDC D0 — D2d, f
 Any story See Table R602.10.6.5 BV-WSP
8 Walls with stone or
masonry veneer,
detached one- and
two-family dwellings
in SDC D0 — D2d, f
 First and second story of two-story dwelling See Table R602.10.6.5 1.2 WSP, CS-WSP
9
Interior gypsum board
finish (or equivalent)		 Any story Omitted from
inside face of braced
wall panels		 1.5
DWB, WSP,
SFB, PBS, PCP,
HPS,
CS-WSP, CS-G,
CS-SFB
10 Horizontal blocking Any story Horizontal blocking omitted 2.0 WSP, CS-WSP
For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
  1. Linear interpolation shall be permitted.
  2. The total length of bracing required for a given wall line is the product of all applicable adjustment factors.
  3. The length-to-width ratio for the floor/roof diaphragm shall not exceed 3:1.
  4. Applies to stone or masonry veneer exceeding the first story height.
  5. The adjustment factor for stone or masonry veneer shall be applied to all exterior braced wall lines and all braced wall lines on the interior of the building, backing or perpendicular to and laterally supporting veneered walls.
  6. See Section R602.10.6.5 for requirements where stone or masonry veneer does not exceed the first-story height.

R602.10.4 Construction Methods for Braced Wall Panels

Intermittent and continuously sheathed braced wall panels shall be constructed in accordance with this section and the methods listed in Table R602.10.4.
TABLE R602.10.4
BRACING METHODS
METHODS, MATERIAL MINIMUM THICKNESS FIGURE CONNECTION CRITERIAa
Fasteners Spacing
Intermittent Bracing Methods LIB
Let-in-bracing
 1 × 4 wood or
approved metal straps
at 45° to 60° angles for
maximum 16"
stud spacing
 Wood: 2-8d common nails or 3-8d (21/2" long x 0.113" dia.) nails Wood: per stud and
top and bottom plates
Metal strap: per manufacturer Metal:
per manufacturer
DWB
Diagonal
wood boards
 3/4" (1" nominal) for
maximum 24"
stud spacing
 2-8d (21/2" long × 0.113" dia.) nails or 2 - 13/4" long staples Per stud
WSP
Wood
structural panel
 3/8" Exterior sheathing per 6" edges 12" field
Interior sheathing per Varies by fastener
BV-WSPe
Wood structural
panels with stone
or masonry veneer
 7/16" See Figure R602.10.6.5 8d common (21/2" × 0.131) nails 4" at panel edges 12" at intermediate supports 4" at braced wall panel end posts
SFB
Structural
fiberboard
sheathing
 1/2" or 25/32" for
maximum 16"
stud spacing
 11/2" long × 0.12" dia. (for 1/2" thick
sheathing) 13/4" long × 0.12" dia.
(for 25/32" thick sheathing)
galvanized roofing nails		 3" edges 6" field
GB 1/2" Nails or screws per Table R602.3(1) for
exterior locations
 For all braced wall panel locations: 7" edges (including top and bottom plates) 7" field
Nails or screws per Table R702.3.5 for
interior locations
PBS
Particleboard
sheathing
 3/8" or 1/2" for
maximum 16"
stud spacing
 For 3/8", 6d common
(2" long × 0.113" dia.) nails
For 1/2", 8d common
(21/2" long × 0.131" dia.) nails
 3" edges 6" field
PCP
Portland
 See Section R703.7 for
maximum 16"
stud spacing
 11/2" long, 11 gage, 7/16" dia. head nails or 7/8" long, 16 gage staples 6" o.c. on all framing members
HPS
Hardboard
panel siding
 7/16" for maximum 16"
stud spacing
 0.092" dia., 0.225" dia. head nails with
length to accommodate 11/2"
penetration into studs
 4" edges 8" field
ABW
Alternate
braced wall
 3/8" See Section R602.10.6.1 See Section R602.10.6.1
PFH
Portal frame with
hold-downs
 3/8" See Section R602.10.6.2 See Section R602.10.6.2
PFG
Portal frame at garage
 7/16" See Section R602.10.6.3 See Section R602.10.6.3
Continuous Sheathing Methods CS-WSP
Continuously sheathed
 3/8" Exterior sheathing per Table R602.3(3) 6" edges 12" field
Interior sheathing per Varies by fastener
CS-Gb, c
Continuously sheathed
adjacent to garage
openings
 3/8" See Method CS-WSP See Method CS-WSP
CS-PF
Continuously sheathed
portal frame
 7/16" See Section R602.10.6.4 See Section R602.10.6.4
CS-SFBd
Continuously sheathed
structural fiberboard
 1/2" or 25/32" for
maximum 16"
stud spacing
 11/2" long × 0.12" dia.
(for 1/2" thick sheathing)
13/4" long × 0.12" dia.
(for 25/32" thick sheathing)
galvanized roofing nails
 3" edges 6" field
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 degree = 0.0175 rad, 1 pound per square foot = 47.8 N/m2, 1 mile per hour = 0.447 m/s.
  1. Adhesive attachment of wall sheathing, including Method GB, shall not be permitted in Seismic Design Categories C, D0, D1 and D2.
  2. Applies to panels next to garage door opening where supporting gable end wall or roof load only. Shall only be used on one wall of the garage. In Seismic Design Categories D0, D1 and D2, roof covering dead load shall not exceed 3 psf.
  3. Garage openings adjacent to a Method CS-G panel shall be provided with a header in accordance with Table R602.7(1). A full-height clear opening shall not be permitted adjacent to a Method CS-G panel.
  4. Method CS-SFB does not apply in Seismic Design Categories D0, D1 and D2.
  5. Method applies to detached one- and two-family dwellings in Seismic Design Categories D0 through D2 only.

R602.10.4.1 Mixing Methods

Mixing of bracing methods shall be permitted as follows:
  1. Mixing intermittent bracing and continuous sheathing methods from story to story shall be permitted.
  2. Mixing intermittent bracing methods from braced wall line to braced wall line within a story shall be permitted. In regions within Seismic Design Categories A, B and C where the ultimate design wind speed is less than or equal to 130 mph (58m/s), mixing of intermittent bracing and continuous sheathing methods from braced wall line to braced wall line within a story shall be permitted.
  3. Mixing intermittent bracing methods along a braced wall line shall be permitted in Seismic Design Categories A and B, and detached dwellings in Seismic Design Category C, provided that the length of required bracing in accordance with Table R602.10.3(1) or R602.10.3(3) is the highest value of all intermittent bracing methods used.
  4. Mixing of continuous sheathing methods CS-WSP, CS-G and CS-PF along a braced wall line shall be permitted. Intermittent methods ABW, PFH and PFG shall be permitted to be used along a braced wall line with continuous sheathed methods, provided that the length of required bracing for that braced wall line is determined in accordance with Table R602.10.3(1) or R602.10.3(3) using the highest value of the bracing methods used.
  5. In Seismic Design Categories A and B, and for detached one- and two-family dwellings in Seismic Design Category C, mixing of intermittent bracing methods along the interior portion of a braced wall line with continuous sheathing methods CS-WSP, CS-G and CS-PF along the exterior portion of the same braced wall line shall be permitted. The length of required bracing shall be the highest value of all intermittent bracing methods used in accordance with Table R602.10.3(1) or R602.10.3(3) as adjusted by Tables R602.10.3(2) and R602.10.3(4), respectively. The requirements of Section R602.10.7 shall apply to each end of the continuously sheathed portion of the braced wall line.

R602.10.4.2 Continuous Sheathing Methods

Continuous sheathing methods require structural panel sheathing to be used on all sheathable surfaces on one side of a braced wall line including areas above and below openings and gable end walls and shall meet the requirements of Section R602.10.7.

R602.10.4.3 Braced Wall Panel Interior Finish Material

Braced wall panels shall have gypsum wall board installed on the side of the wall opposite the bracing material. Gypsum wall board shall be not less than 1/2 inch (12.7 mm) in thickness and be fastened with nails or screws in accordance with Table R602.3(1) for exterior sheathing or Table R702.3.5 for interior gypsum wall board. Spacing of fasteners at panel edges for gypsum wall board opposite Method LIB bracing shall not exceed 8 inches (203 mm). Interior finish material shall not be glued in Seismic Design Categories D0, D1 and D2.
Exceptions:
  1. Interior finish material is not required opposite wall panels that are braced in accordance with Methods GB, BV-WSP, ABW, PFH, PFG and CS-PF, unless otherwise required by Section R302.6.
  2. An approved interior finish material with an in-plane shear resistance equivalent to gypsum board shall be permitted to be substituted, unless otherwise required by Section R302.6.
  3. Except for Method LIB, gypsum wall board is permitted to be omitted provided that the required length of bracing in Tables R602.10.3(1) and R602.10.3(3) is multiplied by the appropriate adjustment factor in Tables R602.10.3(2) and R602.10.3(4), respectively, unless otherwise required by Section R302.6.

R602.10.4.4 Panel Joints

Vertical joints of panel sheathing shall occur over and be fastened to common studs. Horizontal joints of panel sheathing in braced wall panels shall occur over and be fastened to common blocking of a thickness of 11/2 inches (38 mm) or greater.
Exceptions:
  1. For methods WSP and CS-WSP, blocking of horizontal joints is permitted to be omitted when adjustment factor No. 8 of Table R602.10.3(2) or No. 9 of Table R602.10.3(4) is applied.
  2. Vertical joints of panel sheathing shall be permitted to occur over double studs, where adjoining panel edges are attached to separate studs with the required panel edge fastening schedule, and the adjacent studs are attached together with two rows of 10d box nails [3 inches by 0.128 inch (76.2 mm by 3.25 mm)] at 10 inches o.c. (254 mm).
  3. Blocking at horizontal joints shall not be required in wall segments that are not counted as braced wall panels.
  4. Where Method GB panels are installed horizontally, blocking of horizontal joints is not required.

R602.10.5 Minimum Length of a Braced Wall Panel

The minimum length of a braced wall panel shall comply with Table R602.10.5. For Methods CS-WSP and CS-SFB, the minimum panel length shall be based on the adjacent clear opening height in accordance with Table R602.10.5 and Figure R602.10.5. Where a panel has an opening on either side of differing heights, the taller opening height shall be used to determine the panel length.
TABLE R602.10.5
MINIMUM LENGTH OF BRACED WALL PANELS
METHOD
(See Table R602.10.4)
MINIMUM LENGTHa
(inches)
CONTRIBUTING LENGTH
(inches)
Wall Height
8 feet9 feet10 feet11 feet12 feet
DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP4848485358Actualb
GB4848485358Double sided = Actual
Single sided = 0.5 × Actual
LIB556269NPNPActualb
ABWSDC A, B and C, ultimate
design
wind speed < 140 mph
283234384248
SDC D0, D1 and D2, ultimate
design
wind speed < 140 mph
323234NPNP
CS-G2427303336Actualb
CS-WSP, CS-SFBAdjacent clear opening height
(inches)
≤ 642427303336Actualb
682627303336
722727303336
763029303336
803230303336
843532323336
883835333336
924337353536
964841383636
100—44403838
104—49434039
108—54464341
112——504543
116——554845
120——605248
124———5651
128———6154
132———6658
136————62
140————66
144————72
METHODPortal header height
8 feet9 feet10 feet11 feet12 feet
PFHSupporting roof only161616Note cNote c48
Supporting one story and roof242424Note cNote c
PFG242730Note dNote d1.5 × Actualb
CS-PFSDC A, B and C161820Note eNote e1.5 × Actualb
SDC D0, D1 and D2161820Note eNote eActualb
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
NP = Not Permitted.
  1. Linear interpolation shall be permitted.
  2. Use the actual length where it is greater than or equal to the minimum length.
  3. Maximum header height for PFH is 10 feet in accordance with Figure R602.10.6.2, but wall height shall be permitted to be increased to 12 feet with pony wall.
  4. Maximum header height for PFG is 10 feet in accordance with Figure R602.10.6.3, but wall height shall be permitted to be increased to 12 feet with pony wall.
  5. Maximum header height for CS-PF is 10 feet in accordance with Figure R602.10.6.4, but wall height shall be permitted to be increased to 12 feet with pony wall.
FIGURE R602.10.5
BRACED WALL PANELS WITH CONTINUOUS SHEATHING

R602.10.5.1 Contributing Length

For purposes of computing the required length of bracing in Tables R602.10.3(1) and R602.10.3(3), the contributing length of each braced wall panel shall be as specified in Table R602.10.5.

R602.10.5.2 Partial Credit

For Methods DWB, WSP, SFB, PBS, PCP and HPS in Seismic Design Categories A, B and C, panels between 36 inches and 48 inches (914 mm and 1219 mm) in length shall be considered a braced wall panel and shall be permitted to partially contribute toward the required length of bracing in Tables R602.10.3(1) and R602.10.3(3), and the contributing length shall be determined from Table R602.10.5.2.
TABLE R602.10.5.2
PARTIAL CREDIT FOR BRACED WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH
ACTUAL LENGTH OF BRACED WALL PANEL
(inches)
CONTRIBUTING LENGTH OF BRACED WALL PANEL
(inches)a
8-foot Wall Height9-foot Wall Height
484848
423636
3627NA
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
NA = Not Applicable.
  1. Linear interpolation shall be permitted.

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

Methods ABW, PFH, PFG, CS-PF and BV-WSP shall be constructed as specified in Sections R602.10.6.1 through R602.10.6.5.

R602.10.6.1 Method ABW: Alternate Braced Wall Panels

Method ABW braced wall panels shall be constructed in accordance with Figure R602.10.6.1. The hold-down force shall be in accordance with Table R602.10.6.1.

TABLE R602.10.6.1
MINIMUM HOLD-DOWN FORCES FOR METHOD ABW BRACED WALL PANELS
SEISMIC DESIGN CATEGORY AND WIND SPEED SUPPORTING/STORY HOLD-DOWN FORCE (pounds)
Height of Braced Wall Panel
8 feet 9 feet 10 feet 11 feet 12 feet
SDC A, B and C
Ultimate design wind speed < 140 mph
 One story 1,800 1,800 1,800 2,000 2,200
First of two stories 3,000 3,000 3,000 3,300 3,600
SDC D0, D1 and D2
Ultimate design wind speed <140 mph
 One story 1,800 1,800 1,800 NP NP
First of two stories 3,000 3,000 3,000 NP NP
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.45 N, 1 mile per hour = 0.447 m/s.
NP = Not Permitted.
For SI: 1 inch = 25.4 mm.
FIGURE R602.10.6.1
METHOD ABW—ALTERNATE BRACED WALL PANEL

R602.10.6.2 Method PFH: Portal Frame With Hold-Downs

Method PFH braced wall panels shall be constructed in accordance with Figure R602.10.6.2.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.10.6.2
METHOD PFH—PORTAL FRAME WITH HOLD-DOWNS

R602.10.6.3 Method PFG: Portal Frame at Garage Door Openings in Seismic Design Categories A, B and C

Where supporting a roof or one story and a roof, a Method PFG braced wall panel constructed in accordance with Figure R602.10.6.3 shall be permitted on either side of garage door openings.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.10.6.3
METHOD PFG—PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, B AND C

R602.10.6.4 Method CS-PF: Continuously Sheathed Portal Frame

Continuously sheathed portal frame braced wall panels shall be constructed in accordance with Figure R602.10.6.4 and Table R602.10.6.4. The number of continuously sheathed portal frame panels in a single braced wall line shall not exceed four.

TABLE R602.10.6.4
TENSION STRAP CAPACITY FOR RESISTING WIND PRESSURES PERPENDICULAR TO METHODS PFH, PFG AND CS-PF BRACED WALL PANELSa
MINIMUM WALL STUD
FRAMING NOMINAL SIZE AND

GRADE
 MAXIMUM PONY
WALL HEIGHT

(feet)
 MAXIMUM
TOTAL WALL

HEIGHT

(feet)
 MAXIMUM
OPENING

WIDTH

(feet)
 TENSION STRAP CAPACITY REQUIRED (pounds)a
Ultimate Design Wind Speed Vult (mph)
110 115 130 110 115 130
Exposure B Exposure C
2 × 4 No. 2 Grade 0 10 18 1,000 1,000 1,000 1,000 1,000 1,050
1 10 9 1,000 1,000 1,000 1,000 1,000 1,750
16 1,000 1,025 2,050 2,075 2,500 3,950
18 1,000 1,275 2,375 2,400 2,850 DR
2 10 9 1,000 1,000 1,475 1,500 1,875 3,125
16 1,775 2,175 3,525 3,550 4,125 DR
18 2,075 2,500 3,950 3,975 DR DR
2 12 9 1,150 1,500 2,650 2,675 3,175 DR
16 2,875 3,375 DR DR DR DR
18 3,425 3,975 DR DR DR DR
4 12 9 2,275 2,750 DR DR DR DR
12 3,225 3,775 DR DR DR DR
2 × 6 Stud Grade 2 12 9 1,000 1,000 1,700 1,700 2,025 3,050
16 1,825 2,150 3,225 3,225 3,675 DR
18 2,200 2,550 3,725 3,750 DR DR
4 12 9 1,450 1,750 2,700 2,725 3,125 DR
16 2,050 2,400 DR DR DR DR
18 3,350 3,800 DR DR DR DR
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
DR = Design Required.
  1. Straps shall be installed in accordance with manufacturer's recommendations.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R602.10.6.4
METHOD CS-PF—CONTINUOUSLY SHEATHED PORTAL FRAME PANEL CONSTRUCTION

R602.10.6.5 Wall Bracing for Dwellings With Stone and Masonry Veneer in Seismic Design Categories D0, D1 and D2

Where stone and masonry veneer are installed in accordance with Section R703.8, wall bracing on exterior braced wall lines and braced wall lines on the interior of the building, backing or perpendicular to and laterally supporting veneered walls shall comply with this section.
Where dwellings in Seismic Design Categories D0, D1 and D2 have stone or masonry veneer installed in accordance with Section R703.8, and the veneer does not exceed the first-story height, wall bracing shall be in accordance with Section R602.10.3.
Where detached one- or two-family dwellings in Seismic Design Categories D0, D1 and D2 have stone or masonry veneer installed in accordance with Section R703.8, and the veneer exceeds the first-story height, wall bracing at exterior braced wall lines and braced wall lines on the interior of the building shall be constructed using Method BV-WSP in accordance with this section and Figure R602.10.6.5. Cripple walls shall not be permitted, and required interior braced wall lines shall be supported on continuous foundations.
Where detached one- or two-family dwellings in Seismic Design Categories D0, D1 and D2 have exterior veneer installed in accordance with Section R703.8 and are braced in accordance with Method WSP or CS-WSP, veneer shall be permitted in the second story in accordance with Item 1 or 2, provided that the dwelling does not extend more than two stories above grade plane, the veneer does not exceed 5 inches (127 mm) in thickness, the height of veneer on gable-end walls does not extend more than 8 feet (2438 mm) above the bearing wall top plate elevation, and the total length of braced wall panel specified by Table R602.10.3(3) is multiplied by 1.2 for each first- and second-story braced wall line.
  1. The total area of the veneer on the second-story exterior walls shall be permitted to extend up to 25 percent of the occupied second floor area.
  2. The veneer on the second-story exterior walls shall be permitted to cover one side of the dwelling, including walls on bay windows and similar appurtenances within the one dwelling side.
Townhouses in Seismic Design Categories D0, D1 and D2 with stone or masonry veneer exceeding the first-story height shall be designed in accordance with accepted engineering practice.
TABLE R602.10.6.5
METHOD BV-WSP WALL BRACING REQUIREMENTS
SEISMIC DESIGN
CATEGORY
STORYBRACED WALL LINE LENGTH (FEET)SINGLE-STORY
HOLD-DOWN

FORCE

(pounds)a
CUMULATIVE
HOLD-DOWN

FORCE

(pounds)b
1020304050
Minimum Total Length (feet) of Braced Wall Panels
Required Along each Braced Wall Line
D04.07.010.514.017.5NA—
4.07.010.514.017.51900—
4.59.013.518.022.535005400
6.012.018.024.030.035008900
D14.59.013.518.022.52100—
4.59.013.518.022.537005800
6.012.018.024.030.037009500
D25.511.016.522.027.52300—
5.511.016.522.027.539006200
NPNPNPNPNPNANA
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 kPa, 1 pound-force = 4.448 N.
NP = Not Permitted.
NA = Not Applicable.
  1. Hold-down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing at end of braced wall panel at the story below, or to foundation or foundation wall. Use single-story hold-down force where edges of braced wall panels do not align; a continuous load path to the foundation shall be maintained.
  2. Where hold-down connectors from stories above align with stories below, use cumulative hold-down force to size middle- and bottom-story hold-down connectors.
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

R602.10.6.5.1 Length of Bracing

The length of bracing along each braced wall line shall be the greater of that required by the ultimate design wind speed and braced wall line spacing in accordance with Table R602.10.3(1) as adjusted by the factors in Table R602.10.3(2) or the seismic design category and braced wall line length in accordance with Table R602.10.6.5. Angled walls shall be permitted to be counted in accordance with Section R602.10.1.4, and braced wall panel location shall be in accordance with Section R602.10.2.2. Spacing between braced wall lines shall be in accordance with Table R602.10.1.3. The seismic adjustment factors in Table R602.10.3(4) shall not be applied to the length of bracing determined using Table R602.10.6.5, except that the bracing amount increase for braced wall line spacing greater than 25 feet (7620 mm) in accordance with Table R602.10.1.3 shall be required. The minimum total length of bracing in a braced wall line, after all adjustments have been taken, shall be not less than 48 inches (1219 mm) total.

R602.10.7 Ends of Braced Wall Lines With Continuous Sheathing

Each end of a braced wall line with continuous sheathing shall have one of the conditions shown in Figure R602.10.7.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.45 N.
FIGURE R602.10.7
END CONDITIONS FOR BRACED WALL LINES WITH CONTINUOUS SHEATHING

R602.10.8 Braced Wall Panel Connections

Braced wall panels shall be connected to floor framing or foundations as follows:
  1. Where joists are perpendicular to a braced wall panel above or below, a rim joist, band joist or blocking shall be provided along the entire length of the braced wall panel in accordance with Figure R602.10.8(1). Fastening of top and bottom wall plates to framing, rim joist, band joist or blocking shall be in accordance with Table R602.3(1).
  2. Where joists are parallel to a braced wall panel above or below, a rim joist, end joist or other parallel framing member shall be provided directly above and below the braced wall panel in accordance with Figure R602.10.8(2). Where a parallel framing member cannot be located directly above and below the panel, full-depth blocking at 16-inch (406 mm) spacing shall be provided between the parallel framing members to each side of the braced wall panel in accordance with Figure R602.10.8(2). Fastening of blocking and wall plates shall be in accordance with Table R602.3(1) and Figure R602.10.8(2).
  3. Connections of braced wall panels to concrete or masonry shall be in accordance with Section R403.1.6.
For SI: 1 inch = 25.4 mm.
FIGURE R602.10.8(1)
BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING

For SI: 1 inch = 25.4 mm.
FIGURE R602.10.8(2)
BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING

R602.10.8.1 Braced Wall Panel Connections for Seismic Design Categories D0, D1 and D2

Braced wall panels shall be fastened to required foundations in accordance with Section R602.11.1, and top plate lap splices shall be face-nailed with not less than eight 16d nails on each side of the splice.

R602.10.8.2 Connections to Roof Framing

Top plates of exterior braced wall panels shall be attached to rafters or roof trusses above in accordance with Table R602.3(1) and this section. Where required by this section, blocking between rafters or roof trusses shall be attached to top plates of braced wall panels and to rafters and roof trusses in accordance with Table R602.3(1). A continuous band, rim or header joist or roof truss parallel to the braced wall panels shall be permitted to replace the blocking required by this section. Blocking shall not be required over openings in continuously sheathed braced wall lines. In addition to the requirements of this section, lateral support shall be provided for rafters and ceiling joists in accordance with Section R802.8 and for trusses in accordance with Section R802.10.3. Roof ventilation shall be provided in accordance with Section R806.1.
  1. For Seismic Design Categories A, B and C where the distance from the top of the braced wall panel to the top of the rafters or roof trusses above is 91/4 inches (235 mm) or less, blocking between rafters or roof trusses shall not be required. Where the distance from the top of the braced wall panel to the top of the rafters or roof trusses above is between 91/4 inches (235 mm) and 151/4 inches (387 mm), blocking between rafters or roof trusses shall be provided above the braced wall panel in accordance with Figure R602.10.8.2(1).
    Exception: Where the outside edge of truss vertical web members aligns with the outside face of the wall studs below, wood structural panel sheathing extending above the top plate as shown in Figure R602.10.8.2(3) shall be permitted to be fastened to each truss web with three-8d nails (21/2 inches × 0.131 inch) and blocking between the trusses shall not be required.
  2. For Seismic Design Categories D0, D1 and D2, where the distance from the top of the braced wall panel to the top of the rafters or roof trusses is 151/4 inches (387 mm) or less, blocking between rafters or roof trusses shall be provided above the braced wall panel in accordance with Figure R602.10.8.2(1).
  3. Where the distance from the top of the braced wall panel to the top of rafters or roof trusses exceeds 151/4 inches (387 mm), the top plates of the braced wall panel shall be connected to perpendicular rafters or roof trusses above in accordance with one or more of the following methods:
    1. Soffit blocking panels constructed in accordance with Figure R602.10.8.2(2).
    2. Vertical blocking panels constructed in accordance with Figure R602.10.8.2(3).
    3. Blocking panels provided by the roof truss manufacturer and designed in accordance with Section R802.
    4. Blocking, blocking panels or other methods of lateral load transfer designed in accordance with the AWC WFCM or accepted engineering practice.
For SI: 1 inch = 25.4 mm.
FIGURE R602.10.8.2(1)
BRACED WALL PANEL CONNECTION TO PERPENDICULAR RAFTERS

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
  1. Methods of bracing shall be as described in Section R602.10.4.
FIGURE R602.10.8.2(2)
BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES

For SI: 1 inch = 25.4 mm, 1 foot =304.8 mm
  1. Methods of bracing shall be as described in Section R602.10.4.
FIGURE R602.10.8.2(3)
BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES

R602.10.9 Braced Wall Panel Support

Braced wall panel support shall be provided as follows:
  1. Cantilevered floor joists complying with Section R502.3.3 shall be permitted to support braced wall panels.
  2. Raised floor system post or pier foundations supporting braced wall panels shall be designed in accordance with accepted engineering practice.
  3. Masonry stem walls with a length of 48 inches (1219 mm) or less supporting braced wall panels shall be reinforced in accordance with Figure R602.10.9. Masonry stem walls with a length greater than 48 inches (1219 mm) supporting braced wall panels shall be constructed in accordance with Section R403.1 Methods ABW and PFH shall not be permitted to attach to masonry stem walls.
  4. Concrete stem walls with a length of 48 inches (1219 mm) or less, greater than 12 inches (305 mm) tall and less than 6 inches (152 mm) thick shall have reinforcement sized and located in accordance with Figure R602.10.9.

For SI: 1 inch = 25.4 mm.
FIGURE R602.10.9
MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS

R602.10.9.1 Braced Wall Panel Support for Seismic Design Categories D0, D1 and D2

In Seismic Design Categories D0, D1 and D2, braced wall panel footings shall be as specified in Section R403.1.2.

R602.10.10 Cripple Wall Bracing

Cripple walls shall be constructed in accordance with Section R602.9 and braced in accordance with this section. Cripple walls shall be braced with the length and method of bracing used for the wall above in accordance with Tables R602.10.3(1) and R602.10.3(3), and the applicable adjustment factors in Table R602.10.3(2) or R602.10.3(4), respectively, except that the length of cripple wall bracing shall be multiplied by a factor of 1.15. Where gypsum wall board is not used on the inside of the cripple wall bracing, the length adjustments for the elimination of the gypsum wallboard, or equivalent, shall be applied as directed in Tables R602.10.3(2) and R602.10.3(4) to the length of cripple wall bracing required. This adjustment shall be taken in addition to the 1.15 increase.

R602.10.10.1 Cripple Wall Bracing for Seismic Design Categories D0 and D1 and Townhouses in Seismic Design Category C

In addition to the requirements in Section R602.10.10, the distance between adjacent edges of braced wall panels for cripple walls along a braced wall line shall be 14 feet (4267 mm) maximum.
Where braced wall lines at interior walls are not supported on a continuous foundation below, the adjacent parallel cripple walls, where provided, shall be braced with Method WSP or Method CS-WSP in accordance with Section R602.10.4. The length of bracing required in accordance with Table R602.10.3(3) for the cripple walls shall be multiplied by 1.5. Where the cripple walls do not have sufficient length to provide the required bracing, the spacing of panel edge fasteners shall be reduced to 4 inches (102 mm) on center and the required bracing length adjusted by 0.7. If the required length can still not be provided, the cripple wall shall be designed in accordance with accepted engineering practice.

R602.10.10.2 Cripple Wall Bracing for Seismic Design Category D2

In Seismic Design Category D2, cripple walls shall be braced in accordance with Tables R602.10.3(3) and R602.10.3(4).

R602.10.10.3 Redesignation of Cripple Walls

Where all cripple wall segments along a braced wall line do not exceed 48 inches (1219 mm) in height, the cripple walls shall be permitted to be redesignated as a first-story wall for purposes of determining wall bracing requirements. Where any cripple wall segment in a braced wall line exceeds 48 inches (1219 mm) in height, the entire cripple wall shall be counted as an additional story. If the cripple walls are redesignated, the stories above the redesignated story shall be counted as the second and third stories, respectively.

R602.11 Wall Anchorage

Braced wall line sills shall be anchored to concrete or masonry foundations in accordance with Sections R403.1.6 and R602.11.1.

R602.11.1 Wall Anchorage for All Buildings in Seismic Design Categories D0, D1 and D2 and Townhouses in Seismic Design Category C

Plate washers, not less than 0.229 inch by 3 inches by 3 inches (5.8 mm by 76 mm by 76 mm) in size, shall be provided between the foundation sill plate and the nut except where approved anchor straps are used. The hole in the plate washer is permitted to be diagonally slotted with a width of up to 3/16 inch (5 mm) larger than the bolt diameter and a slot length not to exceed 13/4 inches (44 mm), provided a standard cut washer is placed between the plate washer and the nut.

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

In all buildings located in Seismic Design Categories D0, D1 or D2, where the height of a required braced wall line that extends from foundation to floor above varies more than 4 feet (1219 mm), the braced wall line shall be constructed in accordance with the following:
  1. Where the lowest floor framing rests directly on a sill bolted to a foundation not less than 8 feet (2440 mm) in length along a line of bracing, the line shall be considered as braced. The double plate of the cripple stud wall beyond the segment of footing that extends to the lowest framed floor shall be spliced by extending the upper top plate not less than 4 feet (1219 mm) along the foundation. Anchor bolts shall be located not more than 1 foot and 3 feet (305 and 914 mm) from the step in the foundation. See Figure R602.11.2.
  2. Where cripple walls occur between the top of the foundation and the lowest floor framing, the bracing requirements of Sections R602.10.10, R602.10.10.1 and R602.10.10.2 shall apply.
  3. Where only the bottom of the foundation is stepped and the lowest floor framing rests directly on a sill bolted to the foundations, the requirements of Sections R403.1.6 and R602.11.1 shall apply.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
Note: Where footing Section "A" is less than 8 feet long in a 25-foot-long wall, install bracing at cripple stud wall.
FIGURE R602.11.2
STEPPED FOUNDATION CONSTRUCTION

R602.12 Simplified Wall Bracing

Buildings meeting all of the following conditions shall be permitted to be braced in accordance with this section as an alternative to the requirements of Section R602.10. The entire building shall be braced in accordance with this section; the use of other bracing provisions of Section R602.10, except as specified herein, shall not be permitted.
  1. There shall be not more than three stories above the top of a concrete or masonry foundation or basement wall. Permanent wood foundations shall not be permitted.
  2. Floors shall not cantilever more than 24 inches (607 mm) beyond the foundation or bearing wall below.
  3. Wall height shall not be greater than 10 feet (3048 mm).
  4. The building shall have a roof eave-to-ridge height of 15 feet (4572 mm) or less.
  5. Exterior walls shall have gypsum board with a minimum thickness of 1/2 inch (12.7 mm) installed on the interior side fastened in accordance with Table R702.3.5.
  6. The structure shall be located where the ultimate design wind speed is less than or equal to 130 mph (58 m/s), and the exposure category is B or C.
  7. The structure shall be located in Seismic Design Category A, B or C for detached one- and two-family dwellings or Seismic Design Category A or B for townhouses.
  8. Cripple walls shall not be permitted in three-story buildings.

R602.12.1 Circumscribed Rectangle

The bracing required for each building shall be determined by circumscribing a rectangle around the entire building on each floor as shown in Figure R602.12.1. The rectangle shall surround all enclosed offsets and projections such as sunrooms and attached garages. Open structures, such as carports and decks, shall be permitted to be excluded. The rectangle shall not have a side greater than 60 feet (18 288 mm), and the ratio between the long side and short side shall be not greater than 3:1.
FIGURE R602.12.1
RECTANGLE CIRCUMSCRIBING AN ENCLOSED BUILDING

R602.12.2 Sheathing Materials

The following sheathing materials installed on the exterior side of exterior walls shall be used to construct a bracing unit as defined in Section R602.12.3. Mixing materials is prohibited.
  1. Wood structural panels with a minimum thickness of 3/8 inch (9.5 mm) fastened in accordance with Table R602.3(3).
  2. Structural fiberboard sheathing with a minimum thickness of 1/2 inch (12.7 mm) fastened in accordance with Table R602.3(1).

R602.12.3 Bracing Unit

A bracing unit shall be a full-height sheathed segment of the exterior wall without openings or vertical or horizontal offsets and a minimum length as specified herein. Interior walls shall not contribute toward the amount of required bracing. Mixing of Items 1 and 2 is prohibited on the same story.
  1. Where all framed portions of all exterior walls are sheathed in accordance with Section R602.12.2, including wall areas between bracing units, above and below openings and on gable end walls, the minimum length of a bracing unit shall be 3 feet (914 mm).
  2. Where the exterior walls are braced with sheathing panels in accordance with Section R602.12.2 and areas between bracing units are covered with other materials, the minimum length of a bracing unit shall be 4 feet (1219 mm).

R602.12.3.1 Multiple Bracing Units

Segments of wall compliant with Section R602.12.3 and longer than the minimum bracing unit length shall be considered as multiple bracing units. The number of bracing units shall be determined by dividing the wall segment length by the minimum bracing unit length. Full-height sheathed segments of wall narrower than the minimum bracing unit length shall not contribute toward a bracing unit except as specified in Section R602.12.6.

R602.12.4 Number of Bracing Units

Each side of the circumscribed rectangle, as shown in Figure R602.12.1, shall have, at a minimum, the number of bracing units in accordance with Table R602.12.4 placed on the parallel exterior walls facing the side of the rectangle. Bracing units shall then be placed using the distribution requirements specified in Section R602.12.5.
TABLE R602.12.4
MINIMUM NUMBER OF BRACING UNITS ON EACH SIDE OF THE CIRCUMSCRIBED RECTANGLE
ULTIMATE
DESIGN WIND

SPEED

(mph)
STORY LEVELEAVE-TO-RIDGE
HEIGHT

(feet)
MINIMUM NUMBER OF BRACING
UNITS ON EACH LONG SIDEa, b, d
MINIMUM NUMBER OF BRACING
UNITS ON EACH SHORT SIDEa, b, d
Length of short side (feet)cLength of long side (feet)c
102030405060102030405060
11510122233122233
233456233456
234678234678
15123344123344
234567234567
245679245679
13010122334122334
234567234567
24578102457810
15233446233446
34678103467810
367101113367101113
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447m/s.
  1. Interpolation shall not be permitted.
  2. Cripple walls or wood-framed basement walls in a walk-out condition shall be designated as the first story and the stories above shall be redesignated as the second and third stories, respectively, and shall be prohibited in a three-story structure.
  3. Actual lengths of the sides of the circumscribed rectangle shall be rounded to the next highest unit of 10 when using this table.
  4. For Exposure Category C, multiply bracing units by a factor of 1.20 for a one-story building, 1.30 for a two-story building and 1.40 for a three-story building.

R602.12.5 Distribution of Bracing Units

The placement of bracing units on exterior walls shall meet all of the following requirements as shown in Figure R602.12.5.
  1. A bracing unit shall begin not more than 12 feet (3658 mm) from any wall corner.
  2. The distance between adjacent edges of bracing units shall be not greater than 20 feet (6096 mm).
  3. Segments of wall greater than 8 feet (2438 mm) in length shall have not less than one bracing unit.
For SI: 1 foot = 304.8 mm.
FIGURE R602.12.5
BRACING UNIT DISTRIBUTION

R602.12.6 Narrow Panels

The bracing methods referenced in Section R602.10 and specified in Sections R602.12.6.1 through R602.12.6.3 shall be permitted where using simplified wall bracing.

R602.12.6.1 Method CS-G

Braced wall panels constructed as Method CS-G in accordance with Tables R602.10.4 and R602.10.5 shall be permitted for one-story garages where all framed portions of all exterior walls are sheathed with wood structural panels. Each CS-G panel shall be equivalent to 0.5 of a bracing unit. Segments of wall that include a Method CS-G panel shall meet the requirements of Section R602.10.4.2.

R602.12.6.2 Method CS-PF

Braced wall panels constructed as Method CS-PF in accordance with Section R602.10.6.4 shall be permitted where all framed portions of all exterior walls are sheathed with wood structural panels. Each CS-PF panel shall equal 0.75 bracing units. Not more than four CS-PF panels shall be permitted on all segments of walls parallel to each side of the circumscribed rectangle. Segments of wall that include a Method CS-PF panel shall meet the requirements of Section R602.10.4.2.

R602.12.6.3 Methods ABW, PFH and PFG

Braced wall panels constructed as Method ABW, PFH and PFG shall be permitted where bracing units are constructed using wood structural panels applied either continuously or intermittently. Each ABW and PFH panel shall equal one bracing unit and each PFG panel shall be equal to 0.75 bracing unit.

R602.12.7 Lateral Support

For bracing units located along the eaves, the vertical distance from the outside edge of the top wall plate to the roof sheathing above shall not exceed 9.25 inches (235 mm) at the location of a bracing unit unless lateral support is provided in accordance with Section R602.10.8.2.

R602.12.8 Stem Walls

Masonry stem walls with a height and length of 48 inches (1219 mm) or less supporting a bracing unit or a Method CS-G, CS-PF or PFG braced wall panel shall be constructed in accordance with Figure R602.10.9. Concrete stem walls with a length of 48 inches (1219 mm) or less, greater than 12 inches (305 mm) tall and less than 6 inches (152 mm) thick shall be reinforced sized and located in accordance with Figure R602.10.9.

Section R603 Cold-Formed Steel Wall Framing

R603.1 General

Elements shall be straight and free of any defects that would significantly affect structural performance. Cold-formed steel wall framing members shall be in accordance with the requirements of this section.

R603.1.1 Applicability Limits

The provisions of this section shall control the construction of exterior cold-formed steel wall framing and interior load-bearing cold-formed steel wall framing for buildings not more than 60 feet (18 288 mm) long perpendicular to the joist or truss span, not more than 40 feet (12 192 mm) wide parallel to the joist or truss span, and less than or equal to three stories above grade plane. Exterior walls installed in accordance with the provisions of this section shall be considered as load-bearing walls. Cold-formed steel walls constructed in accordance with the provisions of this section shall be limited to sites where the ultimate design wind speed is less than 140 miles per hour (63 m/s), Exposure Category B or C, and the ground snow load is less than or equal to 70 pounds per square foot (3.35 kPa).

R603.1.2 In-Line Framing

Load-bearing cold-formed steel studs constructed in accordance with Section R603 shall be located in-line with joists, trusses and rafters in accordance with Figure R603.1.2 and the tolerances specified as follows:
  1. The maximum tolerance shall be 3/4 inch (19 mm) between the centerline of the horizontal framing member and the centerline of the vertical framing member.
  2. Where the centerline of the horizontal framing member and bearing stiffener is located to one side of the centerline of the vertical framing member, the maximum tolerance shall be 1/8 inch (3 mm) between the web of the horizontal framing member and the edge of the vertical framing member.
For SI: 1 inch = 25.4 mm,
FIGURE R603.1.2
IN-LINE FRAMING

R603.2 Structural Framing

Load-bearing cold-formed steel wall framing members shall be in accordance with this section.

R603.2.1 Material

Load-bearing cold-formed steel framing members shall be cold formed to shape from structural-quality sheet steel complying with the requirements of ASTM A1003: Structural Grades 33 Type H and 50 Type H.

R603.2.2 Corrosion Protection

Load-bearing cold-formed steel framing shall have a metallic coating complying with ASTM A1003 and one of the following:
  1. Not less than G 60 in accordance with ASTM A653.
  2. Not less than AZ 50 in accordance with ASTM A792.

R603.2.3 Dimension, Thickness and Material Grade

Load-bearing cold-formed steel wall framing members shall comply with Figure R603.2.3(1) and with the dimensional and thickness requirements specified in Table R603.2.3. Additionally, C-shaped sections shall have a minimum flange width of 15/8 inches (41 mm) and a maximum flange width of 2 inches (51 mm). The minimum lip size for C-shaped sections shall be 1/2 inch (12.7 mm). Track sections shall comply with Figure R603.2.3(2) and shall have a minimum flange width of 11/4 inches (32 mm). Minimum Grade 33 ksi steel shall be used wherever 33 mil and 43 mil thicknesses are specified. Minimum Grade 50 ksi steel shall be used wherever 54 and 68 mil thicknesses are specified.
TABLE R603.2.3
LOAD-BEARING COLD-FORMED STEEL STUD SIZES AND THICKNESSES
MEMBER
DESIGNATIONa
WEB DEPTH
(inches)
MINIMUM BASE STEEL THICKNESS
mil
(inches)
350S162-t3.533 (0.0329), 43 (0.0428), 54 (0.0538)
550S162-t5.533 (0.0329), 43 (0.0428), 54 (0.0538), 68 (0.0677)
For SI: 1 inch = 25.4 mm; 1 mil = 0.0254 mm.
  1. The member designation is defined by the first number representing the member depth in hundredths of an inch, "S" representing a stud or joist member, the second number representing the flange width in hundredths of an inch, and the letter "t" shall be a number representing the minimum base metal thickness in mils.
FIGURE R603.2.3(1)
C-SHAPED SECTION
FIGURE R603.2.3(2)
TRACK SECTION

R603.2.4 Identification

Load-bearing cold-formed steel framing members shall have a legible label, stencil, stamp or embossment with the following information as a minimum:
  1. Manufacturer's identification.
  2. Minimum base steel thickness in inches (mm).
  3. Minimum coating designation.
  4. Minimum yield strength, in kips per square inch (ksi) (MPa).

R603.2.5 Fastening

Screws for steel-to-steel connections shall be installed with a minimum edge distance and center-to-center spacing of 1/2 inch (12.7 mm), shall be self-drilling tapping and shall conform to ASTM C1513. Structural sheathing shall be attached to cold-formed steel studs with minimum No. 8 self-drilling tapping screws that conform to ASTM C1513. Screws for attaching structural sheathing to cold-formed steel wall framing shall have a minimum head diameter of 0.292 inch (7.4 mm) with countersunk heads and shall be installed with a minimum edge distance of 3/8 inch (9.5 mm). Gypsum board shall be attached to cold-formed steel wall framing with minimum No. 6 screws conforming to ASTM C954 or ASTM C1513 with a bugle-head style and shall be installed in accordance with Section R702. For connections, screws shall extend through the steel not fewer than three exposed threads. Fasteners shall have rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.

R603.2.6 Web Holes, Web Hole Reinforcing and Web Hole Patching

Web holes, web hole reinforcing and web hole patching shall be in accordance with this section.

R603.2.6.1 Web Holes

Web holes in wall studs and other structural members shall comply with all of the following conditions:
  1. Holes shall conform to Figure R603.2.6.1.
  2. Holes shall be permitted only along the centerline of the web of the framing member.
  3. Holes shall have a center-to-center spacing of not less than 24 inches (610 mm).
  4. Holes shall have a web hole width not greater than 0.5 times the member depth, or 11/2 inches (38 mm).
  5. Holes shall have a web hole length not exceeding 41/2 inches (114 mm).
  6. Holes shall have a minimum distance between the edge of the bearing surface and the edge of the web hole of not less than 10 inches (254 mm).
Framing members with web holes not conforming to the above requirements shall be reinforced in accordance with Section R603.2.6.2, patched in accordance with Section R603.2.6.3 or designed in accordance with accepted engineering practice.
For SI: 1 inch = 25.4 mm.
FIGURE R603.2.6.1
WALL STUD WEB HOLES

R603.2.6.2 Web Hole Reinforcing

Web holes in gable endwall studs not conforming to the requirements of Section R603.2.6.1 shall be permitted to be reinforced if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shaped section with a hole that does not exceed the web hole size limitations of Section R603.2.6.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center-to-center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm).

R603.2.6.3 Hole Patching

Web holes in wall studs and other structural members not conforming to the requirements in Section R603.2.6.1 shall be permitted to be patched in accordance with either of the following methods:
  1. Framing members shall be replaced or designed in accordance with accepted engineering practice where web holes exceed the following size limits:
    1. The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web.
    2. The length of the hole measured along the web exceeds 10 inches (254 mm) or the depth of the web, whichever is greater.
  2. Web holes not exceeding the dimensional requirements in Section R603.2.6.3, Item 1, shall be patched with a solid steel plate, stud section or track section in accordance with Figure R603.2.6.3. The steel patch shall, as a minimum, be the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel patch shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center-to-center along the edges of the patch with a minimum edge distance of 1/2 inch (12.7 mm).
For SI: 1 inch = 25.4 mm.
FIGURE R603.2.6.3
WALL STUD WEB HOLE PATCH

R603.3 Wall Construction

Exterior cold-formed steel framed walls and interior load-bearing cold-formed steel framed walls shall be constructed in accordance with the provisions of this section.

R603.3.1 Wall to Foundation or Floor Connection

Cold-formed steel framed walls shall be anchored to foundations or floors in accordance with Table R603.3.1 and Figure R603.3.1(1), R603.3.1(2), R603.3.1(3) or R603.3.1(4). Anchor bolts shall be located not more than 12 inches (305 mm) from corners or the termination of bottom tracks. Anchor bolts shall extend not less than 15 inches (381 mm) into masonry or 7 inches (178 mm) into concrete. Foundation anchor straps shall be permitted, in lieu of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.

TABLE R603.3.1
WALL TO FOUNDATION OR FLOOR CONNECTION REQUIREMENTSa, b
FRAMING
CONDITION		 ULTIMATE WIND SPEED AND EXPOSURE CATEGORY
(mph)
115 B 120 B 130 B or 115 C < 140 B or 120 C 130 C < 140 C
Wall bottom track to floor per
Figure R603.3.1(1)
1-No. 8 screw at
12" o.c.
1-No. 8 screw at
8" o.c.
2-No. 8 screws
at 8" o.c.
2-No. 8 screws
at 6" o.c.
3-No. 8 screws
at 8" o.c.
3-No. 8 screws
at 6" o.c.
Wall bottom track to foundation per
Figure R603.3.1(2)d
1/2" minimum
diameter anchor
bolt at 6' o.c.		 1/2" minimum
diameter anchor bolt
at 6' o.c.		 1/2" minimum
diameter anchor bolt
at 4' o.c.		 1/2" minimum
diameter anchor bolt
at 4' o.c.		 1/2" minimum
diameter anchor bolt
at 3'-4" o.c.		 1/2" minimum
diameter anchor bolt
at 2'-8" o.c.
Wall bottom track to wood sill per
Figure R603.3.1(3)
Steel plate
spaced at 4' o.c.,
with 4-No. 8
screws and 4-10d or 6-8d
common nails
Steel plate
spaced at 4' o.c.,
with 4-No. 8
screws and 4-10d or 6-8d
common nails
Steel plate
spaced at 3' o.c.,
with 4-No. 8 screws and 4-10d
or 6-8d common nails
Steel plate
spaced at 3' o.c.,
with 4-No. 8 screws and 4-
10d or 6-8d common nails
Steel plate
spaced at 2' o.c.,
with 4-No. 8 screws and 4-
10d or 6-8d common nails
Steel plate
spaced at 1'-4" o.c.,
with 4-No. 8 screws and 4-10d
or 6-8d common nails
Wind uplift
connector
strength
(lbs)c, e
 Stud
Spacing
(inches)		 Roof
Span
(feet)		    
16 24 NR NR NR NR NR NR
28 NR NR NR NR NR 339
32 NR NR NR NR NR 382
36 NR NR NR NR 333 426
40 NR NR NR NR 368 470
24 24 NR NR NR NR 343 443
28 NR NR NR NR 395 508
32 NR NR NR 330 447 573
36 NR NR NR 371 500 639
40 NR NR 345 411 552 704
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm, 1 pound = 4.45 N.
  1. Anchor bolts are to be located not more than 12 inches from corners or the termination of bottom tracks, such as at door openings or corners. Bolts are to extend not less than 15 inches into masonry or 7 inches into concrete.
  2. All screw sizes shown are minimum.
  3. NR = Uplift connector not required.
  4. Foundation anchor straps are permitted in place of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.
  5. See Figure R603.3.1(4) for details.
FIGURE R603.3.1(1)
WALL TO FLOOR CONNECTION

For SI: 1 inch = 25.4 mm.
FIGURE R603.3.1(2)
WALL TO FOUNDATION CONNECTION

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.
FIGURE R603.3.1(3)
WALL TO WOOD SILL CONNECTION

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.
FIGURE R603.3.1(4)
WIND UPLIFT CONNECTOR

R603.3.1.1 Gable Endwalls

Gable endwalls with heights greater than 10 feet (3048 mm) shall be anchored to foundations or floors in accordance with Table R603.3.1.1(1) or R603.3.1.1(2).
TABLE R603.3.1.1(1)
GABLE ENDWALL TO FLOOR CONNECTION REQUIREMENTSa, b, c
ULTIMATE WIND
SPEED
(mph)		WALL BOTTOM TRACK TO FLOOR JOIST OR TRACK CONNECTION
Exposure
Category
Stud height, h (feet)
B C 10 < h ≤ 14 14 < h ≤ 18 18 < h ≤ 22
115—1-No. 8 screw @ 12" o.c.1-No. 8 screw @ 12" o.c.1-No. 8 screw @ 12" o.c.
120—1-No. 8 screw @ 12" o.c.1-No. 8 screw @ 12" o.c.1-No. 8 screw @ 12" o.c.
1301151-No. 8 screw @ 12" o.c.1-No. 8 screw @ 12" o.c.2-No. 8 screws @ 12" o.c.
< 1401201-No. 8 screw @ 12" o.c.1-No. 8 screw @ 12" o.c.2-No. 8 screws @ 12" o.c.
—1302-No. 8 screws @ 12" o.c.1-No. 8 screw @ 8" o.c.2-No. 8 screws @ 8" o.c.
—< 1402-No. 8 screws @ 12" o.c.1-No. 8 screw @ 8" o.c.2-No. 8 screws @ 8" o.c.
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm.
  1. Refer to Table R603.3.1.1(2) for gable endwall bottom track to foundation connections.
  2. Where attachment is not given, special design is required.
  3. Stud height, h, is measured from wall bottom track to wall top track or brace connection height.
TABLE R603.3.1.1(2)
GABLE ENDWALL BOTTOM TRACK TO FOUNDATION CONNECTION REQUIREMENTSa, b, c
ULTIMATE WIND SPEED
(mph)
MINIMUM SPACING FOR 1/2-INCH-DIAMETER ANCHOR BOLTSd
Exposure CategoryStud height, h (feet)
BC10 < h ≤ 1414 < h ≤ 1818 < h ≤ 22
115—6'- 0" o.c.6'- 0" o.c.6'- 0" o.c.
120—6'- 0" o.c.5'- 7" o.c.6'- 0" o.c.
1301155'- 0" o.c.6'- 0" o.c.6'- 0" o.c.
< 1401206'- 0" o.c.5'- 6" o.c.6'- 0" o.c.
—1305'- 3" o.c.6'- 0" o.c.6'- 0" o.c.
—< 1403'- 0" o.c.3'- 0" o.c.3'- 0" o.c.
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm.
  1. Refer to Table R603.3.1.1(1) for gable endwall bottom track to floor joist or track connection connections.
  2. Where attachment is not given, special design is required.
  3. Stud height, h, is measured from wall bottom track to wall top track or brace connection height.
  4. Foundation anchor straps are permitted in place of anchor bolts if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.

R603.3.2 Minimum Stud Sizes

Cold-formed steel walls shall be constructed in accordance with Figure R603.3.1(1), R603.3.1(2) or R603.3.1(3), as applicable. Exterior wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(16). Interior load-bearing wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(16) based on an ultimate design wind speed of 115 miles per hour (51 m/s), Exposure Category B, and the building width, stud spacing and snow load, as appropriate. Fastening requirements shall be in accordance with Section R603.2.5 and Table R603.3.2(1). Top and bottom tracks shall have the same minimum thickness as the wall studs.
Exterior wall studs shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(16), but not less than 33 mils (0.84 mm), where both of the following conditions exist:
  1. Minimum of 1/2-inch (12.7 mm) gypsum board is installed and fastened on the interior surface in accordance with Section R702.
  2. Wood structural sheathing panels of minimum 7/16-inch-thick (11.1 mm) oriented strand board or 15/32-inch-thick (12 mm) plywood are installed and fastened in accordance with Section R603.9.1 and Table R603.3.2(1) on the outside surface.
Interior load-bearing walls shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(16), but not less than 33 mils (0.84 mm), where not less than 1/2-inch (12.7 mm) gypsum board is installed and fastened in accordance with Section R702 on both sides of the wall. The tabulated stud thickness for load-bearing walls shall be used where the attic load is 10 pounds per square foot (480 Pa) or less. A limited attic storage load of 20 pounds per square foot (960 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(16).
For two-story buildings, the tabulated stud thickness for walls supporting one floor, roof and ceiling shall be used where the second-floor live load is 30 pounds per square foot (1440 Pa). Second-floor live loads of 40 psf (1920 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(11).
For three-story buildings, the tabulated stud thickness for walls supporting one or two floors, roof and ceiling shall be used where the third-floor live load is 30 pounds per square foot (1440 Pa). Third-floor live loads of 40 pounds per square foot (1920 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(12) through R603.3.2(16).
TABLE R603.3.2(1)
WALL FASTENING SCHEDULEa
DESCRIPTION OF BUILDING
ELEMENT
 NUMBER AND SIZE OF
FASTENERSa
 SPACING OF FASTENERS
Wall stud to top or bottom track 2-No. 8 screws Each end of stud, one per flange
Structural sheathing to wall studs No. 8 screwsb 6" o.c. on edges and 12" o.c. at intermediate supports
1/2" gypsum board to framing No. 6 screws 12" o.c.
For SI: 1 inch = 25.4 mm.
  1. All screw sizes shown are minimum.
  2. Screws for attachment of structural sheathing panels are to be bugle-head, flat-head, or similar head styles with a minimum head diameter of 0.29 inch.
TABLE R603.3.2(2)
24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 43 33 33 43 43
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 33 33 33 33 33 33 33 33 43
120 — 350S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 43 43 43 43 43
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 33 33 33 33 43
130 115 350S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 43 43 43 43 43 43 43 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 43 33 33 33 43
< 140 120 350S162 16 33 33 33 33 33 33 33 33 33 33 33 43
24 33 33 43 43 43 43 43 43 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 43 43 43 43 43
— 130 350S162 16 33 33 33 33 33 33 33 33 43 43 43 43
24 43 43 43 43 54 54 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 43 43 43 43 43 43 43 43
— < 140 350S 162 16 33 33 33 33 43 43 43 43 43 43 43 43
24 43 43 43 54 54 54 54 54 54 54 54 54
550S 162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 43 43 43 43 43 43 43 43 43 43 43 43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Second-floor live load is 30 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(3)
28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 33 33 43 43 33 33 43 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 43 33 33 33 43
120 — 350S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 33 33 43 43 43 43 43 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 43 33 33 33 43
130 115 350S162 16 33 33 33 33 33 33 33 33 33 33 33 43
24 33 33 43 54 43 43 43 54 43 43 43 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 43 33 33 33 43
< 140 120 350S162 16 33 33 33 33 33 33 33 33 33 33 33 43
24 33 33 43 54 43 43 43 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 43 43 43 43 43
— 130 350S162 16 33 33 33 33 33 33 33 43 43 43 43 43
24 43 43 43 54 54 54 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 43 43 43 43 43 43 43 43
— < 140 350S 162 16 33 33 33 43 43 43 43 43 43 43 43 43
24 43 43 43 54 54 54 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 43 43 43 43 43 43 43 43 43 43 43 43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Second-floor live load is 30 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(4)
32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 33 33 33 33 33 33 33 33 33 33 33 43
24 33 33 43 54 33 33 43 54 43 43 43 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 43 33 33 33 43
120 — 350S162 16 33 33 33 33 33 33 33 33 33 33 33 43
24 33 33 43 54 33 33 43 54 43 43 43 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 43 33 33 43 43
130 115 350S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 33 33 43 54 43 43 43 54 43 43 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 33 33 33 43 33 33 43 43
< 140 120 350S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 33 33 43 54 43 43 43 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 33 33 33 43 43 43 43 43
— 130 350S162 16 33 33 33 43 33 33 33 43 43 43 43 43
24 43 43 43 54 54 54 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 43 43 43 43 43 43 43 43
— < 140 350S162 16 33 33 33 43 43 43 43 43 43 43 43 43
24 43 43 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 43 43 43 43 43 43 43 43 43 43 43 43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Second-floor live load is 30 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(5)
36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 33 33 43 54 33 33 43 54 43 43 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 33 33 43 43 33 33 43 43
120 — 350S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 33 33 43 54 33 33 43 54 43 43 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 33 33 43 43 33 33 43 43
130 115 350S162 16 33 33 33 43 33 33 33 43 33 33 43 43
24 33 43 43 54 43 43 43 54 43 43 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 33 33 43 43 33 33 43 43
< 140 120 350S162 16 33 33 33 43 33 33 33 33 33 33 43 43
24 43 43 43 54 43 43 43 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 33 33 43 43 43 43 43 54
— 130 350S162 16 33 33 33 43 33 33 33 43 43 43 43 43
24 43 43 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 43
24 33 33 43 54 43 43 43 43 43 43 43 54
— < 140 350S162 16 33 33 33 43 43 43 43 43 43 43 43 54
24 43 43 54 54 54 54 54 54 54 54 54 68
550S162 16 33 33 33 33 33 33 33 33 33 33 33 43
24 43 43 43 54 43 43 43 43 43 43 43 54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Second-floor live load is 30 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(6)
40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 33 33 33 43 33 33 33 43 33 33 43 43
24 33 33 43 54 33 43 43 54 43 43 54 54
550S162 16 33 33 33 43 33 33 33 33 33 33 33 33
24 33 33 43 54 33 33 43 43 33 33 43 54
120 — 350S162 16 33 33 33 43 33 33 33 43 33 33 43 43
24 33 43 43 54 33 43 43 54 43 43 54 54
550S162 16 33 33 33 43 33 33 33 33 33 33 33 43
24 33 33 43 54 33 33 43 43 33 33 43 54
130 115 350S162 16 33 33 33 43 33 33 33 43 33 33 43 43
24 43 43 54 54 43 43 54 54 43 54 54 54
550S162 16 33 33 33 43 33 33 33 33 33 33 33 43
24 33 33 43 54 33 33 43 54 33 33 43 54
< 140 120 350S162 16 33 33 33 43 33 33 33 43 33 33 43 43
24 43 43 54 54 43 43 54 54 54 54 54 54
550S162 16 33 33 33 43 33 33 33 33 33 33 33 43
24 33 33 43 54 33 33 43 54 43 43 43 54
— 130 350S162 16 33 33 43 43 33 33 43 43 43 43 43 54
24 43 43 54 54 54 54 54 54 54 54 54 68
550S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 33 33 43 54 43 43 43 54 43 43 43 54
— < 140 350S162 16 33 33 43 43 43 43 43 43 43 43 43 54
24 43 43 54 54 54 54 54 54 54 54 54 68
550S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 43 43 43 54 43 43 43 54 43 43 43 54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Second-floor live load is 30 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(7)
24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 33 33 33 33 33 33 33 33 33 33 33 43
24 33 33 43 43 43 43 43 43 43 43 43 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 43 33 33 33 43
120 — 350S162 16 33 33 33 33 33 33 33 33 33 33 33 43
24 43 43 43 43 43 43 43 43 43 43 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 43 33 33 33 43
130 115 350S162 16 33 33 33 43 33 33 33 43 43 43 43 43
24 43 43 43 54 43 43 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 33 43 33 33 33 43 33 33 43 43
< 140 120 350S162 16 33 33 33 43 33 33 43 43 43 43 43 43
24 43 43 43 54 43 54 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 33 33 33 43 43 43 43 43
— 130 350S162 16 33 33 33 43 43 43 43 43 43 43 43 54
24 43 43 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 43 43 43 43 43 43 43 43
— < 140 350S162 16 43 43 43 43 43 43 43 43 54 54 54 54
24 54 54 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 43 43 43 43 43 43 43 43 43 43 43 43
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Second-floor live load is 30 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(8)
28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 33 33 33 43 33 33 33 43 33 33 43 43
24 43 43 43 54 43 43 43 54 43 43 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 33 33 43 43 33 33 43 43
120 — 350S162 16 33 33 33 43 33 33 33 43 33 33 43 43
24 43 43 43 54 43 43 43 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 33 33 43 43 33 33 43 43
130 115 350S162 16 33 33 33 43 33 33 43 43 43 43 43 43
24 43 43 43 54 43 54 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 33 33 43 43 43 43 43 43
< 140 120 350S162 16 33 33 33 43 43 43 43 43 43 43 43 43
24 43 43 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 33
24 33 33 43 43 33 33 43 43 43 43 43 43
— 130 350S162 16 33 33 43 43 43 43 43 43 43 43 54 54
24 54 54 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 43
24 33 33 43 43 43 43 43 43 43 43 43 43
— < 140 350S162 16 43 43 43 43 43 43 43 43 54 54 54 54
24 54 54 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 33 33 33 33 33 33 33 33 33 43
24 43 43 43 43 43 43 43 43 43 43 43 54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Second-floor live load is 30 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(9)
32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 33 33 33 43 33 33 33 43 33 43 43 43
24 43 43 43 54 43 43 43 54 54 54 54 54
550S162 16 33 33 33 43 33 33 33 33 33 33 33 43
24 33 43 43 54 33 33 43 43 33 33 43 43
120 — 350S162 16 33 33 33 43 33 33 33 43 43 43 43 43
24 43 43 43 54 43 43 43 54 54 54 54 54
550S162 16 33 33 33 43 33 33 33 33 33 33 33 43
24 33 43 43 54 33 33 43 43 33 33 43 54
130 115 350S162 16 33 33 43 43 43 43 43 43 43 43 43 43
24 43 43 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 33 43 33 33 33 33 33 33 33 43
24 33 43 43 54 33 33 43 43 43 43 43 54
< 140 120 350S162 16 33 33 43 43 43 43 43 43 43 43 43 54
24 43 54 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 33 43 43 54 33 43 43 43 43 43 43 54
— 130 350S162 16 43 43 43 43 43 43 43 43 43 54 54 54
24 54 54 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 43 43 43 54 43 43 43 54 43 43 43 54
— < 140 350S162 16 43 43 43 43 43 43 43 54 54 54 54 54
24 54 54 54 54 54 54 54 54 54 54 54 68
550S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 43 43 43 54 43 43 43 54 43 43 43 54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Second-floor live load is 30 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(10)
36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 33 33 43 43 33 33 43 43 43 43 43 43
24 43 43 54 54 43 43 54 54 54 54 54 54
550S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 43 43 43 54 43 43 43 54 43 43 43 54
120 — 350S162 16 33 33 43 43 33 33 43 43 43 43 43 43
24 43 43 54 54 43 43 54 54 54 54 54 54
550S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 43 43 43 54 43 43 43 54 43 43 43 54
130 115 350S162 16 33 33 43 43 43 43 43 43 43 43 43 54
24 43 54 54 54 54 54 54 54 54 54 54 68
550S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 43 43 43 54 43 43 43 54 43 43 43 54
< 140 120 350S162 16 43 43 43 43 43 43 43 43 43 43 54 54
24 54 54 54 54 54 54 54 54 54 54 54 68
550S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 43 43 43 54 43 43 43 54 43 43 43 54
— 130 350S162 16 43 43 43 43 43 43 43 43 54 54 54 54
24 54 54 54 54 54 54 54 54 54 54 54 68
550S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 43 43 43 54 43 43 43 54 43 43 43 54
— < 140 350S162 16 43 43 43 54 43 43 54 54 54 54 54 54
24 54 54 54 54 54 54 54 54 54 54 54 68
550S162 16 33 33 33 43 33 33 33 43 33 33 43 43
24 43 43 43 54 43 43 43 54 43 43 54 54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Second-floor live load is 30 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(11)
40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 33 33 43 43 33 33 43 43 43 43 43 54
24 43 43 54 54 43 43 54 54 54 54 54 68
550S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 43 43 54 54 43 43 43 54 43 43 43 54
120 — 350S162 16 33 33 43 43 33 33 43 43 43 43 43 54
24 43 43 54 54 54 54 54 54 54 54 54 68
550S162 16 33 33 33 43 33 33 33 43 33 33 33 43
24 43 43 54 54 43 43 43 54 43 43 43 54
130 115 350S162 16 43 43 43 54 43 43 43 43 43 43 54 54
24 54 54 54 54 54 54 54 54 54 54 54 68
550S162 16 33 33 43 43 33 33 33 43 33 33 43 43
24 43 43 54 54 43 43 43 54 43 43 54 54
< 140 120 350S162 16 43 43 43 54 43 43 43 54 43 43 54 54
24 54 54 54 54 54 54 54 54 54 54 54 68
550S162 16 33 33 43 43 33 33 33 43 33 33 43 43
24 43 43 54 54 43 43 43 54 43 43 54 54
— 130 350S162 16 43 43 43 54 43 43 43 54 54 54 54 54
24 54 54 54 68 54 54 54 54 54 54 68 68
550S162 16 33 33 43 43 33 33 33 43 33 33 43 43
24 43 43 54 54 43 43 43 54 43 43 54 54
— < 140 350S162 16 43 43 43 54 43 43 54 54 54 54 54 54
24 54 54 54 68 54 54 54 68 54 54 68 68
550S162 16 33 33 43 43 33 33 43 43 33 43 43 43
24 43 43 54 54 43 43 43 54 43 43 54 54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Second-floor live load is 30 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(12)
24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 43 43 43 43 33 33 33 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 43 43 33 33 33 33 33 33 33 43
24 43 43 54 54 43 43 43 43 43 43 43 54
120 — 350S162 16 43 43 43 43 33 33 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 43 43 33 33 33 33 33 33 33 43
24 43 43 54 54 43 43 43 43 43 43 43 54
130 115 350S162 16 43 43 43 43 43 43 43 43 43 43 43 54
24 54 54 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 43 43 33 33 33 33 33 33 33 43
24 43 43 54 54 43 43 43 43 43 43 43 54
< 140 120 350S162 16 43 43 43 43 43 43 43 43 43 43 54 54
24 54 54 54 54 54 54 54 54 54 54 54 54
550S162 16 33 33 43 43 33 33 33 33 33 33 33 43
24 43 43 54 54 43 43 43 43 43 43 43 54
— 130 350S162 16 43 43 43 43 43 43 43 43 54 54 54 54
24 54 54 54 54 54 54 54 54 54 54 68 68
550S162 16 33 33 43 43 33 33 33 33 33 33 33 43
24 43 43 54 54 43 43 43 43 43 43 43 54
— < 140 350S162 16 43 43 43 43 43 43 54 54 54 54 54 54
24 54 54 54 54 54 54 54 54 54 54 68 68
550S162 16 33 33 43 43 33 33 33 33 33 33 43 43
24 43 43 54 54 43 43 43 43 54 54 54 54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Top- and middle-floor dead load is 10 psf.
    Top-floor live load is 30 psf.
    Middle-floor live load is 40 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(13)
28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
550S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
120 — 350S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
550S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
130 115 350S162 16 43 43 43 43 43 43 43 43 43 43 54 54
24 54 54 54 54 54 54 54 54 54 54 54 68
550S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
< 140 120 350S162 16 43 43 43 43 43 43 43 43 54 54 54 54
24 54 54 54 54 54 54 54 54 54 54 68 68
550S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
— 130 350S162 16 43 43 43 43 43 43 43 54 54 54 54 54
24 54 54 54 54 54 54 54 54 68 68 68 68
550S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
— < 140 350S162 16 43 43 43 54 54 54 54 54 54 54 54 54
24 54 54 54 54 54 54 54 68 68 68 68 68
550S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Top- and middle-floor dead load is 10 psf.
    Top-floor live load is 30 psf.
    Middle-floor live load is 40 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(14)
32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 43 43 43 54 43 43 43 43 43 43 43 54
24 54 54 54 68 54 54 54 54 54 54 54 68
550S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
120 — 350S162 16 43 43 43 54 43 43 43 43 43 43 43 54
24 54 54 54 68 54 54 54 54 54 54 54 68
550S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
130 115 350S162 16 43 43 43 54 43 43 43 43 54 54 54 54
24 54 54 54 68 54 54 54 54 54 68 68 68
550S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
< 140 120 350S162 16 43 43 43 54 43 43 43 54 54 54 54 54
24 54 54 54 68 54 54 54 54 68 68 68 68
550S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
— 130 350S162 16 43 43 43 54 43 54 54 54 54 54 54 54
24 54 54 54 68 54 54 54 68 68 68 68 68
550S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
— < 140 350S162 16 43 43 54 54 54 54 54 54 54 54 54 54
24 54 54 54 68 54 68 68 68 68 68 68 68
550S162 16 43 43 43 43 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Top- and middle-floor dead load is 10 psf.
    Top-floor live load is 30 psf.
    Middle-floor live load is 40 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(15)
36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 54 54 54 54 43 43 43 54 54 54 54 54
24 68 68 68 68 54 54 54 68 68 68 68 68
550S162 16 43 43 43 54 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
120 — 350S162 16 54 54 54 54 43 43 43 54 54 54 54 54
24 68 68 68 68 54 54 54 68 68 68 68 68
550S162 16 43 43 43 54 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
130 115 350S162 16 54 54 54 54 43 43 43 54 54 54 54 54
24 68 68 68 68 54 54 54 68 68 68 68 68
550S162 16 43 43 43 54 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
< 140 120 350S162 16 54 54 54 54 43 43 54 54 54 54 54 54
24 68 68 68 68 54 54 54 68 68 68 68 68
550S162 16 43 43 43 54 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
— 130 350S162 16 54 54 54 54 54 54 54 54 54 54 54 54
24 68 68 68 68 54 54 68 68 68 68 68 68
550S162 16 43 43 43 54 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
— < 140 350S162 16 54 54 54 54 54 54 54 54 54 54 54 54
24 68 68 68 68 68 68 68 68 68 68 68 68
550S162 16 43 43 43 54 43 43 43 43 43 43 43 43
24 54 54 54 54 54 54 54 54 54 54 54 54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Top- and middle-floor dead load is 10 psf.
    Top-floor live load is 30 psf.
    Middle-floor live load is 40 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2(16)
40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE
CATEGORY
(mph)		 MEMBER
SIZE
 STUD
SPACING
(inches)		 MINIMUM STUD THICKNESS (mils)
8-foot Studs 9-foot Studs 10-foot Studs
Ground Snow Load (psf)
Exp. B Exp. C 20 30 50 70 20 30 50 70 20 30 50 70
115 — 350S162 16 54 54 54 54 54 54 54 54 54 54 54 54
24 68 68 68 68 68 68 68 68 68 68 68 68
550S162 16 54 54 54 54 43 43 54 54 43 43 54 54
24 54 54 54 68 54 54 54 54 54 54 54 54
120 — 350S162 16 54 54 54 54 54 54 54 54 54 54 54 54
24 68 68 68 68 68 68 68 68 68 68 68 68
550S162 16 54 54 54 54 43 43 54 54 43 43 54 54
24 54 54 54 68 54 54 54 54 54 54 54 54
130 115 350S162 16 54 54 54 54 54 54 54 54 54 54 54 54
24 68 68 68 68 68 68 68 68 68 68 68 68
550S162 16 54 54 54 54 43 43 54 54 43 43 54 54
24 54 54 54 68 54 54 54 54 54 54 54 54
< 140 120 350S162 16 54 54 54 54 54 54 54 54 54 54 54 54
24 68 68 68 68 68 68 68 68 68 68 68 68
550S162 16 54 54 54 54 43 43 54 54 43 43 54 54
24 54 54 54 68 54 54 54 54 54 54 54 54
— 130 350S162 16 54 54 54 54 54 54 54 54 54 54 54 54
24 68 68 68 68 68 68 68 68 68 68 68 68
550S162 16 54 54 54 54 43 43 54 54 43 43 54 54
24 54 54 54 68 54 54 54 54 54 54 54 54
— < 140 350S162 16 54 54 54 54 54 54 54 54 54 54 54 54
24 68 68 68 68 68 68 68 68 68 68 68 68
550S162 16 54 54 54 54 43 43 54 54 43 43 54 54
24 54 54 54 68 54 54 54 54 54 54 54 54
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:
    Top- and middle-floor dead load is 10 psf.
    Top-floor live load is 30 psf.
    Middle-floor live load is 40 psf.
    Roof/ceiling dead load is 12 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

R603.3.2.1 Gable Endwalls

The size and thickness of gable endwall studs with heights less than or equal to 10 feet (3048 mm) shall be permitted in accordance with the limits set forth in Table R603.3.2.1(1). The size and thickness of gable endwall studs with heights greater than 10 feet (3048 mm) shall be determined in accordance with the limits set forth in Table R603.3.2.1(2).
TABLE R603.3.2.1(1)
ALL BUILDING WIDTHS GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa, b, c, d
ULTIMATE WIND SPEED AND
EXPOSURE CATEGORY
(mph)		MEMBER SIZESTUD SPACING
(inches)
MINIMUM STUD THICKNESS (mils)
Exp. BExp. C8-foot Studs9-foot Studs10-foot Studs
115—350S16216333333
24333333
550S16216333333
24333333
120—350S16216333333
24333343
550S16216333333
24333333
130115350S16216333333
24334343
550S16216333333
24333333
< 140120350S16216333343
24334354
550S16216333333
24333333
—130350S16216333343
24434354
550S16216333333
24334343
—< 140350S16216334343
24435454
550S16216333333
24434343
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion L/240.
  2. Design load assumptions:
    Ground snow load is 70 psf.
    Roof/ceiling dead load is 12 psf.
    Floor dead load is 10 psf.
    Floor live load is 40 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.3.2.1(2)
ALL BUILDING WIDTHS GABLE ENDWALLS OVER 10 FEET IN HEIGHTa, b, c, d
ULTIMATE WIND
SPEED AND
EXPOSURE CATEGORY
(mph)
MEMBER SIZESTUD SPACING
(inches)
MINIMUM STUD THICKNESS (mils)
Stud Height, h (feet)
Exp. BExp. C10 < h ≤ 1212 < h ≤ 1414 < h ≤ 1616 < h ≤ 1818 < h ≤ 2020 < h ≤ 22
115—350S1621633436897——
244368————
550S16216333333434354
24334343546897
120—350S16216435497———
245497————
550S16216333343435468
24334354546897
130115350S16216435497———
245497————
550S16216333343545497
24434354689797
< 140120350S162164368————
2468—————
550S16216334343546897
244354546897—
—130350S162165497————
2497—————
550S162163343546897—
2443545497——
—< 140350S162165497————
2497—————
550S162164343549797—
24545468———
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criterion L/240.
  2. Design load assumptions:
    Ground snow load is 70 psf.
    Roof/ceiling dead load is 12 psf.
    Floor dead load is 10 psf.
    Floor live load is 40 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

R603.3.3 Stud Bracing

The flanges of cold-formed steel studs shall be laterally braced in accordance with one of the following:
  1. Gypsum board on both sides, structural sheathing on both sides, or gypsum board on one side and structural sheathing on the other side of load-bearing walls with gypsum board installed with minimum No. 6 screws in accordance with Section R702 and structural sheathing installed in accordance with Section R603.9 and Table R603.3.2(1).
  2. Horizontal steel straps fastened in accordance with Figure R603.3.3(1) on both sides at mid-height for 8-foot (2438 mm) walls, and at one-third points for 9-foot and 10-foot (2743 mm and 3048 mm) walls. Horizontal steel straps shall be not less than 11/2 inches in width and 33 mils in thickness (38 mm by 0.84 mm). Straps shall be attached to the flanges of studs with one No. 8 screw. In-line blocking shall be installed between studs at the termination of straps and at 12-foot (3658 mm) intervals along the strap. Straps shall be fastened to the blocking with two No. 8 screws.
  3. Sheathing on one side and strapping on the other side fastened in accordance with Figure R603.3.3(2). Sheathing shall be installed in accordance with Item 1. Steel straps shall be installed in accordance with Item 2.
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R603.3.3(1)
STUD BRACING WITH STRAPPING ONLY

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R603.3.3(2)
STUD BRACING WITH STRAPPING AND SHEATHING MATERIAL

R603.3.4 Cutting and Notching

Flanges and lips of cold-formed steel studs and headers shall not be cut or notched.

R603.3.5 Splicing

Steel studs and other structural members shall not be spliced without an approved design. Tracks shall be spliced in accordance with Figure R603.3.5.

For SI: 1 inch = 25.4 mm.
FIGURE R603.3.5
TRACK SPLICE

R603.4 Corner Framing

In exterior walls, corner studs and the top tracks shall be installed in accordance with Figure R603.4.

For SI: 1 inch = 25.4 mm.
FIGURE R603.4
CORNER FRAMING

R603.5 Exterior Wall Covering

The method of attachment of exterior wall covering materials to cold-formed steel stud wall framing shall conform to the manufacturer's installation instructions.

R603.6 Headers

Headers shall be installed above all wall openings in exterior walls and interior load-bearing walls. Box beam headers and back-to-back headers each shall be formed from two equal sized C-shaped members in accordance with Figures R603.6(1) and R603.6(2), respectively, and Tables R603.6(1) through R603.6(6). L-shaped headers shall be permitted to be constructed in accordance with AISI S230. Alternately, headers shall be permitted to be designed and constructed in accordance with AISI S240.

TABLE R603.6(1)
BOX-BEAM AND BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Onlya, b, d
MEMBER
DESIGNATION
 GROUND SNOW LOAD
(20 psf)
 GROUND SNOW LOAD
(30 psf)
Building widthc (feet) Building widthc (feet)
24 28 32 36 40 24 28 32 36 40
2-350S162-33 3'-3" 2'-8" 2'-2" — — 2'-8" 2'-2" — — —
2-350S162-43 4'-2" 3'-9" 3'-4" 2'-11" 2'-7" 3'-9" 3'-4" 2'-11" 2'-7" 2'-2"
2-350S162-54 6'-2" 5'-10" 5'-8" 5'-3" 4'-10" 5'-11" 5'-8" 5'-2" 4'-10" 4'-6"
2-350S162-68 6'-7" 6'-3" 6'-0" 5'-10" 5'-8" 6'-4" 6'-1" 5'-10" 5'-8" 5'-6"
2-550S162-33 4'-8" 4'-0" 3'-6" 3'-0" 2'-6" 4'-1" 3'-6" 3'-0" 2'-6" —
2-550S162-43 6'-0" 5'-4" 4'-10" 4'-4" 3'-11" 5'-5" 4'-10" 4'-4" 3'-10" 3'-5"
2-550S162-54 8'-9" 8'-5" 8'-1" 7'-9" 7'-3" 8'-6" 8'-1" 7'-8" 7'-2" 6'-8"
2-550S162-68 9'-5" 9'-0" 8'-8" 8'-4" 8'-1" 9'-1" 8'-8" 8'-4" 8'-1" 7'-10"
2-800S162-33 4'-5" 3'-11" 3'-5" 3'-1" 2'-10" 3'-11" 3'-6" 3'-1" 2'-9" 2'-3"
2-800S162-43 7'-3" 6'-7" 5'-11" 5'-4" 4'-10" 6'-7" 5'-11" 5'-4" 4'-9" 4'-3"
2-800S162-54 10'-10" 10'-2" 9'-7" 9'-0" 8'-5" 10'-2" 9'-7" 8'-11" 8'-4" 7'-9"
2-800S162-68 12'-8" 11'-10" 11'-2" 10'-7" 10'-1" 11'-11" 11'-2" 10'-7" 10'-0" 9'-6"
2-1000S162-43 7'-10" 6'-10" 6'-1" 5'-6" 5'-0" 6'-11" 6'-1" 5'-5" 4'-11" 4'-6"
2-1000S162-54 12'-3" 11'-5" 10'-9" 10'-2" 9'-6" 11'-6" 10'-9" 10'-1" 9'-5" 8'-9"
2-1000S162-68 14'-5" 13'-5" 12'-8" 12'-0" 11'-6" 13'-6" 12'-8" 12'-0" 11'-5" 10'-10"
2-1200S162-54 12'-11" 11'-3" 10'-0" 9'-0" 8'-2" 11'-5" 10'-0" 9'-0" 8'-1" 7'-4"
2-1200S162-68 15'-11" 14'-10" 14'-0" 13'-4" 12'-8" 15'-0" 14'-0" 13'-3" 12'-7" 11'-11"
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criteria: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Roof/ceiling dead load is 12 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.6(2)
BOX-BEAM AND BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Onlya, b, d
MEMBER
DESIGNATION
 GROUND SNOW LOAD
(50 psf)
 GROUND SNOW LOAD
(70 psf)
Building widthc (feet) Building widthc (feet)
24 28 32 36 40 24 28 32 36 40
2-350S162-33 — — — — — — — — — —
2-350S162-43 2'-4" — — — — — — — — —
2-350S162-54 4'-8" 4'-2" 3'-9" 3'-5" 3'-1" 3'-7" 3'-2" 2'-9" 2'-5" 2'-0"
2-350S162-68 5'-7" 5'-2" 4'-9" 4'-4" 3'-11" 4'-7" 4'-1" 3'-7" 3'-2" 2'-10"
2-550S162-33 2'-2" — — — — — — — — —
2-550S162-43 3'-8" 3'-1" 2'-6" — — 2'-3" — — — —
2-550S162-54 6'-11" 6'-3" 5'-9" 5'-3" 4'-9" 5'-6" 4'-11" 4'-5" 3'-11" 3'-5"
2-550S162-68 8'-0" 7'-6" 6'-11" 6'-5" 5'-11" 6'-9" 6'-1" 5'-6" 5'-0" 4'-7"
2-800S162-33 2'-7" — — — — — — — — —
2-800S162-43 4'-6" 3'-9" 3'-1" 2'-5" — 2'-10" — — — —
2-800S162-54 8'-0" 7'-3" 6'-8" 6'-1" 5'-7" 6'-5" 5'-9" 5'-1" 4'-7" 4'-0"
2-800S162-68 9'-9" 9'-0" 8'-3" 7'-8" 7'-1" 8'-0" 7'-3" 6'-7" 6'-0" 5'-6"
2-1000S162-43 4'-8" 4'-1" 3'-6" 2'-9" — 3'-3" 2'-2" — — —
2-1000S162-54 9'-1" 8'-2" 7'-3" 6'-7" 6'-0" 7'-0" 6'-2" 5'-6" 5'-0" 4'-6"
2-1000S162-68 11'-1" 10'-2" 9'-5" 8'-8" 8'-1" 9'-1" 8'-3" 7'-6" 6'-10" 6'-3"
2-1200S162-54 7'-8" 6'-9" 6'-1" 5'-6" 5'-0" 5'-10" 5'-1" 4'-7" 4'-1" 3'-9"
2-1200S162-68 12'-3" 11'-3" 10'-4" 9'-7" 8'-11" 10'-1" 9'-1" 8'-3" 7'-6" 6'-10"
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criteria: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Roof/ceiling dead load is 12 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.6(3)
BOX-BEAM AND BACK-TO-BACK HEADER SPANS Headers Supporting One Floor, Roof and Ceilinga, b, d
MEMBER
DESIGNATION
 GROUND SNOW LOAD
(20 psf)
 GROUND SNOW LOAD
(30 psf)
Building widthc (feet) Building widthc (feet)
24 28 32 36 40 24 28 32 36 40
2-350S162-33 — — — — — — — — — —
2-350S162-43 2'-2" — — — — 2'-1" — — — —
2-350S162-54 4'-4" 3'-10" 3'-5" 3'-1" 2'-9" 4'-3" 2'-9" 3'-4" 3'-0" 2'-8"
2-350S162-68 5'-0" 4'-9" 4'-7" 4'-2" 3'-9" 4'-11" 4'-8" 4'-6" 4'-1" 3'-9"
2-550S162-33 — — — — — — — — — —
2-550S162-43 3'-5" 2'-9" 2'-1" — — 3'-3" 2'-7" — — —
2-550S162-54 6'-6" 5'-10" 5'-3" 4'-9" 4'-4" 6'-4" 5'-9" 5'-2" 4'-8" 4'-3"
2-550S162-68 7'-2" 6'-10" 6'-5" 5'-11" 5'-6" 7'-0" 6'-9" 6'-4" 5'-10" 5'-4"
2-800S162-33 2'-1" — — — — — — — — —
2-800S162-43 4'-2" 3'-4" 2'-7" — — 4'-0" 3'-3" 2'-5" — —
2-800S162-54 7'-6" 6'-9" 6'-2" 5'-7" 5'-0" 7'-5" 6'-8" 6'-0" 5'-5" 4'-11"
2-800S162-68 9'-3" 8'-5" 7'-8" 7'-1" 6'-6" 9'-1" 8'-3" 7'-7" 7'-0" 6'-5"
2-1000S162-43 4'-4" 3'-9" 2'-11" — — 4'-3" 3'-8" 2'-9" — —
2-1000S162-54 8'-6" 7'-6" 6'-8" 6'-0" 5'-5" 8'-4" 7'-4" 6'-6" 5'-10" 5'-4"
2-1000S162-68 10'-6" 9'-7" 8'-9" 8'-0" 7'-5" 10'-4" 9'-5" 8'-7" 7'-11" 7'-3"
2-1200S162-54 7'-1" 6'-2" 5'-6" 5'-0" 4'-6" 6'-11" 6'-1" 5'-5" 4'-10" 4'-5"
2-1200S162-68 11'-7" 10'-7" 9'-8" 8'-11" 8'-2" 11'-5" 10'-5" 9'-6" 8'-9" 8'-0"
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criteria: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Roof/ceiling dead load is 12 psf.
    Second-floor live load is 30 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.6(4)
BOX-BEAM AND BACK-TO-BACK HEADER SPANS Headers Supporting One Floor, Roof and Ceilinga, b, d
MEMBER
DESIGNATION
 GROUND SNOW LOAD
(50 psf)
 GROUND SNOW LOAD
(70 psf)
Building widthc (feet) Building widthc (feet)
24 28 32 36 40 24 28 32 36 40
2-350S162-33 — — — — — — — — — —
2-350S162-43 — — — — — — — — — —
2-350S162-54 3'-5" 3'-0" 2'-7" 2'-2" — 2'-8" 2'-2" — — —
2-350S162-68 4'-6" 4'-1" 3'-8" 3'-3" 2'-11" 3'-9" 3'-3" 2'-10" 2'-5" 2'-1"
2-550S162-33 — — — — — — — — — —
2-550S162-43 2'-0" — — — — — — — — —
2-550S162-54 5'-3" 3'-8" 4'-1" 3'-8" 3'-2" 4'-3" 3'-8" 3'-1" 2'-7" 2'-0"
2-550S162-68 6'-5" 5'-10" 5'-3" 4'-9" 4'-4" 5'-5" 4'-9" 4'-3" 3'-9" 3'-4"
2-800S162-33 — — — — — — — — — —
2-800S162-43 2'-6" — — — — — — — — —
2-800S162-54 6'-1" 5'-5" 4'-10" 4'-3" 3'-9" 4'-11" 4'-3" 3'-8" 3'-0" 2'-5"
2-800S162-68 7'-8" 6'-11" 6'-3" 5'-9" 5'-2" 6'-5" 5'-9" 5'-1" 4'-6" 4'-0"
2-1000S162-43 2'-10" — — — — — — — — —
2-1000S162-54 6'-7" 5'-10" 5'-3" 4'-9" 4'-3" 5'-4" 4'-9" 4'-1" 3'-5" 2'-9"
2-1000S162-68 8'-8" 7'-10" 7'-2" 6'-6" 5'-11" 7'-4" 6'-6" 5'-9" 5'-1" 4'-6"
2-1200S162-54 5'-6" 4'-10" 4'-4" 3'-11" 3'-7" 4'-5" 3'-11" 3'-6" 3'-2" 2'-11"
2-1200S162-68 9'-7" 8'-8" 7'-11" 7'-2" 6'-6" 8'-1" 7'-2" 6'-4" 5'-8" 5'-0"
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criteria: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Roof/ceiling dead load is 12 psf.
    Second-floor live load is 30 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.6(5)
BOX-BEAM AND BACK-TO-BACK HEADER SPANS Headers Supporting Two Floors, Roof and Ceilinga, b, d
MEMBER
DESIGNATION
 GROUND SNOW LOAD
(20 psf)
 GROUND SNOW LOAD
(30 psf)
Building widthc (feet) Building widthc (feet)
24 28 32 36 40 24 28 32 36 40
2-350S162-33 — — — — — — — — — —
2-350S162-43 — — — — — — — — — —
2-350S162-54 2'-5" — — — — 2'-4" — — — —
2-350S162-68 3'-6" 3'-0" 2'-6" 2'-1" — 3'-5" 2'-11" 2'-6" 2'-0" —
2-550S162-33 — — — — — — — — — —
2-550S162-43 — — — — — — — — — —
2-550S162-54 3'-11" 3'-3" 2'-8" 2'-0" — 3'-10" 3'-3" 2'-7" — —
2-550S162-68 5'-1" 4'-5" 3'-10" 3'-3" 2'-9" 5'-0" 4'-4" 3'-9" 3'-3" 2'-9"
2-800S162-33 — — — — — — — — — —
2-800S162-43 — — — — — — — — — —
2-800S162-54 4'-7" 3'-10" 3'-1" 2'-5" — 4'-6" 3'-9" 3'-0" 2'-4" —
2-800S162-68 6'-0" 5'-3" 4'-7" 3'-11" 3'-4" 6'-0" 5'-2" 4'-6" 3'-11" 3'-3"
2-1000S162-43 — — — — — — — — — —
2-1000S162-54 5'-0" 4'-4" 3'-6" 2'-9" — 4'-11" 4'-3" 3'-5" 2'-7" —
2-1000S162-68 6'-10" 6'-0" 5'-3" 4'-6" 3'-10" 6'-9" 5'-11" 5'-2" 4'-5" 3'-9"
2-1200S162-54 4'-2" 3'-7" 3'-3" 2'-11" — 4'-1" 3'-7" 3'-2" 2'-10" —
2-1200S162-68 7'-7" 6'-7" 5'-9" 5'-0" 4'-2" 7'-6" 6'-6" 5'-8" 4'-10" 4'-1"
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criteria: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Roof/ceiling dead load is 12 psf.
    Second-floor live load is 40 psf
    Third-floor live load is 30 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
TABLE R603.6(6)
BOX-BEAM AND BACK-TO-BACK HEADER SPANS Headers Supporting Two Floors, Roof and Ceilinga, b, d
MEMBER
DESIGNATION
 GROUND SNOW LOAD
(50 psf)
 GROUND SNOW LOAD
(70 psf)
Building widthc (feet) Building widthc (feet)
24 28 32 36 40 24 28 32 36 40
2-350S162-33 — — — — — — — — — —
2-350S162-43 — — — — — — — — — —
2-350S162-54 2'-2" — — — — — — — — —
2-350S162-68 3'-3" 2'-9" 2'-3" — — 2'-11" 2'-5" — — —
2-550S162-33 — — — — — — — — — —
2-550S162-43 — — — — — — — — — —
2-550S162-54 3'-7" 2'-11" 2'-3" — — 3'-3" 2'-7" — — —
2-550S162-68 4'-9" 2'-1" 3'-6" 3'-0" 2'-5" 4'-4" 3'-9" 3'-2" 2'-8" 2'-1"
2-800S162-33 — — — — — — — — — —
2-800S162-43 — — — — — — — — — —
2-800S162-54 4'-3" 3'-5" 2'-8" — — 3'-9" 3'-0" 2'-3" — —
2-800S162-68 5'-8" 4'-11" 4'-2" 3'-7" 2'-11" 5'-3" 4'-6" 3'-10" 3'-3" 2'-7"
2-1000S162-43 — — — — — — — — — —
2-1000S162-54 4'-8" 3'-11" 3'-1" 2'-2" — 4'-3" 3'-5" 2'-7" — —
2-1000S162-68 6'-5" 5'-7" 4'-9" 4'-1" 3'-4" 5'-11" 5'-1" 4'-5" 3'-8" 2'-11"
2-1200S162-54 3'-11" 3'-5" 3'-0" 2'-4" — 3'-7" 3'-2" 2'-10" — —
2-1200S162-68 7'-1" 6'-2" 5'-3" 4'-6" 3'-8" 6'-6" 5'-8" 4'-10" 4'-0" 3'-3"
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection criteria: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:
    Second-floor dead load is 10 psf.
    Roof/ceiling dead load is 12 psf.
    Second-floor live load is 40 psf
    Third-floor live load is 30 psf.
    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
For SI: 1 inch = 25.4 mm.
FIGURE R603.6(1)
BOX BEAM HEADER

For SI: 1 inch = 25.4 mm.
FIGURE R603.6(2)
BACK-TO-BACK HEADER

R603.6.1 Headers in Gable Endwalls

Box beam and back-to-back headers in gable endwalls shall be permitted to be constructed in accordance with Section R603.6 or with the header directly above the opening in accordance with Figures R603.6.1(1) and R603.6.1(2) and the following provisions:
  1. Two 362S162-33 for openings less than or equal to 4 feet (1219 mm).
  2. Two 600S162-43 for openings greater than 4 feet (1219 mm) but less than or equal to 6 feet (1829 mm).
  3. Two 800S162-54 for openings greater than 6 feet (1829 mm) but less than or equal to 9 feet (2743 mm).

FIGURE R603.6.1(1)
BOX BEAM HEADER IN GABLE ENDWALL

For SI: 1 inch = 25.4 mm.
FIGURE R603.6.1(2)
BACK-TO-BACK HEADER IN GABLE ENDWALL

R603.7 Jack and King Studs

The number of jack and king studs installed on each side of a header shall comply with Table R603.7(1). King, jack and cripple studs shall be of the same dimension and thickness as the adjacent wall studs. Headers shall be connected to king studs in accordance with Table R603.7(2) and the following provisions:
  1. For box beam headers, one-half of the total number of required screws shall be applied to the header and one-half to the king stud by use of C-shaped or track member in accordance with Figure R603.6(1). The track or C-shaped sections shall extend the depth of the header minus 1/2 inch (12.7 mm) and shall have a minimum thickness not less than that of the wall studs.
  2. For back-to-back headers, one-half the total number of screws shall be applied to the header and one-half to the king stud by use of a minimum 2-inch by 2-inch (51 mm by 51 mm) clip angle in accordance with Figure R603.6(2). The clip angle shall extend the depth of the header minus 1/2 inch (12.7 mm) and shall have a minimum thickness not less than that of the wall studs. Jack and king studs shall be interconnected with structural sheathing in accordance with Figures R603.6(1) and R603.6(2).
TABLE R603.7(1)
TOTAL NUMBER OF JACK AND KING STUDS REQUIRED AT EACH END OF AN OPENING
SIZE OF OPENING
(feet-inches)
24-INCH O.C. STUD SPACING16-INCH O.C. STUD SPACING
No. of jack studsNo. of king studsNo. of jack studsNo. of king studs
Up to 3'-6"1111
> 3'-6" to 5'-0"1212
> 5'-0" to 5'-6"1222
> 5'-6" to 8'-0"1222
> 8'-0" to 10'-6"2223
> 10'-6" to 12'-0"2233
> 12'-0" to 13'-0"2333
> 13'-0" to 14'-0"2334
> 14'-0" to 16'-0"2334
> 16'-0" to 18'-0"3344
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
TABLE R603.7(2)
HEADER TO KING STUD CONNECTION REQUIREMENTSa, b, c, d
HEADER SPAN
(feet)
ULTIMATE WIND SPEED (mph), EXPOSURE CATEGORY
115 B120 B130 B<140 B130 C<140 C
115 C120 C
≤ 44-No. 8 screws4-No. 8 screws4-No. 8 screws4-No. 8 screws6-No. 8 screws6-No. 8 screws
> 4 to 84-No. 8 screws4-No. 8 screws4-No. 8 screws6-No. 8 screws8-No. 8 screws8-No. 8 screws
> 8 to 124-No. 8 screws6-No. 8 screws6-No. 8 screws8-No. 8 screws10-No. 8 screws12-No. 8 screws
> 12 to 164-No. 8 screws6-No. 8 screws8-No. 8 screws10-No. 8 screws12-No. 8 screws14-No. 8 screws
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound = 4.448 N.
  1. All screw sizes shown are minimum.
  2. For headers located on the first floor of a two-story building or the first or second floor of a three-story building, the total number of screws is permitted to be reduced by 2 screws, but the total number of screws shall be not less than four.
  3. For roof slopes of 6:12 or greater, the required number of screws shall be permitted to be reduced by half, but the total number of screws shall be not less than four.
  4. Screws can be replaced by an uplift connector that has a capacity of the number of screws multiplied by 164 pounds.

R603.8 Head and Sill Track

Head track spans above door and window openings and sill track spans beneath window openings shall comply with Table R603.8. For openings less than 4 feet (1219 mm) in height that have both a head track and a sill track, multiplying the spans by 1.75 shall be permitted in Table R603.8. For openings less than or equal to 6 feet (1829 mm) in height that have both a head track and a sill track, multiplying the spans in Table R603.8 by 1.50 shall be permitted.
TABLE R603.8
HEAD AND SILL TRACK SPAN
ULTIMATE WIND
SPEED AND
EXPOSURE CATEGORY
(mph)
ALLOWABLE HEAD AND SILL TRACK SPANa, b, c
(feet-inches)
TRACK DESIGNATIONd
BC350T125-33350T125-43350T125-54550T125-33550T125-43550T125-54
115—5'-9"6'-9"9'-3"7'-3"9'-1"12'-5"
120—5'-6"6'-6"8'-11"7'-0"8'-9"11'-11"
1301154'-10"5'-9"7'-10"6'-2"7'-8"10'-6"
< 1401204'-8"5'-6"7'-6"5'-11"7'-4"10'-1"
—1304'-3"5'-1"6'-11"5'-6"6'-9"9'-4"
—< 1404'-0"4'-9"6'-5"5'-1"6'-4"8'-8"
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 ksi = 1,000 psi = 6.895 MPa.
  1. Deflection limit: L/240.
  2. Head and sill track spans are based on components and cladding wind pressures and 48-inch tributary span.
  3. For openings less than 4 feet in height that have both a head track and sill track, the spans are permitted to be multiplied by 1.75. For openings less than or equal to 6 feet in height that have both a head track and a sill track, the spans are permitted to be multiplied by a factor of 1.5.
  4. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

R603.9 Structural Sheathing

Structural sheathing shall be installed in accordance with Figure R603.9 and this section on all sheathable exterior wall surfaces, including areas above and below openings.
FIGURE R603.9
STRUCTURAL SHEATHING FASTENING PATTERN

R603.9.1 Sheathing Materials

Structural sheathing panels shall consist of minimum 7/16-inch-thick (11 mm) oriented strand board or 15/32-inch-thick (12 mm) plywood.

R603.9.2 Determination of Minimum Length of Full-Height Sheathing

The minimum length of full-height sheathing on each braced wall line shall be determined by multiplying the length of the braced wall line by the percentage obtained from Table R603.9.2(1) and by the plan aspect-ratio adjustment factors obtained from Table R603.9.2(2). The minimum length of full-height sheathing shall be not less than 20 percent of the braced wall line length.
To be considered full-height sheathing, structural sheathing shall extend from the bottom to the top of the wall without interruption by openings. Only sheathed, full-height wall sections, uninterrupted by openings, which are not less than 48 inches (1219 mm) wide, shall be counted toward meeting the minimum percentages in Table R603.9.2(1). In addition, structural sheathing shall comply with all of the following requirements:
  1. Be installed with the long dimension parallel to the stud framing and shall cover the full vertical height of wall from the bottom of the bottom track to the top of the top track of each story. Installing the long dimension perpendicular to the stud framing or using shorter segments shall be permitted provided that the horizontal joint is blocked as described in Item 2.
  2. Be blocked where the long dimension is installed perpendicular to the stud framing. Blocking shall be not less than 33 mil (0.84 mm) thickness. Each horizontal structural sheathing panel shall be fastened with No. 8 screws spaced at 6 inches (152 mm) on center to the blocking at the joint.
  3. Be applied to each end (corners) of each of the exterior walls with a minimum 48-inch-wide (1219 mm) panel.
Exception: Where stone or masonry veneer is installed, the required length of full-height sheathing and overturning anchorage required shall be determined in accordance with Section R603.9.5.
TABLE R603.9.2(1)
MINIMUM PERCENTAGE OF FULL-HEIGHT STRUCTURAL SHEATHING ON EXTERIOR WALLSa, b
WALL SUPPORTINGROOF SLOPEULTIMATE WIND SPEED AND EXPOSURE
(mph)
115 B120 B130 B< 140 B< 130 C< 140 C
115 C120 C
Roof and ceiling only (one story or top
floor of two- or three-story building)
3:1291111131720
6:12131517222835
9:12232729335359
12:12323940447076
One story, roof and ceiling (first floor of a
two-story building or second floor of a
three-story building)		3:12263234395367
6:12273334446175
9:12384546617892
12:1243535772106116
Two stories, roof and ceiling (first floor of
a three-story building)
3:124353576489113
6:124151516795114
9:1253636389104126
12:12546774100142157
For SI: 1 mph = 0.447 m/s.
  1. Linear interpolation is permitted.
  2. For hip-roofed homes the minimum percentage of full-height sheathing, based on wind, is permitted to be multiplied by a factor of 0.95 for roof slopes not exceeding 7:12 and a factor of 0.9 for roof slopes greater than 7:12.
TABLE R603.9.2(2)
FULL-HEIGHT SHEATHING LENGTH ADJUSTMENT FACTORS
PLAN ASPECT RATIOLENGTH ADJUSTMENT FACTORS
Short wallLong wall
1:11.01.0
1.5:11.50.67
2:12.00.50
3:13.00.33
4:14.00.25

R603.9.2.1 Full Height Sheathing

The minimum percentage of full-height structural sheathing shall be multiplied by 1.10 for 9-foot-high (2743 mm) walls and multiplied by 1.20 for 10-foot-high (3048 mm) walls.

R603.9.2.2 Full-Height Sheathing in Lowest Story

In the lowest story of a dwelling, multiplying the percentage of full-height sheathing required in Table R603.9.2(1) by 0.6 shall be permitted where hold-down anchors are provided in accordance with Section R603.9.4.2.

R603.9.3 Structural Sheathing Fastening

Edges and interior areas of structural sheathing panels shall be fastened to framing members and tracks in accordance with Figure R603.9 and Table R603.3.2(1). Screws for attachment of structural sheathing panels shall be bugle-head, flat-head, or similar head style with a minimum head diameter of 0.29 inch (8 mm).
For continuously sheathed braced wall lines using wood structural panels installed with No. 8 screws spaced 4 inches (102 mm) on center at all panel edges and 12 inches (304.8 mm) on center on intermediate framing members, the following shall apply:
  1. Multiplying the percentages of full-height sheathing in Table R603.9.2(1) by 0.72 shall be permitted.
  2. For bottom track attached to foundations or framing below, the bottom track anchor or screw connection spacing in Tables R505.3.1(1) and R603.3.1 shall be multiplied by two-thirds.

R603.9.4 Uplift Connection Requirements

Uplift connections shall be provided in accordance with this section.

R603.9.4.1 Ultimate Design Wind Speeds Greater Than 130 mph

Where ultimate design wind speeds exceed 130 miles per hour (58 m/s), Exposure Category C walls shall be provided with direct uplift connections in accordance with AISI S230, Section E13.3, and AISI S230, Section F8.2, as required for 140 miles per hour (63 m/s), Exposure Category C.

R603.9.4.2 Hold-Down Anchor

Where the percentage of full-height sheathing is adjusted in accordance with Section R603.9.2.2, a hold-down anchor, with a strength of 4,300 pounds (19 kN), shall be provided at each end of each full-height sheathed wall section used to meet the minimum percent sheathing requirements of Section R603.9.2. Hold-down anchors shall be attached to back-to-back studs; structural sheathing panels shall have edge fastening to the studs, in accordance with Section R603.9.3 and AISI S230, Table E11-1.
A single hold-down anchor, installed in accordance with Figure R603.9.4.2, shall be permitted at the corners of buildings.

For SI: 1 inch = 25.4 mm.
FIGURE R603.9.4.2
CORNER STUD HOLD-DOWN DETAIL

R603.9.5 Structural Sheathing for Stone and Masonry Veneer

Where stone and masonry veneer are installed in accordance with Section R703.8, the length of full-height sheathing for exterior and interior wall lines backing or perpendicular to and laterally supporting walls with veneer shall comply with this section.
TABLE R603.9.5(1)
REQUIRED LENGTH OF FULL-HEIGHT SHEATHING AND ASSOCIATED OVERTURNING ANCHORAGE FOR WALLS SUPPORTING WALLS WITH STONE OR MASONRY VENEER AND USING 33-MIL COLD-FORMED STEEL FRAMING AND 6-INCH SCREW SPACING ON THE PERIMETER OF EACH PANEL OF STRUCTURAL SHEATHING
SEISMIC
DESIGN
CATEGORY		STORYBRACED WALL LINE LENGTH
(feet)
SINGLE-STORY
HOLD-DOWN
FORCE
(pounds)
CUMULATIVE
HOLD-DOWN
FORCE
(pounds)
102030405060
Minimum total length of braced wall panels required
along each braced wall line
(feet)
D03.34.76.17.48.810.23,360—
5.38.712.115.418.822.23,3606,720
7.312.718.023.428.834.23,36010,080
D14.15.87.59.210.912.73,360—
6.610.714.919.123.327.53,3606,720
9.015.722.429.035.742.23,36010,080
D25.78.210.613.015.417.83,360—
9.215.121.127.032.938.83,3606,720
12.722.131.540.950.359.73,36010,080
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.
TABLE R603.9.5(2)
REQUIRED LENGTH OF FULL-HEIGHT SHEATHING AND ASSOCIATED OVERTURNING ANCHORAGE FOR WALLS SUPPORTING WALLS WITH STONE OR MASONRY VENEER AND USING 43-MIL COLD-FORMED STEEL FRAMING AND 6-INCH SCREW SPACING ON THE PERIMETER OF EACH PANEL OF STRUCTURAL SHEATHING
SEISMIC
DESIGN
CATEGORY		STORYBRACED WALL LINE LENGTH
(feet)
SINGLE-STORY
HOLD-DOWN
FORCE
(pounds)
CUMULATIVE
HOLD-DOWN
FORCE
(pounds)
102030405060
Minimum total length of braced wall panels required
along each braced wall line
(feet)
D02.84.05.16.37.58.73,960—
4.57.410.213.116.018.83,9607,920
6.210.715.319.924.429.03,96011, 880
D13.54.96.47.89.310.73,960—
5.69.112.716.219.823.33,9607,920
7.713.319.024.630.335.93,96011, 880
D24.96.99.011.013.115.13,960—
7.812.917.922.927.932.93,9607,920
10.818.826.734.742.750.73,96011, 880
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.
TABLE R603.9.5(3)
REQUIRED LENGTH OF FULL-HEIGHT SHEATHING AND ASSOCIATED OVERTURNING ANCHORAGE FOR WALLS SUPPORTING WALLS WITH STONE OR MASONRY VENEER AND USING 33-MIL COLD-FORMED STEEL FRAMING AND 4-INCH SCREW SPACING ON THE PERIMETER OF EACH PANEL OF STRUCTURAL SHEATHING
SEISMIC
DESIGN
CATEGORY		STORYBRACED WALL LINE LENGTH
(feet)
SINGLE-STORY
HOLD-DOWN
FORCE
(pounds)
CUMULATIVE
HOLD-DOWN
FORCE
(pounds)
102030405060
Minimum total length of braced wall panels required
along each braced wall line
(feet)
D02.53.64.65.76.87.84,392—
4.06.69.211.814.417.04,3928,784
5.69.713.817.922.026.24,39213,176
D13.14.45.77.18.49.74,392—
5.08.211.414.617.821.04,3928,784
6.912.017.122.227.332.44,39213,176
D24.46.28.110.011.813.74,392—
7.111.616.120.625.129.74,3928,784
9.716.924.131.338.545.74,39213,176
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.
TABLE R603.9.5(4)
REQUIRED LENGTH OF FULL-HEIGHT SHEATHING AND ASSOCIATED OVERTURNING ANCHORAGE FOR WALLS SUPPORTING WALLS WITH STONE OR MASONRY VENEER AND USING 43-MIL COLD-FORMED STEEL FRAMING AND 4-INCH SCREW SPACING ON THE PERIMETER OF EACH PANEL OF STRUCTURAL SHEATHING
SEISMIC
DESIGN
CATEGORY		STORYBRACED WALL LINE LENGTH
(feet)
SINGLE-STORY
HOLD-DOWN
FORCE
(pounds)
CUMULATIVE
HOLD-DOWN
FORCE
(pounds)
102030405060
Minimum total length of braced wall panels required along each braced wall line(feet)
D01.92.73.44.25.05.85,928—
3.04.96.88.810.712.65,92811,856
D12.33.34.35.26.27.25,928—
3.76.18.510.813.215.65,92811,856
D23.34.66.07.48.710.15,928—
5.28.611.915.318.622.05,92811,856
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.

R603.9.5.1 Seismic Design Category C

In Seismic Design Category C, the length of structural sheathing for walls supporting one story, roof and ceiling shall be the greater of the amounts required by Section R603.9.2, except Section R603.9.2.2 shall be permitted.

R603.9.5.2 Seismic Design Categories D0, D1 and D2

In Seismic Design Categories D0, D1 and D2, the required length of structural sheathing and overturning anchorage shall be determined in accordance with Tables R603.9.5(1), R603.9.5(2), R603.9.5(3), and R603.9.5(4). Overturning anchorage shall be installed on the doubled studs at the end of each full-height wall segment.

Section R604 Wood Structural Panels

R604.1 Identification and Grade

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

R604.2 Allowable Spans

The maximum allowable spans for wood structural panel wall sheathing shall not exceed the values set forth in Table R602.3(3).

R604.3 Installation

Wood structural panel wall sheathing shall be attached to framing in accordance with Table R602.3(1) or R602.3(3).

Section R605 Particleboard

R605.1 Identification and Grade

Particleboard shall conform to ANSI A208.1 and shall be so identified by a grade mark or certificate of inspection issued by an approved agency. Particleboard shall comply with the grades specified in Table R602.3(4).

Section R606 General Masonry Construction

R606.1 General

Masonry construction shall be designed and constructed in accordance with the provisions of this section, TMS 402, TMS 403, or TMS 404.

R606.1.1 Professional Registration Not Required

Where the empirical design provisions of Appendix A of TMS 402, the provisions of TMS 403, or the provisions of this section are used to design masonry, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority.

R606.2 Masonry Construction Materials

R606.2.1 Concrete Masonry Units

Concrete masonry units shall conform to the following standards: ASTM C55 for concrete brick; ASTM C73 for calcium silicate face brick; ASTM C90 for load-bearing concrete masonry units; ASTM C744 for prefaced concrete and calcium silicate masonry units; or ASTM C1634 for concrete facing brick.

R606.2.2 Clay or Shale Masonry Units

Clay or shale masonry units shall conform to the following standards: ASTM C34 for structural clay load-bearing wall tile; ASTM C56 for structural clay nonload-bearing wall tile; ASTM C62 for building brick (solid masonry units made from clay or shale); ASTM C126 for ceramic-glazed structural clay facing tile, facing brick and solid masonry units; ASTM C212 for structural clay facing tile; ASTM C216 for facing brick (solid masonry units made from clay or shale); ASTM C652 for hollow brick (hollow masonry units made from clay or shale); ASTM C1088 for solid units of thin veneer brick; or ASTM C1405 for glazed brick (single-fired solid brick units).
Exception: Structural clay tile for nonstructural use in fireproofing of structural members and in wall furring shall not be required to meet the compressive strength specifications. The fire-resistance rating shall be determined in accordance with ASTM E119 or UL 263 and shall comply with the requirements of Section R302.

R606.2.3 AAC Masonry

AAC masonry units shall conform to ASTM C1691 and ASTM C1693 for the strength class specified.

R606.2.4 Stone Masonry Units

Stone masonry units shall conform to the following standards: ASTM C503 for marble building stone (exterior); ASTM C568 for limestone building stone; ASTM C615 for granite building stone; ASTM C616 for sandstone building stone; or ASTM C629 for slate building stone.

R606.2.5 Architectural Cast Stone

Architectural cast stone shall conform to ASTM C1364.

R606.2.6 Adhered Manufactured Stone Masonry Veneer Units

Adhered manufactured stone masonry veneer units shall conform to ASTM C1670.

R606.2.7 Second-Hand Units

Second-hand masonry units shall not be reused unless they conform to the requirements of new units. The units shall be of whole, sound materials and free from cracks and other defects that will interfere with proper laying or use. Old mortar shall be cleaned from the unit before reuse.

R606.2.8 Mortar

Except for mortars listed in Sections R606.2.9, R606.2.10 and R606.2.11, mortar for use in masonry construction shall meet the proportion specifications of Table R606.2.8 or the property specifications of ASTM C270. The type of mortar shall be in accordance with Sections R606.2.8.1, R606.2.8.2 and R606.2.8.3.

TABLE R606.2.8
MORTAR PROPORTIONSa, b
PROPORTIONS BY VOLUME (cementitious materials)
MORTARTYPEPortland cement or
blended cement
Mortar cementMasonry cementHydrated limec or
lime putty
Aggregate ratio
(measured in damp,

loose conditions)
MSNMSN
Cement-limeM1——————1/4Not less than 21/4 and
not more than 3 times
the sum of separate
volumes of lime, if
used, and cement
S1——————over 1/4 to 1/2
N1——————over 1/2 to 11/4
O1——————over 11/4 to 21/2
Mortar cementM1——1————
M—1—————
S1/2——1———
S——1————
N———1———
O———1———
Masonry cementM1—————1—
M————1——
S1/2—————1
S—————1—
N——————1
O——————1
For SI: 1 cubic foot = 0.0283 m3, 1 pound = 0.454 kg.
  1. 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
  2. Two air-entraining materials shall not be combined in mortar.
  3. Hydrated lime conforming to the requirements of ASTM C207.

R606.2.8.1 Foundation Walls

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

R606.2.8.2 Masonry in Seismic Design Categories A, B and C

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

R606.2.8.3 Masonry in Seismic Design Categories D0, D1 and D2

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

R606.2.9 Surface-Bonding Mortar

Surface-bonding mortar shall comply with ASTM C887. Surface bonding of concrete masonry units shall comply with ASTM C946.

R606.2.10 Mortar for AAC Masonry

Thin-bed mortar for AAC masonry shall comply with Article 2.1 C.1 of TMS 602. Mortar used for the leveling courses of AAC masonry shall comply with Article 2.1 C.2 of TMS 602.

R606.2.11 Mortar for Adhered Masonry Veneer

Mortar for use with adhered masonry veneer shall conform to ASTM C270 Type S or Type N or shall comply with ANSI A118.4 for latex-modified Portland cement mortar.

R606.2.12 Grout

Grout shall consist of cementitious material and aggregate in accordance with ASTM C476 or the proportion specifications of Table R606.2.12. Type M or Type S mortar to which sufficient water has been added to produce pouring consistency shall be permitted to be used as grout.
TABLE R606.2.12
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 volumes of the cementitious materials

R606.2.13 Metal Reinforcement and Accessories

Metal reinforcement and accessories shall conform to Article 2.4 of TMS 602.

R606.3 Construction Requirements

R606.3.1 Bed and Head Joints

Unless otherwise required or indicated on the project drawings, head and bed joints shall be 3/8 inch (9.5 mm) thick, except that the thickness of the bed joint of the starting course placed over foundations shall be not less than 1/4 inch (6.4 mm) and not more than 3/4 inch (19.1 mm). Mortar joint thickness for load-bearing masonry shall be within the following tolerances from the specified dimensions:
  1. Bed joint: + 1/8 inch (3.2 mm).
  2. Head joint: - 1/4 inch (6.4 mm), + 3/8 inch (9.5 mm).
  3. Collar joints: - 1/4 inch (6.4 mm), + 3/8 inch (9.5 mm).

R606.3.2 Masonry Unit Placement

The mortar shall be sufficiently plastic and units shall be placed with sufficient pressure to extrude mortar from the joint and produce a tight joint. Deep furrowing of bed joints that produces voids shall not be permitted. Any units disturbed to the extent that initial bond is broken after initial placement shall be removed and relaid in fresh mortar. Surfaces to be in contact with mortar shall be clean and free of deleterious materials.

R606.3.2.1 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.

R606.3.2.2 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.

R606.3.3 Installation of Wall Ties

The installation of wall ties shall be as follows:
  1. The ends of wall ties shall be embedded in mortar joints. Wall ties shall have not less than 5/8-inch (15.9 mm) mortar coverage from the exposed face.
  2. Wall ties shall not be bent after being embedded in grout or mortar.
  3. For solid masonry units, solid grouted hollow units, or hollow units in anchored masonry veneer, wall ties shall be embedded in mortar bed not less than 11/2 inches (38 mm).
  4. For hollow masonry units in other than anchored masonry veneer, wall ties shall engage outer face shells by not less than 1/2 inch (13 mm).

R606.3.4 Protection for Reinforcement

Bars shall be completely embedded in mortar or grout. Joint reinforcement embedded in horizontal mortar joints shall not have less than 5/8-inch (15.9 mm) mortar coverage from the exposed face. Other reinforcement shall have a minimum coverage of one bar diameter over all bars, but not less than 3/4 inch (19 mm), except where exposed to weather or soil, in which case the minimum coverage shall be 2 inches (51 mm).

R606.3.4.1 Corrosion Protection

Minimum corrosion protection of joint reinforcement, anchor ties and wire fabric for use in masonry wall construction shall conform to Table R606.3.4.1.

TABLE R606.3.4.1
MINIMUM CORROSION PROTECTION
MASONRY METAL
ACCESSORY
STANDARD
Joint reinforcement, interior wallsASTM A641, Class 1
Wire ties or anchors in exterior walls
completely embedded in mortar or grout
ASTM A641, Class 3
Wire ties or anchors in exterior walls not
completely embedded in mortar or grout
ASTM A153, Class B-2
Joint reinforcement in exterior walls or
interior walls exposed to moist environment
ASTM A153, Class B-2
Sheet metal ties or anchors exposed to
weather
ASTM A153, Class B-2
Sheet metal ties or anchors completely
embedded in mortar or grout
ASTM A653, Coating
Designation G60
Stainless steel hardware for any exposureASTM A167, Type 304

R606.3.5 Grouting Requirements

R606.3.5.1 Grout Placement

Grout shall be a plastic mix suitable for pumping without segregation of the constituents and shall be mixed thoroughly. Grout shall be placed by pumping or by an approved alternate method and shall be placed before any initial set occurs and not more than 11/2 hours after water has been added. Grout shall be consolidated by puddling or mechanical vibrating during placing and reconsolidated after excess moisture has been absorbed but before plasticity is lost. Grout shall not be pumped through aluminum pipes.
Maximum pour heights and the minimum dimensions of spaces provided for grout placement shall conform to Table R606.3.5.1. Grout shall be poured in lifts with a maximum height of 8 feet (2438 mm). Where a total grout pour exceeds 8 feet (2438 mm) in height, the grout shall be placed in lifts not exceeding 64 inches (1626 mm) and special inspection during grouting shall be required. If the work is stopped for 1 hour or longer, the horizontal construction joints shall be formed by stopping all tiers at the same elevation and with the grout 1 inch (25 mm) below the top.
TABLE R606.3.5.1
GROUT SPACE DIMENSIONS AND POUR HEIGHTS
GROUT TYPEGROUT POUR MAXIMUM HEIGHT
(feet)
MINIMUM WIDTH OF GROUT SPACESa, b
(inches)
MINIMUM GROUTb, c SPACE DIMENSIONS FOR
GROUTING CELLS OF HOLLOW UNITS
(inches × inches)
Fine10.751.5 × 2
522 × 3
122.52.5 × 3
2433 × 3
Coarse11.51.5 × 3
522.5 × 3
122.53 × 3
2433 × 4
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
  1. For grouting between masonry wythes.
  2. Grout space dimension is the clear dimension between any masonry protrusion and shall be increased by the horizontal projection of the diameters of the horizontal bars within the cross section of the grout space.
  3. Area of vertical reinforcement shall not exceed 6 percent of the area of the grout space.

R606.3.5.2 Cleanouts

Provisions shall be made for cleaning the space to be grouted. Mortar that projects more than 1/2 inch (12.7 mm) into the grout space and any other foreign matter shall be removed from the grout space prior to inspection and grouting. Where required by the building official, cleanouts shall be provided in the bottom course of masonry for each grout pour where the grout pour height exceeds 64 inches (1626 mm). In solid grouted masonry, cleanouts shall be spaced horizontally not more than 32 inches (813 mm) on center. The cleanouts shall be sealed before grouting and after inspection.

R606.3.5.3 Construction

Requirements for grouted masonry construction shall be as follows:
  1. Masonry shall be built to preserve the unobstructed vertical continuity of the cells or spaces to be filled. In partially grouted construction, cross webs forming cells to be filled shall be full-bedded in mortar to prevent leakage of grout. Head and end joints shall be solidly filled with mortar for a distance in from the face of the wall or unit not less than the thickness of the longitudinal face shells.
  2. Vertical reinforcement shall be held in position at top and bottom and at intervals not exceeding 200 diameters of the reinforcement.
  3. Cells containing reinforcement shall be filled solidly with grout.
  4. The thickness of grout or mortar between masonry units and reinforcement shall be not less than 1/4 inch (6.4 mm), except that 1/4-inch (6.4 mm) bars shall be permitted to be laid in horizontal mortar joints not less than 1/2 inch (12.7 mm) thick, and steel wire reinforcement shall be permitted to be laid in horizontal mortar joints not less than twice the thickness of the wire diameter.

R606.3.6 Grouted Multiple-Wythe Masonry

Grouted multiple-wythe masonry shall conform to all the requirements specified in Section R606.3.5 and the requirements of this section.

R606.3.6.1 Bonding of Backup Wythe

Where all interior vertical spaces are filled with grout in multiple-wythe construction, masonry headers shall not be permitted. Metal wall ties shall be used in accordance with Section R606.13.2 to prevent spreading of the wythes and to maintain the vertical alignment of the wall. Wall ties shall be installed in accordance with Section R606.13.2 where the backup wythe in multiple-wythe construction is fully grouted.

R606.3.6.2 Grout Barriers

Vertical grout barriers or dams shall be built of solid masonry across the grout space the entire height of the wall to control the flow of the grout horizontally. Grout barriers shall be not more than 25 feet (7620 mm) apart. The grouting of any section of a wall between control barriers shall be completed in one day without interruptions greater than 1 hour.

R606.3.7 Masonry Bonding Pattern

Masonry laid in running and stack bond shall conform to Sections R606.3.7.1 and R606.3.7.2.

R606.3.7.1 Masonry Laid in Running Bond

In each wythe of masonry laid in running bond, head joints in successive courses shall be offset by not less than one-fourth the unit length, or the masonry walls shall be reinforced longitudinally as required in Section R606.3.7.2.

R606.3.7.2 Masonry Laid in Stack Bond

Where unit masonry is laid with less head joint offset than in Section R606.3.7.1, 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.

R606.4 Thickness of Masonry

The nominal thickness of masonry walls shall conform to the requirements of Sections R606.4.1 through R606.4.4.

R606.4.1 Minimum Thickness

The minimum thickness of masonry bearing walls more than one story high shall be 8 inches (203 mm). Solid masonry walls of one-story dwellings and garages shall be not less than 6 inches (152 mm) in thickness where not greater than 9 feet (2743 mm) in height, provided that where gable construction is used, an additional 6 feet (1829 mm) is permitted to the peak of the gable. Masonry walls shall be laterally supported in either the horizontal or vertical direction at intervals as required by Section R606.6.4.

R606.4.2 Rubble Stone Masonry Wall

The minimum thickness of rough, random or coursed rubble stone masonry walls shall be 16 inches (406 mm).

R606.4.3 Change in Thickness

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

R606.4.4 Parapet Walls

Unreinforced solid masonry parapet walls shall be not less than 8 inches (203 mm) thick 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) thick, and their height shall not exceed three times their thickness. Masonry parapet walls in areas subject to wind loads of 30 pounds per square foot (1.44 kPa) located in Seismic Design Category D0, D1 or D2, or on townhouses in Seismic Design Category C shall be reinforced in accordance with Section R606.12.

R606.5 Corbeled Masonry

Corbeled masonry shall be in accordance with Sections R606.5.1 through R606.5.3.

R606.5.1 Units

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

R606.5.2 Corbel Projection

The maximum projection of one unit shall not exceed one-half the height of the unit or one-third the thickness at right angles to the wall. The maximum corbeled projection beyond the face of the wall shall not exceed:
  1. One-half of the wall thickness for multiple-wythe walls bonded by mortar or grout and wall ties or masonry headers.
  2. One-half the wythe thickness for single wythe walls, masonry-bonded hollow walls, multiple-wythe walls with open collar joints and veneer walls.

R606.5.3 Corbeled Masonry Supporting Floor or Roof-Framing Members

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

R606.6 Support Conditions

Bearing and support conditions shall be in accordance with Sections R606.6.1 through R606.6.4.

R606.6.1 Bearing on Support

Each masonry wythe shall be supported by not less than two-thirds of the wythe thickness.

R606.6.2 Support at Foundation

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

R606.6.3 Beam Supports

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

R606.6.3.1 Joist Bearing

Joists shall have a bearing of not less than 11/2 inches (38 mm), except as provided in Section R606.6.3, and shall be supported in accordance with Figure R606.11(1).

R606.6.4 Lateral Support

Masonry walls shall be laterally supported in either the horizontal or the vertical direction. The maximum spacing between lateral supports shall not exceed the distances in Table R606.6.4. Lateral support shall be provided by cross walls, pilasters, buttresses or structural frame members where the limiting distance is taken horizontally, or by floors or roofs where the limiting distance is taken vertically.
TABLE R606.6.4
SPACING OF LATERAL SUPPORT FOR MASONRY WALLS
CONSTRUCTION MAXIMUM WALL LENGTH TO THICKNESS OR WALL HEIGHT TO THICKNESSa, b
Bearing walls:
Solid or solid grouted
 20
All other
 18
Nonbearing walls:
Exterior
 18
Interior
 36
For SI: 1 foot = 304.8 mm.
  1. Except for cavity walls and cantilevered walls, the thickness of a wall shall be its nominal thickness measured perpendicular to the face of the wall. For cavity walls, the thickness shall be determined as the sum of the nominal thicknesses of the individual wythes. For cantilever walls, except for parapets, the ratio of height to nominal thickness shall not exceed 6 for solid masonry, or 4 for hollow masonry. For parapets, see Section R606.4.4.
  2. An additional unsupported height of 6 feet is permitted for gable end walls.

R606.6.4.1 Horizontal Lateral Support

Lateral support in the horizontal direction provided by intersecting masonry walls shall be provided by one of the methods in Section R606.6.4.1.1 or R606.6.4.1.2.

R606.6.4.1.1 Bonding Pattern

Fifty percent of the units at the intersection shall be laid in an overlapping masonry bonding pattern, with alternate units having a bearing of not less than 3 inches (76 mm) on the unit below.

R606.6.4.1.2 Metal Reinforcement

Interior nonload-bearing walls shall be anchored at their intersections, at vertical intervals of not more than 16 inches (406 mm) with joint reinforcement of not less than 9 gage [0.148 inch (4 mm)], or 1/4-inch (6 mm) galvanized mesh hardware cloth. Intersecting masonry walls, other than interior nonload-bearing walls, shall be anchored at vertical intervals of not more than 8 inches (203 mm) with joint reinforcement of not less than 9 gage (4 mm) and shall extend not less than 30 inches (762 mm) in each direction at the intersection. Other metal ties, joint reinforcement or anchors, if used, shall be spaced to provide equivalent area of anchorage to that required by this section.

R606.6.4.2 Vertical Lateral Support

Vertical lateral support of masonry walls in Seismic Design Category A, B or C shall be provided in accordance with one of the methods in Section R606.6.4.2.1 or R606.6.4.2.2.

R606.6.4.2.1 Roof Structures

Masonry walls shall be anchored to roof structures with metal strap anchors spaced in accordance with the manufacturer's instructions, 1/2-inch (13 mm) bolts spaced not more than 6 feet (1829 mm) on center, or other approved anchors. Anchors shall be embedded not less than 16 inches (406 mm) into the masonry, or be hooked or welded to bond beam reinforcement placed not less than 6 inches (152 mm) from the top of the wall.

R606.6.4.2.2 Floor Diaphragms

Masonry walls shall be anchored to floor diaphragm framing by metal strap anchors spaced in accordance with the manufacturer's instructions, 1/2-inch-diameter (13 mm) bolts spaced at intervals not to exceed 6 feet (1829 mm) and installed as shown in Figure R606.11(1), or by other approved methods.

R606.7 Piers

The unsupported height of masonry piers shall not exceed 10 times their least dimension. Where structural clay tile or hollow concrete masonry units are used for isolated piers to support beams and girders, the cellular spaces shall be filled solidly with grout or Type M or S mortar, except that unfilled hollow piers shall be permitted to be used if their unsupported height is not more than four times their least dimension. Where hollow masonry units are solidly filled with grout or Type M, S or N mortar, the allowable compressive stress shall be permitted to be increased as provided in Table R606.9.

R606.7.1 Pier Cap

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

R606.8 Chases

Chases and recesses in masonry walls shall not be deeper than one-third the wall thickness. The maximum length of a horizontal chase or horizontal projection shall not exceed 4 feet (1219 mm) and shall have not less than 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 shall not be permitted within the required area of a pier. Masonry directly above chases or recesses wider than 12 inches (305 mm) shall be supported on noncombustible lintels.

R606.9 Allowable Stresses

Allowable compressive stresses in masonry shall not exceed the values prescribed in Table R606.9. 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 R606.9
ALLOWABLE COMPRESSIVE STRESSES FOR EMPIRICAL DESIGN OF MASONRY
CONSTRUCTION; COMPRESSIVE STRENGTH
OF UNIT, GROSS AREA
 ALLOWABLE COMPRESSIVE STRESSESa GROSS CROSS-SECTIONAL AREAb
Type M or S mortar Type N mortar
Solid masonry of brick and
other solid units of clay or
shale; sand-lime or concrete
brick:
8,000 + psi
 350 300
4,500 psi
 225 200
2,500 psi
 160 140
1,500 psi
 115 100
Groutedc masonry, of clay
or shale; sand-lime or concrete:
4,500 + psi
 225 200
2,500 psi
 160 140
1,500 psi
 115 100
Solid masonry of solid concrete
3,000 + psi
 225 200
2,000 psi
 160 140
1,200 psi
 115 100
Masonry of hollow load-
bearing units:
2,000 + psi
 140 120
1,500 psi
 115 100
1,000 psi
 75 70
700 psi
 60 55
Hollow walls (cavity or
masonry bondedd) solid
units:
2,500 + psi
 160 140
1,500 psi
 115 100
Hollow units
 75 70
Stone ashlar masonry:
Granite
 720 640
Limestone or marble
 450 400
Sandstone or cast stone
 360 320
Rubble stone masonry:
Coarse, rough or random
 120 100
For SI: 1 pound per square inch = 6.895 kPa.
  1. Linear interpolation shall be used for determining allowable stresses for masonry units having compressive strengths that are intermediate between those given in the table.
  2. Gross cross-sectional area shall be calculated on the actual rather than nominal dimensions.
  3. See Section R606.13.
  4. Where floor and roof loads are carried on one wythe, the gross cross-sectional area is that of the wythe under load; if both wythes are loaded, the gross cross-sectional area is that of the wall minus the area of the cavity between the wythes. Walls bonded with metal ties shall be considered as cavity walls unless the collar joints are filled with mortar or grout.

R606.9.1 Combined Units

In walls or other structural members composed of different kinds or grades of units, materials or mortars, the maximum stress shall not exceed the allowable stress for the weakest of the combination of units, materials and mortars of which the member is composed. The net thickness of any facing unit that is used to resist stress shall be not less than 11/2 inches (38 mm).

R606.10 Lintels

Masonry over openings shall be supported by steel lintels, reinforced concrete or masonry lintels or masonry arches, designed to support load imposed.

R606.11 Anchorage

Masonry walls shall be anchored to floor and roof systems in accordance with the details shown in Figure R606.11(1), R606.11(2) or R606.11(3). Footings shall be permitted to be considered as points of lateral support.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
Note: Where bolts are located in hollow masonry, the cells in the courses receiving the bolt shall be grouted solid.

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

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

FIGURE R606.11(2)
REQUIREMENTS FOR REINFORCED GROUTED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY C

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
Note: A full bed joint must be provided. Cells containing vertical bars are to be filled to the top of wall and provide inspection opening as shown on detail "A." Horizontal bars are to be laid as shown on detail "B." Lintel bars are to be laid as shown on Section C.

FIGURE R606.11(3)
REQUIREMENTS FOR REINFORCED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY D0, D1 OR D2

R606.12 Seismic Requirements

The seismic requirements of this section shall apply to the design of masonry and the construction of masonry building elements located in Seismic Design Category D0, D1 or D2. Townhouses in Seismic Design Category C shall comply with the requirements of Section R606.12.2. These requirements shall not apply to glass unit masonry conforming to Section R610, anchored masonry veneer conforming to Section R703.8 or adhered masonry veneer conforming to Section R703.12.

R606.12.1 General

Masonry structures and masonry elements shall comply with the requirements of Sections R606.12.2 through R606.12.4 based on the seismic design category established in Table R301.2(2). Masonry structures and masonry elements shall comply with the requirements of Section R606.12 and Figures R606.11(1), R606.11(2) and R606.11(3) or shall be designed in accordance with TMS 402 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 Table R602.3(1) or to cold-formed steel floor framing in accordance with Table R505.3.1(2) or to cold-formed steel roof framing in accordance with Table R804.3. Additionally, sheathing panel edges perpendicular to framing members shall be backed by blocking, and sheathing shall be connected to the blocking with fasteners at the edge spacing. For Seismic Design Categories C, D0, D1 and D2, where the width-to-thickness dimension of the diaphragm exceeds 2-to-1, edge spacing of fasteners shall be 4 inches (102 mm) on center.

R606.12.2 Seismic Design Category C

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

R606.12.2.1 Minimum Length of Wall Without Openings

Table R606.12.2.1 shall be used to determine the minimum required solid wall length without openings at each masonry exterior wall. The provided percentage of solid wall length shall include only those wall segments that are 3 feet (914 mm) or longer. The maximum clear distance between wall segments included in determining the solid wall length shall not exceed 18 feet (5486 mm). Shear wall segments required to meet the minimum wall length shall be in accordance with Section R606.12.2.2.3.
TABLE R606.12.2.1
MINIMUM SOLID WALL LENGTH ALONG EXTERIOR WALL LINES
SESIMIC DESIGN
CATEGORY
MINIMUM SOLID WALL LENGTH (percent)a
One story or
top story of two story
Wall supporting light-framed second
story and roof
Wall supporting masonry second
story and roof
Townhouses in C202535
D0 or D125NPNP
D230NPNP
NP = Not Permitted, except with design in accordance with the International Building Code.
  1. 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 as shown in Figure R606.11(2) and in accordance with the following:
  1. Horizontal reinforcement. Horizontal joint reinforcement shall consist of not less than two longitudinal W1.7 wires spaced not more than 16 inches (406 mm) for walls greater than 4 inches (102 mm) in width and not less than one longitudinal W1.7 wire spaced not more than 16 inches (406 mm) for walls not exceeding 4 inches (102 mm) in width; or not less than 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 not less than 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 4.1.4 of TMS 402. 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 4.1.4 of TMS 402. 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 not less than 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 not less than 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 not less than two wires of W1.7 spaced not more than 16 inches (406 mm); or bond beam reinforcement of not less than one No. 4 bar spaced not more than 10 feet (3048 mm) shall be provided. Horizontal reinforcement shall be provided at the bottom and top of wall openings and shall extend not less than 24 inches (610 mm) nor less than 40 bar diameters past the opening; continuously at structurally connected roof and floor levels; and within 16 inches (406 mm) of the top of walls.

R606.12.3 Seismic Design Category D0 or D1

Structures in Seismic Design Category D0 or D1 shall comply with the requirements of Seismic Design Category C and the additional requirements of this section. AAC masonry shall not be used for the design of masonry elements that are part of the lateral force-resisting system.

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 Chapters 1 through 7 and Sections 8.1 and 8.3 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 not less than 0.002 times the gross cross-sectional 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 BUILDINGS 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.
  1. Based on the minimum reinforcing ratio of 0.002 times the gross cross-sectional area of the wall.
  2. 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 one-third 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 not less than 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 lateral force-resisting system.

R606.12.3.5 Lateral Tie Anchorage

Standard hooks for lateral tie anchorage shall be either a 135-degree (2.4 rad) standard hook or a 180-degree (3.2 rad) standard hook.

R606.12.4 Seismic Design Category D2

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 not less than 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 not less than 0.0025 times the gross cross-sectional area of masonry. Table R606.12.4.2 shows minimum reinforcing bar sizes for masonry walls. The maximum spacing of horizontal reinforcement shall be 16 inches (406 mm). These elements shall be solidly grouted and shall be constructed of hollow open-end units or two wythes of solid units.
TABLE R606.12.4.2
MINIMUM REINFORCING FOR STACKED BONDED MASONRY WALLS IN SEISMIC DESIGN CATEGORY D2
NOMINAL WALL THICKNESS
(inches)
MINIMUM BAR SIZE
SPACED AT 16 INCHES
6#4
8#5
10#5
12#6
For SI: 1 inch = 25.4 mm.

R606.13 Multiple-Wythe Masonry

The facing and backing of multiple-wythe masonry walls shall be bonded in accordance with Section R606.13.1, R606.13.2 or R606.13.3. In cavity walls, neither the facing nor the backing shall be less than 3 inches (76 mm) nominal in thickness and the cavity shall be not more than 4 inches (102 mm) nominal in width. The backing shall not be less than the thickness of the facing.
Exception: Cavities shall be permitted to exceed the 4-inch (102 mm) nominal dimension provided that tie size and tie spacing have been established by calculation.

R606.13.1 Bonding With Masonry Headers

Bonding with solid or hollow masonry headers shall comply with Sections R606.13.1.1 and R606.13.1.2.

R606.13.1.1 Solid Units

Where the facing and backing (adjacent wythes) of solid masonry construction are bonded by means of masonry headers, not 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 not less than 3 inches (76 mm), or headers from opposite sides shall be covered with another header course overlapping the header below not less than 3 inches (76 mm).

R606.13.1.2 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 not less than 3 inches (76 mm) over the unit below, or by lapping at vertical intervals not exceeding 17 inches (432 mm) with units that are not less than 50 percent thicker than the units below.

R606.13.2 Bonding With Wall Ties or Joint Reinforcement

Bonding with wall ties or joint reinforcement shall comply with Section R606.13.2.3.

R606.13.2.1 Bonding With Wall Ties

Bonding with wall ties, except as required by Section R607, 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 not less than one metal tie for each 41/2 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 not 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.

R606.13.2.2 Bonding With Adjustable Wall Ties

Where the facing and backing (adjacent wythes) of masonry are bonded with adjustable wall ties, there shall be not less than 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). Where pintle legs are used, ties shall have not less than two 3/16-inch-diameter (5 mm) legs.

R606.13.2.3 Bonding With Prefabricated Joint Reinforcement

Where the facing and backing (adjacent wythes) of masonry are bonded with prefabricated joint reinforcement, there shall be not less than 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.

R606.13.3 Bonding With Natural or Cast Stone

Bonding with natural and cast stone shall conform to Sections R606.13.3.1 and R606.13.3.2.

R606.13.3.1 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.

R606.13.3.2 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.

R606.14 Anchored and Adhered Masonry Veneer

R606.14.1 Anchored Veneer

Anchored masonry veneer installed over a backing of wood or cold-formed steel shall meet the requirements of Section R703.8.

R606.14.2 Adhered Veneer

Adhered masonry veneer shall be installed in accordance with the requirements of Section R703.12.

Section R607 Glass Unit Masonry

R607.1 General

Panels of glass unit masonry located in load-bearing and nonload-bearing exterior and interior walls shall be constructed in accordance with this section.

R607.2 Materials

Hollow glass units shall be partially evacuated and have a minimum average glass face thickness of 3/16 inch (5 mm). The surface of units in contact with mortar shall be treated with a polyvinyl butyral coating or latex-based paint. The use of reclaimed units is prohibited.

R607.3 Units

Hollow or solid glass block units shall be standard or thin units.

R607.3.1 Standard Units

The specified thickness of standard units shall be not less than 37/8 inches (98 mm).

R607.3.2 Thin Units

The specified thickness of thin units shall be not less than 31/8 inches (79 mm) for hollow units and not less than 3 inches (76 mm) for solid units.

R607.4 Isolated Panels

Isolated panels of glass unit masonry shall conform to the requirements of this section.

R607.4.1 Exterior Standard-Unit Panels

The maximum area of each individual standard-unit panel shall be 144 square feet (13.4 m2) where the design wind pressure is 20 pounds per square foot (958 Pa). The maximum area of such panels subjected to design wind pressures other than 20 pounds per square foot (958 Pa) shall be in accordance with Figure R607.4.1. The maximum panel dimension between structural supports shall be 25 feet (7620 mm) in width or 20 feet (6096 mm) in height.

For SI: 1 square foot = 0.0929 m2, 1 pound per square foot = 0.0479 kPa.

FIGURE R607.4.1
GLASS UNIT MASONRY DESIGN WIND LOAD RESISTANCE

R607.4.2 Exterior Thin-Unit Panels

The maximum area of each individual thin-unit panel shall be 85 square feet (7.9 m2). The maximum dimension between structural supports shall be 15 feet (4572 mm) in width or 10 feet (3048 mm) in height. Thin units shall not be used in applications where the design wind pressure as stated in Table R301.2(2) exceeds 20 pounds per square foot (958 Pa).

R607.4.3 Interior Panels

The maximum area of each individual standard-unit panel shall be 250 square feet (23.2 m2). The maximum area of each thin-unit panel shall be 150 square feet (13.9 m2). The maximum dimension between structural supports shall be 25 feet (7620 mm) in width or 20 feet (6096 mm) in height.

R607.4.4 Curved Panels

The width of curved panels shall conform to the requirements of Sections R607.4.1, R607.4.2 and R607.4.3, except additional structural supports shall be provided at locations where a curved section joins a straight section, and at inflection points in multiple-curve walls.

R607.5 Panel Support

Glass unit masonry panels shall conform to the support requirements of this section.

R607.5.1 Deflection

The maximum total deflection of structural members that support glass unit masonry shall not exceed 1/600.

R607.5.2 Lateral Support

Glass unit masonry panels shall be laterally supported along the top and sides of the panel. Lateral supports for glass unit masonry panels shall be designed to resist not less than 200 pounds per lineal feet (2918 N/m) of panel, or the actual applied loads, whichever is greater. Except for single-unit panels, lateral support shall be provided by panel anchors along the top and sides spaced not greater than 16 inches (406 mm) on center or by channel-type restraints. Single-unit panels shall be supported by channel-type restraints.
Exceptions:
  1. Lateral support is not required at the top of panels that are one unit wide.
  2. Lateral support is not required at the sides of panels that are one unit high.

R607.5.2.1 Panel Anchor Restraints

Panel anchors shall be spaced not greater than 16 inches (406 mm) on center in both jambs and across the head. Panel anchors shall be embedded not less than 12 inches (305 mm) and shall be provided with two fasteners so as to resist the loads specified in Section R607.5.2.

R607.5.2.2 Channel-Type Restraints

Glass unit masonry panels shall be recessed not less than 1 inch (25 mm) within channels and chases. Channel-type restraints shall be oversized to accommodate expansion material in the opening, packing and sealant between the framing restraints, and the glass unit masonry perimeter units.

R607.6 Sills

Before the bedding of glass units, the sill area shall be covered with a water-base asphaltic emulsion coating. The coating shall be not less than 1/8 inch (3 mm) thick.

R607.7 Expansion Joints

Glass unit masonry panels shall be provided with expansion joints along the top and sides at all structural supports. Expansion joints shall be not less than 3/8 inch (10 mm) in thickness and shall have sufficient thickness to accommodate displacements of the supporting structure. Expansion joints shall be entirely free of mortar and other debris and shall be filled with resilient material.

R607.8 Mortar

Glass unit masonry shall be laid with Type S or N mortar. Mortar shall not be retempered after initial set. Mortar unused within 11/2 hours after initial mixing shall be discarded.

R607.9 Reinforcement

Glass unit masonry panels shall have horizontal joint reinforcement spaced not greater than 16 inches (406 mm) on center located in the mortar bed joint. Horizontal joint reinforcement shall extend the entire length of the panel but shall not extend across expansion joints. Longitudinal wires shall be lapped not less than 6 inches (152 mm) at splices. Joint reinforcement shall be placed in the bed joint immediately below and above openings in the panel. The reinforcement shall have not less than two parallel longitudinal wires of size W1.7 or greater, and have welded cross wires of size W1.7 or greater.

R607.10 Placement

Glass units shall be placed so head and bed joints are filled solidly. Mortar shall not be furrowed. Head and bed joints of glass unit masonry shall be 1/4 inch (6.4 mm) thick, except that vertical joint thickness of radial panels shall be not less than 1/8 inch (3 mm) or greater than 5/8 inch (16 mm). The bed joint thickness tolerance shall be minus 1/16 inch (1.6 mm) and plus 1/8 inch (3 mm). The head joint thickness tolerance shall be plus or minus 1/8 inch (3 mm).

Section R608 Exterior Concrete Wall Construction

R608.1 General

Exterior concrete walls shall be designed and constructed in accordance with the provisions of this section or in accordance with the provisions of PCA 100 or ACI 318. Where PCA 100, ACI 318 or the provisions of this section are used to design concrete walls, 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.

R608.1.1 Interior Construction

These provisions are based on the assumption that interior walls and partitions, both load-bearing and nonload-bearing, floors and roof/ceiling assemblies are constructed of light-framed construction complying with the limitations of this code and the additional limitations of Section R608.2. Design and construction of light-framed assemblies shall be in accordance with the applicable provisions of this code. Where second-story exterior walls are of light-framed construction, they shall be designed and constructed as required by this code.
Aspects of concrete construction not specifically addressed by this code, including interior concrete walls, shall comply with ACI 318.

R608.1.2 Other Concrete Walls

Exterior concrete walls constructed in accordance with this code shall comply with the shapes and minimum concrete cross-sectional dimensions of Table R608.3. Other types of forming systems resulting in concrete walls not in compliance with this section shall be designed in accordance with ACI 318.

R608.2 Applicability Limits

The provisions of this section shall apply to the construction of exterior concrete walls for buildings not greater than 60 feet (18 288 mm) in plan dimensions, floors with clear spans not greater than 32 feet (9754 mm) and roofs with clear spans not greater than 40 feet (12 192 mm). Buildings shall not exceed 35 feet (10 668 mm) in mean roof height or two stories in height above grade. Floor/ceiling dead loads shall not exceed 10 pounds per square foot (479 Pa), roof/ceiling dead loads shall not exceed 15 pounds per square foot (718 Pa) and attic live loads shall not exceed 20 pounds per square foot (958 Pa). Roof overhangs shall not exceed 2 feet (610 mm) of horizontal projection beyond the exterior wall and the dead load of the overhangs shall not exceed 8 pounds per square foot (383 Pa).
Walls constructed in accordance with the provisions of this section shall be limited to buildings subjected to a maximum design wind speed of 160 mph (72 m/s) Exposure B, 136 mph (61 m/s) Exposure C and 125 mph (56 m/s) Exposure D. Walls constructed in accordance with the provisions of this section shall be limited to detached one- and two-family dwellings and townhouses assigned to Seismic Design Category A or B, and detached one- and two-family dwellings assigned to Seismic Design Category C.
Buildings that are not within the scope of this section shall be designed in accordance with PCA 100 or ACI 318.

R608.3 Concrete Wall Systems

Concrete walls constructed in accordance with these provisions shall comply with the shapes and minimum concrete cross-sectional dimensions of Table R608.3.

TABLE R608.3
DIMENSIONAL REQUIREMENTS FOR WALLSa
WALL TYPE
AND NOMINAL
THICKNESS		 MAXIMUM
WALL WEIGHTb
(psf)		 MINIMUM
WIDTH, W, OF
VERTICAL CORES
(inches)
 MINIMUM
THICKNESS, T, OF
VERTICAL CORES
(inches)
 MAXIMUM
SPACING OF
VERTICAL CORES
(inches)
 MAXIMUM
SPACING OF
HORIZONTAL
CORES
(inches)		 MINIMUM WEB
THICKNESS
(inches)
4" Flatc 50 NA NA NA NA NA
6" Flatc 75 NA NA NA NA NA
8" Flatc 100 NA NA NA NA NA
10" Flatc 125 NA NA NA NA NA
6" Waffle-grid 56 8d 5.5d 12 16 2
8" Waffle-grid 76 8e 8e 12 16 2
6" Screen-grid 53 6.25f 6.25f 12 12 NA
For SI: 1 inch = 25.4 mm; 1 pound per square foot = 0.0479 kPa, 1 pound per cubic foot = 2402.77 kg/m3, 1 square inch = 645.16 mm2, 1 inch4 = 42 cm4.
NA = Not Applicable.
  1. Width "W," thickness "T," spacing and web thickness, refer to Figures R608.3(2) and R608.3(3).
  2. Wall weight is based on a unit weight of concrete of 150 pcf. For flat walls the weight is based on the nominal thickness. The tabulated values do not include any allowance for interior and exterior finishes.
  3. Nominal wall thickness. The actual as-built thickness of a flat wall shall not be more than 1/2 inch less or more than 1/4 inch more than the nominal dimension indicated.
  4. Vertical core is assumed to be elliptical-shaped. Another shape of core is permitted provided the minimum thickness is 5 inches, the moment of inertia, I, about the centerline of the wall (ignoring the web) is not less than 65 inch4, and the area, A, is not less than 31.25 square inches. The width used to calculate A and I shall not exceed 8 inches.
  5. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 7 inches, the moment of inertia, I, about the centerline of the wall (ignoring the web) is not less than 200 inch4, and the area, A, is not less than 49 square inches. The width used to calculate A and I shall not exceed 8 inches.
  6. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 5.5 inches, the moment of inertia, I, about the centerline of the wall is not less than 76 inch4, and the area, A, is not less than 30.25 square inches. The width used to calculate A and I shall not exceed 6.25 inches.

FIGURE R608.3(1)
FLAT WALL SYSTEM


For SI: 1 inch = 25.4 mm.
FIGURE R608.3(2)
WAFFLE-GRID WALL SYSTEM

For SI: 1 inch = 25.4 mm.
FIGURE R608.3(3)
SCREEN-GRID WALL SYSTEM

R608.3.1 Flat Wall Systems

Flat concrete wall systems shall comply with Table R608.3 and Figure R608.3(1) and have a minimum nominal thickness of 4 inches (102 mm).

R608.3.2 Waffle-Grid Wall Systems

Waffle-grid wall systems shall comply with Table R608.3 and Figure R608.3(2) and shall have a minimum nominal thickness of 6 inches (152 mm) for the horizontal and vertical concrete members (cores). The core and web dimensions shall comply with Table R608.3. The maximum weight of waffle-grid walls shall comply with Table R608.3.

R608.3.3 Screen-Grid Wall Systems

Screen-grid wall systems shall comply with Table R608.3 and Figure R608.3(3) and shall have a minimum nominal thickness of 6 inches (152 mm) for the horizontal and vertical concrete members (cores). The core dimensions shall comply with Table R608.3. The maximum weight of screen-grid walls shall comply with Table R608.3.

R608.4 Stay-in-Place Forms

Stay-in-place concrete forms shall comply with this section.

R608.4.1 Surface Burning Characteristics

The flame spread index and smoke-developed index of forming material, other than foam plastic, left exposed on the interior shall comply with Section R302.9. The surface burning characteristics of foam plastic used in insulating concrete forms shall comply with Section R316.3.

R608.4.2 Interior Covering

Stay-in-place forms constructed of rigid foam plastic shall be protected on the interior of the building as required by Sections R316.4 and R702.3.4. Where gypsum board is used to protect the foam plastic, it shall be installed with a mechanical fastening system. Use of adhesives is permitted in addition to mechanical fasteners.

R608.4.3 Exterior Wall Covering

Stay-in-place forms constructed of rigid foam plastics shall be protected from sunlight and physical damage by the application of an approved exterior wall covering complying with this code. Exterior surfaces of other stay-in-place forming systems shall be protected in accordance with this code.
Requirements for installation of masonry veneer, stucco and other finishes on the exterior of concrete walls and other construction details not covered in this section shall comply with the requirements of this code.

R608.4.4 Flat ICF Wall Systems

Flat ICF wall system forms shall conform to ASTM E2634.

R608.5 Materials

Materials used in the construction of concrete walls shall comply with this section.

R608.5.1 Concrete and Materials for Concrete

Materials used in concrete, and the concrete itself, shall conform to requirements of this section, PCA 100 or ACI 318.

R608.5.1.1 Cements

The following standards as referenced in Chapter 44 shall be permitted to be used.
  1. ASTM C150
  2. ASTM C595
  3. ASTM C1157

R608.5.1.2 Concrete Mixing and Delivery

Mixing and delivery of concrete shall comply with ASTM C94 or ASTM C685.

R608.5.1.3 Maximum Aggregate Size

The nominal maximum size of coarse aggregate shall not exceed one-fifth the narrowest distance between sides of forms, or three-fourths the clear spacing between reinforcing bars or between a bar and the side of the form.
Exception: When approved, these limitations shall not apply where removable forms are used and workability and methods of consolidation permit concrete to be placed without honeycombs or voids.

R608.5.1.4 Proportioning and Slump of Concrete

Proportions of materials for concrete shall be established to provide workability and consistency to permit concrete to be worked readily into forms and around reinforcement under conditions of placement to be employed, without segregation or excessive bleeding. Slump of concrete placed in removable forms shall not exceed 6 inches (152 mm).
Exception: When approved, the slump is permitted to exceed 6 inches (152 mm) for concrete mixtures that are resistant to segregation, and are in accordance with the form manufacturer's recommendations.
Slump of concrete placed in stay-in-place forms shall exceed 6 inches (152 mm). Slump of concrete shall be determined in accordance with ASTM C143.

R608.5.1.5 Compressive Strength

The minimum specified compressive strength of concrete, f 'c, shall comply with Section R402.2 and shall be not less than 2,500 pounds per square inch (17.2 MPa) at 28 days.

R608.5.1.6 Consolidation of Concrete

Concrete shall be consolidated by suitable means during placement and shall be worked around embedded items and reinforcement and into corners of forms. Where stay-in-place forms are used, concrete shall be consolidated by internal vibration.
Exception: When approved, self-consolidating concrete mixtures with slumps equal to or greater than 8 inches (203 mm) that are specifically designed for placement without internal vibration need not be internally vibrated.

R608.5.2 Steel Reinforcement and Anchor Bolts

R608.5.2.1 Steel Reinforcement

Steel reinforcement shall comply with ASTM A615, ASTM A706, or ASTM A996. ASTM A996 bars produced from rail steel shall be Type R.

R608.5.2.2 Anchor Bolts

Anchor bolts for use with connection details in accordance with Figures R608.9(1) through R608.9(12) shall be bolts with heads complying with ASTM A307 or ASTM F1554. ASTM A307 bolts shall be Grade A with heads. ASTM F1554 bolts shall be Grade 36 minimum. Instead of bolts with heads, it is permissible to use rods with threads on both ends fabricated from steel complying with ASTM A36. The threaded end of the rod to be embedded in the concrete shall be provided with a hex or square nut.

R608.5.2.3 Sheet Steel Angles and Tension Tie Straps

Angles and tension tie straps for use with connection details in accordance with Figures R608.9(1) through R608.9(12) shall be fabricated from sheet steel complying with ASTM A653 SS, ASTM A792 SS, or ASTM A875 SS. The steel shall be minimum Grade 33 unless a higher grade is required by the applicable figure.

R608.5.3 Form Materials and Form Ties

Forms shall be made of wood, steel, aluminum, plastic, a composite of cement and foam insulation, a composite of cement and wood chips, or other approved material suitable for supporting and containing concrete. Forms shall provide sufficient strength to contain concrete during the concrete placement operation.
Form ties shall be steel, solid plastic, foam plastic, a composite of cement and wood chips, a composite of cement and foam plastic, or other suitable material capable of resisting the forces created by fluid pressure of fresh concrete.

R608.5.4 Reinforcement Installation Details

TABLE R608.5.4(1)
LAP SPLICE AND TENSION DEVELOPMENT LENGTHS
  BAR SIZE
NO.
 YIELD STRENGTH OF STEEL, fy- psi (MPa)
40,000 (280) 60,000 (420)
Splice length or tension development length
(inches)
Lap splice length-tension 4 20 30
5 25 38
6 30 45
Tension development length for straight bar 4 15 23
5 19 28
6 23 34
Tension development length for:
  1. 90-degree and 180-degree standard hooks with not less than 21/2 inches
    of side cover perpendicular to plane of hook, and
  2. 90-degree standard hooks with not less than 2 inches of cover on the bar
    extension beyond the hook.
 4 6 9
5 7 11
6 8 13
Tension development length for bar with 90-degree or 180-degree standard
hook having less cover than required in Items a and b.
 4 8 12
5 10 15
6 12 18
For SI: 1 inch = 25.4 mm, 1 degree = 0.0175 rad, 1 pound per square inch = 6.895 kPa.

For SI: 1 inch = 25.4 mm.
FIGURE R608.5.4(1)
LAP SPLICES

For SI: 1 degree = 0.0175 rad.
FIGURE R608.5.4(2)
DEVELOPMENT LENGTH AND COVER FOR HOOKS AND BAR EXTENSION


For SI: 1 inch = 25.4 mm, 1 degree = 0.0175 rad.
FIGURE R608.5.4(3)
STANDARD HOOKS


TABLE R608.5.4(2)
MAXIMUM SPACING FOR ALTERNATIVE BAR SIZE AND ALTERNATIVE GRADE OF STEELa, b, c
BAR SPACING FROM
APPLICABLE TABLE IN
SECTION R608.6
(inches)
 BAR SIZE FROM APPLICABLE TABLE IN SECTION R608.6
#4 #5 #6
Alternate bar size and alternate grade of steel desired
Grade 60 Grade 40 Grade 60 Grade 40 Grade 60 Grade 40
#5 #6 #4 #5 #6 #4 #6 #4 #5 #6 #4 #5 #4 #5 #6
Maximum spacing for alternate bar size and alternate grade of steel (inches)
8 12 18 5 8 12 5 11 3 5 8 4 6 2 4 5
9 14 20 6 9 13 6 13 4 6 9 4 6 3 4 6
10 16 22 7 10 15 6 14 4 7 9 5 7 3 5 7
11 17 24 7 11 16 7 16 5 7 10 5 8 3 5 7
12 19 26 8 12 18 8 17 5 8 11 5 8 4 6 8
13 20 29 9 13 19 8 18 6 9 12 6 9 4 6 9
14 22 31 9 14 21 9 20 6 9 13 6 10 4 7 9
15 23 33 10 16 22 10 21 6 10 14 7 11 5 7 10
16 25 35 11 17 23 10 23 7 11 15 7 11 5 8 11
17 26 37 11 18 25 11 24 7 11 16 8 12 5 8 11
18 28 40 12 19 26 12 26 8 12 17 8 13 5 8 12
19 29 42 13 20 28 12 27 8 13 18 9 13 6 9 13
20 31 44 13 21 29 13 28 9 13 19 9 14 6 9 13
21 33 46 14 22 31 14 30 9 14 20 10 15 6 10 14
22 34 48 15 23 32 14 31 9 15 21 10 16 7 10 15
23 36 48 15 24 34 15 33 10 15 22 10 16 7 11 15
24 37 48 16 25 35 15 34 10 16 23 11 17 7 11 16
25 39 48 17 26 37 16 35 11 17 24 11 18 8 12 17
26 40 48 17 27 38 17 37 11 17 25 12 18 8 12 17
27 42 48 18 28 40 17 38 12 18 26 12 19 8 13 18
28 43 48 19 29 41 18 40 12 19 26 13 20 8 13 19
29 45 48 19 30 43 19 41 12 19 27 13 20 9 14 19
30 47 48 20 31 44 19 43 13 20 28 14 21 9 14 20
31 48 48 21 32 45 20 44 13 21 29 14 22 9 15 21
32 48 48 21 33 47 21 45 14 21 30 15 23 10 15 21
33 48 48 22 34 48 21 47 14 22 31 15 23 10 16 22
34 48 48 23 35 48 22 48 15 23 32 15 24 10 16 23
35 48 48 23 36 48 23 48 15 23 33 16 25 11 16 23
36 48 48 24 37 48 23 48 15 24 34 16 25 11 17 24
37 48 48 25 38 48 24 48 16 25 35 17 26 11 17 25
38 48 48 25 39 48 25 48 16 25 36 17 27 12 18 25
39 48 48 26 40 48 25 48 17 26 37 18 27 12 18 26
40 48 48 27 41 48 26 48 17 27 38 18 28 12 19 27
41 48 48 27 42 48 26 48 18 27 39 19 29 12 19 27
42 48 48 28 43 48 27 48 18 28 40 19 30 13 20 28
43 48 48 29 44 48 28 48 18 29 41 20 30 13 20 29
44 48 48 29 45 48 28 48 19 29 42 20 31 13 21 29
45 48 48 30 47 48 29 48 19 30 43 20 32 14 21 30
46 48 48 31 48 48 30 48 20 31 44 21 32 14 22 31
47 48 48 31 48 48 30 48 20 31 44 21 33 14 22 31
48 48 48 32 48 48 31 48 21 32 45 22 34 15 23 32
For SI: 1 inch = 25.4 mm.
  1. This table is for use with tables in Section R608.6 that specify the minimum bar size and maximum spacing of vertical wall reinforcement for foundation walls and above-grade walls. Reinforcement specified in tables in Section R608.6 is based on Grade 60 (420 MPa) steel reinforcement.
  2. Bar spacing shall not exceed 48 inches on center and shall be not less than one-half the nominal wall thickness.
  3. For Grade 50 (350 MPa) steel bars (ASTM A996, Type R), use spacing for Grade 40 (280 MPa) bars or interpolate between Grade 40 (280 MPa) and Grade 60 (420 MPa).

R608.5.4.1 Support and Cover

Reinforcement shall be secured in the proper location in the forms with tie wire or other bar support system such that displacement will not occur during the concrete placement operation. Steel reinforcement in concrete cast against the earth shall have a minimum cover of 3 inches (76 mm). Minimum cover for reinforcement in concrete cast in removable forms that will be exposed to the earth or weather shall be 11/2 inches (38 mm) for No. 5 bars and smaller, and 2 inches (50 mm) for No. 6 bars and larger. For concrete cast in removable forms that will not be exposed to the earth or weather, and for concrete cast in stay-in-place forms, minimum cover shall be 3/4 inch (19 mm). The minus tolerance for cover shall not exceed the smaller of one-third the required cover and 3/8 inch (10 mm). See Section R608.5.4.4 for cover requirements for hooks of bars developed in tension.

R608.5.4.2 Location of Reinforcement in Walls

For location of reinforcement in foundation walls and above-grade walls, see Sections R404.1.3.3.7.2 and R608.6.5, respectively.

R608.5.4.3 Lap Splices

Vertical and horizontal wall reinforcement required by Sections R608.6 and R608.7 shall be the longest lengths practical. Where splices are necessary in reinforcement, the length of lap splices shall be in accordance with Table R608.5.4(1) and Figure R608.5.4(1). The maximum gap between noncontact parallel bars at a lap splice shall not exceed the smaller of one-fifth the required lap length and 6 inches (152 mm). See Figure R608.5.4(1).

R608.5.4.4 Development of Bars in Tension

Where bars are required to be developed in tension by other provisions of this code, development lengths and cover for hooks and bar extensions shall comply with Table R608.5.4(1) and Figure R608.5.4(2). The development lengths shown in Table R608.5.4(1) shall apply to bundled bars in lintels installed in accordance with Section R608.8.2.2.

R608.5.4.5 Standard Hooks

Where reinforcement is required by this code to terminate with a standard hook, the hook shall comply with Figure R608.5.4(3).

R608.5.4.6 Webs of Waffle-Grid Walls

Reinforcement, including stirrups, shall not be placed in webs of waffle-grid walls, including lintels. Webs are permitted to have form ties.

R608.5.4.7 Alternate Grade of Reinforcement and Spacing

Where tables in Sections R404.1.3 and R608.6 specify vertical wall reinforcement based on minimum bar size and maximum spacing, which are based on Grade 60 (420 MPa) steel reinforcement, different size bars or bars made from a different grade of steel are permitted provided an equivalent area of steel per linear foot of wall is provided. Use of Table R608.5.4(2) is permitted to determine the maximum bar spacing for different bar sizes than specified in the tables and bars made from a different grade of steel. Bars shall not be spaced less than one-half the wall thickness, or more than 48 inches (1219 mm) on center.

R608.5.5 Construction Joints in Walls

Construction joints shall be made and located to not impair the strength of the wall. Construction joints in plain concrete walls, including walls required to have not less than No. 4 bars at 48 inches (1219 mm) on center by Section R608.6, shall be located at points of lateral support, and not less than one No. 4 bar shall extend across the construction joint at a spacing not to exceed 24 inches (610 mm) on center. Construction joint reinforcement shall have not less than 12 inches (305 mm) of embedment on both sides of the joint. Construction joints in reinforced concrete walls shall be located in the middle third of the span between lateral supports, or located and constructed as required for joints in plain concrete walls.
Exception: Vertical wall reinforcement required by this code is permitted to be used in lieu of construction joint reinforcement, provided the spacing does not exceed 24 inches (610 mm), or the combination of wall reinforcement and No. 4 bars described in Section R608.5.5 does not exceed 24 inches (610 mm).

R608.6 Above-Grade Wall Requirements


For SI: 1 foot = 304.8 mm.
FIGURE R608.6(1)
ABOVE-GRADE CONCRETE WALL CONSTRUCTION ONE STORY

For SI: 1 foot = 304.8 mm.
FIGURE R608.6(2)
ABOVE-GRADE CONCRETE WALL CONSTRUCTION CONCRETE FIRST STORY AND LIGHT-FRAMED SECOND STORY

For SI: 1 foot = 304.8 mm.
FIGURE R608.6(3)
ABOVE-GRADE CONCRETE WALL CONSTRUCTION TWO-STORY

For SI: 1 inch = 25.4 mm.
FIGURE R608.6(4)
ABOVE-GRADE CONCRETE WALL SUPPORTED ON MONOLITHIC SLAB-ON-GROUND FOOTING


TABLE R608.6(1)
MINIMUM VERTICAL REINFORCEMENT FOR FLAT ABOVE-GRADE WALLSa, b, c, d, e
MAXIMUM WIND SPEED
(mph)
 MAXIMUM UNSUPPORTED
WALL HEIGHT PER STORY
(feet)		 MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g
Nominalh wall thickness (inches)
Exposure Category 4 6 8 10
B C D Topi Sidei Topi Sidei Topi Sidei Topi Sidei
115 8 4@48 4@48 4@48 4@48 4@48 4@48 4@48 4@48
9 4@48 4@39 4@48 4@48 4@48 4@48 4@48 4@48
10 4@41 4@34 4@48 4@48 4@48 4@48 4@48 4@48
120 8 4@48 4@43 4@48 4@48 4@48 4@48 4@48 4@48
9 4@48 4@36 4@48 4@48 4@48 4@48 4@48 4@48
10 4@37 4@34 4@48 4@48 4@48 4@48 4@48 4@48
130 110 8 4@48 4@38 4@48 4@48 4@48 4@48 4@48 4@48
9 4@39 4@34 4@48 4@48 4@48 4@48 4@48 4@48
10 4@34 4@34 4@48 4@48 4@48 4@48 4@48 4@48
140 119 110 8 4@43 4@34 4@48 4@48 4@48 4@48 4@48 4@48
9 4@34 4@34 4@48 4@48 4@48 4@48 4@48 4@48
10 4@34 4@31 4@48 4@48 4@48 4@48 4@48 4@48
150 127 117 8 4@37 4@34 4@48 4@48 4@48 4@48 4@48 4@48
9 4@34 4@33 4@48 4@48 4@48 4@48 4@48 4@48
10 4@31 4@27 4@48 4@48 4@48 4@48 4@48 4@48
160 136 125 8 4@34 4@34 4@48 4@48 4@48 4@48 4@48 4@48
9 4@34 4@29 4@48 4@48 4@48 4@48 4@48 4@48
10 4@27 4@24 4@48 4@48 4@48 4@48 4@48 4@48
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2.
  1. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor, Kzt, equal to 1.0, and Risk Category II.
  2. Table is based on concrete with a minimum specified compressive strength of 2,500 psi.
  3. See Section R608.6.5 for location of reinforcement in wall.
  4. Deflection criterion is L/240, where L is the unsupported height of the wall in inches.
  5. Interpolation is not permitted.
  6. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted.
  7. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2).
  8. See Table R608.3 for tolerances on nominal thicknesses.
  9. "Top" means gravity load from roof or floor construction bears on top of wall. "Side" means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the "Top" bearing condition is permitted.
TABLE R608.6(2)
MINIMUM VERTICAL REINFORCEMENT FOR WAFFLE-GRID ABOVE-GRADE WALLSa, b, c, d, e
MAXIMUM WIND SPEED
(mph)
 MAXIMUM UNSUPPORTED
WALL HEIGHT PER STORY
(feet)		 MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g
Nominalh wall thickness (inches)
Exposure Category 6 8
B C D Topi Sidei Topi Sidei
115 8 4@48 4@48 4@48 4@48
9 4@48 5@43 4@48 4@48
10 5@47 5@37 4@48 4@48
120 8 4@48 5@48 4@48 4@48
9 4@48 5@40 4@48 4@48
10 5@43 5@37 4@48 4@48
130 110 8 4@48 5@42 4@48 4@48
9 5@45 5@37 4@48 4@48
10 5@37 5@37 4@48 4@48
140 119 110 8 4@48 5@38 4@48 4@48
9 5@39 5@37 4@48 4@48
10 5@37 5@35 4@48 4@48
150 127 117 8 5@43 5@37 4@48 4@48
9 5@37 5@37 4@48 4@48
10 5@36 6@44 4@48 4@48
160 136 125 8 5@38 5@37 4@48 4@48
9 5@37 6@47 4@48 4@48
10 6@45 6@39 4@48 6@46
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2.
  1. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor, Kzt, equal to 1.0, and Risk Category II.
  2. Table is based on concrete with a minimum specified compressive strength of 2,500 psi.
  3. See Section R608.6.5 for location of reinforcement in wall.
  4. Deflection criterion is L/240, where L is the unsupported height of the wall in inches.
  5. Interpolation is not permitted.
  6. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted.
  7. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2).
  8. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores.
  9. "Top" means gravity load from roof or floor construction bears on top of wall. "Side" means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls and where floor framing members span parallel to the wall, the "top" bearing condition is permitted to be used.
TABLE R608.6(3)
MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH SCREEN-GRID ABOVE-GRADE WALLSa, b, c, d, e
MAXIMUM WIND SPEED
(mph)
 MAXIMUM UNSUPPORTED
WALL HEIGHT PER STORY
(feet)		 MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g
Nominalh wall thickness (inches)
Exposure Category 6
B C D Topi Sidei
115 8 4@48 4@48
9 4@48 5@41
10 4@48 6@48
120 8 4@48 4@48
9 4@48 5@38
10 5@42 6@48
130 110 8 4@48 5@41
9 5@44 6@48
10 5@35 6@48
140 119 110 8 4@48 5@36
9 5@38 6@48
10 6@48 6@48
150 127 117 8 5@42 6@48
9 6@48 6@48
10 6@48 6@42
160 136 125 8 5@37 6@48
9 6@48 6@45
10 6@44 6@38
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2.
  1. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor, Kzt, equal to 1.0, and Risk Category II.
  2. Table is based on concrete with a minimum specified compressive strength of 2,500 psi.
  3. See Section R608.6.5 for location of reinforcement in wall.
  4. Deflection criterion is L/240, where L is the unsupported height of the wall in inches.
  5. Interpolation is not permitted.
  6. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted.
  7. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2).
  8. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores.
  9. "Top" means gravity load from roof or floor construction bears on top of wall. "Side" means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing wall and where floor framing members span parallel to the wall, use of the "Top" bearing condition is permitted.
TABLE R608.6(4)
MINIMUM VERTICAL REINFORCEMENT FOR FLAT, WAFFLE- AND SCREEN-GRID ABOVE-GRADE WALLS DESIGNED CONTINUOUS WITH FOUNDATION STEM WALLSa, b, c, d, e, k
MAXIMUM WIND SPEED
(mph)
 HEIGHT OF
STEM WALLh, i
(feet)		 MAXIMUM
DESIGN
LATERAL
SOIL LOAD
(psf/ft)		 MAXIMUM
UNSUPPORTED
HEIGHT OF ABOVE-GRADE WALL
(feet)		 MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g
Wall type and nominal thicknessj (inches)
Exposure Category Flat Waffle Screen
B C D 4 6 8 10 6 8 6
115 3 30 8 4@30 4@48 4@48 4@48 4@22 4@26 4@21
10 4@23 5@43 4@48 4@48 4@17 4@20 4@16
60 10 4@19 5@37 4@48 4@48 4@14 4@17 4@14
6 30 10 DR 5@21 6@35 4@48 DR 4@10 DR
60 10 DR 5@12 6@25 6@28 DR DR DR
120 3 30 8 4@28 4@48 4@48 4@48 4@21 4@48 4@20
10 4@22 5@41 4@48 4@48 4@16 4@19 4@15
60 10 4@18 5@35 4@48 4@48 4@14 4@17 4@13
6 30 10 DR 5@21 6@35 4@48 DR 4@10 DR
60 10 DR 5@12 6@25 6@28 DR DR DR
130 110 3 30 8 4@25 4@48 4@48 4@48 4@18 4@22 4@18
10 4@19 5@36 4@48 4@48 4@14 4@17 4@13
6 60 10 4@16 5@34 4@48 4@48 4@12 4@17 4@12
30 10 DR 5@19 6@35 4@48 DR 4@9 DR
60 10 DR 5@12 6@24 6@28 DR DR DR
140 119 110 3 30 8 4@22 5@42 4@48 4@48 4@16 4@20 4@16
10 4@17 5@34 4@48 4@48 4@21 4@17 4@12
60 10 4@15 5@34 4@48 4@48 4@11 4@17 4@10
6 30 10 DR 5@18 6@35 6@35 DR 4@48 DR
60 10 DR 5@11 6@23 6@28 DR DR DR
150 127 117 3 30 8 4@20 5@37 4@48 4@48 4@15 4@18 4@14
10 4@15 5@34 4@48 4@48 4@11 4@17 4@11
60 10 4@13 5@34 4@48 4@48 4@10 4@16 4@9
6 30 10 DR 5@17 6@33 6@32 DR 4@8 DR
60 10 DR DR 6@22 6@28 DR DR DR
160 136 125 3 30 8 4@18 5@34 4@48 4@48 4@13 4@17 4@13
10 4@13 5@34 4@48 4@48 4@10 4@16 4@9
60 10 4@11 5@31 6@45 4@48 4@9 4@14 4@8
6 30 10 DR 5@15 6@31 6@30 DR 4@7 DR
60 10 DR DR 6@21 6@27 DR DR DR
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2.
DR = Design Required.
  1. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor, Kzt, equal to 1.0, and Risk Category II.
  2. Table is based on concrete with a minimum specified compressive strength of 2,500 psi.
  3. See Section R608.6.5 for location of reinforcement in wall.
  4. Deflection criterion is L/240, where L is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall.
  5. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value.
  6. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted.
  7. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2).
  8. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground.
  9. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction.
  10. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle- and screen-grid walls.
  11. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3).

R608.6.1 General

The minimum thickness of load-bearing and nonload-bearing above-grade walls and reinforcement shall be as set forth in the appropriate table in this section based on the type of wall form to be used. The wall shall be designed in accordance with ACI 318 where the wall or building is not within the limitations of Section R608.2, where design is required by the tables in this section or where the wall is not within the scope of the tables in this section.
Above-grade concrete walls shall be constructed in accordance with this section and Figure R608.6(1), R608.6(2), R608.6(3) or R608.6(4). Above-grade concrete walls that are continuous with stem walls and not laterally supported by the slab-on-ground shall be designed and constructed in accordance with this section. Concrete walls shall be supported on continuous foundation walls or slabs-on-ground that are monolithic with the footing in accordance with Section R403. The minimum length of solid wall without openings shall be in accordance with Section R608.7. Reinforcement around openings, including lintels, shall be in accordance with Section R608.8. Lateral support for above-grade walls in the out-of-plane direction shall be provided by connections to the floor framing system, if applicable, and to ceiling and roof framing systems in accordance with Section R608.9. The wall thickness shall be equal to or greater than the thickness of the wall in the story above.

R608.6.2 Wall Reinforcement for Wind

Vertical wall reinforcement for resistance to out-of-plane wind forces shall be determined from Table R608.6(1), R608.6(2), R608.6(3) or R608.6(4). For the design of nonload-bearing walls, in Tables R608.6(1), R608.6(2) and R608.6(3) use the appropriate column labeled "Top." (see Sections R608.7.2.2.2 and R608.7.2.2.3). There shall be a vertical bar at corners of exterior walls. Unless more horizontal reinforcement is required by Section R608.7.2.2.1, the minimum horizontal reinforcement shall be four No. 4 bars [Grade 40 (280 MPa)] placed as follows: top bar within 12 inches (305 mm) of the top of the wall, bottom bar within 12 inches (305 mm) of the finish floor and one bar each at approximately one-third and two-thirds of the wall height.

R608.6.3 Continuity of Wall Reinforcement Between Stories

Vertical reinforcement required by this section shall be continuous between elements providing lateral support for the wall. Reinforcement in the wall of the story above shall be continuous with the reinforcement in the wall of the story below, or the foundation wall, if applicable. Lap splices, where required, shall comply with Section R608.5.4.3 and Figure R608.5.4(1). Where the above-grade wall is supported by a monolithic slab-on-ground and footing, dowel bars with a size and spacing to match the vertical above-grade concrete wall reinforcement shall be embedded in the monolithic slab-on-ground and footing the distance required to develop the dowel bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2) and lap-spliced with the above-grade wall reinforcement in accordance with Section R608.5.4.3 and Figure R608.5.4(1).
Where a construction joint in the wall is located below the level of the floor and less than the distance required to develop the bar in tension, the distance required to develop the bar in tension shall be measured from the top of the concrete below the joint. See Section R608.5.5.
Exception: Where reinforcement in the wall above cannot be made continuous with the reinforcement in the wall below, the bottom of the reinforcement in the wall above shall be terminated in accordance with one of the following:
  1. Extend below the top of the floor the distance required to develop the bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2).
  2. Lap-spliced in accordance with Section R608.5.4.3 and Figure R608.5.4(1) with a dowel bar that extends into the wall below the distance required to develop the bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2).

R608.6.4 Termination of Reinforcement

Where indicated in Items 1 through 3, vertical wall reinforcement in the top-most story with concrete walls shall be terminated with a 90-degree (1.57 rad) standard hook complying with Section R608.5.4.5 and Figure R608.5.4(3).
  1. Vertical bars adjacent to door and window openings required by Section R608.8.1.2.
  2. Vertical bars at the ends of required solid wall segments (see Section R608.7.2.2.2).
  3. Vertical bars (other than end bars, see Item 2) used as shear reinforcement in required solid wall segments where the reduction factor for design strength, R3, used is based on the wall having horizontal and vertical shear reinforcement (see Section R608.7.2.2.3).
The bar extension of the hook shall be oriented parallel to the horizontal wall reinforcement and be within 4 inches (102 mm) of the top of the wall.
Horizontal reinforcement shall be continuous around the building corners by bending one of the bars and lap-splicing it with the bar in the other wall in accordance with Section R608.5.4.3 and Figure R608.5.4(1).
In required solid wall segments where the reduction factor for design strength, R3, is based on the wall having horizontal and vertical shear reinforcement in accordance with Section R608.7.2.2.1, horizontal wall reinforcement shall be terminated with a standard hook complying with Section R608.5.4.5 and Figure R608.5.4(3) or in a lap-splice, except at corners where the reinforcement shall be continuous as required.
Exception: In lieu of bending horizontal reinforcement at corners, separate bent reinforcing bars shall be permitted provided that the bent bar is lap-spliced with the horizontal reinforcement in both walls in accordance with Section R608.5.4.3 and Figure R608.5.4(1).

R608.6.5 Location of Reinforcement in Wall

Except for vertical reinforcement at the ends of required solid wall segments, which shall be located as required by Section R608.7.2.2.2, the location of the vertical reinforcement shall not vary from the center of the wall by more than the greater of 10 percent of the wall thickness and 3/8-inch (10 mm). Horizontal and vertical reinforcement shall be located to provide not less than the minimum cover required by Section R608.5.4.1.

R608.7 Solid Walls for Resistance to Lateral Forces

TABLE R608.7(1A)
UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE ONE STORY OR TOP STORY OF TWO STORYa, c, d, e, f, g
SIDEWALL
LENGTH
(feet)		 ENDWALL
LENGTH
(feet)		 ROOF
SLOPE
 UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE
(feet)
Basic Wind Speed (mph) Exposure
115B 120B 130B 140B 150B 160B Minimumb
— — 110C 119C 127C 136C
— — — 110D 117D 125D
15 15 < 1:12 1.03 1.12 1.32 1.53 1.76 2.00 0.92
5:12 1.43 1.56 1.83 2.12 2.43 2.77 1.15
7:12 2.00 2.18 2.56 2.97 3.41 3.88 1.25
12:12 3.20 3.48 4.09 4.74 5.44 6.19 1.54
30 < 1:12 1.03 1.12 1.32 1.53 1.76 2.00 0.98
5:12 1.43 1.56 1.83 2.12 2.43 2.77 1.43
7:12 2.78 3.03 3.56 4.13 4.74 5.39 1.64
12:12 5.17 5.63 6.61 7.67 8.80 10.01 2.21
45 < 1:12 1.03 1.12 1.32 1.53 1.76 2.00 1.04
5:12 1.43 1.56 1.83 2.12 2.43 2.77 1.72
7:12 3.57 3.88 4.56 5.28 6.07 6.90 2.03
12:12 7.15 7.78 9.13 10.59 12.16 13.84 2.89
60 < 1:12 1.03 1.12 1.32 1.53 1.76 2.00 1.09
5:12 1.43 1.56 1.83 2.12 2.43 2.77 2.01
7:12 4.35 4.73 5.55 6.44 7.39 8.41 2.42
12:12 9.12 9.93 11.66 13.52 15.52 17.66 3.57
30 15 < 1:12 1.84 2.01 2.35 2.73 3.13 3.57 1.82
5:12 2.56 2.78 3.27 3.79 4.35 4.95 2.23
7:12 3.61 3.93 4.61 5.34 6.13 6.98 2.42
12:12 5.61 6.10 7.16 8.31 9.54 10.85 2.93
30 < 1:12 1.84 2.01 2.35 2.73 3.13 3.57 1.93
5:12 2.56 2.78 3.27 3.79 4.35 4.95 2.75
7:12 4.92 5.35 6.28 7.29 8.37 9.52 3.12
12:12 8.92 9.71 11.39 13.22 15.17 17.26 4.14
45 < 1:12 1.84 2.01 2.35 2.73 3.13 3.57 2.03
5:12 2.56 2.78 3.27 3.79 4.35 4.95 3.26
7:12 6.23 6.78 7.96 9.23 10.60 12.06 3.82
12:12 12.23 13.31 15.63 18.12 20.80 23.67 5.36
60 < 1:12 1.84 2.01 2.35 2.73 3.13 3.57 2.14
5:12 2.56 2.78 3.27 3.79 4.35 4.95 3.78
7:12 7.54 8.21 9.64 11.17 12.83 14.60 4.52
12:12 15.54 16.92 19.86 23.03 26.44 30.08 6.57
60 15 < 1:12 3.42 3.72 4.36 5.06 5.81 6.61 3.63
5:12 4.75 5.17 6.06 7.03 8.07 9.19 4.40
7:12 6.76 7.36 8.64 10.02 11.51 13.09 4.75
12:12 10.35 11.27 13.23 15.34 17.61 20.04 5.71
30 < 1:12 3.42 3.72 4.36 5.06 5.81 6.61 3.83
5:12 4.75 5.17 6.06 7.03 8.07 9.19 5.37
7:12 9.12 9.93 11.66 13.52 15.52 17.66 6.07
12:12 16.30 17.75 20.83 24.16 27.73 31.55 8.00
45 < 1:12 3.55 3.87 4.54 5.27 6.05 6.88 4.03
5:12 4.94 5.37 6.31 7.31 8.40 9.55 6.34
7:12 11.71 12.75 14.97 17.36 19.93 22.67 7.39
12:12 22.70 24.71 29.00 33.64 38.62 43.94 10.29
60 < 1:12 3.68 4.01 4.71 5.46 6.27 7.13 4.23
5:12 5.11 5.57 6.54 7.58 8.70 9.90 7.31
7:12 14.38 15.66 18.37 21.31 24.46 27.83 8.71
12:12 29.30 31.90 37.44 43.42 49.85 56.72 12.57
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa.
  1. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor, Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length, UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.
  2. Tabulated lengths in the "minimum" column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the "minimum" value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1.
  3. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, R1, from Table R608.7(2). The reduced length shall be not less than the "minimum" value shown in the table.
  4. Tabulated lengths for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7 (1B) or (1C), or multiply the value in the table by the reduction factor, R2, from Table R608.7(3).
  5. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength, R3, from Table R608.7(4).
  6. The reduction factors, R1, R2 and R3, in Tables R608.7(2), R608.7(3), and R608.7(4), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively.
  7. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation.
TABLE R608.7(1B)
UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE FIRST STORY OF TWO STORYa, c, d, e, f, g
SIDEWALL
LENGTH
(feet)		 ENDWALL
LENGTH
(feet)		 ROOF
SLOPE
 UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE
(feet)
Basic Wind Speed (mph) Exposure
115B 120B 130B 140B 150B 160B Minimumb
— — 110C 119C 127C 136C
— — — 110D 117D 125D
15 15 < 1:12 2.98 3.25 3.81 4.42 5.07 5.77 2.54
5:12 4.13 4.50 5.28 6.12 7.03 8.00 2.76
7:12 4.31 4.70 5.51 6.39 7.34 8.35 2.87
12:12 5.51 6.00 7.04 8.16 9.37 10.66 3.15
30 < 1:12 2.98 3.25 3.81 4.42 5.07 5.77 2.59
5:12 4.13 4.50 5.28 6.12 7.03 8.00 3.05
7:12 5.09 5.55 6.51 7.55 8.67 9.86 3.26
12:12 7.48 8.15 9.56 11.09 12.73 14.49 3.83
45 < 1:12 2.98 3.25 3.81 4.42 5.07 5.77 2.65
5:12 4.13 4.50 5.28 6.12 7.03 8.00 3.34
7:12 5.88 6.40 7.51 8.71 10.00 11.37 3.65
12:12 9.46 10.30 12.09 14.02 16.09 18.31 4.51
60 < 1:12 2.98 3.25 3.81 4.42 5.07 5.77 2.71
5:12 4.13 4.50 5.28 6.12 7.03 8.00 3.63
7:12 6.66 7.25 8.51 9.87 11.32 12.89 4.04
12:12 11.43 12.45 14.61 16.94 19.45 22.13 5.19
30 15 < 1:12 5.32 5.79 6.80 7.89 9.05 10.30 5.06
5:12 7.39 8.04 9.44 10.95 12.57 14.30 5.47
7:12 7.94 8.65 10.15 11.77 13.51 15.37 5.65
12:12 9.94 10.82 12.70 14.73 16.91 19.24 6.17
30 < 1:12 5.32 5.79 6.80 7.89 9.05 10.30 5.16
5:12 7.39 8.04 9.44 10.95 12.57 14.30 5.98
7:12 9.25 10.07 11.82 13.71 15.74 17.91 6.35
12:12 13.25 14.43 16.93 19.64 22.54 25.65 7.38
45 < 1:12 5.32 5.79 6.80 7.89 9.05 10.30 5.27
5:12 7.39 8.04 9.44 10.95 12.57 14.30 6.50
7:12 10.56 11.50 13.50 15.65 17.97 20.45 7.06
12:12 16.56 18.03 21.16 24.55 28.18 32.06 8.60
60 < 1:12 5.32 5.79 6.80 7.89 9.05 10.30 5.38
5:12 7.39 8.04 9.44 10.95 12.57 14.30 7.01
7:12 11.87 12.93 15.17 17.60 20.20 22.98 7.76
12:12 19.87 21.64 25.40 29.45 33.81 38.47 9.81
60 15 < 1:12 9.87 10.74 12.61 14.62 16.79 19.10 10.10
5:12 13.71 14.93 17.52 20.32 23.33 26.54 10.87
7:12 15.08 16.42 19.27 22.35 25.66 29.20 11.22
12:12 18.67 20.33 23.86 27.67 31.77 36.14 12.19
30 < 1:12 9.87 10.74 12.61 14.62 16.79 19.10 10.30
5:12 13.71 14.93 17.52 20.32 23.33 26.54 11.85
7:12 17.44 18.99 22.29 25.85 29.67 33.76 12.54
12:12 24.62 26.81 31.46 36.49 41.89 47.66 14.48
45 < 1:12 10.27 11.18 13.12 15.21 17.47 19.87 10.50
5:12 14.26 15.52 18.22 21.13 24.26 27.60 12.82
7:12 20.21 22.01 25.83 29.95 34.39 39.12 13.86
12:12 31.20 33.97 39.87 46.23 53.07 60.39 16.76
60 < 1:12 10.64 11.59 13.60 15.77 18.11 20.60 10.70
5:12 14.77 16.09 18.88 21.90 25.14 28.60 13.79
7:12 23.05 25.09 29.45 34.15 39.21 44.61 15.18
12:12 37.97 41.34 48.52 56.27 64.60 73.49 19.05
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa.
  1. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor, Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length, UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.
  2. Tabulated lengths in the "minimum" column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the "minimum" value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1.
  3. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, R1, from Table R608.7(2). The reduced length shall be not less than the "minimum" value shown in the table.
  4. Tabulated lengths for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7(1A) or (1C), or multiply the value in the table by the reduction factor, R2, from Table R608.7(3).
  5. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength, R3, from Table R608.7(4).
  6. The reduction factors, R1, R2 and R3, in Tables R608.7(2), R608.7(3), and R608.7(4), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively.
  7. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation.
TABLE R608.7(1C)
UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGEa, c, d, e, f, g
SIDEWALL
LENGTH
(feet)		 ENDWALL
LENGTH
(feet)		 ROOF
SLOPE
 UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE (feet)
Basic Wind Speed (mph) Exposure
115B 120B 130B 140B 150B 160B Minimumb
— — 110C 119C 127C 136C
— — — 110D 117D 125D
One story or top story of two story
< 30 15 < 1:12 1.08 1.18 1.39 161 1.84 2.10 0.90
5:12 1.29 1.40 1.65 1.91 2.19 2.49 1.08
7:12 1.38 1.50 1.76 2.04 2.35 2.67 1.17
12:12 1.63 1.78 2.09 2.42 2.78 3.16 1.39
30 < 1:12 2.02 2.20 2.59 3.00 3.44 3.92 1.90
5:12 2.73 2.97 3.48 4.04 4.64 5.28 2.62
7:12 3.05 3.32 3.89 4.51 5.18 5.89 2.95
12:12 3.93 4.27 5.02 5.82 6.68 7.60 3.86
45 < 1:12 3.03 3.30 3.87 4.49 5.15 5.86 2.99
5:12 4.55 4.96 5.82 6.75 7.74 8.81 4.62
7:12 5.24 5.71 6.70 7.77 8.92 10.15 5.36
12:12 7.16 7.79 9.14 10.61 12.17 13.85 7.39
60 < 1:12 4.11 4.47 5.25 6.09 6.99 7.96 4.18
5:12 6.78 7.39 8.67 10.05 11.54 13.13 7.07
7:12 8.00 8.71 10.22 11.85 13.61 15.48 8.38
12:12 11.35 12.36 14.51 16.82 19.31 21.97 12.00
60 45 < 1:12 3.17 3.46 4.06 4.70 5.40 6.14 2.99
5:12 4.75 5.18 6.07 7.04 8.09 9.20 4.62
7:12 5.47 5.96 6.99 8.11 9.31 10.59 5.36
12:12 7.45 8.11 9.52 11.04 12.68 14.43 7.39
60 < 1:12 4.41 4.81 5.64 6.54 7.51 8.54 4.18
5:12 7.22 7.86 9.23 10.70 12.29 13.98 7.07
7:12 8.50 9.25 10.86 12.59 14.46 16.45 8.38
12:12 12.02 13.09 15.36 17.81 20.45 23.27 12.00
SIDEWALL
LENGTH
(feet)		 ENDWALL
LENGTH
(feet)		 ROOF
SLOPE
 UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE (feet)
Basic Wind Speed Exposure (mph)
115B 120B 130B 140B 150B 160B Minimumb
— — 110C 119C 127C 136C
— — — 110D 117D 125D
First story of two story
< 30 15 < 1:12 3.03 3.30 3.88 4.49 5.16 5.87 2.52
5:12 3.24 3.52 4.14 4.80 5.51 6.26 2.70
7:12 3.33 3.62 4.25 4.93 5.66 6.44 2.79
12:12 3.58 3.90 4.58 5.31 6.10 6.94 3.01
30 < 1:12 5.50 5.99 7.03 8.16 9.36 10.65 5.14
5:12 6.21 6.76 7.93 9.20 10.56 12.01 5.86
7:12 6.52 7.10 8.34 9.67 11.10 12.63 6.19
12:12 7.41 8.06 9.46 10.97 12.60 14.33 7.10
45 < 1:12 8.00 8.71 10.22 11.85 13.61 15.48 7.85
5:12 9.52 10.37 12.17 14.11 16.20 18.43 9.48
7:12 10.21 11.12 13.05 15.14 17.38 19.77 10.21
12:12 12.13 13.20 15.50 17.97 20.63 23.47 12.25
60 < 1:12 10.56 11.50 13.50 15.65 17.97 20.44 10.65
5:12 13.24 14.41 16.91 19.62 22.52 25.62 13.54
7:12 14.45 15.73 18.46 21.41 24.58 27.97 14.85
12:12 17.80 19.38 22.75 26.38 30.29 34.46 18.48
60 45 < 1:12 8.39 9.14 10.72 12.44 14.28 16.25 7.85
5:12 9.97 10.86 12.74 14.78 16.97 19.30 9.48
7:12 10.69 11.64 13.66 15.84 18.19 20.69 10.21
12:12 12.67 13.80 16.19 18.78 21.56 24.53 12.25
60 < 1:12 11.37 12.38 14.53 16.85 19.35 22.01 10.65
5:12 14.18 15.44 18.12 21.02 24.13 27.45 13.54
7:12 15.46 16.83 19.75 22.91 26.29 29.92 14.85
12:12 18.98 20.66 24.25 28.13 32.29 36.74 18.48
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa.
  1. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor, Kzt, equal to 1.0, and Risk Category II. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length, UR, of solid wall length required in each sidewall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building.
  2. Tabulated lengths in the "minimum" column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the "minimum" value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1.
  3. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, R1, from Table R608.7(2). The reduced length shall be not less than the "minimum" value shown in the table.
  4. Tabulated lengths for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7(1A) or (1B), or multiply the value in the table by the reduction factor, R2, from Table R608.7(3).
  5. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength, R3, from Table R608.7(4).
  6. The reduction factors, R1, R2 and R3, in Tables R608.7(2), R608.7(3), and R608.7(4), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively.
  7. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation.
TABLE R608.7(2)
REDUCTION FACTOR, R1, FOR BUILDINGS WITH MEAN ROOF HEIGHT LESS THAN 35 FEETa
MEAN ROOF HEIGHTb, c
(feet)
 REDUCTION FACTOR R1, FOR MEAN ROOF HEIGHT
Exposure category
B C D
< 15 0.96 0.84 0.87
20 0.96 0.89 0.91
25 0.96 0.93 0.94
30 0.96 0.97 0.98
35 1.00 1.00 1.00
For SI: 1 foot = 304.8 mm, 1 degree = 0.0175 rad.
  1. See Section R608.7.1.1 and Note c to Table R608.7(1A) for application of reduction factors in this table. This reduction is not permitted for "minimum" values.
  2. For intermediate values of mean roof height, use the factor for the next greater height, or determine by interpolation.
  3. Mean roof height is the average of the roof eave height and height of the highest point on the roof surface, except that for roof slopes of less than or equal to 21/8:12 (10 degrees), the mean roof height is permitted to be taken as the roof eave height.
TABLE R608.7(3)
REDUCTION FACTOR, R2, FOR FLOOR-TO-CEILING WALL HEIGHTS LESS THAN 10 FEETa, b
STORY UNDER
CONSIDERATION
 FLOOR-TO-CEILING HEIGHTc
(feet)
 ENDWALL LENGTH
(feet)
 ROOF SLOPE REDUCTION FACTOR, R2
Endwalls—for wind perpendicular to ridge
One story or top story of two story 8 15 < 5:12 0.83
7:12 0.90
12:12 0.94
60 < 5:12 0.83
7:12 0.95
12:12 0.98
First story of two story 16 combined first and second story 15 < 5:12 0.83
7:12 0.86
12:12 0.89
60 < 5:12 0.83
7:12 0.91
12:12 0.95
Sidewalls—for wind parallel to ridge
One story or top story of two story 8 15 < 1:12 0.84
5:12 0.87
7:12 0.88
12:12 0.89
60 < 1:12 0.86
5:12 0.92
7:12 0.93
12:12 0.95
First story of two story 16 combined first and second story 15 < 1:12 0.83
5:12 0.84
7:12 0.85
12:12 0.86
60 < 1:12 0.84
5:12 0.87
7:12 0.88
12:12 0.90
For SI: 1 foot = 304.8 mm.
  1. See Section R608.7.1.1 and Note d to Table R608.7(1A) for application of reduction factors in this table.
  2. For intermediate values of endwall length and roof slope, use the next higher value or determine by interpolation.
  3. Tabulated values in Table R608.7(1A) and (1C) for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated values in Table R608.7(1B) and (1C) for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights between those shown in this table and those assumed in Table R608.7(1A), (1B) or (1C), use the solid wall lengths in Table R608.7(1A), (1B) or (1C), or determine the reduction factor by interpolating between 1.0 and the factor shown in this table.
TABLE R608.7(4)
REDUCTION FACTOR FOR DESIGN STRENGTH, R3, FOR FLAT, WAFFLE- AND SCREEN-GRID WALLSa, c
NOMINAL
 THICKNESS OF
WALL
(inches)
 VERTICAL BARS AT EACH END OF
 SOLID WALL SEGMENT
 VERTICAL REINFORCEMENT
 LAYOUT DETAIL
[see Figure R608.7(2)]
 REDUCTION FACTOR, R3, FOR LENGTH OF SOLID WALL
Horizontal and vertical shear reinforcement provided
Number of bars Bar size No Yesd
40,000b 60,000b 40,000b 60,000b
Flat walls
4 2 4 1 0.74 0.61 0.74 0.50
3 4 2 0.61 0.61 0.52 0.27
2 5 1 0.61 0.61 0.48 0.25
3 5 2 0.61 0.61 0.26 0.18
6 2 4 3 0.70 0.48 0.70 0.48
3 4 4 0.49 0.38 0.49 0.33
2 5 3 0.46 0.38 0.46 0.31
3 5 4 0.38 0.38 0.32 0.16
8 2 4 3 0.70 0.47 0.70 0.47
3 4 5 0.47 0.32 0.47 0.32
2 5 3 0.45 0.31 0.45 0.31
4 4 6 0.36 0.28 0.36 0.25
3 5 5 0.31 0.28 0.31 0.16
4 5 6 0.28 0.28 0.24 0.12
10 2 4 3 0.70 0.47 0.70 0.47
2 5 3 0.45 0.30 0.45 0.30
4 4 7 0.36 0.25 0.36 0.25
6 4 8 0.25 0.22 0.25 0.13
4 5 7 0.24 0.22 0.24 0.12
6 5 8 0.22 0.22 0.12 0.08
Waffle-grid wallse
6 2 4 3 0.78 0.78 0.70 0.48
3 4 4 0.78 0.78 0.49 0.25
2 5 3 0.78 0.78 0.46 0.23
3 5 4 0.78 0.78 0.24 0.16
8 2 4 3 0.78 0.78 0.70 0.47
3 4 5 0.78 0.78 0.47 0.24
2 5 3 0.78 0.78 0.45 0.23
4 4 6 0.78 0.78 0.36 0.18
3 5 5 0.78 0.78 0.23 0.16
4 5 6 0.78 0.78 0.18 0.13
Screen-grid wallse
6 2 4 3 0.93 0.93 0.70 0.48
3 4 4 0.93 0.93 0.49 0.25
2 5 3 0.93 0.93 0.46 0.23
3 5 4 0.93 0.93 0.24 0.16
For SI: 1 inch = 25.4 mm, 1,000 pounds per square inch = 6.895 MPa.
  1. See Note e to Table R608.7(1A) for application of adjustment factors in this table.
  2. Yield strength in pounds per square inch of vertical wall reinforcement at ends of solid wall segments.
  3. Values are based on concrete with a specified compressive strength, f'c, of 2,500 psi. Where concrete with f'c of not less than 3,000 psi is used, values in shaded cells are permitted to be decreased by multiplying by 0.91.
  4. Horizontal and vertical shear reinforcement shall be provided in accordance with Section R608.7.2.2.
  5. Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 51/2 inches for 6-inch-nominal waffle- and screen-grid walls, and not less than 71/2 inches for 8-inch-nominal waffle-grid walls. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected from Figure R608.7(2) and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or use of flat wall forms is permitted.

FIGURE R608.7(1)
MINIMUM SOLID WALL LENGTH

DETAIL
NO.
 NOM. WALL
THICKNESS, IN.
 REINFORCEMENT LAYOUT AT ENDS OF
SOLID WALL SEGMENTS
 NOTES
1 4 For SI: 1 inch = 25.4 mm.
  1. See Table R608.7(4) for use of details.
  2. Minimum length of solid wall segment and size and grade of reinforcement in each end of each solid wall segment shall be determined from Table R608.7(4).
  3. For minimum cover requirements, see Section R608.5.4.1.
  4. For details 3 - 8 where two or more bars are in the same row parallel to the end of the segment, place bars so that corner bars are as close to the sides of the wall segments as minimum cover requirements of Section R608.5.4.1 will permit.
  5. For waffle- and screen-grid walls, each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 51/2 inches for 6-inch nominal waffle- and screen-grid forms, and not less than 71/2 inches for 8-inch nominal waffle-grid forms. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or flat wall forms are permitted. See Table R608.7(4), Note e.
2 4
3 6
8
10
4 6
5 8
6 8
7 10
8 10 * For minimum cover see Section R608.5.4.1

FIGURE R608.7(2)
VERTICAL REINFORCEMENT LAYOUT DETAIL


FIGURE R608.7(3)
VERTICAL WALL REINFORCEMENT ADJACENT TO WALL OPENINGS

R608.7.1 Length of Solid Wall

Each exterior wall line in each story shall have a total length of solid wall required by Section R608.7.1.1. A solid wall is a section of flat, waffle-grid or screen-grid wall, extending the full story height without openings or penetrations, except those permitted by Section R608.7.2. Solid wall segments that contribute to the total length of solid wall shall comply with Section R608.7.2.

R608.7.1.1 Length of Solid Wall for Wind

Buildings shall have solid walls in each exterior endwall line (the side of a building that is parallel to the span of the roof or floor framing) and sidewall line (the side of a building that is perpendicular to the span of the roof or floor framing) to resist lateral in-plane wind forces. The site-appropriate basic wind speed and exposure category shall be used in Tables R608.7(1A) through (1C) to determine the unreduced total length, UR, of solid wall required in each exterior endwall line and sidewall line. For buildings with a mean roof height of less than 35 feet (10 668 mm), the unreduced values determined from Tables R608.7(1A) though (1C) are permitted to be reduced by multiplying by the applicable factor, R1, from Table R608.7(2); however, reduced values shall be not less than the minimum values in Tables R608.7(1A) through (1C). Where the floor-to-ceiling height of a story is less than 10 feet (3048 mm), the unreduced values determined from Tables R608.7(1A) through (1C), including minimum values, are permitted to be reduced by multiplying by the applicable factor, R2, from Table R608.7(3). To account for different design strengths than assumed in determining the values in Tables R608.7(1A) through (1C), the unreduced lengths determined from Tables R608.7(1A) through (1C), including minimum values, are permitted to be reduced by multiplying by the applicable factor, R3, from Table R608.7(4). The reductions permitted by Tables R608.7(2), R608.7(3) and R608.7(4) are cumulative.
The total length of solid wall segments, TL, in a wall line that comply with the minimum length requirements of Section R608.7.2.1 [see Figure R608.7(1)] shall be equal to or greater than the product of the unreduced length of solid wall from Tables R608.7(1A) through (1C), UR and the applicable reduction factors, if any, from Tables R608.7(2), R608.7(3) and R608.7(4) as indicated by Equation R6-1.
(Equation R6-1)
where:
TL = Total length of solid wall segments in a wall line that comply with Section R608.7.2.1 [see Figure R608.7(1)].
R1 = 1.0 or reduction factor for mean roof height from Table R608.7(2).
R2 = 1.0 or reduction factor for floor-to-ceiling wall height from Table R608.7(3).
R3 = 1.0 or reduction factor for design strength from Table R608.7(4).
UR = Unreduced length of solid wall from Tables R608.7(1A) through (1C).
The total length of solid wall in a wall line, TL, shall be not less than that provided by two solid wall segments complying with the minimum length requirements of Section R608.7.2.1.
To facilitate determining the required wall thickness, wall type, number and grade of vertical bars at each end of each solid wall segment, and whether shear reinforcement is required, use of Equation R6-2 is permitted.
(Equation R6-2)
After determining the maximum permitted value of the reduction factor for design strength, R3, in accordance with Equation R6-2, select a wall type from Table R608.7(4) with R3 less than or equal to the value calculated.

R608.7.2 Solid Wall Segments

Solid wall segments that contribute to the required length of solid wall shall comply with this section. Reinforcement shall be provided in accordance with Section R608.7.2.2 and Table R608.7(4). Solid wall segments shall extend the full story-height without openings, other than openings for the utilities and other building services passing through the wall. In flat walls and waffle-grid walls, such openings shall have an area of less than 30 square inches (19 355 mm2) without any dimension exceeding 61/4 inches (159 mm), and shall not be located within 6 inches (152 mm) of the side edges of the solid wall segment. In screen-grid walls, such openings shall be located in the portion of the solid wall segment between horizontal and vertical cores of concrete and opening size and location are not restricted provided there is not any concrete removed.

R608.7.2.1 Minimum Length of Solid Wall Segment and Maximum Spacing

Only solid wall segments equal to or greater than 24 inches (610 mm) in length shall be included in the total length of solid wall required by Section R608.7.1. In addition, not more than two solid wall segments equal to or greater than 24 inches (610 mm) in length and less than 48 inches (1219 mm) in length shall be included in the required total length of solid wall. The maximum clear opening width shall be 18 feet (5486 mm). See Figure R608.7(1).

R608.7.2.2 Reinforcement in Solid Wall Segments

R608.7.2.2.1 Horizontal Shear Reinforcement

Where reduction factors for design strength, R3, from Table R608.7(4) based on horizontal and vertical shear reinforcement being provided are used, solid wall segments shall have horizontal reinforcement consisting of minimum No. 4 bars. Horizontal shear reinforcement shall be the same grade of steel required for the vertical reinforcement at the ends of solid wall segments by Section R608.7.2.2.2.
The spacing of horizontal reinforcement shall not exceed the smaller of one-half the length of the solid wall segment, minus 2 inches (51 mm), and 18 inches (457 mm). Horizontal shear reinforcement shall terminate in accordance with Section R608.6.4.

R608.7.2.2.2 Vertical Reinforcement

Vertical reinforcement applicable to the reduction factor(s) for design strength, R3, from Table R608.7(4) that is used, shall be located at each end of each solid wall segment in accordance with the applicable detail in Figure R608.7(2). The No. 4 vertical bar required on each side of an opening by Section R608.8.1.2 is permitted to be used as reinforcement at the ends of solid wall segments where installed in accordance with the applicable detail in Figure R608.7(2). There shall be not less than two No. 4 bars at each end of solid wall segments located as required by the applicable detail in Figure R608.7(2). One of the bars at each end of solid wall segments shall be deemed to meet the requirements for vertical wall reinforcement required by Section R608.6.
The vertical wall reinforcement at each end of each solid wall segment shall be developed below the bottom of the adjacent wall opening [see Figure R608.7(3)] by one of the following methods:
  1. Where the wall height below the bottom of the adjacent opening is equal to or greater than 22 inches (559 mm) for No. 4 or 28 inches (711 mm) for No. 5 vertical wall reinforcement, reinforcement around openings in accordance with Section R608.8.1 shall be sufficient.
  2. Where the wall height below the bottom of the adjacent opening is less than required by Item 1, the vertical wall reinforcement adjacent to the opening shall extend into the footing far enough to develop the bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2), or shall be lap-spliced with a dowel that is embedded in the footing far enough to develop the dowel-bar in tension.

R608.7.2.2.3 Vertical Shear Reinforcement

Where reduction factors for design strength, R3, from Table R608.7(4) based on horizontal and vertical shear reinforcement being provided are used, solid wall segments shall have vertical reinforcement consisting of minimum No. 4 bars. Vertical shear reinforcement shall be the same grade of steel required by Section R608.7.2.2.2 for the vertical reinforcement at the ends of solid wall segments. The spacing of vertical reinforcement throughout the length of the segment shall not exceed the smaller of one third the length of the segment, and 18 inches (457 mm). Vertical shear reinforcement shall be continuous between stories in accordance with Section R608.6.3, and shall terminate in accordance with Section R608.6.4. Vertical shear reinforcement required by this section is permitted to be used for vertical reinforcement required by Table R608.6(1), R608.6(2), R608.6(3) or R608.6(4), whichever is applicable.

R608.7.2.3 Solid Wall Segments at Corners

At all interior and exterior corners of exterior walls, a solid wall segment shall extend the full height of each wall story. The segment shall have the length required to develop the horizontal reinforcement above and below the adjacent opening in tension in accordance with Section R608.5.4.4. For an exterior corner, the limiting dimension is measured on the outside of the wall, and for an interior corner the limiting dimension is measured on the inside of the wall. See Section R608.8.1. The length of a segment contributing to the required length of solid wall shall comply with Section R608.7.2.1.
The end of a solid wall segment complying with the minimum length requirements of Section R608.7.2.1 shall be located not more than 6 feet (1829 mm) from each corner.

R608.8 Requirements for Lintels and Reinforcement Around Openings

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R608.8(1)
REINFORCEMENT OF OPENINGS
For SI: 1 inch = 25.4 mm.
FIGURE R608.8(2)
LINTEL FOR FLAT WALLS

For SI: 1 inch = 25.4 mm.
FIGURE R608.8(3)
LINTELS FOR WAFFLE-GRID WALLS

For SI: 1 inch = 25.4 mm.
FIGURE R608.8(4)
LINTELS FOR SCREEN-GRID WALLS


TABLE R608.8(1)
LINTEL DESIGN LOADING CONDITIONSa, b, d
DESCRIPTION OF LOADS AND OPENINGS ABOVE INFLUENCING DESIGN OF LINTEL DESIGN LOAD
CONDITIONc
Opening in wall of top story of two-story building, or first story of one-story building
Wall supporting loads from roof, including attic floor, if applicable, and Top of lintel equal to or less than W/2 below top of wall 2
Top of lintel greater than W/2 below top of wall NLB
Wall not supporting loads from roof or attic floor NLB
Opening in wall of first story of two-story building where wall immediately above is of concrete construction,
or opening in basement wall of one-story building where wall immediately above is of concrete construction
LB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, and Top of lintel greater than W/2 below bottom of opening in story above 1
Top of lintel less than or equal to W/2 below bottom of opening in story above, and Opening is entirely within the footprint of the opening in the story above 1
Opening is partially within the footprint of the opening in the story above 4
LB ledger board mounted to side of wall with bottom of ledger more than W/2 above top of lintel NLB
NLB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, or no ledger board, and Top of lintel greater than W/2 below bottom of opening in story above NLB
Top of lintel less than or equal to W/2 below bottom of opening in story above, and Opening is entirely within the footprint of the opening in the story above NLB
Opening is partially within the footprint of the opening in the story above 1
Opening in basement wall of two-story building where walls of two stories above are of concrete construction
LB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, and Top of lintel greater than W/2 below bottom of opening in story above 1
Top of lintel less than or equal to W/2 below bottom of opening in story above, and Opening is entirely within the footprint of the opening in the story above 1
Opening is partially within the footprint of the opening in the story above 5
LB ledger board mounted to side of wall with bottom of ledger more than W/2 above top of lintel NLB
NLB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, or no ledger board, and Top of lintel greater than W/2 below bottom of opening in story above NLB
Top of lintel less than or equal to W/2 below bottom of opening in story above, and Opening is entirely within the footprint of the opening in the story above NLB
Opening is partially within the footprint of the opening in the story above 1
Opening in wall of first story of two-story building where wall immediately above is of light-framed construction,
or opening in basement wall of one-story building where wall immediately above is of light-framed construction
Wall supporting loads from roof, second floor and top-story wall of light-framed construction, and Top of lintel equal to or less than W/2 below top of wall 3
Top of lintel greater than W/2 below top of wall NLB
Wall not supporting loads from roof or second floor NLB
  1. LB means load bearing, NLB means nonload bearing, and W means width of opening.
  2. Footprint is the area of the wall below an opening in the story above, bounded by the bottom of the opening and vertical lines extending downward from the edges of the opening.
  3. For design loading condition "NLB" see Tables R608.8(9) and R608.8(10). For all other design loading conditions, see Tables R608.8(2) through R608.8(8).
  4. An NLB ledger board is a ledger attached to a wall that is parallel to the span of the floor, roof or ceiling framing that supports the edge of the floor, ceiling or roof.
TABLE R608.8(2)
MAXIMUM ALLOWABLE CLEAR SPANS FOR 4-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET
LINTEL DEPTH, Dg
(inches)		 NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL
 STEEL YIELD
STRENGTHh, fy
(psi)		 DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)
1 2 3 4 5
Maximum ground snow load (psf)
— 30 70 30 70 30 70 30 70
Maximum clear span of lintel (feet - inches)
8 Span without stirrupsi, j 3-2 3-4 2-4 2-6 2-2 2-1 2-0 2-0 2-0
1-#4 40,000 5-2 5-5 4-1 4-3 3-10 3-7 3-4 2-9 2-9
60,000 6-2 6-5 4-11 5-1 4-6 4-2 3-8 2-11 2-10
1-#5 40,000 6-3 6-7 5-0 5-2 4-6 4-2 3-8 2-11 2-10
60,000 DR DR DR DR DR DR DR DR DR
Center distance Ak, l 1-1 1-2 0-8 0-9 0-7 0-6 0-5 0-4 0-4
12 Span without stirrupsi, j 3-4 3-7 2-9 2-11 2-8 2-6 2-5 2-2 2-2
1-#4 40,000 6-7 7-0 5-4 5-7 5-0 4-9 4-4 3-8 3-7
60,000 7-11 8-6 6-6 6-9 6-0 5-9 5-3 4-5 4-4
1-#5 40,000 8-1 8-8 6-7 6-10 6-2 5-10 5-4 4-6 4-5
60,000 9-8 10-4 7-11 8-2 7-4 6-11 6-2 4-10 4-8
2-#4

1-#6		 40,000 9-1 9-8 7-4 7-8 6-10 6-6 6-0 4-10 4-8
60,000 DR DR DR DR DR DR DR DR DR
Center distance Ak, l 1-8 1-11 1-1 1-3 1-0 0-11 0-9 0-6 0-6
16 Span without stirrupsi, j 4-7 5-0 3-11 4-0 3-8 3-7 3-4 3-1 3-0
1-#4 40,000 6-8 7-3 5-6 5-9 5-2 4-11 4-6 3-10 3-8
60,000 9-3 10-1 7-9 8-0 7-2 6-10 6-3 5-4 5-2
1-#4 40,000 9-6 10-4 7-10 8-2 7-4 6-11 6-5 5-5 5-3
60,000 11-5 12-5 9-6 9-10 8-10 8-4 7-9 6-6 6-4
2-#4

1-#6		 40,000 10-7 11-7 8-10 9-2 8-3 7-9 7-2 6-1 5-11
60,000 12-9 13-10 10-7 11-0 9-10 9-4 8-7 6-9 6-6
2-#5 40,000 13-0 14-1 10-9 11-2 9-11 9-2 8-2 6-6 6-3
60,000 DR DR DR DR DR DR DR DR DR
Center distance Ak, l 2-3 2-8 1-7 1-8 1-4 1-3 1-0 0-9 0-8
20 Span without stirrups Ai, j 5-9 6-5 5-0 5-2 4-9 4-7 4-4 3-11 3-11
1-#4 40,000 7-5 8-2 6-3 6-6 5-10 5-7 5-1 4-4 4-2
60,000 9-0 10-0 7-8 7-11 7-1 6-9 6-3 5-3 5-1
1-#5 40,000 9-2 10-2 7-9 8-1 7-3 6-11 6-4 5-4 5-2
60,000 12-9 14-2 10-10 11-3 10-1 9-7 8-10 7-5 7-3
2-#4

1-#6		 40,000 11-10 13-2 10-1 10-5 9-4 8-11 8-2 6-11 6-9
60,000 14-4 15-10 12-1 12-7 11-3 10-9 9-11 8-4 8-1
2-#5 40,000 14-7 16-2 12-4 12-9 11-4 10-6 9-5 7-7 7-3
60,000 17-5 19-2 14-9 15-3 13-5 12-4 11-0 8-8 8-4
2-#6 40,000 16-4 18-11 12-7 13-3 11-4 10-6 9-5 7-7 7-3
60,000 DR DR DR DR DR DR DR DR DR
Center distance Ak, l 2-9 3-5 2-0 2-2 1-9 1-7 1-4 0-11 0-11
24 Span without stirrupsi, j 6-11 7-9 6-1 6-3 5-9 5-7 5-3 4-9 4-8
1-#4 40,000 8-0 9-0 6-11 7-2 6-5 6-2 5-8 4-9 4-8
60,000 9-9 11-0 8-5 8-9 7-10 7-6 6-11 5-10 5-8
1-#5 40,000 10-0 11-3 8-7 8-11 8-0 7-7 7-0 5-11 5-9
60,000 13-11 15-8 12-0 12-5 11-2 10-7 9-10 8-3 8-0
2-#4

1-#6		 40,000 12-11 14-6 11-2 11-6 10-5 9-10 9-1 7-8 7-5
60,000 15-7 17-7 13-6 13-11 12-7 11-11 11-0 9-3 9-0
2-#5 40,000 15-11 17-11 13-7 14-3 12-8 11-9 10-8 8-7 8-4
60,000 19-1 21-6 16-5 17-1 15-1 14-0 12-6 9-11 9-7
2-#6 40,000 17-7 21-1 14-1 14-10 12-8 11-9 10-8 8-7 8-4
60,000 DR DR DR DR DR DR DR DR DR
Center distance Ak, l 3-3 4-1 2-5 2-7 2-1 1-11 1-7 1-2 1-1
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa.
  1. See Table R608.3 for tolerances permitted from nominal thickness.
  2. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j.
  3. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads.
  4. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2-inch, whichever is less.
  5. Linear interpolation is permitted between ground snow loads and between lintel depths.
  6. DR indicates design required.
  7. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel.
  8. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.
  9. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than d/2.
  10. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased.
  11. Center distance, A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.
  12. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.
  13. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only.
TABLE R608.8(3)
MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET
LINTEL DEPTH, Dg
(inches)		 NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL STEEL YIELD
STRENGTHh, fy
(psi)		 DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)
1 2 3 4 5
Maximum ground snow load (psf)
— 30 70 30 70 30 70 30 70
Maximum clear span of lintel (feet - inches)
8 Span without stirrupsi, j 4-2 4-8 3-1 3-3 2-10 2-6 2-3 2-0 2-0
1-#4 40,000 5-1 5-5 4-2 4-3 3-10 3-6 3-3 2-8 2-7
60,000 6-2 6-7 5-0 5-2 4-8 4-2 3-11 3-3 3-2
1-#5 40,000 6-3 6-8 5-1 5-3 4-9 4-3 4-0 3-3 3-2
60,000 7-6 8-0 6-1 6-4 5-8 5-1 4-9 3-8 3-6
2-#4

1-#6		 40,000 7-0 7-6 5-8 5-11 5-3 4-9 4-5 3-8 3-6
60,000 DR DR DR DR DR DR DR DR DR
Center distance Ak, l 1-7 1-10 1-1 1-2 0-11 0-9 0-8 0-5 0-5
12 Span without stirrupsi, j 4-2 4-8 3-5 3-6 3-2 2-11 2-9 2-5 2-4
1-#4 40,000 5-7 6-1 4-8 4-10 4-4 3-11 3-8 3-0 2-11
60,000 7-9 8-6 6-6 6-9 6-1 5-6 5-1 4-3 4-1
1-#5 40,000 7-11 8-8 6-8 6-11 6-2 5-7 5-2 4-4 4-2
60,000 9-7 10-6 8-0 8-4 7-6 6-9 6-3 5-2 5-1
2-#4

1-#6		 40,000 8-11 9-9 7-6 7-9 6-11 6-3 5-10 4-10 4-8
60,000 10-8 11-9 8-12 9-4 8-4 7-6 7-0 5-10 5-8
2-#5 40,000 10-11 12-0 9-2 9-6 8-6 7-8 7-2 5-6 5-3
60,000 12-11 14-3 10-10 11-3 10-1 9-0 8-1 6-1 5-10
2-#6 40,000 12-9 14-0 10-8 11-1 9-7 8-1 7-3 5-6 5-3
60,000 DR DR DR DR DR DR DR DR DR
Center distance Ak, l 2-6 3-0 1-9 1-10 1-6 1-3 1-1 0-9 0-8
16 Span without stirrupsi, j 5-7 6-5 4-9 4-11 4-5 4-0 3-10 3-4 3-4
1-#4 40,000 6-5 7-2 5-6 5-9 5-2 4-8 4-4 3-7 3-6
60,000 7-10 8-9 6-9 7-0 6-3 5-8 5-3 4-4 4-3
1-#5 40,000 7-11 8-11 6-10 7-1 6-5 5-9 5-4 4-5 4-4
60,000 11-1 12-6 9-7 9-11 8-11 8-0 7-6 6-2 6-0
2-#4

1-#6		 40,000 10-3 11-7 8-10 9-2 8-3 7-6 6-11 5-9 5-7
60,000 12-5 14-0 10-9 11-1 10-0 9-0 8-5 7-0 6-9
2-#5 40,000 12-8 14-3 10-11 11-4 10-2 9-2 8-7 6-9 6-6
60,000 15-2 17-1 13-1 13-7 12-3 11-0 10-3 7-11 7-7
2-#6 40,000 14-11 16-9 12-8 13-4 11-4 9-8 8-8 6-9 6-6
60,000 DR DR DR DR DR DR DR DR DR
Center distance Ak, l 3-3 4-1 2-5 2-7 2-1 1-9 1-6 1-0 1-0
20 Span without stirrupsi, j 6-11 8-2 6-1 6-3 5-8 5-2 4-11 4-4 4-3
1-#5 40,000 8-9 10-1 7-9 8-0 7-3 6-6 6-1 5-1 4-11
60,000 10-8 12-3 9-5 9-9 8-10 8-0 7-5 6-2 6-0
2-#4

1-#6		 40,000 9-11 11-4 8-9 9-1 8-2 7-4 6-10 5-8 5-7
60,000 13-9 15-10 12-2 12-8 11-5 10-3 9-7 7-11 7-9
2-#5 40,000 14-0 16-2 12-5 12-11 11-7 10-6 9-9 7-11 7-8
60,000 16-11 19-6 15-0 15-6 14-0 12-7 11-9 9-1 8-9
2-#6 40,000 16-7 19-1 14-7 15-3 13-1 11-3 10-2 7-11 7-8
60,000 19-11 22-10 17-4 18-3 15-6 13-2 11-10 9-1 8-9
Center distance Ak, l 3-11 5-2 3-1 3-3 2-8 2-2 1-11 1-4 1-3
24 Span without stirrupsi, j 8-2 9-10 7-4 7-8 6-11 6-4 5-11 5-3 5-2
1-#5 40,000 9-5 11-1 8-7 8-10 8-0 7-3 6-9 5-7 5-5
60,000 11-6 13-6 10-5 10-9 9-9 8-9 8-2 6-10 6-8
2-#4

1-#6		 40,000 10-8 12-6 9-8 10-0 9-0 8-2 7-7 6-4 6-2
60,000 12-11 15-2 11-9 12-2 11-0 9-11 9-3 7-8 7-6
2-#5 40,000 15-2 17-9 13-9 14-3 12-10 11-7 10-10 9-0 8-9
60,000 18-4 21-6 16-7 17-3 15-6 14-0 13-1 10-4 10-0
2-#6 40,000 18-0 21-1 16-4 16-11 14-10 12-9 11-8 9-2 8-11
60,000 21-7 25-4 19-2 20-4 17-2 14-9 13-4 10-4 10-0
Center distance Ak, l 4-6 6-2 3-8 4-0 3-3 2-8 2-3 1-7 1-6
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa.
  1. See Table R608.3 for tolerances permitted from nominal thickness.
  2. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j.
  3. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads.
  4. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2 inch, whichever is less.
  5. Linear interpolation is permitted between ground snow loads and between lintel depths.
  6. DR indicates design required.
  7. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel.
  8. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.
  9. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than d/2.
  10. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased.
  11. Center distance, A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.
  12. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.
  13. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only.
TABLE R608.8(4)
MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET
LINTEL DEPTH, Dg
(inches)		 NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL STEEL YIELD
STRENGTHh, fy
(psi)		 DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)
1 2 3 4 5
Maximum ground snow load (psf)
— 30 70 30 70 30 70 30 70
Maximum clear span of lintel (feet - inches)
8 Span without stirrupsi, j 4-4 4-9 3-7 3-9 3-4 2-10 2-7 2-1 2-0
1-#4 40,000 4-4 4-9 3-7 3-9 3-4 2-11 2-9 2-3 2-2
60,000 6-1 6-7 5-0 5-3 4-8 4-0 3-9 3-1 3-0
1-#5 40,000 6-2 6-9 5-2 5-4 4-9 4-1 3-10 3-2 3-1
60,000 7-5 8-1 6-2 6-5 5-9 4-11 4-7 3-9 3-8
2-#4

1-#6		 40,000 6-11 7-6 5-9 6-0 5-4 4-7 4-4 3-6 3-5
60,000 8-3 9-0 6-11 7-2 6-5 5-6 5-2 4-2 4-1
2-#5 40,000 8-5 9-2 7-0 7-3 6-6 5-7 5-3 4-2 4-0
60,000 DR DR DR DR DR DR DR DR DR
Center distance Ak, l 2-1 2-6 1-5 1-6 1-3 0-11 0-10 0-6 0-6
12 Span without stirrupsi, j 4-10 5-8 4-0 4-2 3-9 3-2 3-0 2-7 2-6
1-#4 40,000 5-5 6-1 4-8 4-10 4-4 3-9 3-6 2-10 2-10
60,000 6-7 7-5 5-8 5-11 5-4 4-7 4-3 3-6 3-5
1-#5 40,000 6-9 7-7 5-9 6-0 5-5 4-8 4-4 3-7 3-6
60,000 9-4 10-6 8-1 8-4 7-6 6-6 6-1 5-0 4-10
2-#4

1-#6		 40,000 8-8 9-9 7-6 7-9 7-0 6-0 5-8 4-7 4-6
60,000 10-6 11-9 9-1 9-5 8-5 7-3 6-10 5-7 5-5
2-#5 40,000 10-8 12-0 9-3 9-7 8-7 7-5 6-11 5-6 5-4
60,000 12-10 14-5 11-1 11-6 10-4 8-11 8-4 6-7 6-4
2-#6 40,000 12-7 14-2 10-10 11-3 10-2 8-3 7-6 5-6 5-4
60,000 DR DR DR DR DR DR DR DR DR
Center distance Ak, l 3-2 4-0 2-4 2-6 2-0 1-6 1-4 0-11 0-10
16 Span without stirrupsi, j 6-5 7-9 5-7 5-10 5-2 4-5 4-2 3-7 3-6
1-#4 40,000 6-2 7-1 5-6 5-8 5-1 4-5 4-2 3-5 3-4
60,000 7-6 8-8 6-8 6-11 6-3 5-5 5-1 4-2 4-0
1-#5 40,000 7-8 8-10 6-10 7-1 6-4 5-6 5-2 4-3 4-1
60,000 9-4 10-9 8-4 8-7 7-9 6-8 6-3 5-2 5-0
2-#4

1-#6		 40,000 8-8 10-0 7-8 8-0 7-2 6-2 5-10 4-9 4-8
60,000 12-0 13-11 10-9 11-2 10-0 8-8 8-1 6-8 6-6
2-#5 40,000 12-3 14-2 11-0 11-4 10-3 8-10 8-3 6-9 6-7
60,000 14-10 17-2 13-3 13-8 12-4 10-8 10-0 7-11 7-8
2-#6 40,000 14-6 16-10 13-0 13-5 12-1 10-1 9-2 6-11 6-8
60,000 17-5 20-2 15-7 16-1 14-6 11-10 10-8 7-11 7-8
Center distance Ak, l 4-1 5-5 3-3 3-6 2-10 2-1 1-10 1-3 1-2
20 Span without stirrupsi, j 7-10 9-10 7-1 7-5 6-7 5-8 5-4 4-7 4-6
1-#5 40,000 8-4 9-11 7-8 8-0 7-2 6-3 5-10 4-9 4-8
60,000 10-2 12-1 9-5 9-9 8-9 7-7 7-1 5-10 5-8
2-#4

1-#6		 40,000 9-5 11-3 8-8 9-0 8-1 7-0 6-7 5-5 5-3
60,000 11-6 13-8 10-7 11-0 9-11 8-7 8-0 6-7 6-5
2-#5 40,000 11-9 13-11 10-10 11-2 10-1 8-9 8-2 6-8 6-7
60,000 16-4 19-5 15-0 15-7 14-0 12-2 11-4 9-3 9-0
2-#6 40,000 16-0 19-0 14-9 15-3 13-9 11-10 10-10 8-3 8-0
60,000 19-3 22-11 17-9 18-5 16-7 13-7 12-4 9-3 9-0
Center distance Ak, l 4-10 6-10 4-1 4-5 3-7 2-8 2-4 1-7 1-6
24 Span without stirrupsi, j 9-2 11-9 8-7 8-11 8-0 6-11 6-6 5-7 5-6
1-#5 40,000 8-11 10-10 8-6 8-9 7-11 6-10 6-5 5-3 5-2
60,000 10-11 13-3 10-4 10-8 9-8 8-4 7-10 6-5 6-3
2-#4

1-#6		 40,000 10-1 12-3 9-7 9-11 8-11 7-9 7-3 6-0 5-10
60,000 12-3 15-0 11-8 12-1 10-11 9-5 8-10 7-3 7-1
2-#5 40,000 12-6 15-3 11-11 12-4 11-1 9-7 9-0 7-5 7-3
60,000 17-6 21-3 16-7 17-2 15-6 13-5 12-7 10-4 10-1
2-#6 40,000 17-2 20-11 16-3 16-10 15-3 13-2 12-4 9-7 9-4
60,000 20-9 25-3 19-8 20-4 18-5 15-4 14-0 10-7 10-3
Center distance Ak, l 5-6 8-1 4-11 5-3 4-4 3-3 2-10 1-11 1-10
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa; Grade 60 = 420 MPa.
Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups.
  1. See Table R608.3 for tolerances permitted from nominal thickness.
  2. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j.
  3. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads.
  4. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2 inch, whichever is less.
  5. Linear interpolation is permitted between ground snow loads and between lintel depths.
  6. DR indicates design required.
  7. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel.
  8. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.
  9. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than d/2.
  10. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased.
  11. Center distance, A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.
  12. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.
  13. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only.
TABLE R608.8(5)
MAXIMUM ALLOWABLE CLEAR SPANS FOR 10-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET
LINTEL DEPTH, Dg
(inches)		 NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL STEEL YIELD
STRENGTHh, fy
(psi)		 DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)
1 2 3 4 5
Maximum ground snow load (psf)
— 30 70 30 70 30 70 30 70
Maximum clear span of lintel (feet - inches)
8 Span without stirrupsi, j 6-0 7-2 4-7 4-10 4-1 3-1 2-11 2-3 2-2
1-#4 40,000 4-3 4-9 3-7 3-9 3-4 2-9 2-7 2-1 2-1
60,000 5-11 6-7 5-0 5-3 4-8 3-10 3-8 2-11 2-11
1-#5 40,000 6-1 6-9 5-2 5-4 4-9 3-11 3-9 3-0 2-11
60,000 7-4 8-1 6-3 6-5 5-9 4-9 4-6 3-7 3-7
2-#4

1-#6		 40,000 6-10 7-6 5-9 6-0 5-5 4-5 4-2 3-4 3-4
60,000 8-2 9-1 6-11 7-2 6-6 5-4 5-0 4-1 4-0
2-#5 40,000 8-4 9-3 7-1 7-4 6-7 5-5 5-1 4-1 4-0
60,000 9-11 11-0 8-5 8-9 7-10 6-6 6-1 4-8 4-6
2-#6 40,000 9-9 10-10 8-3 8-7 7-9 6-4 5-10 4-1 4-0
60,000 DR DR DR DR DR DR DR DR DR
Center distance Ak, l 2-6 3-1 1-10 1-11 1-7 1-1 0-11 0-7 0-7
12 Span without stirrupsi, j 5-5 6-7 4-7 4-10 4-3 3-5 3-3 2-8 2-8
1-#4 40,000 5-3 6-0 4-8 4-10 4-4 3-7 3-4 2-9 2-8
60,000 6-5 7-4 5-8 5-10 5-3 4-4 4-1 3-4 3-3
1-#5 40,000 6-6 7-6 5-9 6-0 5-5 4-5 4-2 3-5 3-4
60,000 7-11 9-1 7-0 7-3 6-7 5-5 5-1 4-2 4-0
2-#4

1-#6		 40,000 7-4 8-5 6-6 6-9 6-1 5-0 4-9 3-10 3-9
60,000 10-3 11-9 9-1 9-5 8-6 7-0 6-7 5-4 5-3
2-#5 40,000 10-5 12-0 9-3 9-7 8-8 7-2 6-9 5-5 5-4
60,000 12-7 14-5 11-2 11-6 10-5 8-7 8-1 6-6 6-4
2-#6 40,000 12-4 14-2 10-11 11-4 10-2 8-5 7-8 5-7 5-5
60,000 14-9 17-0 13-1 13-6 12-2 10-0 9-1 6-6 6-4
Center distance Ak, l 3-9 4-11 2-11 3-2 2-7 1-9 1-7 1-0 1-0
16 Span without stirrupsi, j 7-1 9-0 6-4 6-8 5-10 4-9 4-6 3-9 3-8
1-#4 40,000 5-11 7-0 5-5 5-8 5-1 4-3 4-0 3-3 3-2
60,000 7-3 8-7 6-8 6-11 6-3 5-2 4-10 3-11 3-10
1-#5 40,000 7-4 8-9 6-9 7-0 6-4 5-3 4-11 4-0 3-11
60,000 9-0 10-8 8-3 8-7 7-9 6-5 6-0 4-11 4-9
2-#4

1-#6		 40,000 8-4 9-11 7-8 7-11 7-2 5-11 5-7 4-6 4-5
60,000 10-2 12-0 9-4 9-8 8-9 7-3 6-10 5-6 5-5
2-#5 40,000 10-4 12-3 9-6 9-10 8-11 7-4 6-11 5-8 5-6
60,000 14-4 17-1 13-3 13-8 12-4 10-3 9-8 7-10 7-8
2-#6 40,000 14-1 16-9 13-0 13-5 12-2 10-1 9-6 7-0 6-10
60,000 17-0 20-2 15-8 16-2 14-7 12-0 10-11 8-0 7-9
Center distance Ak, l 4-9 6-8 4-0 4-4 3-6 2-5 2-2 1-5 1-4
20 Span without stirrupsi, j 8-7 11-4 8-1 8-5 7-5 6-1 5-9 4-10 4-9
1-#4 40,000 6-5 7-10 6-2 6-4 5-9 4-9 4-6 3-8 3-7
60,000 7-10 9-7 7-6 7-9 7-0 5-10 5-6 4-5 4-4
1-#5 40,000 8-0 9-9 7-8 7-11 7-2 5-11 5-7 4-6 4-5
60,000 9-9 11-11 9-4 9-8 8-9 7-3 6-10 5-6 5-5
2-#4

1-#6		 40,000 9-0 11-1 8-8 8-11 8-1 6-9 6-4 5-2 5-0
60,000 11-0 13-6 10-6 10-11 9-10 8-2 7-9 6-3 6-2
2-#5 40,000 11-3 13-9 10-9 11-1 10-0 8-4 7-10 6-5 6-3
60,000 15-8 19-2 15-0 15-6 14-0 11-8 11-0 8-11 8-9
2-#6 40,000 15-5 18-10 14-8 15-2 13-9 11-5 10-9 8-6 8-3
60,000 18-7 22-9 17-9 18-5 16-7 13-10 12-9 9-5 9-2
Center distance Ak, l 5-7 8-4 5-1 5-5 4-5 3-1 2-9 1-10 1-9
24 Span without stirrupsi, j 9-11 13-7 9-9 10-2 9-0 7-5 7-0 5-10 5-9
1-#5 40,000 8-6 10-8 8-5 8-8 7-10 6-6 6-2 5-0 4-11
60,000 10-5 13-0 10-3 10-7 9-7 8-0 7-6 6-1 6-0
2-#4

1-#6		 40,000 9-7 12-1 9-6 9-9 8-10 7-5 7-0 5-8 5-6
60,000 11-9 14-9 11-7 11-11 10-10 9-0 8-6 6-11 6-9
2-#5 40,000 12-0 15-0 11-9 12-2 11-0 9-2 8-8 7-1 6-11
60,000 14-7 18-3 14-4 14-10 13-5 11-2 10-7 8-7 8-5
2-#6 40,000 14-3 17-11 14-1 14-7 13-2 11-0 10-4 8-5 8-3
60,000 19-11 25-0 19-7 20-3 18-4 15-3 14-5 10-10 10-7
Center distance Ak, l 6-3 9-11 6-1 6-6 5-4 3-9 3-4 2-2 2-1
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa.
Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups.
  1. See Table R608.3 for tolerances permitted from nominal thickness.
  2. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j.
  3. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads.
  4. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2 inch, whichever is less.
  5. Linear interpolation is permitted between ground snow loads and between lintel depths.
  6. DR indicates design required.
  7. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel.
  8. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.
  9. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than d/2.
  10. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased.
  11. Center distance, A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.
  12. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.
  13. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only.
TABLE R608.8(6)
MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR SPAN 32 FEET
LINTEL DEPTH, Dg
(inches)		 NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL STEEL YIELD
STRENGTHh, fy
(psi)		 DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)
1 2 3 4 5
Maximum ground snow load (psf)
— 30 70 30 70 30 70 30 70
Maximum clear span of lintel (feet - inches)
8i Span without stirrupsk, l 2-7 2-9 2-0 2-1 2-0 2-0 2-0 2-0 2-0
1-#4 40,000 5-2 5-5 4-0 4-3 3-7 3-3 2-11 2-4 2-3
60,000 5-9 6-3 4-0 4-3 3-7 3-3 2-11 2-4 2-3
1-#5 40,000 5-9 6-3 4-0 4-3 3-7 3-3 2-11 2-4 2-3
60,000 5-9 6-3 4-0 4-3 3-7 3-3 2-11 2-4 2-3
2-#4

1-#6		 40,000 5-9 6-3 4-0 4-3 3-7 3-3 2-11 2-4 2-3
60,000 DR DR DR DR DR DR DR DR DR
Center distance Am, n 0-9 0-10 0-6 0-6 0-5 0-5 0-4 STL STL
12i Span without stirrupsk, l 2-11 3-1 2-6 2-7 2-5 2-4 2-3 2-1 2-0
1-#4 40,000 5-9 6-2 4-8 4-10 4-4 4-1 3-9 3-2 3-1
60,000 8-0 8-7 6-6 6-9 6-0 5-5 4-11 3-11 3-10
1-#5 40,000 8-1 8-9 6-8 6-11 6-0 5-5 4-11 3-11 3-10
60,000 9-1 10-3 6-8 7-0 6-0 5-5 4-11 3-11 3-10
2-#4

1-#6		 40,000 9-1 9-9 6-8 7-0 6-0 5-5 4-11 3-11 3-10
Center distance Am, n 1-3 1-5 0-10 0-11 0-9 0-8 0-6 STL STL
Span without stirrupsk, l 4-0 4-4 3-6 3-7 3-4 3-3 3-1 2-10 2-10
16i 1-#4 40,000 6-7 7-3 5-6 5-9 5-2 4-10 4-6 3-9 3-8
60,000 8-0 8-10 6-9 7-0 6-3 5-11 5-5 4-7 4-5
1-#5 40,000 8-2 9-0 6-11 7-2 6-5 6-0 5-7 4-8 4-6
60,000 11-5 12-6 9-3 9-9 8-4 7-7 6-10 5-6 5-4
2-#4

1-#6		 40,000 10-7 11-7 8-11 9-3 8-3 7-7 6-10 5-6 5-4
60,000 12-2 14-0 9-3 9-9 8-4 7-7 6-10 5-6 5-4
2-#5 40,000 12-2 14-2 9-3 9-9 8-4 7-7 6-10 5-6 5-4
60,000 DR DR DR DR DR DR DR DR DR
Center distance Am, n 1-8 2-0 1-2 1-3 1-0 0-11 0-9 STL STL
20i Span without stirrupsk, l 5-0 5-6 4-6 4-7 4-3 4-1 4-0 3-8 3-8
1-#4 40,000 7-2 8-2 6-3 6-6 5-10 5-6 5-1 4-3 4-2
60,000 8-11 9-11 7-8 7-11 7-1 6-8 6-2 5-2 5-0
1-#5 40,000 9-1 10-2 7-9 8-1 7-3 6-10 6-4 5-4 5-2
60,000 12-8 14-2 10-11 11-3 10-2 9-6 8-9 7-1 6-10
2-#4

1-#6		 40,000 10-3 11-5 8-9 9-1 8-2 7-8 7-1 6-0 5-10
60,000 14-3 15-11 11-9 12-5 10-8 9-9 8-9 7-1 6-10
2-#5 40,000 14-6 16-3 11-6 12-1 10-4 9-6 8-6 6-11 6-8
60,000 DR DR DR DR DR DR DR DR DR
Center distance Am, n 2-0 2-6 1-6 1-7 1-3 1-1 1-0 STL STL
24wj Span without stirrupsk, l 6-0 6-8 5-5 5-7 5-3 5-0 4-10 4-6 4-5
1-#4 40,000 7-11 9-0 6-11 7-2 6-5 6-0 5-7 4-8 4-7
60,000 9-8 10-11 8-5 8-9 7-10 7-4 6-10 5-9 5-7
1-#5 40,000 9-10 11-2 8-7 8-11 8-0 7-6 7-0 5-10 5-8
60,000 12-0 13-7 10-6 10-10 9-9 9-2 8-6 7-2 6-11
2-#4

1-#6		 40,000 11-1 12-7 9-8 10-1 9-1 8-6 7-10 6-7 6-5
60,000 15-6 17-7 13-6 14-0 12-8 11-10 10-8 8-7 8-4
2-#5 40,000 15-6 17-11 12-8 13-4 11-6 10-7 9-7 7-10 7-7
60,000 DR DR DR DR DR DR DR DR DR
Center distance Am, n 2-4 3-0 1-9 1-11 1-6 1-4 1-2 STL STL
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa.
  1. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5).
  2. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores.
  3. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads.
  4. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2 inch, whichever is less.
  5. Linear interpolation is permitted between ground snow loads.
  6. DR indicates design required. STL indicates stirrups required throughout lintel.
  7. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel.
  8. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.
  9. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5).
  10. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center.
  11. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than d/2.
  12. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased.
  13. Center distance, A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.
  14. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.
  15. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for interpolation and information only.
TABLE R608.8(7)
MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR CLEAR SPAN 32 FEET
LINTEL DEPTH, Dg
(inches)		 NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL STEEL YIELD
STRENGTHh, fy
(psi)		 DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)
1 2 3 4 5
Maximum ground snow load (psf)
— 30 70 30 70 30 70 30 70
Maximum clear span of lintel (feet - inches)
8i Span without stirrupsk, l 2-6 2-9 2-0 2-1 2-0 2-0 2-0 2-0 2-0
1-#4 40,000 4-5 4-9 3-7 3-9 3-4 3-0 2-10 2-3 2-2
60,000 5-6 6-2 4-0 4-3 3-7 3-1 2-10 2-3 2-2
1-#5 40,000 5-6 6-2 4-0 4-3 3-7 3-1 2-10 2-3 2-2
Center distance Am, n 0-9 0-10 0-6 0-6 0-5 0-4 0-4 STL STL
12i Span without stirrupsk, l 2-10 3-1 2-6 2-7 2-5 2-3 2-2 2-0 2-0
1-#4 40,000 5-7 6-1 4-8 4-10 4-4 3-11 3-8 3-0 2-11
60,000 6-9 7-5 5-8 5-11 5-4 4-9 4-5 3-8 3-7
1-#5 40,000 6-11 7-7 5-10 6-0 5-5 4-10 4-6 3-9 3-7
60,000 8-8 10-1 6-7 7-0 5-11 5-2 4-8 3-9 3-7
2-#4

1-#6		 40,000 8-8 9-10 6-7 7-0 5-11 5-2 4-8 3-9 3-7
60,000 8-8 10-1 6-7 7-0 5-11 5-2 4-8 3-9 3-7
Center distance Am, n 1-2 1-5 0-10 0-11 0-9 0-7 0-6 STL STL
16i Span without stirrupsk, l 3-10 4-3 3-6 3-7 3-4 3-2 3-0 2-10 2-9
1-#4 40,000 6-5 7-2 5-6 5-9 5-2 4-8 4-4 3-7 3-6
60,000 7-9 8-9 6-9 7-0 6-3 5-8 5-3 4-4 4-3
1-#5 40,000 7-11 8-11 6-10 7-1 6-5 5-9 5-4 4-5 4-4
60,000 9-8 10-11 8-4 8-8 7-10 7-0 6-6 5-2 5-1
2-#4

1-#6		 40,000 9-0 10-1 7-9 8-0 7-3 6-6 6-1 5-0 4-11
60,000 11-5 13-10 9-2 9-8 8-3 7-2 6-6 5-2 5-1
Center distance Am, n 1-6 1-11 1-2 1-3 1-0 0-10 0-8 STL STL
20i Span without stirrupsk, l 4-10 5-5 4-5 4-7 4-3 4-0 3-11 3-7 3-7
1-#4 40,000 7-0 8-1 6-3 6-5 5-10 5-3 4-11 4-1 3-11
60,000 8-7 9-10 7-7 7-10 7-1 6-5 6-0 4-11 4-10
1-#5 40,000 8-9 10-1 7-9 8-0 7-3 6-6 6-1 5-1 4-11
60,000 10-8 12-3 9-6 9-10 8-10 8-0 7-5 6-2 6-0
2-#4

1-#6		 40,000 9-10 11-4 8-9 9-1 8-2 7-4 6-10 5-8 5-7
60,000 12-0 13-10 10-8 11-0 9-11 9-0 8-4 6-8 6-6
2-#5 40,000 12-3 14-1 10-10 11-3 10-2 8-11 8-1 6-6 6-4
60,000 14-0 17-6 11-8 12-3 10-6 9-1 8-4 6-8 6-6
Center distance Am, n 1-10 2-5 1-5 1-7 1-3 1-0 0-11 STL STL
24j Span without stirrupsk, l 5-9 6-7 5-5 5-6 5-2 4-11 4-9 4-5 4-4
1-#4 40,000 7-6 8-10 6-10 7-1 6-5 5-9 5-5 4-6 4-4
60,000 9-2 10-9 8-4 8-8 7-10 7-1 6-7 5-6 5-4
1-#5 40,000 9-5 11-0 8-6 8-10 8-0 7-2 6-8 5-7 5-5
60,000 11-5 13-5 10-5 10-9 9-9 8-9 8-2 6-10 6-8
2-#4

1-#6		 40,000 10-7 12-5 9-8 10-0 9-0 8-1 7-7 6-3 6-2
60,000 12-11 15-2 11-9 12-2 11-0 9-11 9-3 7-8 7-6
2-#5 40,000 13-2 15-6 12-0 12-5 11-2 9-11 9-2 7-5 7-3
60,000 16-3 21-0 14-1 14-10 12-9 11-1 10-1 8-1 7-11
2-#6 40,000 14-4 18-5 12-6 13-2 11-5 9-11 9-2 7-5 7-3
Center distance Am, n 2-1 2-11 1-9 1-10 1-6 1-3 1-1 STL STL
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa.
  1. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5).
  2. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores.
  3. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads.
  4. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2 inch, whichever is less.
  5. Linear interpolation is permitted between ground snow loads.
  6. STL indicates stirrups required throughout lintel.
  7. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel.
  8. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.
  9. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5).
  10. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center.
  11. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than d/2.
  12. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased.
  13. Center distance, A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.
  14. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.
  15. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for interpolation and information only.
TABLE R608.8(8)
MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-THICK SCREEN-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, p ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET
LINTEL DEPTH, Dg
(inches)		 NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL
 STEEL YIELD
STRENGTHh, fy
(psi)		 DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)
1 2 3 4 5
Maximum ground snow load (psf)
— 30 70 30 70 30 70 30 70
Maximum clear span of lintel (feet - inches)
12i, j Span without stirrups 2-9 2-11 2-4 2-5 2-3 2-3 2-2 2-0 2-0
16i, j Span without stirrups 3-9 4-0 3-4 3-5 3-2 3-1 3-0 2-9 2-9
20i, j Span without stirrups 4-9 5-1 4-3 4-4 4-1 4-0 3-10 3-7 3-7
24k Span without stirrupsl, m 5-8 6-3 5-2 5-3 5-0 4-10 4-8 4-4 4-4
1-#4 40,000 7-11 9-0 6-11 7-2 6-5 6-1 5-8 4-9 4-7
60,000 9-9 11-0 8-5 8-9 7-10 7-5 6-10 5-9 5-7
1-#5 40,000 9-11 11-2 8-7 8-11 8-0 7-7 7-0 5-11 5-9
60,000 12-1 13-8 10-6 10-10 9-9 9-3 8-6 7-2 7-0
2-#4

1-#6		 40,000 11-2 12-8 9-9 10-1 9-1 8-7 7-11 6-8 6-6
60,000 15-7 17-7 12-8 13-4 11-6 10-8 9-8 7-11 7-8
2-#5 40,000 14-11 18-0 12-2 12-10 11-1 10-3 9-4 7-8 7-5
60,000 DR DR DR DR DR DR DR DR DR
Center distance An, o 2-0 2-6 1-6 1-7 1-4 1-2 1-0 STL STL
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa.
  1. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5).
  2. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores.
  3. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads.
  4. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2 inch, whichever is less.
  5. Linear interpolation is permitted between ground snow loads.
  6. DR indicates design required. STL indicates stirrups required throughout lintel.
  7. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel.
  8. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.
  9. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi.
  10. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5).
  11. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center.
  12. Allowable clear span without stirrups applicable to all lintels of the same depth, D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches.
  13. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups that has been increased.
  14. Center distance, A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.
  15. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance, A, shall be permitted to be multiplied by 1.10.
  16. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for interpolation and information only.
TABLE R608.8(9)
MAXIMUM ALLOWABLE CLEAR SPANS FOR FLAT LINTELS WITHOUT STIRRUPS IN NONLOAD-BEARING WALLSa, b, c, d, e, g
LINTEL DEPTH, Df
(inches)		 NUMBER OF BARS AND BAR SIZE STEEL YIELD STRENGTH, fy
(psi)		 NOMINAL WALL THICKNESS (inches)
4 6 8 10
Lintel Supporting
Concrete
Wall
 Light-framed
Gable		 Concrete
Wall
 Light-framed
Gable		 Concrete
Wall
 Light-framed
Gable		 Concrete
Wall
 Light-framed
Gable
Maximum Clear Span of Lintel (feet - inches)
8 1-#4 40,000 10-11 11-5 9-7 11-2 7-10 9-5 7-3 9-2
60,000 12-5 11-7 10-11 13-5 9-11 13-2 9-3 12-10
1-#5 40,000 12-7 11-7 11-1 13-8 10-1 13-5 9-4 13-1
60,000 DR DR 12-7 16-4 11-6 14-7 10-9 14-6
2-#4

1-#6		 40,000 DR DR 12-0 15-3 10-11 15-0 10-2 14-8
60,000 DR DR DR DR 12-2 15-3 11-7 15-3
2-#5 40,000 DR DR DR DR 12-7 16-7 11-9 16-7
60,000 DR DR DR DR DR DR 13-3 16-7
2-#6 40,000 DR DR DR DR DR DR 13-2 17-8
60,000 DR DR DR DR DR DR DR DR
12 1-#4 40,000 11-5 9-10 10-6 12-0 9-6 11-6 8-9 11-1
60,000 11-5 9-10 11-8 13-3 10-11 14-0 10-1 13-6
1-#5 40,000 11-5 9-10 11-8 13-3 11-1 14-4 10-3 13-9
60,000 11-5 9-10 11-8 13-3 11-10 16-0 11-9 16-9
2-#4

1-#6		 40,000 DR DR 11-8 13-3 11-10 16-0 11-2 15-6
60,000 DR DR 11-8 13-3 11-10 16-0 11-11 18-4
2-#5 40,000 DR DR 11-8 13-3 11-10 16-0 11-11 18-4
60,000 DR DR 11-8 13-3 11-10 16-0 11-11 18-4
16 1-#4 40,000 13-6 13-0 11-10 13-8 10-7 12-11 9-11 12-4
60,000 13-6 13-0 13-8 16-7 12-4 15-9 11-5 15-0
1-#5 40,000 13-6 13-0 13-10 17-0 12-6 16-1 11-7 15-4
60,000 13-6 13-0 13-10 17-1 14-0 19-7 13-4 18-8
2-#4

1-#6		 40,000 13-6 13-0 13-10 17-1 13-8 18-2 12-8 17-4
60,000 13-6 13-0 13-10 17-1 14-0 20-3 14-1 —
2-#5 40,000 13-6 13-0 13-10 17-1 14-0 20-3 14-1 —
60,000 DR DR 13-10 17-1 14-0 20-3 14-1 —
20 1-#4 40,000 14-11 15-10 13-0 14-10 11-9 13-11 10-10 13-2
60,000 15-3 15-10 14-11 18-1 13-6 17-0 12-6 16-2
1-#5 40,000 15-3 15-10 15-2 18-6 13-9 17-5 12-8 16-6
60,000 15-3 15-10 15-8 20-5 15-9 — 14-7 20-1
2-#4

1-#6		 40,000 15-3 15-10 15-8 20-5 14-11 — 13-10 —
60,000 15-3 15-10 15-8 20-5 15-10 — 15-11 —
2-#5 40,000 15-3 15-10 15-8 20-5 15-10 — 15-11 —
60,000 15-3 15-10 15-8 20-5 15-10 — 15-11 —
24 1-#4 40,000 16-1 17-1 13-11 15-10 12-7 14-9 11-8 13-10
60,000 16-11 18-5 16-1 19-3 14-6 18-0 13-5 17-0
1-#5 40,000 16-11 18-5 16-3 19-8 14-9 18-5 13-8 17-4
60,000 16-11 18-5 17-4 — 17-0 — 15-8 —
2-#4

1-#6		 40,000 16-11 18-5 17-4 — 16-1 — 14-10 —
60,000 16-11 18-5 17-4 — 17-6 — 17-1 —
2-#5 40,000 16-11 18-5 17-4 — 17-6 — 17-4 —
60,000 16-11 18-5 17-4 — 17-6 — 17-8 —
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa.
DR = Design Required.
  1. See Table R608.3 for tolerances permitted from nominal thickness.
  2. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e.
  3. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2 inch, whichever is less.
  4. Linear interpolation between lintels depths, D, is permitted provided the two cells being used to interpolate are shaded.
  5. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05.
  6. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel.
  7. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for interpolation and information purposes only.
TABLE R608.8(10)
MAXIMUM ALLOWABLE CLEAR SPANS FOR WAFFLE-GRID AND SCREEN-GRID LINTELS WITHOUT STIRRUPS IN NONLOAD-BEARING WALLSc, d, e, f, g
LINTEL DEPTHh, D (inches) FORM TYPE AND NOMINAL WALL THICKNESS (inches)
6-inch Waffle-grida 8-inch Waffle-grida 6-inch Screen-gridb
Lintel supporting
Concrete Wall Light-framed Gable Concrete Wall Light-framed Gable Concrete Wall Light-framed Gable
Maximum Clear Span of Lintel (feet - inches)
8 10-3 8-8 8-8 8-3 — —
12 9-2 7-6 7-10 7-1 8-8 6-9
16 10-11 10-0 9-4 9-3 — —
20 12-5 12-2 10-7 11-2 — —
24 13-9 14-2 11-10 12-11 13-0 12-9
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, Grade 40 = 280 MPa, Grade 60 = 420 MPa.
  1. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch waffle-grid forms and not less than 7 inches in width for 8-inch waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5).
  2. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5).
  3. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacing of cores.
  4. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note g.
  5. Deflection criterion is L/240, where L is the clear span of the lintel in inches, or 1/2 inch, whichever is less.
  6. Top and bottom reinforcement shall consist of a No. 4 bar having a minimum yield strength of 40,000 psi.
  7. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in shaded cells shall be permitted to be multiplied by 1.05.
  8. Lintel depth, D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel.

R608.8.1 Reinforcement Around Openings

Reinforcement shall be provided around openings in walls equal to or greater than 2 feet (610 mm) in width in accordance with this section and Figure R608.8(1), in addition to the minimum wall reinforcement required by Sections R404.1.3, R608.6 and R608.7. Vertical wall reinforcement required by this section is permitted to be used as reinforcement at the ends of solid wall segments required by Section R608.7.2.2.2 provided it is located in accordance with Section R608.8.1.2. Wall openings shall have a minimum depth of concrete over the width of the opening of 8 inches (203 mm) in flat walls and waffle-grid walls, and 12 inches (305 mm) in screen-grid walls. Wall openings in waffle-grid and screen-grid walls shall be located such that not less than one-half of a vertical core occurs along each side of the opening.

R608.8.1.1 Horizontal Reinforcement

Lintels complying with Section R608.8.2 shall be provided above wall openings equal to or greater than 2 feet (610 mm) in width.
Openings equal to or greater than 2 feet (610 mm) in width shall have not less than one No. 4 bar placed within 12 inches (305 mm) of the bottom of the opening. See Figure R608.8(1).
Horizontal reinforcement placed above and below an opening shall extend beyond the edges of the opening the dimension required to develop the bar in tension in accordance with Section R608.5.4.4.
Exception: Continuous horizontal wall reinforcement placed within 12 inches (305 mm) of the top of the wall story as required in Sections R404.1.3.2 and R608.6.2 is permitted in lieu of top or bottom lintel reinforcement required by Section R608.8.2 provided that the continuous horizontal wall reinforcement meets the location requirements specified in Figures R608.8(2), R608.8(3), and R608.8(4) and the size requirements specified in Tables R608.8(2) through R608.8(10).

R608.8.1.2 Vertical Reinforcement

Not less than one No. 4 bar [Grade 40 (280 MPa)] shall be provided on each side of openings equal to or greater than 2 feet (610 mm) in width. The vertical reinforcement required by this section shall extend the full height of the wall story and shall be located within 12 inches (305 mm) of each side of the opening. The vertical reinforcement required on each side of an opening by this section is permitted to serve as reinforcement at the ends of solid wall segments in accordance with Section R608.7.2.2.2, provided it is located as required by the applicable detail in Figure R608.7(2). Where the vertical reinforcement required by this section is used to satisfy the requirements of Section R608.7.2.2.2 in waffle- and screen-grid walls, a concrete flange shall be created at the ends of the solid wall segments in accordance with Table R608.7(4), Note e. In the top-most story, the reinforcement shall terminate in accordance with Section R608.6.4.

R608.8.2 Lintels

Lintels shall be provided over all openings equal to or greater than 2 feet (610 mm) in width. Lintels with uniform loading shall conform to Sections R608.8.2.1 and R608.8.2.2, or Section R608.8.2.3. Lintels supporting concentrated loads, such as from roof or floor beams or girders, shall be designed in accordance with ACI 318.

R608.8.2.1 Lintels Designed for Gravity Load-Bearing Conditions

Where a lintel will be subjected to gravity load conditions 1 through 5 of Table R608.8(1), the clear span of the lintel shall not exceed that permitted by Tables R608.8(2) through R608.8(8). The maximum clear span of lintels with and without stirrups in flat walls shall be determined in accordance with Tables R608.8(2) through R608.8(5), and constructed in accordance with Figure R608.8(2). The maximum clear span of lintels with and without stirrups in waffle-grid walls shall be determined in accordance with Tables R608.8(6) and R608.8(7), and constructed in accordance with Figure R608.8(3). The maximum clear span of lintels with and without stirrups in screen-grid walls shall be determined in accordance with Table R608.8(8), and constructed in accordance with Figure R608.8(4).
Where required by the applicable table, No. 3 stirrups shall be installed in lintels at a maximum spacing of d/2 where d equals the depth of the lintel, D, less the cover of the concrete as shown in Figures R608.8(2) through R608.8(4). The smaller value of d computed for the top and bottom bar shall be used to determine the maximum stirrup spacing. Where stirrups are required in a lintel with a single bar or two bundled bars in the top and bottom, they shall be fabricated like the letter "c" or "s" with 135-degree (2.36 rad) standard hooks at each end that comply with Section R608.5.4.5 and Figure R608.5.4(3) and installed as shown in Figures R608.8(2) through R608.8(4). Where two bars are required in the top and bottom of the lintel and the bars are not bundled, the bars shall be separated by not less than 1 inch (25 mm). The free end of the stirrups shall be fabricated with 90- or 135-degree (1.57 or 2.36 rad) standard hooks that comply with Section R608.5.4.5 and Figure R608.5.4(3) and installed as shown in Figures R608.8(2) and R608.8(3). For flat, waffle-grid and screen-grid lintels, stirrups are not required in the center distance, A, portion of spans in accordance with Figure R608.8(1) and Tables R608.8(2) through R608.8(8). See Section R608.8.2.2, Item 5, for requirement for stirrups through out lintels with bundled bars.

R608.8.2.2 Bundled Bars in Lintels

It is permitted to bundle two bars in contact with each other in lintels if all of the following are observed:
  1. Bars equal to or less than No. 6 are bundled.
  2. Where the wall thickness is not sufficient to provide not less than 3 inches (76 mm) of clear space beside bars (total on both sides) oriented horizontally in a bundle, the bundled bars shall be oriented in a vertical plane.
  3. Where vertically oriented bundled bars terminate with standard hooks to develop the bars in tension beyond the support (see Section R608.5.4.4), the hook extensions shall be staggered to provide not less than 1 inch (25 mm) clear spacing between the extensions.
  4. Bundled bars shall not be lap spliced within the lintel span and the length on each end of the lintel that is required to develop the bars in tension.
  5. Bundled bars shall be enclosed within stirrups throughout the length of the lintel. Stirrups and the installation thereof shall comply with Section R608.8.2.1.

R608.8.2.3 Lintels Without Stirrups Designed for Nonload-Bearing Conditions

The maximum clear span of lintels without stirrups designed for nonload-bearing conditions of Table R608.8(1).1 shall be determined in accordance with this section. The maximum clear span of lintels without stirrups in flat walls shall be determined in accordance with Table R608.8(9), and the maximum clear span of lintels without stirrups in walls of waffle-grid or screen-grid construction shall be determined in accordance with Table R608.8(10).

R608.9 Requirements for Connections—General

Concrete walls shall be connected to footings, floors, ceilings and roofs in accordance with this section.

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.

FIGURE R608.9(1)
WOOD-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULAR


TABLE R608.9(1)
WOOD-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULARa, b
ANCHOR BOLT SPACING
(inches)
 TENSION TIE SPACING
(inches)
 BASIC WIND SPEED
(mph)
115B 120B 130B 140B 150B 160B
— — 110C 119C 127C 136C
— — — 110D 117D 125D
12 12            
12 24            
12 36            
12 48            
16 16            
16 32            
16 48            
19.2 19.2            
19.2 38.4            
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  1. This table is for use with the detail in Figure R608.9(1). Use of this detail is permitted where a cell is not shaded and prohibited where shaded.
  2. Wall design per other provisions of Section R608 is required.
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.

FIGURE R608.9(2)
WOOD-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLEL


TABLE R608.9(2)
WOOD-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLELa, b
ANCHOR BOLT SPACING
(inches)
 TENSION TIE SPACING
(inches)
 BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY
115B 120B 130B 140B 150B 160B
— — 110C 119C 127C 136C
— — — 110D 117D 125D
12 12            
12 24            
12 36            
12 48            
16 16            
16 32            
16 48            
19.2 19.2            
19.2 38.4            
24 24            
24 48            
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  1. This table is for use with the detail in Figure R608.9(2). Use of this detail is permitted where a cell is not shaded and prohibited where shaded.
  2. Wall design per other provisions of Section R608 is required.
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.

FIGURE R608.9(3)
WOOD-FRAMED FLOOR TO TOP OF CONCRETE WALL FRAMING, PERPENDICULAR


TABLE R608.9(3)
WOOD-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e
ANCHOR BOLT SPACING
(inches)
 TENSION TIE SPACING
(inches)
 BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY
115B 120B 130B 140B 150B 160B
— — 110C 119C 127C 136C
— — — 110D 117D 125D
12 12           6
12 24         6 6
12 36         6 6
12 48       6 6 6
16 16         6 6A
16 32       6 6 6A
16 48     6 6 6 6A
19.2 19.2       6A 6A 6B
19.2 38.4     6 6A 6A 6B
24 24     6A 6B 6B 6B
24 48   6 6A 6B 6B 8B
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  1. This table is for use with the detail in Figure R608.9(3). Use of this detail is permitted where cell is not shaded.
  2. Wall design per other provisions in Section R608 is required.
  3. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number.
  4. Numbers 6 and 8 indicate minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this nominal thickness shall occur in the portion of the wall indicated by the cross hatching in Figure R608.9(3). For the remainder of the wall, see Note b.
  5. Letter "A" indicates that a minimum nominal 3 × 6 sill plate is required. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6 sill plate are required.
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.

FIGURE R608.9(4)
WOOD-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLEL


TABLE R608.9(4)
WOOD-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e
ANCHOR BOLT SPACING
(inches)
 TENSION TIE SPACING
(inches)
 BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY
115B 120B 130B 140B 150B 160B
— — 110C 119C 127C 136C
— — — 110D 117D 125D
12 12           6
12 24         6 6
12 36         6 6
12 48       6 6 6
16 16         6 6A
16 32       6 6 6A
16 48     6 6 6 6A
19.2 19.2       6A 6A 6B
19.2 38.4     6 6A 6A 6B
24 24     6A 6B 6B 6B
24 48   6 6A 6B 6B 8B
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  1. This table is for use with the detail in Figure R608.9(4). Use of this detail is permitted where a cell is not shaded.
  2. Wall design per other provisions of Section R608 is required.
  3. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number.
  4. Numbers 6 and 8 indicate minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this nominal thickness shall occur in the portion of the wall indicated by the cross hatching in Figure R608.9(4). For the remainder of the wall, see Note b.
  5. Letter "A" indicates that a minimum nominal 3 × 6 sill plate is required. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6 sill plate are required.
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.

FIGURE R608.9(5)
COLD-FORMED STEEL FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULAR


TABLE R608.9(5)
COLD-FORMED STEEL-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c
ANCHOR BOLT
SPACING
(inches)		 TENSION TIE SPACING
(inches)
 BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY
115B 120B 130B 140B 150B 160B
— — 110C 119C 127C 136C
— — — 110D 117D 125D
12 12            
12 24            
12 36            
12 48            
16 16            
16 32            
16 48            
19.2 19.2            
19.2 38.4            
24 24            
24 48            
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.4470 m/s.
  1. This table is for use with the detail in Figure R608.9(5). Use of this detail is permitted where a cell is not shaded.
  2. Wall design per other provisions of Section R608 is required.
  3. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number.
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.

FIGURE R608.9(6)
COLD-FORMED STEEL FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLEL


TABLE R608.9(6)
COLD-FORMED STEEL-FRAMED FLOOR TO SIDE OF CONCRETE WALL, FRAMING PARALLELa, b, c
ANCHOR BOLT SPACING
(inches)
 TENSION TIE SPACING
(inches)
 BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY
115B 120B 130B 140B 150B 160B
— — 110C 119C 127C 136C
— — — 110D 117D 125D
12 12            
12 24            
12 36            
12 48            
16 16            
16 32            
16 48            
19.2 19.2            
19.2 38.4            
24 24            
24 48            
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  1. This table is for use with the detail in Figure R608.9(6). Use of this detail is permitted where a cell is not shaded.
  2. Wall design per other provisions of Section R608 is required.
  3. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number.
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.

FIGURE R608.9(7)
COLD-FORMED STEEL FLOOR TO TOP OF CONCRETE WALL, FRAMING PERPENDICULAR


TABLE R608.9(7)
COLD-FORMED STEEL-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e
ANCHOR BOLT SPACING
(inches)
 TENSION TIE SPACING
(inches)
 BASIC WIND SPEED AND WIND EXPOSURE CATEGORY
(mph)
115B 120B 130B 140B 150B 160B
— — 110C 119C 127C 136C
— — — 110D 117D 125D
12 12           6
12 24         6 6
16 16         6 6A
16 32       6 6 6A
19.2 19.2       6A 6A 6B
19.2 38.4     6 6A 6A 6B
24 24     6A 6B 6B 6B
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  1. This table is for use with the detail in Figure R608.9(7). Use of this detail is permitted where a cell is not shaded.
  2. Wall design per other provisions of Section R608 is required.
  3. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number.
  4. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this nominal thickness shall occur in the portion of the wall indicated by the cross hatching in Figure R608.9(7). For the remainder of the wall, see Note b.
  5. Letter "A" indicates that a minimum nominal 3 × 6 sill plate is required. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6 sill plate are required.
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.

FIGURE R608.9(8)
COLD-FORMED STEEL FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLEL


TABLE R608.9(8)
COLD-FORMED STEEL-FRAMED FLOOR TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e
ANCHOR BOLT SPACING
(inches)
 TENSION TIE SPACING
(inches)
 BASIC WIND SPEED AND WIND EXPOSURE CATEGORY
(mph)
115B 120B 130B 140B 150B 160B
— — 110C 119C 127C 136C
— — — 110D 117D 125D
12 12           6
12 24         6 6
16 16         6 6A
16 32       6 6 6A
19.2 19.2       6A 6A 6B
19.2 38.4     6 6A 6A 6B
24 24     6A 6B 6B 6B
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  1. This table is for use with the detail in Figure R608.9(8). Use of this detail is permitted where a cell is not shaded.
  2. Wall design per other provisions of Section R608 is required.
  3. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number.
  4. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this nominal thickness shall occur in the portion of the wall indicated by the cross hatching in Figure R608.9(8). For the remainder of the wall, see Note b.
  5. Letter "A" indicates that a minimum nominal 3 × 6 sill plate is required. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6 sill plate are required.
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.

FIGURE R608.9(9)
WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULAR

TABLE R608.9(9)
WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e
ANCHOR BOLT SPACING
(inches)
 TENSION TIE SPACING
(inches)
 BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY
115B 120B 130B 140B 150B 160B
— — 110C 119C 127C 136C
— — — 110D 117D 125D
12 12           6
12 24           6
12 36         6 6
12 48       6 6 6
16 16         6 6
16 32         6 6
16 48       6 6 6
19.2 19.2         6 6
19.2 38.4       6 6  
24 24       6    
24 48     6 8B    
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  1. This table is for use with the detail in Figure R608.9(9). Use of this detail is permitted where a cell is not shaded, and prohibited where shaded.
  2. Wall design per other provisions of Section R608 is required.
  3. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number.
  4. Numbers 6 and 8 indicate minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this nominal thickness shall occur in the portion of the wall indicated by the cross hatching in Figure R608.9(9). For the remainder of the wall, see Note b.
  5. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6 sill plate are required.
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.

FIGURE R608.9(10)
WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLEL


TABLE R608.9(10)
WOOD-FRAMED ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e
ANCHOR BOLT SPACING
(inches)
 TENSION TIE SPACING
(inches)
 BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY
115B 120B 130B 140B 150B 160B
— — 110C 119C 127C 136C
— — — 110D 117D 125D
12 12           6
12 24           6
12 36         6 6
12 48       6 6 6
16 16         6 6
16 32         6 6
16 48       6 6 6
19.2 19.2         6 6
19.2 38.4       6 6  
24 24       6    
24 48     6 8B    
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  1. This table is for use with the detail in Figure R608.9(10). Use of this detail is permitted where a cell is not shaded, and prohibited where shaded.
  2. Wall design per other provisions of Section R608 is required.
  3. For wind design, minimum 4-inch-nominal wall is permitted in cells that do not contain a number.
  4. Numbers 6 and 8 indicate minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this nominal thickness shall occur in the portion of the wall indicated by the cross hatching in Figure R608.9(10). For the remainder of the wall, see Note b.
  5. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6 sill plate are required.
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound-force = 4.448 N.

FIGURE R608.9(11)
COLD-FORMED STEEL ROOF TO TOP OF CONCRETE WALL, FRAMING PERPENDICULAR


TABLE R608.9(11)
COLD-FORMED STEEL TO TOP OF CONCRETE WALL, FRAMING PERPENDICULARa, b, c, d, e
ANCHOR BOLT SPACING
(inches)
 TENSION TIE SPACING
(inches)
 BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY
115B 120B 130B 140B 150B 160B
— — 110C 119C 127C 136C
— — — 110D 117D 125D
12 12           6
12 24           6
16 16         6 6
16 32         6 6
19.2 19.2         6 6
19.2 38.4       6 6 6
24 24       6 6A 6B
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  1. This table is for use with the detail in Figure R608.9(11). Use of this detail is permitted where a cell is not shaded.
  2. Wall design per other provisions of Section R608 is required.
  3. For wind design, minimum 4-inch-nominal wall is permitted in unshaded cells that do not contain a number.
  4. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this nominal thickness shall occur in the portion of the wall indicated by the cross hatching in Figure R608.9(11). For the remainder of the wall, see Note b.
  5. Letter "A" indicates that a minimum nominal 3 × 6 sill plate is required. Letter "B" indicates that a 5/8-inch-diameter anchor bolt and a minimum nominal 3 × 6 sill plate are required.
For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound-force = 4.448 N.

FIGURE R608.9(12)
COLD-FORMED STEEL ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLEL


TABLE R608.9(12)
COLD-FORMED STEEL ROOF TO TOP OF CONCRETE WALL, FRAMING PARALLELa, b, c, d, e
ANCHOR BOLT SPACING
(inches)
 TENSION TIE SPACING
(inches)
 BASIC WIND SPEED (mph) AND WIND EXPOSURE CATEGORY
115B 120B 130B 140B 150B 160B
— — 110C 119C 127C 136C
— — — 110D 117D 125D
12 12           6
12 24           6
16 16         6 6
16 32         6 6
19.2 19.2         6 6
19.2 38.4       6 6 6
24 24       6 6 6B
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  1. This table is for use with the detail in Figure R608.9(12). Use of this detail is permitted where a cell is not shaded.
  2. Wall design per other provisions of Section R608 is required.
  3. For wind design, minimum 4-inch-nominal wall is permitted in cells that do not contain a number.
  4. Number 6 indicates minimum permitted nominal wall thickness in inches necessary to develop required strength (capacity) of connection. As a minimum, this nominal thickness shall occur in the portion of the wall indicated by the cross hatching in Figure R608.9(12). For the remainder of the wall, see Note b.
  5. Letter "B" indicates that a 5/8-inch-diameter anchor bolt is required.

R608.9.1 Connections Between Concrete Walls and Light-Framed Floor, Ceiling and Roof Systems

Connections between concrete walls and light-framed floor, ceiling and roof systems using the prescriptive details of Figures R608.9(1) through R608.9(12) shall comply with this section and Sections R608.9.2 and R608.9.3.

R608.9.1.1 Anchor Bolts

Anchor bolts used to connect light-framed floor, ceiling and roof systems to concrete walls in accordance with Figures R608.9(1) through R608.9(12) shall have heads, or shall be rods with threads on both ends with a hex or square nut on the end embedded in the concrete. Bolts and threaded rods shall comply with Section R608.5.2.2. Anchor bolts with J- or L-hooks shall not be used where the connection details in these figures are used.

R608.9.1.2 Removal of Stay-in-Place Form Material at Bolts

Holes in stay-in-place forms for installing bolts for attaching face-mounted wood ledger boards to the wall shall be not less than 4 inches (102 mm) in diameter for forms not greater than 11/2 inches (38 mm) in thickness, and increased 1 inch (25 mm) in diameter for each 1/2-inch (12.7 mm) increase in form thickness. Holes in stay-in-place forms for installing bolts for attaching face-mounted cold-formed steel tracks to the wall shall be not less than 4 inches (102 mm) square. The wood ledger board or steel track shall be in direct contact with the concrete at each bolt location.
Exception: A vapor retarder or other material less than or equal to 1/16 inch (1.6 mm) in thickness is permitted to be installed between the wood ledger or cold-formed track and the concrete.

R608.9.2 Connections Between Concrete Walls and Light-Framed Floor Systems

Connections between concrete walls and light-framed floor systems shall be in accordance with one of the following:
  1. For floor systems of wood-framed construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(1) through R608.9(4), where permitted by the tables accompanying those figures. Portions of connections of wood-framed floor systems not noted in the figures shall be in accordance with Section R502, or AWC WFCM, if applicable. Wood framing members shall be of a species having a specific gravity equal to or greater than 0.42.
  2. For floor systems of cold-formed steel construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(5) through R608.9(8), where permitted by the tables accompanying those figures. Portions of connections of cold-formed steel-framed floor systems not noted in the figures shall be in accordance with Section R505, or AISI S230, if applicable.
  3. Proprietary connectors selected to resist loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100.
  4. An engineered design using loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100.
  5. An engineered design using loads and material design provisions in accordance with this code, or in accordance with ASCE 7, ACI 318, and AWC NDS for wood-framed construction or AISI S100 for cold-formed steel frame construction.

R608.9.3 Connections Between Concrete Walls and Light-Framed Ceiling and Roof Systems

Connections between concrete walls and light-framed ceiling and roof systems shall be in accordance with one of the following:
  1. For ceiling and roof systems of wood-framed construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(9) and R608.9(10), where permitted by the tables accompanying those figures. Portions of connections of wood-framed ceiling and roof systems not noted in the figures shall be in accordance with Section R802, or AWC WFCM, if applicable. Wood framing members shall be of a species having a specific gravity equal to or greater than 0.42.
  2. For ceiling and roof systems of cold-formed steel construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(11) and R608.9(12), where permitted by the tables accompanying those figures. Portions of connections of cold-formed-steel framed ceiling and roof systems not noted in the figures shall be in accordance with Section R804, or AISI S230, if applicable.
  3. Proprietary connectors selected to resist loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100.
  4. An engineered design using loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100.
  5. An engineered design using loads and material design provisions in accordance with this code, or in accordance with ASCE 7, ACI 318, and AWC NDS for wood-framed construction or AISI S100 for cold-formed steel-framed construction.

R608.10 Floor, Roof and Ceiling Diaphragms

Floors and roofs in buildings with exterior walls of concrete shall be designed and constructed as diaphragms. Where gable-end walls occur, ceilings shall be designed and constructed as diaphragms. The design and construction of floors, roofs and ceilings of wood framing or cold-formed-steel framing serving as diaphragms shall comply with the applicable requirements of this code, or AWC WFCM or AISI S230, if applicable. Wood framing members shall be of a species having a specific gravity equal to or greater than 0.42.

Section R609 Exterior Windows and Doors

R609.1 General

This section prescribes performance and construction requirements for exterior windows and doors installed in walls. Windows and doors shall be installed and flashed in accordance with the fenestration manufacturer's written instructions. Window and door openings shall be flashed in accordance with Section R703.4. Written installation instructions shall be provided by the fenestration manufacturer for each window or door.

R609.2 Performance

Exterior windows and doors shall be capable of resisting the design wind loads specified in Table R301.2(2) adjusted for height and exposure in accordance with Table R301.2(3) or determined in accordance with ASCE 7 using the allowable stress design load combinations of ASCE 7. For exterior windows and doors tested in accordance with Sections R609.3 and R609.5, required design wind pressures determined from ASCE 7 using the ultimate strength design (USD) are permitted to be multiplied by 0.6. Design wind loads for exterior glazing not part of a labeled assembly shall be permitted to be determined in accordance with Chapter 24 of the International Building Code. Design wind loads for exterior glazing not part of a labeled assembly shall be permitted to be determined in accordance with Chapter 24 of the International Building Code.

R609.3 Testing and Labeling

Exterior windows and sliding doors shall be tested by an approved independent laboratory, and bear a label identifying manufacturer, performance characteristics and approved inspection agency to indicate compliance with AAMA/WDMA/CSA 101/I.S.2/A440. Exterior side-hinged doors shall be tested and labeled as conforming to AAMA/WDMA/CSA 101/I.S.2/A440 or AMD 100, or comply with Section R609.5.
Exception: Decorative glazed openings.

R609.3.1 Comparative Analysis

Structural wind load design pressures for window and door units different than the size tested in accordance with Section R609.3 shall be permitted to be different than the design value of the tested unit where determined in accordance with one of the following comparative analysis methods:
  1. Structural wind load design pressures for window and door units smaller than the size tested in accordance with Section R609.3 shall be permitted to be higher than the design value of the tested unit provided such higher pressures are determined by accepted engineering analysis. Components of the smaller unit shall be the same as those of the tested unit. Where such calculated design pressures are used, they shall be validated by an additional test of the window or door unit having the highest allowable design pressure.
  2. In accordance with WDMA I.S.11.

R609.4 Garage Doors

Garage doors shall be tested in accordance with either ASTM E330 or ANSI/DASMA 108, and shall meet the acceptance criteria of ANSI/DASMA 108.

R609.5 Other Exterior Window and Door Assemblies

Exterior windows and door assemblies not included within the scope of Section R609.3 or R609.4 shall be tested in accordance with ASTM E330. Glass in assemblies covered by this section shall comply with Section R308.5.

R609.6 Windborne Debris Protection

Protection of exterior windows, glass doors and doors with glass in buildings located in windborne debris regions shall be in accordance with Section R301.2.1.2.

R609.6.1 Fenestration Testing and Labeling

Fenestration shall be tested by an approved independent laboratory, listed by an approved entity, and bear a label identifying the manufacturer, performance characteristics and an approved inspection agency to indicate compliance with the requirements of the following specification(s):
  1. ASTM E1886 and ASTM E1996; or
  2. AAMA 506.

R609.6.2 Impact Protective Systems-Testing and Labeling

Impact protective systems shall be tested for impact resistance by an approved independent laboratory for compliance with ASTM E1886 and ASTM E1996. Impact protective systems shall be tested for design wind pressure by an approved independent laboratory for compliance with ASTM E330. Required design wind pressures shall be determined in accordance with Table R301.2(2), adjusted for height and exposure in accordance with Table R301.2(3) or determined in accordance with ASCE 7. For the purposes of this section, design wind pressures determined in accordance with ASCE 7 are permitted to be multiplied by 0.6.
Impact protective systems bear a label identifying the manufacturer, performance characteristics and an approved inspection agency. Impact protective systems shall have a permanent label providing traceability to the manufacturer, product designation and performance characteristics. The permanent label shall be acid etched, sand blasted, ceramic fired, laser etched, embossed or of a type that, once applied, cannot be removed without being destroyed.

R609.7 Anchorage Methods

The methods cited in this section apply only to anchorage of window and glass door assemblies to the main force-resisting system.

R609.7.1 Anchoring Requirements

Window and glass door assemblies shall be anchored in accordance with the published manufacturer's recommendations to achieve the design pressure specified. Substitute anchoring systems used for substrates not specified by the fenestration manufacturer shall provide equal or greater anchoring performance as demonstrated by accepted engineering practice.

R609.7.2 Anchorage Details

Products shall be anchored in accordance with the minimum requirements illustrated in Figures R609.7.2(1), R609.7.2(2), R609.7.2(3), R609.7.2(4), R609.7.2(5), R609.7.2(6), R609.7.2(7) and R609.7.2(8).
FIGURE R609.7.2(1)
THROUGH THE FRAME
FIGURE R609.7.2(2)
FRAME CLIP
FIGURE R609.7.2(3)
THROUGH THE FRAME
FIGURE R609.7.2(4)
FRAME CLIP
FIGURE R609.7.2(5)
THROUGH THE FLANGE
FIGURE R609.7.2(6)
THROUGH THE FLANGE
FIGURE R609.7.2(7)
FRAME CLIP
FIGURE R609.7.2(8)
THROUGH THE FLANGE

R609.7.2.1 Masonry, Concrete or Other Structural Substrate

Where the wood shim or buck thickness is less than 11/2 inches (38 mm), window and glass door assemblies shall be anchored through the jamb, or by jamb clip and anchors shall be embedded directly into the masonry, concrete or other substantial substrate material. Anchors shall adequately transfer load from the window or door frame into the rough opening substrate [see Figures R609.7.2(1) and R609.7.2(2)].
Where the wood shim or buck thickness is 11/2 inches (38 mm) or more, the buck is securely fastened to the masonry, concrete or other substantial substrate, and the buck extends beyond the interior face of the window or door frame, window and glass door assemblies shall be anchored through the jamb, or by jamb clip, or through the flange to the secured wood buck. Anchors shall be embedded into the secured wood buck to adequately transfer load from the window or door frame assembly [see Figures R609.7.2(3), R609.7.2(4) and R609.7.2(5)].

R609.7.2.2 Wood or Other Approved Framing Material

Where the framing material is wood or other approved framing material, window and glass door assemblies shall be anchored through the frame, or by frame clip, or through the flange. Anchors shall be embedded into the frame construction to adequately transfer load [see Figures R609.7.2(6), R609.7.2(7) and R609.7.2(8)].

R609.8 Mullions

Mullions shall be tested by an approved testing laboratory in accordance with AAMA 450, or be engineered in accordance with accepted engineering practice. Mullions tested as stand-alone units or qualified by engineering shall use performance criteria cited in Sections R609.8.1, R609.8.2 and R609.8.3. Mullions qualified by an actual test of an entire assembly shall comply with Sections R609.8.1 and R609.8.3.

R609.8.1 Load Transfer

Mullions shall be designed to transfer the design pressure loads applied by the window and door assemblies to the rough opening substrate.

R609.8.2 Deflection

Mullions shall be capable of resisting the design pressure loads applied by the window and door assemblies to be supported without deflecting more than L/175, where L is the span of the mullion in inches.

R609.8.3 Structural Safety Factor

Mullions shall be capable of resisting a load of 1.5 times the design pressure loads applied by the window and door assemblies to be supported without exceeding the appropriate material stress levels. If tested by an approved laboratory, the 1.5 times the design pressure load shall be sustained for 10 seconds, and the permanent deformation shall not exceed 0.4 percent of the mullion span after the 1.5 times design pressure load is removed.

Section R610 Structural Insulated Panel Wall Construction

R610.1 General

Structural insulated panel (SIP) walls shall be designed in accordance with the provisions of this section. Where the provisions of this section are used to design structural insulated panel walls, 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.

R610.2 Applicability Limits

The provisions of this section shall control the construction of exterior structural insulated panel walls and interior load-bearing structural insulated panel walls for buildings not greater than 60 feet (18 288 mm) in length perpendicular to the joist or truss span, not greater than 40 feet (12 192 mm) in width parallel to the joist or truss span and not greater than two stories in height with each wall not greater than 10 feet (3048 mm) high. Exterior walls installed in accordance with the provisions of this section shall be considered as load-bearing walls. Structural insulated panel walls constructed in accordance with the provisions of this section shall be limited to sites where the ultimate design wind speed (Vult) is not greater than 155 miles per hour (69 m/s) in Exposure B or 140 miles per hour (63 m/s) in Exposure C, the ground snow load is not greater than 70 pounds per square foot (3.35 kPa), and the seismic design category is A, B or C.

R610.3 Materials

SIPs shall comply with the requirements of ANSI/APA PRS 610.1.

R610.3.1 Lumber

The minimum lumber framing material used for SIPs prescribed in this document is NLGA graded No. 2 Spruce-pine-fir. Substitution of other wood species/grades that meet or exceed the mechanical properties and specific gravity of No. 2 Spruce-pine-fir shall be permitted.

R610.3.2 SIP Screws

Screws used for the erection of SIPs as specified in Section R610.5 shall be fabricated from steel, shall be provided by the SIP manufacturer and shall be sized to penetrate the wood member to which the assembly is being attached by not less than 1 inch (25 mm). The screws shall be corrosion resistant and have a minimum shank diameter of 0.188 inch (4.7 mm) and a minimum head diameter of 0.620 inch (15.5 mm).

R610.3.3 Nails

Nails specified in Section R610 shall be common or galvanized box unless otherwise stated.

R610.4 SIP Wall Panels

SIPs shall comply with Figure R610.4 and shall have minimum panel thickness in accordance with Tables R610.5(1) and R610.5(2) for above-grade walls. SIPs shall be identified by grade mark or certificate of inspection issued by an approved agency in accordance with ANSI/APA PRS 610.1.
FIGURE R610.4
SIP WALL PANEL

R610.5 Wall Construction

Exterior walls of SIP construction shall be designed and constructed in accordance with the provisions of this section and Tables R610.5(1) and R610.5(2) and Figures R610.5(1) through R610.5(5). SIP walls shall be fastened to other wood building components in accordance with Tables R602.3(1) through R602.3(4).
Framing shall be attached in accordance with Table R602.3(1) unless otherwise provided for in Section R610.


TABLE R610.5(1)
MINIMUM THICKNESS FOR SIP WALL SUPPORTING SIP OR LIGHT-FRAME ROOF ONLY (inches)a
BUILDING WIDTH (ft)
ULTIMATE DESIGN
WIND SPEED
V ult (mph)		 SNOW
LOAD
(psf)		 24 28 32 36 40
Exp. B Exp. C Wall Height (feet) Wall Height (feet) Wall Height (feet) Wall Height (feet) Wall Height (feet)
8 9 10 8 9 10 8 9 10 8 9 10 8 9 10
110 — 20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
70 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 6.5
115 — 20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
50 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5
70 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR
130 110 20 4.5 4.5 6.5 4.5 4.5 6.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR
30 4.5 4.5 6.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR 4.5 4.5 DR
50 4.5 4.5 DR 4.5 4.5 DR 4.5 4.5 DR 4.5 6.5 DR 4.5 DR DR
70 4.5 4.5 DR 4.5 DR DR 4.5 DR DR 4.5 DR DR DR DR DR
140 120 20 4.5 6.5 DR 4.5 6.5 DR 4.5 DR DR 4.5 DR DR 4.5 DR DR
30 4.5 6.5 DR 4.5 DR DR 4.5 DR DR 4.5 DR DR 4.5 DR DR
50 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR DR DR DR
70 4.5 DR DR DR DR DR DR DR DR DR DR DR DR DR DR
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
  1. Design assumptions:
    • Maximum deflection criteria: L/240.
    • Maximum roof dead load: 10 psf.
    • Maximum roof live load: 70 psf.
    • Maximum ceiling dead load: 5 psf.
    • Maximum ceiling live load: 20 psf.
    • Wind loads based on Table R301.2 (2).
    • Strength axis of facing material applied vertically.
TABLE R610.5(2)
MINIMUM THICKNESS FOR SIP WALL SUPPORTING SIP OR LIGHT-FRAME ONE STORY AND ROOF ONLY (inches)a
BUILDING WIDTH (ft)
ULTIMATE DESIGN
WIND SPEED
V ult (mph)		 SNOW
LOAD
(psf)		 24 28 32 36 40
Exp. B Exp. C Wall Height (feet) Wall Height (feet) Wall Height (feet) Wall Height (feet) Wall Height (feet)
8 9 10 8 9 10 8 9 10 8 9 10 8 9 10
110 — 20 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR
30 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 6.5 DR
50 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 DR DR DR DR DR
70 4.5 4.5 6.5 4.5 4.5 DR 4.5 DR DR DR DR DR DR DR DR
115 — 20 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR 4.5 DR DR
30 4.5 4.5 4.5 4.5 4.5 6.5 4.5 4.5 DR 4.5 6.5 DR 4.5 DR DR
50 4.5 4.5 6.5 4.5 4.5 DR 4.5 DR DR 4.5 DR DR DR DR DR
70 4.5 4.5 DR 4.5 DR DR DR DR DR DR DR DR DR DR DR
120 — 20 4.5 4.5 6.5 4.5 4.5 DR 4.5 4.5 DR 4.5 DR DR 4.5 DR DR
30 4.5 4.5 DR 4.5 4.5 DR 4.5 6.5 DR 4.5 DR DR DR DR DR
50 4.5 4.5 DR 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR
70 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR DR DR DR
130 110 20 4.5 6.5 DR 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR
30 4.5 DR DR 4.5 DR DR DR DR DR DR DR DR DR DR DR
50 4.5 DR DR DR DR DR DR DR DR DR DR DR DR DR DR
70 DR DR DR DR DR DR DR DR DR DR DR DR DR DR DR
For SI: 1 Inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
DR = Design Required.
  1. Design assumptions:
    • Maximum deflection criteria: L/240.
    • Maximum roof dead load: 10 psf.
    • Maximum roof live load: 70 psf.
    • Maximum ceiling dead load: 5 psf.
    • Maximum ceiling live load: 20 psf.
    • Maximum second-floor dead load: 10 psf.
    • Maximum second-floor live load: 30 psf.
    • Maximum second-floor dead load from walls: 10 psf.
    • Maximum first-floor dead load: 10 psf.
    • Maximum first-floor live load: 40 psf.
    • Wind loads based on Table R301.2 (2).
    • Strength axis of facing material applied vertically.
For SI: 1 foot = 304.8 mm.
Note: Figure illustrates SIP-specific attachment requirements. Other connections shall be made in accordance with Tables R602.3(1) and (2), as appropriate.

FIGURE R610.5(1)
MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS

For SI: 1 foot = 304.8 mm.
Note: Figure illustrates SIP-specific attachment requirements. Other connections shall be made in accordance with Tables R602.3(1) and (2), as appropriate.

FIGURE R610.5(2)
MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS

For SI: 1 inch = 25.4 mm.
Note: Figure illustrates SIP-specific attachment requirements. Other connections shall be made in accordance with Tables R602.3(1) and (2), as appropriate.

FIGURE R610.5(3)
TRUSSED ROOF TO TOP PLATE CONNECTION

For SI: 1 inch = 25.4 mm.
Note: Figure illustrates SIP-specific attachment requirements. Other connections shall be made in accordance with Tables R602.3(1) and (2), as appropriate.

FIGURE R610.5(4)
SIP WALL-TO-WALL PLATFORM FRAME CONNECTION

For SI: 1 inch = 25.4 mm.
Note: Figure illustrates SIP-specific attachment requirements. Other connections shall be made in accordance with Tables R602.3(1) and (2), as appropriate.

FIGURE R610.5(5)
SIP WALL-TO-WALL HANGING FLOOR FRAME CONNECTION (I-Joist floor shown for Illustration only)

R610.5.1 Top Plate Connection

SIP walls shall be capped with a double top plate installed to provide overlapping at corner, intersections and splines in accordance with Figure R610.5.1. The double top plates shall be made up of a single 2-by (nominal 2-inch) top plate having a width equal to the width of the panel core, and shall be recessed into the SIP below. Over this top plate a cap plate shall be placed. The cap plate width shall match the SIP thickness and overlap the facers on both sides of the panel. End joints in top plates shall be offset not less than 24 inches (610 mm).

For SI: 1 inch = 25.4 mm.
Notes:
  1. Top plates shall be continuous over header.
  2. Lower 2x top plate shall have a width equal to the SIP core width and shall be recessed into the top edge of the panel. Cap plate shall be placed over the recessed top plate and shall have a width equal to the SIPs width.
  3. SIP facing surfaces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 6 inches on center.
FIGURE R610.5.1
SIP WALL FRAMING CONFIGURATION

R610.5.2 Bottom (Sole) Plate Connection

SIP walls shall have full bearing on a sole plate having a width equal to the nominal width of the foam core. Where SIP walls are supported directly on continuous foundations, the wall wood sill plate shall be anchored to the foundation in accordance with Figure R610.5.2 and Section R403.1.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
FIGURE R610.5.2
SIP WALL TO CONCRETE SLAB FOR FOUNDATION WALL ATTACHMENT

R610.5.3 Panel-to-Panel Connection

SIPs shall be connected at vertical in-plane joints in accordance with Figure R610.8 or by other approved methods.

R610.5.4 Corner Framing

Corner framing of SIP walls shall be constructed in accordance with Figure R610.5.4.

For SI: 1 inch = 25.4 mm.
FIGURE R610.5.4
SIP CORNER FRAMING DETAIL

R610.5.5 Wall Bracing

SIP walls shall be braced in accordance with Section R602.10. SIP walls shall be considered continuous wood structural panel sheathing (bracing Method CS-WSP) for purposes of computing required bracing. SIP walls shall meet the requirements of Section R602.10.4.2 except that SIP corners shall be fabricated as shown in Figure R610.8. Where SIP walls are used for wall bracing, the SIP bottom plate shall be attached to wood framing below in accordance with Table R602.3(1).

R610.5.6 Thermal Barrier

SIP walls shall be separated from the interior of a building by an approved thermal barrier in accordance with Section R316.4.

R610.6 Interior Load-Bearing Walls

Interior load-bearing walls shall be constructed as specified for exterior walls.

R610.7 Drilling and Notching

The maximum vertical chase penetration in SIPs shall have a maximum side dimension of 2 inches (51 mm) centered in the panel. Vertical chases shall have a minimum spacing of 24 inches (610 mm) on center. Not more than two horizontal chases shall be permitted in each wall panel, one at 14 inches (360 mm) plus or minus 2 inches (51 mm) from the bottom of the panel and one at 48 inches (1220 mm) plus or minus 2 inches (51 mm) from the bottom edge of the SIP's panel. Additional penetrations are permitted where justified by analysis.

R610.8 Headers

SIP headers shall be designed and constructed in accordance with Table R610.8 and Figure R610.5.1. SIP headers shall be continuous sections without splines. Headers shall be not less than 117/8 inches (302 mm) deep. Headers longer than 4 feet (1219 mm) shall be constructed in accordance with Section R602.7. The strength axis of the factors on the header shall be oriented horizontally.
For SI: 1 inch = 25.4 mm.
FIGURE R610.8
TYPICAL SIP WALL PANEL-TO-PANEL CONNECTION DETAILS
TABLE R610.8
MAXIMUM SPANS FOR 117/8-INCH OR DEEPER SIP HEADERS (feet)a, c, d
LOAD CONDITION SNOW LOAD (psf) BUILDINGb
width (feet)
24 28 32 36 40
Supporting roof only 20 4 4 4 4 2
30 4 4 4 2 2
50 2 2 2 2 2
70 2 2 2 DR DR
Supporting roof and one-story 20 2 2 DR DR DR
30 2 2 DR DR DR
50 2 DR DR DR DR
70 DR DR DR DR DR
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
DR = Design Required.
  1. Design assumptions:
    • Maximum deflection criterion: L/240.
    • Maximum roof dead load: 10 psf.
    • Maximum ceiling load: 5 psf.
    • Maximum ceiling live load: 20 psf
    • Maximum second-floor live load: 30 psf.
    • Maximum second-floor dead load: 10 psf.
    • Maximum second-floor dead load from walls: 10 psf.
    • Maximum first floor dead load: 10 psf.
    • Wind loads based on Table R301.2(2).
    • Strength axis of facing material applied horizontally.
  2. Building width is in the direction of horizontal framing members supported by the header.
  3. The table provides for roof slopes between 3:12 and 12:12.
  4. The maximum roof overhang is 24 inches (610 mm).

R610.8.1 Wood Structural Panel Box Headers

Wood structural panel box headers shall be allowed where SIP headers are not applicable. Wood structural panel box headers shall be constructed in accordance with Figure R602.7.3 and Table R602.7.3.