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.
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.
Class III or no vapor retarder shall be permitted on the interior side of below grade wall assemblies. Class I or II vapor retarders shall be permitted on the interior side of the wall assembly when no air permeable insulation is installed in the below grade wall assemblies.
Construction where moisture or its freezing will not damage the materials.
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.
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.
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.
Wood structural panel
sheathing shall conform to DOC PS 1, DOC PS 2 or, when
manufactured in Canada, CSA O437 or CSA O325. Panels
shall be identified for grade, bond classification, and performance
category by a grade mark or certificate of
inspection issued by an approved agency.
Particleboard shall conform to
ANSI A208.1. Particleboard shall be identified by the
grade mark or certificate of inspection issued by an
approved agency.
Fiberboard shall conform to
ASTM C208. Fiberboard sheathing, where used structurally,
shall be identified by an approved agency as conforming
to ASTM C208.
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 the studs are spaced in accordance with Table
R602.3(5).
Exterior walls of woodframe 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).
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
6d deformed (2" x 0.120'') nail; or 8d common (21/2" x 0.131") nail
6
12
38
7/8"- 1"
8d common (21/2" x 0.131") nail; or 8d deformed (21/2" x 0.120") nail
6
12
39
11/8"- 11/4"
10d common (3" x 0.148") nail; or 8d deformed (21/2" x 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.
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.
Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown width.
Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically.
Spacing of fasteners not included in this table shall be based on Table R602.3(2).
Where the ultimate design wind speed is 130 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6 inches on center. Where the ultimate design wind speed is greater than 130 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48-inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing.
Gypsum sheathing shall conform to ASTM C1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C208.
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.
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.
Nail is a general description and shall be permitted to be T-head, modified round head or round head.
Staples shall have a minimum crown width of 7/16-inch on diameter except as noted.
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.
Fasteners shall be placed in a grid pattern throughout the body of the panel.
For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way.
Hardboard underlayment shall conform to CPA/ANSI A135.4
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.
Fiber-cement underlayment shall conform to ASTM C1288 or ISO 8336, Category C.
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
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.
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.
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
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. All panel edges must be supported. Leave a 1/16 inch gap between panels and nail not less than 3/8 inch from panel edges.
Maximum spacing when supporting a roof-ceiling assembly or a habitable attic assembly, only (inches)
Maximum spacing when supporting one floor, plus a roof-ceiling assembly or a habitable attic assembly (inches)
Maximum spacing when supporting two floors, plus a roof-ceiling assembly or a habitable attic assembly (inches)
Maximum spacing when supporting one floor heighta (inches)
Laterally unsupported stud heighta (feet)
Maximum spacing (inches)
2 x 3b
-
-
-
-
-
10
16
2 x 4
10
24c
16c
-
24
14
24
3 x 4
10
24
24
16
24
14
24
2 x 5
10
24
24
-
24
16
24
2 x 6
10
24
24
16
24
20
24
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
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.
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.
The size, height
and spacing of studs shall be in accordance with Table
R602.3.(5).
Exceptions:
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.
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 14 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 (304.8 mm)
on center. Studs shall be minimum No. 2 grade
lumber.
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:
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.
The rafters or joists shall be centered over the studs with a tolerance of not more than 1 inch (25 mm).
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
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:
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.
A third top plate is installed.
Solid blocking equal in size to the studs is
installed to reinforce the double top plate.
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:
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.
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.
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.
Wall sheathing and fasteners designed to resist combined uplift and shear forces in accordance with accepted engineering practice.
Interior nonbearingwalls 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.
Drilling and notching
of studs shall be in accordance with the following:
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.
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 more than 5/8 inch (16 mm) to the edge
of the stud, and the hole is not located in the same section
as a cut or notch. Studs located in exterior walls or
bearing partitions drilled over 40 percent and up to 60 percent shall 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
When piping or ductwork is placed in or partly in an exterior wall or interior load-bearing wall, necessitating cutting, drilling or notching of the top plate by more than 50 percent of its width, a galvanized metal tie not less than 0.054 inch thick (1.37 mm) (16 ga) and 11/2 inches (38 mm) wide shall be fastened across and to the plate at each side of the opening with not less than eight 10d (0.148 inch diameter) nails having a minimum length of 11/2 inches (38 mm) at each side or equivalent. The metal tie must extend a minimum of 6 inches past the opening. See Figure R602.6.1.
Exception: When 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
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
SIZE
GROUND SNOW LOAD (psf)e
30
50
70
Building widthc (feet)
20
28
36
20
28
36
20
28
36
Span
NJd
Span
NJd
Span
NJd
Span
NJd
Span
NJd
Span
NJd
Span
NJd
Span
NJd
Span
NJd
Roof and ceiling
1-2 X 8
4-6
1
3-10
1
3-5
1
3-9
1
3-2
1
2-10
2
-
-
-
-
-
-
1-2 X 10
5-8
1
4-11
1
4-4
1
4-9
1
4-1
1
3-7
2
-
-
-
-
-
-
1-2 X 12
6-11
1
5-11
2
5-3
2
5-9
2
4-8
2
3-8
2
-
-
-
-
-
-
2-2 X 4
3-6
1
3-2
1
2- 10
1
3-2
1
2-9
1
2-6
1
2-10
1
2-6
1
2-3
1
2-2 X 6
5-5
1
4-8
1
4-2
1
4-8
1
4-1
1
3-8
2
4-2
1
3-8
2
3-3
2
2-2 X 8
6-10
1
5-11
2
5-4
2
5-11
2
5-2
2
4-7
2
5-4
2
4-7
2
4-1
2
2-2 X 10
8-5
2
7-3
2
6-6
2
7-3
2
6-3
2
5-7
2
6-6
2
5-7
2
5-0
2
2-2 X 12
9-9
2
8-5
2
7-6
2
8-5
2
7-3
2
6-6
2
7-6
2
6-6
2
5-10
3
3-2 X 8
8-4
1
7-5
1
6-8
1
7-5
1
6-5
2
5-9
2
6-8
1
5-9
2
5-2
2
3-2 X 10
10-6
1
9-1
2
8-2
2
9-1
2
7-10
2
7-0
2
8-2
2
7-0
2
6-4
2
3-2 X 12
12-2
2
10-7
2
9-5
2
10-7
2
9-2
2
8-2
2
9-5
2
8-2
2
7-4
2
4-2 X 8
9-2
1
8-4
1
7-8
1
8-4
1
7-5
1
6-8
1
7-8
1
6-8
1
5-11
2
4-2 X 10
11-8
1
10-6
1
9-5
2
10-6
1
9-1
2
8-2
2
9-5
2
8-2
2
7-3
2
4-2 X 12
14-1
1
12-2
2
10-11
2
12-2
2
10-7
2
9-5
2
10-11
2
9-5
2
8-5
2
Roof, ceiling and one center- bearing floor
1-2 X 8
3-11
1
3-5
1
3-0
1
3-7
1
3-0
2
2-8
2
-
-
-
-
-
-
1-2 X 10
5-0
2
4-4
2
3-10
2
4-6
2
3-11
2
3-4
2
-
-
-
-
-
-
1-2 X 12
5-10
2
4-9
2
4-2
2
5-5
2
4-2
2
3-4
2
-
-
-
-
-
-
2-2 X 4
3-1
1
2-9
1
2-5
1
2-9
1
2-5
1
2-2
1
2-7
1
2-3
1
2-0
1
2-2 X 6
4-6
1
4-0
1
3-7
2
4-1
1
3-7
2
3-3
2
3-9
2
3-3
2
2-11
2
2-2 X 8
5-9
2
5-0
2
4-6
2
5-2
2
4-6
2
4-1
2
4-9
2
4-2
2
3-9
2
2-2 x 10
7-0
2
6-2
2
5-6
2
6-4
2
5-6
2
5-0
2
5-9
2
5-1
2
4-7
3
2-2 X 12
8-1
2
7-1
2
6-5
2
7-4
2
6-5
2
5-9
3
6-8
2
5-10
3
5-3
3
3-2 X 8
7-2
1
6-3
2
5-8
2
6-5
2
5-8
2
5-1
2
5-11
2
5-2
2
4-8
2
3-2 X 10
8-9
2
7-8
2
6-11
2
7-11
2
6-11
2
6-3
2
7-3
2
6-4
2
5-8
2
3-2 X 12
10-2
2
8-11
2
8-0
2
9-2
2
8-0
2
7-3
2
8-5
2
7-4
2
6-7
2
4-2 X 8
8-1
1
7-3
1
6-7
1
7-5
1
6-6
1
5-11
2
6-10
1
6-0
2
5-5
2
4-2 X 10
10-1
1
8-10
2
8-0
2
9-1
2
8-0
2
7-2
2
8-4
2
7-4
2
6-7
2
4-2 X12
11-9
2
10-3
2
9-3
2
10-7
2
9-3
2
8-4
2
9-8
2
8-6
2
7-7
2
Roof, ceiling and one clear span floor
1-2 X 8
3-6
1
3-0
1
2-8
1
3-5
1
2-11
1
2-7
2
-
-
-
-
-
-
1-2 x 10
4-6
1
3-10
1
3-3
1
4-4
1
3-9
1
3-1
2
-
-
-
-
-
-
1-2 X 12
5-6
1
4-2
2
3-3
2
5-4
2
3-11
2
3-1
2
-
-
-
-
-
-
2-2 x 4
2-8
1
2-4
1
2-1
1
2-7
1
2-3
1
2-0
1
2-5
1
2-1
1
1-10
1
2-2 X 6
3-11
1
3-5
2
3-0
2
3-10
2
3-4
2
3-0
2
3-6
2
3-1
2
2-9
2
2-2 X 8
5-0
2
4-4
2
3-10
2
4-10
2
4-2
2
3-9
2
4-6
2
3-11
2
3-6
2
2-2 x 10
6-1
2
5-3
2
4-8
2
5-11
2
5-1
2
4-7
3
5-6
2
4-9
2
4-3
3
2-2 X 12
7-1
2
6-1
3
5-5
3
6-10
2
5-11
3
5-4
3
6-4
2
5-6
3
5-0
3
3-2 X 8
6-3
2
5-5
2
4-10
2
6-1
2
5-3
2
4-8
2
5-7
2
4-11
2
4-5
2
3-2 X 10
7-7
2
6-7
2
5-11
2
7-5
2
6-5
2
5-9
2
6-10
2
6-0
2
5-4
2
3-2 X 12
8-10
2
7-8
2
6-10
2
8-7
2
7-5
2
6-8
2
7-11
2
6-11
2
6-3
2
4-2 X 8
7-2
1
6-3
2
5-7
2
7-0
1
6-1
2
5-5
2
6-6
1
5-8
2
5-1
2
4-2 x 10
8-9
2
7-7
2
6-10
2
8-7
2
7-5
2
6-7
2
7-11
2
6-11
2
6-2
2
4-2 X 12
10-2
2
8-10
2
7-11
2
9-11
2
8-7
2
7-8
2
9-2
2
8-0
2
7-2
2
Roof, ceiling and two center-bearing floors
2-2 X 4
2-7
1
2-3
1
2-0
1
2-6
1
2-2
1
1-11
1
2-4
1
2-0
1
1-9
1
2-2 X 6
3-9
2
3-3
2
2-11
2
3-8
2
3-2
2
2-10
2
3-5
2
3-0
2
2-8
2
2-2 X 8
4-9
2
4-2
2
3-9
2
4-7
2
4-0
2
3-8
2
4-4
2
3-9
2
3-5
2
2-2 X 10
5-9
2
5-1
2
4-7
3
5-8
2
4-11
2
4-5
3
5-3
2
4-7
3
4-2
3
2-2 X 12
6-8
2
5-10
3
5-3
3
6-6
2
5-9
3
5-2
3
6-1
3
5-4
3
4-10
3
3-2 X 8
5-11
2
5-2
2
4-8
2
5-9
2
5-1
2
4-7
2
5-5
2
4-9
2
4-3
2
3-2 X 10
7-3
2
6-4
2
5-8
2
7-1
2
6-2
2
5-7
2
6-7
2
5-9
2
5-3
2
3-2 X 12
8-5
2
7-4
2
6-7
2
8-2
2
7-2
2
6-5
3
7-8
2
6-9
2
6-1
3
4-2 X 8
6-10
1
6-0
2
5-5
2
6-8
1
5-10
2
5-3
2
6-3
2
5-6
2
4-11
2
4-2 X 10
8-4
2
7-4
2
6-7
2
8-2
2
7-2
2
6-5
2
7-7
2
6-8
2
6-0
2
4-2 X 12
9-8
2
8-6
2
7-8
2
9-5
2
8-3
2
7-5
2
8-10
2
7-9
2
7-0
2
Roof, ceiling, and two clear-span floors
2-2 X 4
2-1
1
1-8
1
1-6
2
2-0
1
1-8
1
1-5
2
2-0
1
1-8
1
1-5
2
2-2 X 6
3-1
2
2-8
2
2-4
2
3-0
2
2-7
2
2-3
2
2-11
2
2-7
2
2-3
2
2-2 X 8
3-10
2
3-4
2
3-0
3
3-10
2
3-4
2
2-11
3
3-9
2
3-3
2
2-11
3
2-2 X 10
4-9
2
4-1
3
3-8
3
4-8
2
4-0
3
3-7
3
4-7
3
4-0
3
3-6
3
2-2 X 12
5-6
3
4-9
3
4-3
3
5-5
3
4-8
3
4-2
3
5-4
3
4-7
3
4-1
4
3-2 X 8
4-10
2
4-2
2
3-9
2
4-9
2
4-1
2
3-8
2
4-8
2
4-1
2
3-8
2
3-2 X 10
5-11
2
5-1
2
4-7
3
5-10
2
5-0
2
4-6
3
5-9
2
4-11
2
4-5
3
3-2 X 12
6-10
2
5-11
3
5-4
3
6-9
2
5-10
3
5-3
3
6-8
2
5-9
3
5-2
3
4-2 X 8
5-7
2
4-10
2
4-4
2
5-6
2
4-9
2
4-3
2
5-5
2
4-8
2
4-2
2
4-2 x 10
6-10
2
5-11
2
5-3
2
6-9
2
5-10
2
5-2
2
6-7
2
5-9
2
5-1
2
4-2 X 12
7-11
2
6-10
2
6-2
3
7-9
2
6-9
2
6-0
3
7-8
2
6-8
2
5-11
3
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
Spans are given in feet and inches.
No. 1 or better grade lumber shall be used for southern pine. Other tabulated values assume #2 grade lumber.
Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
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.
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.
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
SIZE
BUILDING Widthc (feet)
20
28
36
Span
NJd
Span
NJd
Span
NJd
One floor only
2-2 x 4
3-1
1
2-8
1
2-5
1
2-2 x 6
4-6
1
3-11
1
3-6
1
2-2 x 8
5-9
1
5-0
2
4-5
2
2-2 x 10
7-0
2
6-1
2
5-5
2
2-2 x 12
8-1
2
7-0
2
6-3
2
3-2 x 8
7-2
1
6-3
1
5-7
2
3-2 x 10
8-9
1
7-7
2
6-9
2
3-2 x 12
10-2
2
8-10
2
7-10
2
4-2 x 8
9-0
1
7-8
1
6-9
1
4-2 x 10
10-1
1
8-9
1
7-10
2
4-2 x 12
11-9
1
10-2
2
9-1
2
Two floors
2-2 x 4
2-2
1
1-10
1
1-7
1
2-2 x 6
3-2
2
2-9
2
2-5
2
2-2 x 8
4-1
2
3-6
2
3-2
2
2-2 x 10
4-11
2
4-3
2
3-10
3
2-2 x 12
5-9
2
5-0
3
4-5
3
3-2 x 8
5-1
2
4-5
2
3-11
2
3-2 x 10
6-2
2
5-4
2
4-10
2
3-2 x 12
7-2
2
6-3
2
5-7
3
4-2 x 8
6-1
1
5-3
2
4-8
2
4-2 x 10
7-2
2
6-2
2
5-6
2
4-2 x 12
8-4
2
7-2
2
6-5
2
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
Spans are given in feet and inches.
No. 1 or better grade lumber shall be used for southern pine. Other tabulated values assume #2 grade lumber.
Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
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.
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)
SIZE
SUPPORTING ROOF
SUPPORTING FLOOR
GROUND SNOW LOAD (psf)
30
50
70
DEPTH OF PORCHc (feet)
8
14
8
14
8
14
8
14
2-2 X 6
7-6
5-8
6-2
4-8
5-4
4-0
6-4
4-9
2-2 X 8
10-1
7-7
8-3
6-2
7-1
5-4
8-5
6-4
2-2 X 10
12-4
9-4
10-1
7-7
8-9
6-7
10-4
7-9
2-2 X 12
14-4
10-10
11-8
8-10
10-1
7-8
11-11
9-0
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
Spans are given in feet and inches.
Tabulated values assume #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.
Porch depth is measured horizontally from building face to centerline of the header. For depths between those shown, spans are permitted to be interpolated.
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.
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
Wood
structural panel box headers shall be constructed in accordance
with Figure R602.7.3 and Table R602.7.3.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. NOTES:
The top and bottom plates shall be continuous at header location.
Jack studs shall be used for spans over 4 feet.
Cripple spacing shall be the same as for studs.
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.
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.
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 nonbearingwalls 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.
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.
Foundation cripple walls shall be
framed of studs not smaller than the studding above. When
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.
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.
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.
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.
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.
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 a separate braced wall line
and shall be braced in accordance with Section
R602.10.1.
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.
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 each end complies with
one of the following:
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.
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.
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.
The required length of bracing along each braced wall line shall be determined as follows:
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).
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).
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.
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.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
Linear interpolation shall be permitted.
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.
4 inches o.c. at panel edges, including top and bottom plates, and all horizontal joints blocked
0.7
GB
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.48 N.
Linear interpolation shall be permitted.
The total adjustment factor is the product of all applicable adjustment factors.
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.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
Linear interpolation shall be permitted.
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 1613.3 of the International Building Code.
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.
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.
For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
Linear interpolation shall be permitted.
The total length of bracing required for a given wall line is the product of all applicable adjustment factors.
The length-to-width ratio for the floor/roof diaphragm shall not exceed 3:1. The top plate lap splice nailing shall be in accordance with Table R602.3(1), Item 13.
Applies to stone or masonry veneer exceeding the first story height.
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 supported veneered walls.
Intermittent and continuously sheathed braced wall panels shall be constructed in accordance with this section and the methods listed in Table R602.10.4.
BV-WSPeWood structural panels with stone or masonry veneer (See Section R602.10.6.5)
7/16"
See Figure R602.10.6.5
8d common (21/2" x 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 x 0.12" dia. (for 1/2" thick sheathing) 13/4" long x 0.12" dia. (for 25/32" thick sheathing) galvanized roofing nails or 8d common (21/2" long x 0.131"dia.) nails
11/2" long x 0.12" dia. (for 1/2" thick sheathing) 13/4" long x 0.12" dia. (for 25/32" thick sheathing) galvanized roofing nails or 8d common (21/2" long x 0.131" dia.) 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.
Adhesive attachment of wall sheathing, including Method GB, shall not be permitted in Seismic Design Categories C, D0, D1 and D2.
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 D2roof covering dead load shall not exceed 3 psf.
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.
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.
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.
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:
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.
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.
Except for Method LIB, gypsum wall board is
permitted to be omitted provided 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.
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.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s. NP = Not Permitted.
Linear interpolation shall be permitted.
Use the actual length where it is greater than or equal to the minimum length.
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.
Maximum opening 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.
Maximum opening 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.
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.
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.
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.
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.
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.
Where stone and masonry veneer are installed in accordance with Section R703.8, wall bracing on exteriorbraced 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 detached one- or two-family dwellings in Seismic Design Categories D0, D1 and D2 have stone or masonry veneer installed in accordance with Section R703.7, and the veneer exceeds the first-story height, wall bracing at exterior braced wall linesand 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 interiorbraced wall lines shall be supported on continuous foundations.
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.
N/A = Not Applicable.
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.
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.
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 forbraced 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 not be less
than 48 inches (1219 mm) total.
Braced wall
panels shall be connected to floor framing or foundations
as follows:
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 and/or blocking
shall be in accordance with Table R602.3(1).
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 thebraced 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).
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.
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.
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 x 0.131 inch) and blocking
between the trusses shall not be required.
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).
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:
Soffit blocking panels constructed in
accordance with Figure R602.10.8.2(2).
Vertical blocking panels constructed in
accordance with Figure R602.10.8.2(3).
Blocking panels provided by the roof
truss manufacturer and designed in
accordance with Section R802.
Blocking, blocking panels or other methods
of lateral load transfer designed in
accordance with the AWC WFCM or
accepted engineering practice.
Raised floor system post or pier foundations supporting braced wall panels shall be designed in accordance with accepted engineering practice.
Masonry stem walls with a length of 48 inches (1 219 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 (1 219 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.
Concrete stem walls with a length of 48 inches (1 219 mm) or less, greater than 12 inches (305 mm) tall shall have reinforcement sized and located in accordance with Figure R602.10.9.
Vertical joints of panel sheathing
shall occur over, and be fastened to, common studs.
Horizontal joints in braced wall panels shall occur over,
and be fastened to, common blocking of a minimum 11/2
inch (38 mm) thickness.
Exceptions:
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).
Blocking at horizontal joints shall not be required
in wall segments that are not counted as braced
wall panels.
Where the bracing length provided is not less
than twice the minimum length required by
Tables R602.10.3(1) and R602.10.3(3), blocking
at horizontal joints shall not be required in braced
wall panels constructed using Methods WSP,
SFB, GB, PBS or HPS.
Where Method GB panels are installed horizontally,
blocking of horizontal joints is not required.
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 ta.ken in
addition to the 1.15 increase.
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.
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.
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.
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:
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.
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
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
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.
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.
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).
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).
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.
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 wallsfacing 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
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)c
Length of long side (feet)c
10
20
30
40
50
60
10
20
30
40
50
60
115
10
1
2
2
2
3
3
1
2
2
2
3
3
2
3
3
4
5
6
2
3
3
4
5
6
2
3
4
6
7
8
2
3
4
6
7
8
15
1
2
3
3
4
4
1
2
3
3
4
4
2
3
4
5
6
7
2
3
4
5
6
7
2
4
5
6
7
9
2
4
5
6
7
9
130
10
1
2
2
3
3
4
1
2
2
3
3
4
2
3
4
5
6
7
2
3
4
5
6
7
2
4
5
7
8
10
2
4
5
7
8
10
15
2
3
3
4
4
6
2
3
3
4
4
6
3
4
6
7
8
10
3
4
6
7
8
10
3
6
7
10
11
13
3
6
7
10
11
13
For SI: 1 inch= 25.4 mm, 1 foot= 304.8 mm.
Interpolation shall not be permitted.
Cripple walls or wood-framed basementwalls 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.
Actual lengths of the sides of the circumscribed rectangle shall be rounded to the next highest unit of 10 when using this table.
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.
The bracing methods referenced
in Section R602.10 and specified in Sections
R602.12.6.1 through R602.12.6.3 shall be permitted when
using simplified wall bracing.
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.
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.
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.
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.
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.
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 139 miles per hour (62 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).
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:
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.
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.
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 Hand 50 Type H.
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.
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.
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 coldformed
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 a minimum of 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.
Web holes in wall studs and other structural members shall comply with all of the following conditions:
Holes shall conform to Figure R603.2.6.1.
Holes shall be permitted only along the centerline of the web of the framing member.
Holes shall have a center-to-center spacing of not less than 24 inches (610 mm).
Holes shall have a web hole width not greater than 0.5 times the member depth, or 11/2 inches (38 mm).
Holes shall have a web hole length not exceeding 41/2 inches (114 mm).
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.
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-shape 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).
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:
Framing members shall be replaced or designed in accordance with accepted engineering practice where web holes exceed the following size limits:
The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web.
The length of the hole measured along the web exceeds 10 inches (254 mm) or the depth of the web, whichever is greater.
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).
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.
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.
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 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 2' o.c., with 4- No. 8 screws and 4-10d or 6-8d common nails
Stud Spacing (inches)
Roof Span (feet)
Wind uplift connector strength (lbs)c,e
16
24
NR
NR
NR
124
209
28
NR
NR
62
151
249
32
NR
NR
79
179
289
36
NR
NR
94
206
329
40
NR
61
117
239
374
24
24
NR
NR
69
186
314
28
NR
NR
93
227
374
32
NR
NR
117
268
434
36
NR
64
141
309
494
40
NR
92
176
359
562
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.
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.
All screw sizes shown are minimum.
NR = Uplift connector not required.
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.
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).
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.
126
110
1-No. 8 screw @ 12" o.c.
1-No. 8 screw @ 12" o.c.
1-No. 8 screw @ 12" o.c.
< 139
115
1-No. 8 screw @ 12" o.c.
1-No. 8 screw @ 12" o.c.
2-No. 8 screws @ 12" o.c.
-
126
1-No. 8 screw @ 12" o.c.
2-No. 8 screws @ 12" o.c.
1-No. 8 screw @ 8" o.c.
-
< 139
2-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.
Refer to Table R603.3.1.1(2) for gable endwall bottom track to foundation connections.
Where attachment is not given, special design is required.
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 BOTIOM TRACK TO FOUNDATION CONNECTION REQUIREMENTSa,b,c
ULTIMATE WIND SPEED (mph)
MINIMUM SPACING FOR 1/2-INCH-DIAMETER ANCHOR BOLTSd
Exposure Category
Stud height, h (feet)
B
C
10 < h ≤ 14
14 < h ≤ 18
18 < h ≤ 22
115
-
6'- 0" o.c.
5'- 7" o.c.
6'- 0" o.c.
126
110
5'- 10" o.c.
6'- 0" o.c.
6'- 0" o.c.
< 139
115
4'- 10" o.c.
5'- 6" o.c.
6'- 0" o.c.
-
126
4'- 1" o.c.
6'- 0" o.c.
6'- 0" o.c.
-
< 139
5'- 1" o.c.
6'- 0" o.c.
5'- 2" o.c.
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm.
Refer to Table R603.3.1.1(1) for gable endwall bottom track to floor joist or track connection connections.
Where attachment is not given, special design is required.
Stud height, h, is measured from wall bottom track to wall top track or brace connection height.
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.
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 upon an ultimate design wind speed of 115 miles per hour (51 mis), 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:
Minimum of 1/2-inch (12.7 mm) gypsum board is installed and fastened on the interior surface in accordance with Section R702.
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 when 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 when 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 when 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).
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
33
126
110
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
< 139
115
350S162
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
54
550S162
16
33
33
33
33
33
33
33
33
33
33
33
33
24
33
33
33
43
33
33
33
33
43
43
43
43
-
126
350S162
16
33
33
33
33
33
33
33
33
43
43
43
43
24
43
43
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
43
43
43
43
43
43
43
43
-
< 139
350S162
16
33
33
33
33
43
43
43
43
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
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 mis, 1 pound per square foot = 0.0479 k.Pa, 1 ksi = 1,000 psi = 6.895 MPa.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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
126
110
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
< 139
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
43
43
43
43
-
126
350S162
16
33
33
33
33
33
33
33
33
43
43
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
33
43
43
43
43
43
43
43
43
43
-
< 139
350S162
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
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 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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
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
126
110
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
< 139
115
350S162
16
33
33
33
43
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
43
43
43
43
-
126
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
33
33
33
33
33
33
33
33
33
24
33
33
43
43
43
43
43
43
43
43
43
43
-
< 139
350S162
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 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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 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
33
43
24
33
33
43
54
33
33
43
54
33
33
43
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
126
110
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
< 139
115
350S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
33
43
54
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
43
43
33
33
43
43
43
43
43
43
-
126
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
33
33
33
33
33
33
33
33
33
24
33
33
43
43
43
43
43
43
43
43
43
43
-
< 139
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
54
43
33
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 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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
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
54
33
33
43
43
33
33
43
54
126
110
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
33
24
33
33
43
54
33
33
43
43
33
33
43
54
< 139
115
350S162
16
33
33
33
43
33
33
33
33
33
33
33
43
24
33
43
43
54
43
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
43
43
43
54
-
126
350S162
16
33
33
33
43
33
33
33
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
33
33
33
33
43
24
33
33
'43
54
43
43
43
54
43
43
43
54
-
< 139
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 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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
33
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
126
110
350S162
16
33
33
33
33
33
33
33
33
33
33
33
43
24
33
43
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
< 139
115
350S162
16
33
33
33
43
33
33
33
33
33
33
43
43
24
43
43
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
-
126
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
43
43
43
43
43
43
43
43
-
< 139
350S162
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 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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
33
43
24
43
43
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
43
43
33
33
43
43
33
33
43
43
126
110
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
< 139
115
350S162
16
33
33
33
43
33
33
33
43
43
43
43
43
24
43
43
43
54
43
43
43
54
54
45
45
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
-
126
350S162
16
33
33
33
43
33
33
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
33
33
43
43
43
43
43
43
43
43
43
43
-
< 139
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
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 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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
33
43
43
24
43
43
43
54
43
43
43
54
43
43
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
126
110
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
< 139
115
350S162
16
33
33
43
43
33
33
33
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
33
33
33
33
43
24
33
43
43
54
33
33
43
43
43
43
43
54
-
126
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
43
43
43
43
43
43
43
54
-
< 139
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
33
43
33
33
33
43
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 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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
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
43
33
33
33
43
24
43
43
43
54
43
43
43
54
43
43
43
54
126
110
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
< 139
115
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
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
-
126
350S162
16
33
33
43
43
43
43
43
43
43
43
43
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
-
< 139
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
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 k:Pa, 1 ksi = 1,000 psi = 6.895 MPa.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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
54
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
126
110
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
54
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
< 139
115
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
43
43
33
33
33
43
33
33
33
43
24
43
43
54
54
43
43
43
54
43
43
43
54
-
126
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
-
< 139
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
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
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 k:Pa,
1 ksi = 1,000 psi = 6.895 MPa.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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
43
43
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
126
110
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
< 139
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
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
-
126
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
-
< 139
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
43
43
33
33
33
33
33
33
33
43
24
43
43
54
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.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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
126
110
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
< 139
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
-
126
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
-
< 139
350S162
16
43
43
43
43
43
43
43
43
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
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.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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
126
110
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
< 139
115
350S162
16
43
43
43
54
43
43
43
43
43
43
54
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
-
126
350S162
16
43
43
43
54
43
43
43
43
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
-
< 139
350S162
16
43
43
43
43
43
43
54
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
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.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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
126
110
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
< 139
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
-
126
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
-
< 139
350S162
16
54
54
54
54
54
54
54
54
54
54
54
68
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
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.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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
126
110
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
< 139
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
-
126
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
-
< 139
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
-
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.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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.
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 SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
Exp.B
Exp.C
8-foot Studs
9-foot Studs
10-foot Studs
115
-
350S162
16
33
33
33
24
33
33
33
550S162
16
33
33
33
24
33
33
33
126
110
350S162
16
33
33
33
24
33
33
43
550S162
16
33
33
33
24
33
33
33
< 139
115
350S162
16
33
33
33
24
33
33
43
550S162
16
33
33
33
24
33
33
33
-
126
350S162
16
33
33
43
24
43
43
54
550S162
16
33
33
33
24
33
33
33
-
< 139
350S162
16
33
43
43
24
43
54
54
550S162
16
33
33
33
24
33
33
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.
Deflection criterion L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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 SIZE
STUD SPACING (inches)
MINIMUM STUD THICKNESS (mils)
Stud Height, h (feet)
Exp.B
Exp.C
10 < h ≤ 12
12 < h ≤ 14
14 < h ≤ 16
16 < h ≤ 18
18 < h ≤ 20
20 < h ≤ 22
115
-
350S162
16
33
43
68
-
-
-
24
43
68
-
-
-
-
550S162
16
33
33
33
43
54
54
24
33
33
43
54
68
-
126
110
350S162
16
43
54
-
-
-
-
24
54
-
-
-
-
-
550S162
16
33
33
43
54
54
68
24
33
43
54
54
-
-
< 139
115
350S162
16
43
68
-
-
-
-
24
68
-
-
-
-
-
550S162
16
33
43
43
54
68
-
24
43
54
54
68
-
-
-
126
350S162
16
54
-
-
-
-
-
24
-
-
-
-
-
-
550S162
16
33
43
54
54
-
-
24
43
54
54
-
-
-
-
< 139
350S162
16
54
-
-
-
-
-
24
-
-
-
-
-
-
550S162
16
43
54
54
68
-
-
24
54
54
68
-
-
-
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.
Deflection criterion: L/240.
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.
Building width is in the direction of horizontal framing members supported by the wall studs.
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.
The flanges of cold-formed
steel studs shall be laterally braced in accordance with
one of the following:
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).
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.
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
The method of attachment
of exterior wall covering materials to cold-formed steel stud
wall framing shall conform to the manufacturer's installation
instructions.
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 S100, Section D4.
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 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 k:Pa, 1 pound per square inch = 6.895 k:Pa.
Deflection criteria: L/360 for live loads, L/240 for total loads.
Design load assumptions: Roof/ceiling dead load is 12 psf. Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
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'-10"
10'-1"
9'-1"
8'-3"
7'-6"
6'-10"
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.
Deflection criteria: L/360 for live loads, L/240 for total loads.
Design load assumptions: Roof/ceiling dead load is 12 psf. Attic dead load is 10 psf.
Building width is in the direction of horizontal framing members supported by the header.
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.
Deflection criteria: L/360 for live loads, L/240 for total loads.
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.
Building width is in the direction of horizontal framing members supported by the header.
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 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.
Deflection criteria: L/360 for live loads, L/240 for total loads.
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.
Building width is in the direction of horizontal framing members supported by the header.
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"
-
-
-
-
-
-
-
-
2-350S162-68
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'-9"
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 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.
Deflection criteria: L/360 for live loads, L/240 for total loads.
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.
Building width is in the direction of horizontal framing members supported by the header.
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 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 k:Pa, 1 pound per square inch = 6.895 k:Pa.
Deflection criteria: L/360 for live loads, L/240 for total loads.
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.
Building width is in the direction of horizontal framing members supported by the header.
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.
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:
Two 362S162-33 for openings less than or equal to
4 feet (1219 mm).
Two 600S162-43 for openings greater than 4 feet
(1219 mm) but less than or equal to 6 feet (1830
mm).
Two 800S162-54 for openings greater than 6 feet
(1829 mm) but less than or equal to 9 feet (2743
mm).
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:
For box beam headers, one-half of the total number of required screws shall be applied to the header and onehalf 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.
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 SPACING
16-INCH O.C. STUD SPACING
No. of jack studs
No. of king studs
No. of jack studs
No. of king studs
Up to 3'-6"
1
1
1
1
> 3'-6" to 5'-0"
1
2
1
2
> 5'-0" to 5'-6"
1
2
2
2
> 5'-6" to 8'-0"
1
2
2
2
> 8'-0" to 10'-6"
2
2
2
3
> 10'-6" to 12'-0"
2
2
3
3
> 12'-0" to 13'-0"
2
3
3
3
> 13'-0" to 14'-0"
2
3
3
4
> 14'-0" to 16'-0"
2
3
3
4
> 16'-0" to 18'-0"
3
3
4
4
For SI: 1 inch= 25.4 mm, 1 foot= 304.8 mm.
TABLE R603.7(2) HEADER TO KING STUD CONNECTION REQUIREMENTS a,b,c,d
HEADER SPAN (feet)
ULTIMATE WIND SPEED (mph), EXPOSURE CATEGORY
110, Exposure Category C or less than 139, Exposure Category B
Less than 139, Exposure Category C
≤ 4'
4-No. 8 screws
6-No. 8 screws
>4' to 8'
4-No. 8 screws
8-No. 8 screws
> 8' to 12'
6-No. 8 screws
10-No. 8 screws
> 12' to 16'
8-No. 8 screws
12-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.
All screw sizes shown are minimum.
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 not be less than four.
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 not be less than four.
Screws can be replaced by an uplift connector that has a capacity of the number of screws multiplied by 164 pounds.
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.
ALLOWABLE HEAD AND SILL TRACK SPANa,b,c (feet-inches)
TRACK DESIGNATIONd
B
C
350T125-33
350T125-43
350T125-54
550T125-33
550T125-43
550T125-54
115
-
4'-10"
5'-5"
6'-0"
5'-8"
6'-3"
6'-10"
126
110
4'-6"
5'-1"
5'-8"
5'-4"
5'-11"
6'-5"
<139
115
4'-2"
4'-9"
5'-4"
5'-1"
5'-7"
6'-1"
-
126
3'-11"
4'-6"
5'-0"
4'-10"
5'-4"
5'-10"
-
<139
3'-8"
4'-2"
4'-9"
4'-1"
5'-1"
5'-7"
For SI: 1 inch= 25.4 mm, 1 foot= 304.8 mm, 1 mile per hour= 0.447 m/s.
Deflection limit: L/240.
Head and sill track spans are based on components and cladding wind pressures and 48-inch tributary span.
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.
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.
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.
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, fullheight
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:
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.
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.
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.
Roof and ceiling only (one story or top floor of two- or three-story building).
3:12
9
9
12
16
20
6:12
13
15
20
26
35
9:12
23
25
30
50
58
12:12
33
35
40
66
75
One story, roof and ceiling (first floor of a two-story building or second floor of a three-story building).
3:12
27
30
35
50
66
6:12
28
30
40
58
74
9:12
38
40
55
74
91
12:12
45
50
65
100
115
Two stories, roof and ceiling (first floor of a three-story building).
3:12
45
51
58
84
112
6:12
43
45
60
90
113
9:12
53
55
80
98
124
12:12
57
65
90
134
155
For SI: 1 mph = 0.447 m/s.
Linear interpolation is permitted.
For hip-roofed homes the minimum percentage of full-height sheathing, based upon 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.
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.
In
the lowest storyof a dwelling, multiplying the percentage
of full-height sheathing required in Table
R603.9.2(1) by 0.6 shall be permitted provided holddown
anchors are provided in accordance with Section
R603.9.4.2.
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:
Multiplying the percentages of full-height sheathing
in Table R603.9.2(1) by 0.72 shall be permitted.
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
Where ultimate design wind speeds exceed
126 miles per hour (56 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 F7.2, as required for 139 miles per hour
(62 m/s), Exposure Category C.
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
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
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
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
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
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.
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.
Wood structural panels
shall conform to DOC PS 1, DOC PS 2 or ANSI/APA PRP
210, CSA O437 or CSA O325. Panels shall be identified by a
grade mark or certificate of inspection issued by an approved
agency.
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).
Masonry construction shall be designed and
constructed in accordance with the provisions of this section. TMS 403 or in accordance with the provisions of TMS 402/ACI 530/ASCE 5.
When
the empirical design provisions of Appendix A of TMS
402/ACI 530/ASCE 5, the provisions of TMS 403, or the
provisions of this section are used to design masonry, project
drawings, typical details and specifications are not
required to bear the seal of the architect or engineer
responsible for design, unless otherwise required by the
state law of the jurisdictionhaving authority.
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 concretefacing
brick.
Clay or shale
masonry units shall conform to the following standards:
ASTM C34 for structural clayload-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 C1088 for solid units of thin
veneer brick; ASTM C126 for ceramic-glazed structural
clayfacing tile, facing brick and solid masonry units;
ASTM C212 for structural clayfacing 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); 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.
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.
Second hand masonry units
shall not be reused unless they conform to the requirements
of new units. The units shall be of whole, sound
materials and free from cracks and other defects that will
interfere with proper laying or use. Old mortar shall be
cleaned from the unit before reuse.
Except for mortars listed in Sections
R606.2.8, R606.2.9 and R606.2.10, mortar for use in
masonry construction shall meet the proportion specifications of Table R606.2.7 or the property specifications of
ASTM C270. The type of mortar shall be in accordance
with Sections R606.2.7.1, R606.2.7.2 and R606.2.7.3.
Mortar for masonry serving as the lateral-
force-resisting system in Seismic Design Categories
D0, D1 and D2 shall be Type M or S Portland
cement-lime or mortar cement mortar.
Thin-bed mortar for
AAC masonry shall comply with Article 2.1 C.1 of TMS
602/ACI 530.1/ASCE 6. Mortar used for the leveling
courses of AAC masonry shall comply with Article 2.1
C.2 ofTMS 602/ACI 530.1/ASCE 6.
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.
Grout shall consist of cementitious
material and aggregate in accordance with ASTM C476 or
the proportion specifications of Table R606.2.11. Type M
or Type S mortar to which sufficient water has been added
to produce pouring consistency shall be permitted to be
used as grout.
TABLE R606.2.11
GROUT PROPORTIONS BY VOLUME FOR MASONRY CONSTRUCTION
TYPE
PORTLAND CEMENT OR BLENDED CEMENT SLAG CEMENT
HYDRATED LIME OR LIME PUTTY
AGGREGATE MEASURED IN A DAMP, LOOSE CONDITION
Fine
Coarse
Fine
1
0 to 1/10
21/4 to 3 times the sum of the volume of the cementitious materials
-
Coarse
1
0 to 1/10
21/4 to 3 times the sum of the volume of the cementitious materials
1 to 2 times the sum of the volumes of the cementitious materials
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 loadbearing
masonry shall be within the following tolerances
from the specified dimensions:
Bed joint: + 1/8 inch (3.2 mm).
Head joint: - 1/4 inch (6.4 mm), + 3/8 inch (9.5 mm).
Collar joints: - 1/4 inch (6.4 mm), + 3/8 inch (9.5 mm).
The mortar shall be
sufficiently plastic and units shall be placed with sufficient
pressure to extrude mortar from the joint and produce a
tight joint. Deep furrowing of bed joints that produces
voids shall not be permitted. Any units disturbed to the
extent that initial bond is broken after initial placement
shall be removed and relaid in fresh mortar. Surfaces to be
in contact with mortar shall be clean and free of deleterious
materials.
For hollow masonry
units, head and bed joints shall be filled solidly with
mortar for a distance in from the face of the unit not
less than the thickness of the face shell.
The installation of wall
ties shall be as follows:
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.
Wall ties shall not be bent after being embedded in
grout or mortar.
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).
For hollowmasonry units in other than anchored
masonry veneer, wall ties shall engage outer face shells
by not less than 1/2 inch (13 mm).
Bars shall be completely
embedded in mortar or grout. Joint reinforcement
embedded in horizontal mortar joints shall not have less than
5/8-inch (15.9 mm) mortar coverage from the exposed face.
Other reinforcement shall have a minimum coverage of one
bar diameter over all bars, but not less than 3/4 inch (19 mm),
except where exposed to weather or soil, in which case the
minimum coverage shall be 2 inches (51 mm).
Minimum corrosion
protection of joint reinforcement, anchor ties and wire fabric
for use in masonry wall construction shall conform to
Table R606.3.4.1.
Grout shall be a plastic
mix suitable for pumping without segregation of the
constituents and shall be mixed thoroughly. Grout shall
be placed by pumping or by an approved alternate
method and shall be placed before any initial set occurs
and not more than 11/2 hours after water has been
added. Grout shall be consolidated by puddling or
mechanical vibrating during placing and reconsolidated
after excess moisture has been absorbed but before plasticity is lost. Grout shall not be pumped through
aluminum pipes.
Maximum pour heights and the minimum dimensions
of spaces provided for grout placement shall conform
to Table R606.3.5.1. Grout shall be poured in lifts
of 8-foot (2438 mm) maximum height. Where a total
grout pour exceeds 8 feet (2438 mm) in height, the
grout shall be placed in lifts not exceeding 64 inches
(1626 mm) and special inspection during grouting shall
be required. If the work is stopped for 1 hour or longer,
the horizontal construction joints shall be formed by
stopping all tiers at the same elevation and with the
grout 1 inch (25 mm) below the top.
MINIMUM GROUTb, c SPACE DIMENSIONS FOR GROUTING CELLS OF HOLLOW UNITS (inches × inches)
Fine
1
0.75
1.5 × 2
5
2
2 × 3
12
2.5
2.5 × 3
24
3
3 × 3
Coarse
1
1.5
1.5 × 3
5
2
2.5 × 3
12
2.5
3 × 3
24
3
3 × 4
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
For grouting between masonry wythes.
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.
Area of vertical reinforcement shall not exceed 6 percent of the area of the grout space.
Provisions shall be made for
cleaning the space to be grouted. Mortar that projects
more than 1/2 inch (12.7 mm) into the grout space and any
other foreign matter shall be removed from the grout
space prior to inspection and grouting. Where required
by the building official, cleanouts shall be provided in
the bottom course of masonry for each grout pour where
the grout pour height exceeds 64 inches (1626 mm). In
solid grouted masonry, cleanouts shall be spaced horizontally
not more than 32 inches (813 mm) on center.
The cleanouts shall be sealed before grouting and after
inspection.
Requirements for grouted
masonry construction shall be as follows:
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 fullbedded
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.
Vertical reinforcement shall be held in position at
top and bottom and at intervals not exceeding 200
diameters of the reinforcement.
Cells containing reinforcement shall be filled solidly
with grout.
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.
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.
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.
In each
wythe of masonry laid in running bond, head joints in
successive courses shall be offset by not less than onefourth
the unit length, or the masonry walls shall be reinforced
longitudinally as required in Section R606.3.7.2.
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.
The minimum thickness
of masonry bearing walls more than one story high shall
be 8 inches (203 mm). Solid masonrywalls of one-storydwellings 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.
Where walls of masonry of
hollow units or masonry-bonded hollowwalls 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.
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.
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:
One-half of the wall thickness for multiwythe walls
bonded by mortar or grout and wall ties or masonry
headers.
One-half the wythe thickness for single wythe walls,
masonry-bonded hollowwalls, multiwythe walls
with open collar joints and veneer walls.
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.
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.
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 upon solid masonry not less
than 4 inches (102 mm) in thickness, or upon a metal bearing
plate of adequate design and dimensions to distribute
the load safely, or upon a continuous reinforced masonry
member projecting not less than 4 inches (102 mm) from
the face of the wall.
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).
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.
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.
An additional unsupported height of 6 feet is permitted for gable end
walls.
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.
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.
Interior non-load-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 (4mm)], or 1/4-inch (6 mm)
galvanized mesh hardware cloth. Intersecting
masonry walls, other than interior nonloadbearing
walls, shall be anchored at vertical intervals of not
more than 8 inches (203 mm) with joint reinforcement
of not less than 9 gage 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.
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.
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.
The unsupported height of masonry piers shall
not exceed 10 times their least dimension. Where structural
clay tile or hollowconcretemasonry 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 hollowmasonry 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.
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.
Chases and recesses in masonry walls shall
not be deeper than one-third the wall thickness, and the maximum
length of a horizontal chase or horizontal projection shall
not exceed 4 feet (1219 mm), and shall have 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 in no case shall a chase
or recess be permitted within the required area of a pier.
Masonry directly above chases or recesses wider than 12
inches (305 mm) shall be supported on noncombustible lintels.
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
Stone ashlar masonry: Granite Limestone or marble Sandstone or cast stone
720 450 360
640 400 320
Rubble stone masonry: Coarse, rough or random
120
100
For SI: 1 pound per square inch = 6.895 kPa.
Linear interpolation shall be used for determining allowable stresses for masonry units having compressive strengths that are intermediate between those given in the table.
Gross cross-sectional area shall be calculated on the actual rather than nominal dimensions.
Where floor and roof loads are carried upon 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.
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).
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.
LEDGER BOLT
SIZE AND SPACING
JOIST SPAN
BOLT SIZE AND SPACING
ROOF
FLOOR
10 FT.
1/2 AT 2 FT. 6 IN. 7/8 AT 3 FT. 6 IN.
1/2 AT 2 FT. 0 IN. 7/8 AT 2 FT. 9 IN.
10-15 FT.
1/2 AT 1 FT. 9 IN. 7/8 AT 2 FT. 6 IN.
1/2 AT 1 FT. 4 IN. 7/8 AT 2 FT. 0 IN.
15-20 FT.
1/2 AT 1 FT. 3 IN. 7/8 AT 2 FT. 0 IN.
1/2 AT 1 FT. 0 IN. 7/8 AT 1 FT. 6 IN.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0.479 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: I 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
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.
Masonry structures and masonry elements
shall comply with the requirements of Sections
R606.12.2 through R606.12.4 based on the seismic design
category established in Table R301.2(1). Masonry structures
and masonry elements shall comply with the requirements
of Section R606.12 and Figures R606.11(1),
R606.11(2) and R606.11(3) or shall be designed in accordance
with TMS 402/ACI 530/ASCE 5 or TMS 403.
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.
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.
For all walls, the minimum required length of solidwalls 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.
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.
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.
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:
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.
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.
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/ACI 530/ASCE 5. Connectors
shall be designed to transfer horizontal design
forces acting either perpendicular or parallel to the
wall, but not less than 200 pounds per linear foot
(2919 N/m) of wall. The maximum spacing between
connectors shall be 4 feet (1219 mm). Such anchorage
mechanisms shall not induce tension stresses
perpendicular to grain in ledgers or nailers.
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/ACI 530/ASCE 5. Where anchor bolts
are used to connect horizontal elements to the tops
of columns, the bolts shall be placed within lateral
ties. Lateral ties shall enclose both the vertical bars
in the column and the anchor bolts. There shall be
not less than two No. 4 lateral ties provided in the
top 5 inches (127 mm) of the column.
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.
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.
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.
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.
The maximum spacing of vertical and horizontal
reinforcement shall be the smaller of onethird
the length of the shear wall, one-third the
height of the shear wall, or 48 inches (1219 mm).
The minimum cross-sectional area of vertical reinforcement
shall be one-third of the required shear
reinforcement. Shear reinforcement shall be
anchored around vertical reinforcing bars with a
standard hook.
Lateral ties in masonry columns shall be
spaced not more than 8 inches (203 mm) on center and
shall be not Jess than3/8-inch (9.5 mm) diameter. Lateral
ties shall be embedded in grout.
Stack bond masonry that is not part of the lateral force-resisting system shall have a horizontal cross-sectional area of reinforcement of not Jess 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.
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.
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 be not less than as thick as the facing.
Exception: Cavities shall be permitted to exceed the 4-inch (102 mm) nominal dimension provided tie size and
tie spacing have been established by calculation.
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).
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.
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 4 1/2 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 hollowmasonry 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.
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.
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.
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.
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.
Panels of glass unit masonry located in
load-bearing and nonload-bearing exterior and interior walls
shall be constructed in accordance with this section.
Hollowglass 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.
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
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(1) exceeds 20 pounds per square foot (958 Pa).
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.
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 multicurved
walls.
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:
Lateral support is not required at the top of panels
that are one unit wide.
Lateral support is not required at the sides of panels
that are one unit high.
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.
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.
Before 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.
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.
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.
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.
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).
Exterior concretewalls 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 concretewalls, 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.
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 secondstory
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 concretewalls,
shall comply with ACI 318.
Exterior concretewalls
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 concretewalls not in compliance with
this section shall be designed in accordance with ACI 318.
The provisions of this section
shall apply to the construction of exterior concretewalls for
buildings not greater than 60 feet (18288 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 (12192 mm). Buildings shall not exceed 35 feet (10668 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 atticlive 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.
Concretewalls constructed
in accordance with these provisions shall comply with the
shapes and minimum concrete cross-sectional dimensions of
Table R608.3.
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.
Width "W," thickness "T," spacing and web thickness, refer to Figures R608.3(2) and R608.3(3).
N/A indicates not applicable.
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.
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.
Vertical core is assumed to be elliptical-shaped. Another shape 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.
Vertical core is assumed to be circular. Another shape 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.
Vertical core is assumed to be circular. Another shape 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.
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 wafflegrid
walls shall comply with Table R608.3.
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.
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.
Stay-in-place forms
constructed of rigid foam plastics shall be protected from
sunlight and physical damage by the application of an
approvedexterior 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 concretewalls
and other construction details not covered in this section
shall comply with the requirements of this code.
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 permitconcrete to be placed without honeycombs or voids.
Proportions of materials for concrete shall be established
to provide workability and consistency to permitconcrete 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.
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.
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.
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.
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.
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.
Maximum spacing for alternate bar size and/or 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.
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-gradewalls. Reinforcement specified in tables in Section R608.6 is based on Grade 60 (420 MPa) steel reinforcement.
Bar spacing shall not exceed 48 inches on center and shall be not less than one-half the nominal wall thickness.
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).
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.
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).
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.
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/or 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.
Construction
joints shall be made and located to not impair the strength
of the wall. Construction joints in plain concretewalls,
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) embedment on both sides of the joint.
Construction joints in reinforced concretewalls shall be
located in the middle third of the span between lateral supports,
or located and constructed as required for joints in
plain concretewalls.
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).
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 = 6.895 kPa, 1 square foot = 0.0929 m2.
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.
Table is based on concrete with a minimum specified compressive strength of 2,500 psi.
Deflection criterion is L/240, where L is the unsupported height of the wall in inches.
Interpolation is not permitted.
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.
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)
See Table R608.3 for tolerances on nominal thicknesses.
"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.
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.
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.
For SI: 25.4 mm = 1 inch.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm
For SI: 1 foot = 304.8 mm.
