ADOPTS WITH AMENDMENTS:

International Residential Code 2009 (IRC 2009)

Heads up: There are no amended sections in this chapter.
The provisions of this chapter shall control the design and construction of all walls and partitions for all buildings.
Wall construction shall be capable of accommodating all loads imposed according to Section R301 and of transmitting the resulting loads to the supporting structural elements.
Compressible floor-covering materials that compress more than 1/32 inch (0.8 mm) when subjected to 50 pounds (23 kg) applied over 1 inch square (645 mm) of material and are greater than 1/8 inch (3 mm) in thickness in the uncompressed state shall not extend beneath walls, partitions or columns, which are fastened to the floor.

Class I or II vapor retarders are required on the interior side of frame walls in Zones 5, 6, 7, 8 and Marine 4.

Exceptions:

  1. Basement walls.
  2. Below grade portion of any wall.
  3. Construction where moisture or its freezing will not damage the materials.

Class III vapor retarders shall be permitted where any one of the conditions in Table R601.3.1 is met.

 
TABLE R601.3.1
CLASS III VAPOR RETARDERS
ZONE CLASS III VAPOR RETARDERS PERMITTED FOR:a
Marine 4 Vented cladding over OSB
Vented cladding over plywood
Vented cladding over fiberboard
Vented cladding over gypsum
Insulated sheathing with R-value ≥ 2.5 over 2 × 4 wall
Insulated sheathing with R-value ≥ 3.75 over 2 × 6 wall
5 Vented cladding over OSB
Vented cladding over plywood
Vented cladding over fiberboard
Vented cladding over gypsum
Insulated sheathing with R-value ≥ 5 over 2 × 4 wall
Insulated sheathing with R-value ≥ 7.5 over 2 × 6 wall
6 Vented cladding over fiberboard
Vented cladding over gypsum
Insulated sheathing with R-value ≥ 7.5 over 2 × 4 wall
Insulated sheathing with R-value ≥ 11.25 over 2 × 6 wall
7 and 8 Insulated sheathing with R-value ≥ 10 over 2 × 4 wall
Insulated sheathing with R-value ≥ 15 over 2 × 6 wall

For SI: 1 pound per cubic foot = 16.02 kg/m3.
  1. Spray foam with a minimum density of 2 lb/ft3 applied to the interior cavity side of OSB, plywood, fiberboard, insulating sheathing or gypsum is deemed to meet the insulating sheathing requirement where the spray foam R-value meets or exceeds the specified insulating sheathing R-value.

The vapor retarder class shall be based on the manufacturer's certified testing or a tested assembly.

The following shall be deemed to meet the class specified:

Class I: Sheet polyethylene, unperforated aluminum foil.

Class II: Kraft-faced fiberglass batts.

Class III: Latex or enamel paint.

For the purposes of this section, vented cladding shall include the following minimum clear air spaces. Other openings with the equivalent vent area shall be permitted.

  1. Vinyl lap or horizontal aluminum siding applied over a weather resistive barrier as specified in Table R703.4.
  2. Brick veneer with a clear airspace as specified in Section R703.7.4.2.
  3. Other approved vented claddings.
Load-bearing dimension lumber for studs, plates and headers shall be identified by a grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certification of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.
Approved end-jointed lumber identified by a grade mark conforming to Section R602.1 may be used interchangeably with solid-sawn members of the same species and grade.
Glued laminated timbers shall be manufactured and identified as required in ANSI/AITC A190.1 and ASTM D 3737.

R602.1.3 Structural Log Members

AMENDMENT
This section has been amended at the state or city level.

R602.1.3 Cross-Laminated Timber

AMENDMENT
This section has been amended at the state or city level.
Cross-laminated timber shall be manufactured and identified as required by ANSI/APA PRG 320.

R602.1.4 Structural Log Members

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

Studs shall be a minimum No. 3, standard or stud grade lumber.

Exception: Bearing studs not supporting floors and nonbearing studs may be utility grade lumber, provided the studs are spaced in accordance with Table R602.3(5).

R602.3 Design and Construction

AMENDMENT
This section has been amended at the state or city level.

Exterior walls of wood-frame construction shall be designed and constructed in accordance with the provisions of this chapter and Figures R602.3(1) and R602.3.(2) or in accordance with AF&PA's NDS. Components of exterior walls shall be fastened in accordance with Tables R602.3(1) through R602.3(4). Structural wall sheathing shall be fastened directly to structural framing members. Exterior wall coverings shall be capable of resisting the wind pressures listed in Table R301.2(2) adjusted for height and exposure using Table R301.2(3). Wood structural panel sheathing used for exterior walls shall conform to the requirements of Table R602.3(3).

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 R502.5(1) and R502.5(2).

TABLE R602.3(1)
WALL FRAMINGa, e
CONNECTIONb
(NAIL SIZE AND POSITION EXAGGERATED
FOR ILLUSTRATIVE PURPOSES)
FASTENER
MINIMUM NOMINAL LENGTH IN INCHES
X MINIMUM NOMINAL NAIL DIAMETER IN INCHES
QUANTITY PER CONNECTION, OR SPACING
BETWEEN FASTENERS (INCHES ON CENTER)d
Top or sole plate to stud (face nail)
31/2" x 0.162" (16d common)c 2
3" x 0.148" nail (10d common) 3
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail 4
3" x 0.120" nail
Stud to top or sole plate (toe nail)
21/2" x 0.131" nail (8d common)c 4
31/2" x 0.162" nail (16d common) 3
3" x 0.148" nail (10d common) 4
3 1/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail
3" x 0.120" nail
2 3/8 " x 0.113" nail 5
2" x 0.113" nail
21/4" x 0.105" nail
21/4" x 0.099" nail
Cap/top plate laps and instersections
31/2" x 0.162" nail (16 common)c 2 each side of lap
3" x 0.148" nail 3 each side of lap
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail
3" x 0.120" nail
Diagonal bracing
21/2" x 0.131" nail (8d common)c 2
31/2" x 0.162" nail (16d common)
3" x 0.148" nail (10d common)
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail 3
3" x 0.120" nail
2 3/8 " x 0.113" nail
2" x 0.113" nail 4
21/4" x 0.105" nail
21/4" x 0.099" nail
Sole plate to joist or blocking
at braced panels
31/2" x 0.135" nail (16d box)c 3 per 16" space
31/2" x 0.162" nail (16d common) 2 per 16" space
3" x 0.148 nail (10d common) 3 per 16" space
31/4" x 0.131" nail
3" x 0.131" nail 4 per 16" space
31/4" x 0.120" nail
3" x 0.120" nail
Sole plate to joist or blocking
31/2" x 0.162" nail (16d common)c 16" o.c.
3" x 0.148" nail (10d common) 8" o.c.
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail
3" x 0.120" nail
Double top plate
3" x 0.148" nail (10d common)c 16" o.c.
31/2" x 0.162" nail (16d common)
31/4" x 0.131" nail 12" o.c.
3" x 0.131"
31/4" x 0.120" nail
3" x 0.120" nail
Double Studs
3" x 0.148" nail (10d common)c 12" o.c.
31/2" x 0.162" nail (16d common)
31/4" x 0.131" nail 8" o.c.
3" x 0.131" nail
31/4" x 0.120" nail
3" x 0.120" nail
Corner Studs
31/2" x 0.162" nail (16d common)c 24" o.c.
3" x 0.148" nail (10d common) 16" o.c.
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail 12" o.c.
3" x 0.120" nail

TABLE R602.3(1)—continued
CEILING AND ROOF FRAMINGa, e
CONNECTIONb
(NAIL SIZE AND POSITION EXAGGERATED
FOR ILLUSTRATIVE PURPOSES)
FASTENER
MINIMUM NOMINAL LENGTH IN INCHES
X MINIMUM NOMINAL NAIL DIAMETER IN INCHES
QUANTITY PER CONNECTION, OR SPACING
BETWEEN FASTENERS (INCHES ON CENTER)d
Ceiling joist to plate
31/2" x 0.162" nail (16d common)c 3
3" x 0.148" nail (10d common) 4
31/4" x 0.131" nail 5
3" x 0.131" nail
31/4" x 0.120" nail
3" x 0.120" nail
2 3/8 " x 0.113" nail 6
31/2" x 0.162" nail (16d common)c 3
3" x 0.148" nail (10d common) 4
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail
3" x 0.120" nail
Collar tie to rafter
3" x 0.148" nail (10d common)c 3
31/2" x 0.162" nail (16d common)
31/4" x 0.131" nail 4
3" x 0.131" nail
31/4" x 0.120" nail
3" x 0.120" nail
Jack rafter to hip, toe-nailed
3" x 0.148" nail (10d common)c 3
31/2" x 0.162" nail (16d common)
31/4" x 0.131" nail 4
3" x 0.131" nail
31/4" x 0.120" nail
3" x 0.120" nail
Jack rafter to hip, face nailed
31/2" x 0.162" nail (16d common)c 2
3" x 0.148" nail (10d common) 3
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail 4
3" x 0.120" nail
Roof rafter to plate (toe-nailed)
21/2" x 0.131" nail (8d common)c 3
31/2" x 0.162" nail (16d common)
3" x 0.148" nail (10d common)
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail 4
3" x 0.120" nail
2 3/8 " x 0.113" nail 5
2" x 0.113" nail
21/4" x 0.105" nail
21/4" x 0.099" nail 6
Roof rafter to 2-by ridge beam, face nailed
(only the attachment of the top rafter is illustrated
31/2" x 0.162" nail (16d common)c 2
3" x 0.148 nail (10d common) 3
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail 4
3" x 0.120" nail
Roof rafter to 2-by ridge beam, toe-nailed
31/2" x 0.162" nail (16d common)c 2
3" x 0.148" nail (10d common) 3
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail 4
3" x 0.120" nail

TABLE R602.3(1)—continued
FLOOR FRAMINGa, e
CONNECTIONb
(NAIL SIZE AND POSITION EXAGGERATED
FOR ILLUSTRATIVE PURPOSES)
FASTENER
MINIMUM NOMINAL LENGTH IN INCHES
X MINIMUM NOMINAL NAIL DIAMETER IN INCHES
QUANTITY PER CONNECTION, OR SPACING
BETWEEN FASTENERS (INCHES ON CENTER)d
joist to band joist
31/2" x 0.162" nail (16d common)c 3
3" x 0.148" nail (10d common) 5
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail 6
3" x 0.120" nail
Ledger strip
31/2" x 0.162" nail (16d common)c 3
3" x 0.148" nail (10d common) 4
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail
3" x 0.120" nail
21/2" x 0.131" nail (8d common)c 3
3" x 0.148" nail (10d common)
31/4" x 0.131" nail
3" x 0.131" nail 4
31/4" x 0.120" nail
3" x 0.120" nail
Bridging to joist
(listed number of fasteners at each end
21/2" x 0.131" nail (8d common)c 2
31/4" x 0.120" nail 3
3" x 0.120" nail
2 3/8 " x 0.113" nail
2" x 0.113" nail (6d common) 4
21/4" x 0.105" nail 3
21/4" x 0.099" nail 4
Rim joist to top plate (toe-nailed)
21/2" x 0.113" (3d box)c 6" o.c.
31/2" x 0162" nail (16d common) 8" o.c.
3" x 0.148" nail (10d common) 4" o.c.
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail
3" x 0.120" nail 4" o.c.
2 3/8 " x 0.113" nail 4" o.c.
2" x 0.113" nail (6d common) 3" o.c.
21/4" x 0.105" nail
21/4" x 0.099" nail
Connectionb (Nail size and position
Exaggerated for Illustrative purposes)
Fastner minimum nominal
length in inches x minimum
nominal nail diameter in inches
Spacing of fasteners along the top and bottom of beam,
staggered on each
side of each layer
Number of fasteners at each end
and splice for each layer
Built-up girders and beams
4" x 0.192" nail
(20d common)c
32" o.c. 2
31/2" x 0.162" nail
(16d common)
24" o.c. 3
3" x 0.148" nail
(10d common)
31/4" x 0.131" nail
3" x 0.131" nail
31/4" x 0.120" nail 16" o.c. 3
3" x 0.120" nail
21/2" x 0.131" nail
(8d common)
16" o.c. 4
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.44 m/s, 1 foot = 304.8 mm.
  1. This fastening schedule applies to framing members having an actual thickness of 11/2" (nominal "2-by" lumber).
  2. Fastenings listed above may also be used for other connections that are not listed but that have the same configuration and the same code requirement for fastener quantity/spacing and fastener size (pennyweight and style, e.g., 8d common, "8-penny common nail").
  3. This fastener, in the quantity or spacing shown in the rightmost column, comprises the most stringent fastening of the connection listed in the International, National, International One- and Two-family Dwelling, International Residential, Standard or Uniform Building Codes.
  4. Fastening schedule only applies to buildings of conventional wood frame construction where wind or seismic analysis is not required by the applicable code. In areas where wind or seismic analysis is required, required fastening must be determined by structural analysis. The following are conditions for which codes require structural analysis:
    1. For nominal dimensions of nails see Table R602.3(1a)
    2. North Carolina Residential Code — buildings located in areas where the design wind speed equals or exceeds 110 mph (177.1 km/h) (3 second gust) or assigned to seismic design categories C, D1 and D2 (with detached one- and two-family dwellings in category C being exempt).
  5. Reprinted by permission of the ICC Evaluation Service, LLC from Evaluation Report ESR-1539.

TABLE R602.3(1)—continued
FASTENER SCHEDULE FOR STRUCTURAL MEMBERSj

DESCRIPTION OF BUILDING MATERIALS

DESCRIPTION OF FASTENERb, c, e

SPACING OF FASTENERS

Edges
(inches)i

Intermediate supportsc, e
(inches)

Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing

3/8" - 1/2"

6d common (2" × 0.113") nail (subfloor wall)

8d common (21/2" × 0.131") nail (roof)f

6

12g

19/32" - 1"

8d common nail (21/2" × 0.131")

6

12g

11/8" - 11/4"

10d common (3" × 0.148") nail or

8d (21/2" × 0.131") deformed nail

6

12

Other wall sheathingh

1/2" structural cellulosic
fiberboard sheathing

11/2" galvanized roofing nail, 7/16" crown or 1" crown staple 16 ga., 11/4" long

3

6

25/32" structural cellulosic fiberboard sheathing

13/4" galvanized roofing nail, 7/16" crown or 1" crown staple 16 ga., 11/2" long

3

6

1/2" gypsum sheathingd

11/2" galvanized roofing nail; staple galvanized, 11/2" long; 11/4 screws, Type W or S

7

7

5/8" gypsum sheathingd

13/4" glavanized roofing nail; staple galvanized, 15/8" long; 15/8" screws, Type W or S

7

7

Wood structural panels, combination subfloor underlayment to framing

3/4" and less

6d deformed (2" × 0.120") nail or

8d common (21/2" × 0.131") nail

6

12

7/8" - 1"

8d common (21/2" × 0.131") nail or

8d deformed (21/2" × 0.120") nail

6

12

11/8" - 11/4"

10d common (3" × 0.148") nail or

8d deformed (21/2" × 0.120") nail

6

12

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1ksi = 6.895 MPa.

  1. Deleted.
  2. Staples are 16 gage wire and have a minimum 7/16-inch on diameter crown width.
  3. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
  4. Four-foot-by-8-foot or 4-foot-by-9-foot panels shall be applied vertically.
  5. Spacing of fasteners not included in this table shall be based on Table R602.3(2).
  6. For regions having basic wind speed of 110 mph or greater, 8d deformed (21/2" × 0.120) nails shall be used for attaching plywood and wood structural panel roof sheathing to framing within minimum 48-inch distance from gable end walls, if mean roof height is more than 25 feet, up to 35 feet maximum.
  7. For regions having basic wind speed of 100 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6 inches on center. When basic wind speed is greater than 100 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.
  8. Gypsum sheathing shall conform to ASTM C 79 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 208.
  9. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at all 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. Roof sheathing 7/16-inch or greater in thickness does not require perimeter blocking.
  10. For nominal dimensions of nails see Table R602.3(1a).


TABLE R602.3(1a)
NOMINAL DIMENSIONS OF NAILS LISTED IN TABLE R602.3.1
NAILS DESCRIBED BY PENNYWEIGHT SYSTEM
Pennyweight Length (inches) Shank diameter (inches)
Box
6d 2 0.099
8d 21/2 0.113
10d 3 0.128
Casing
6d 21/4 0.099
8d 21/2 0.113
10d 3 0.128
Common
6d 2 0.113
8d 21/2 0.131
10d 3 0.148
16d 31/2 0.162
20d 4 0.192
Cooler
5d 1 5/8 0.086
6d 17/8 0.092
8d 2 3/8 0.113
Deformeda
3d 11/4 0.099
4d 11/2 0.099
6d 2 0.120
8d 21/2 0.120
Finish
8d 21/2 0.099
10d 3 0.113
Siding
6d 17/8 0.106
8d 2 3/8 0.128
Additional Recognized Nails
Smooth shank nails 21/4 0.092
21/4 0.105
3 0.120
31/4
11/2 0.131
3
31/4
11/2 0.148
21/2 0.162
Deformed shank nailsa 21/4 0.099
2 0.113
2 3/8
21/2 0.131
For SI: 1inch = 25.4 mm.
  1. A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank.
TABLE R602.3(2)
ALTERNATE ATTACHMENTS

NOMINAL MATERIAL THICKNESS (inches)

DESCRIPTIONa, b OF FASTENER AND LENGTH
(inches)

SPACINGc OF FASTENERS

Edges
(inches)

Intermediate supports
(inches)

Wood structural panels subfloor, roof and wall sheathing to framing and particleboard wall sheathing to framingf

up to 1/2

Staple 15 ga. 13/4

4

8

0.097 - 0.099 Nail 21/4

3

6

Staple 16 ga. 13/4

3

6

19/32 and 5/8

0.113 Nail 2

3

6

Staple 15 and 16 ga. 2

4

8

0.097 - 0.099 Nail 21/4

4

8

23/32 and 3/4

Staple 14 ga. 2

4

8

Staple 15 ga. 13/4

3

6

0.097 - 0.099 Nail 21/4

4

8

Staple 16 ga. 2

4

8

1

Staple 14 ga. 21/4

4

8

0.113 Nail 21/4

3

6

Staple 15 ga. 21/4

4

8

0.097 - 0.099 Nail 21/2

4

8

NOMINAL MATERIAL THICKNESS
(inches)

DESCRIPTIONa,b OF FASTENER AND LENGTH
(inches)

SPACINGc OF FASTENERS

Edges
(inches)

Body of paneld
(inches)

Floor underlayment; plywood-hardboard-particleboardf

Plywood

1/4 and 5/16

11/4 ring or screw shank nail—minimum
121/2 ga. (0.099") shank diameter

3

6

Staple 18 ga., 7/8, 3/16 crown width

2

5

11/32, 3/8, 15/32, and 1/2

11/4 ring or screw shank nail—minimum
121/2 ga. (0.099") shank diameter

6

8e

19/32, 5/8, 23/32 and 3/4

11/2 ring or screw shank nail—minimum
121/2 ga. (0.099") shank diameter

6

8

Staple 16 ga. 11/2

6

8

Hardboardf

0.200

11/2 long ring-grooved underlayment nail

6

6

4d cement-coated sinker nail

6

6

Staple 18 ga., 7/8 long (plastic coated)

3

6

Particleboard

1/4

4d ring-grooved underlayment nail

3

6

Staple 18 ga., 7/8 long, 3/16 crown

3

6

3/8

6d ring-grooved underlayment nail

6

10

Staple 16 ga., 11/8 long, 3/8 crown

3

6

1/2, 5/8

6d ring-grooved underlayment nail

6

10

Staple 16 ga., 15/8 long, 3/8 crown

3

6

For SI: 1 inch = 25.4 mm.

  1. Nail is a general description and may be T-head, modified round head or round head.
  2. Staples shall have a minimum crown width of 7/16-inch on diameter except as noted.
  3. Nails or staples shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. Nails or staples shall be spaced at not more than 12 inches on center at intermediate supports for floors.
  4. Fasteners shall be placed in a grid pattern throughout the body of the panel.
  5. For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way.
  6. Hardboard underlayment shall conform to ANSI/AHA A135.4.


TABLE R602.3(3)
REQUIREMENTS FOR WOOD STRUCTURAL PANEL
WALL SHEATHING USED TO RESIST WIND PRESSURESa,b,c

MINIMUM NAIL

MINIMUM WOOD STRUCTURAL PANEL SPAN RATING

MINIMUM NOMINAL PANEL THICKNESS (inches)

MAXIMUM WALL STUD SPACING
(inches)

PANEL NAIL SPACING

MAXIMUM WIND SPEED
(mph)

Size

Penetration
(inches)

Edges
(inches o.c.)

Field
(inches o.c.)

Wind exposure category

B

C

D

6d Common
(2.0" × 0.113")

1.5

24/0

3/8

16

6

12

110

90

85

8d Common
(2.5" × 0.131")

1.75

24/16

7/16

16

6

12

130

110

105

24

6

12

110

90

85

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.

  1. Panel strength axis parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel strength axis perpendicular to supports.
  2. Table is based on wind pressures acting toward and away from building surfaces per Section R301.2. Lateral bracing requirements shall be in accordance with Section R602.10.
  3. Wood Structural Panels with span ratings of Wall-16 or Wall-24 shall be permitted as an alternate to panels with a 24/0 span rating. Plywood siding rated 16 oc or 24 oc shall be permitted as an alternate to panels with a 24/16 span rating. Wall-16 and Plywood siding 16 oc shall be used with studs spaced a maximum of 16 inches on center.


TABLE R602.3(4)
ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHINGa

THICKNESS
(inch)

GRADE

STUD SPACING
(inches)

When siding is nailed to studs

When siding is nailed to sheathing

3/8

M—1 Exterior glue

16

1/2

M—2 Exterior glue

16

16

For SI: 1 inch = 25.4 mm.

  1. Wall sheathing not exposed to the weather. If the panels are applied horizontally, the end joints of the panel shall be offset so that four panels corners will not meet. All panel edges must be supported. Leave a 1/16-inch gap between panels and nail no closer than 3/8 inch from panel edges.


TABLE R602.3(5)
SIZE, HEIGHT AND SPACING OF WOOD STUDSa,d

STUD SIZE
(inches)

BEARING WALLS

NONBEARING WALLS

Laterally unsupported
stud heighta
(feet)

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
(feet)

Laterally unsupported
stud
heighta
(feet)

Maximum
spacing
(inches)

   

   

2 × 3b

10

16

2 × 4

10

24c

16c

24

14

24

3 × 4

10

24

24

16

24

14

24

2 × 5

10

24

24

24

16

24

2 × 6

10

24

24

16

24

20

24

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square foot = 0.093 m2.

  1. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Increases in unsupported height are permitted where justified by analysis.
  2. Shall not be used in exterior walls.
  3. A habitable attic assembly supported by 2 × 4 studs is limited to a roof span of 32 feet. Where the roof span exceeds 32 feet, the wall studs shall be increased to 2 × 6 or the studs shall be designed in accordance with accepted engineering practice.
  4. One half of the studs interrupted by a wall opening shall be placed immediately outside the jack studs on each side of the opening as king studs to resist wind loads. King studs shall extend full height from sole plate to top plate of the wall.


For SI: 1 inch = 25.4 mm.

FIGURE R602.3(1)
TYPICAL WALL, FLOOR AND ROOF FRAMING

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

 

FIGURE R602.3(2)
FRAMING DETAILS

R602.3.1 Stud Size, Height and Spacing

AMENDMENT
This section has been amended at the state or city level.

The size, height and spacing of studs shall be in accordance with Table R602.3.(5).

Exceptions:

  1. Utility grade studs shall not be spaced more than 16 inches (406 mm) on center, shall not support more than a roof and ceiling, and shall not exceed 8 feet (2438 mm) in height for exterior walls and load-bearing walls or 10 feet (3048 mm) for interior nonload-bearing walls.
  2. Studs more than 10 feet (3048 mm) in height which are in accordance with Table R602.3.1.

TABLE R602.3.1
MAXIMUM ALLOWABLE LENGTH OF WOOD WALL STUDS EXPOSED TO WIND SPEEDS OF 100 mph OR LESS
IN SEISMIC DESIGN CATEGORIES A, B, C, D0, D1 and D2b, c, d

HEIGHT
(feet)

ON-CENTER SPACING (inches)

24

16

12

8

Supporting a roof only

10

2 × 4

2 × 4

2 × 4

2 × 4

12

2 × 6

2 × 4

2 × 4

2 × 4

14

2 × 6

2 × 6

2 × 6

2 × 4

16

2 × 6

2 × 6

2 × 6

2 × 4

18

NAa

2 × 6

2 × 6

2 × 6

20

NAa

NAa

2 × 6

2 × 6

24

NAa

NAa

NAa

2 × 6

Supporting one floor and a roof

10

2 × 6

2 × 4

2 × 4

2 × 4

12

2 × 6

2 × 6

2 × 6

2 × 4

14

2 × 6

2 × 6

2 × 6

2 × 6

16

NAa

2 × 6

2 × 6

2 × 6

18

NAa

2 × 6

2 × 6

2 × 6

20

NAa

NAa

2 × 6

2 × 6

24

NAa

NAa

NAa

2 × 6

Supporting two floors and a roof

10

2 × 6

2 × 6

2 × 4

2 × 4

12

2 × 6

2 × 6

2 × 6

2 × 6

14

2 × 6

2 × 6

2 × 6

2 × 6

16

NAa

NAa

2 × 6

2 × 6

18

NAa

NAa

2 × 6

2 × 6

20

NAa

NAa

NAa

2 × 6

22

NAa

NAa

NAa

NAa

24

NAa

NAa

NAa

NAa

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa,
1 pound per square inch = 6.895 kPa, 1 mile per hour = 0.447 m/s.

  1. Design required.
  2. Applicability of this table assumes the following: Snow load not exceeding 25 psf, fb not less than 1310 psi determined by multiplying the AF&PA NDS tabular base design value by the repetitive use factor, and by the size factor for all species except southern pine, E not less than 1.6 × 106 psi, tributary dimensions for floors and roofs not exceeding 6 feet, maximum span for floors and roof not exceeding 12 feet, eaves not over 2 feet in dimension and exterior sheathing. Where the conditions are not within these parameters, design is required.
  3. Utility, standard, stud and No. 3 grade lumber of any species are not permitted.
  4. One half of the studs interrupted by a wall opening shall be placed immediately outside the jack studs on each side of the opening as king studs to resist wind loads. King studs shall extend full height from sole plate to top plate of the wall.

(continued)

TABLE R602.3.1—continued
MAXIMUM ALLOWABLE LENGTH OF WOOD WALL STUDS EXPOSED TO WIND SPEEDS OF 100 mph OR LESS
IN SEISMIC DESIGN CATEGORIES A, B, C, D0, D1 and D2

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 at least 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 at least equal to the width of the studs.

Exception: A single top plate may be installed in stud walls, provided the plate is adequately tied at joints, corners and intersecting walls by a minimum 3-inch-by- 6-inch by a 0.036-inch-thick (76 mm by 152 mm by 0.914 mm) galvanized steel plate that is nailed to each wall or segment of wall by six 8d nails on each side, provided the rafters or joists are centered over the studs with a tolerance of no more than 1 inch (25 mm). The top plate may be omitted over lintels that are adequately tied to adjacent wall sections with steel plates or equivalent as previously described.

Where joists, trusses or rafters are spaced more than 16 inches (406 mm) on center and the bearing studs below are spaced 24 inches (610 mm) on center, such members shall bear within 5 inches (127 mm) of the studs beneath.

Exceptions:

  1. The top plates are two 2-inch by 6-inch (38 mm by 140 mm) or two 3-inch by 4-inch (64 mm by 89 mm) members.
  2. A third top plate is installed.
  3. Solid blocking equal in size to the studs is installed to reinforce the double top plate.
Studs shall have full bearing on a nominal 2-by (51 mm) or larger plate or sill having a width at least equal to the width of the studs.

R602.3.5 Fasteners

AMENDMENT
This section has been amended at the state or city level.
Nails and staples shall conform to the requirements of ASTM F1667.

R602.3.5.1 Staples

AMENDMENT
This section has been amended at the state or city level.

R602.3.5.1.1 General

AMENDMENT
This section has been amended at the state or city level.
Staples shall be manufactured from No. 18 [0.0475 inch (1.21 mm)], No. 16 [0.0625 inch (1.59 mm)], No. 15 [0.072 inch (1.83 mm)] and No. 14 [0.080 inch (2.03 mm)] gage, round, semi-flattened or flattened, plain or zinc-coated steel wire, and driven with power tools. The staples shall be available with outside crown widths varying from 3/16 inch to 1 inch (4.8 mm to 25 mm). Leg lengths vary from 5/8 inch to 31/2 inches (15.9 mm to 89 mm). Staples shall be collated into strips and cohered with polymer coatings. Staples manufactured from aluminum and copper wire are permitted in nonstructural applications only. Staple crown widths and leg lengths specified in Table R602.3(1) are overall dimensions.

R602.3.5.1.2 Staple Bending Moments (M)

AMENDMENT
This section has been amended at the state or city level.
For engineered and structural construction, steel staples with the minimum bending moment are required. No. 16 gage staples shall have a minimum average bending moment of 3.6 in.-lbs. (0.41 N-m); No. 15 gage staples shall have a minimum average bending moment 4.0 in.-lbs. (0.45 N-m); and No. 14 gage staples shall have a minimum average bending moment of 4.3 in.-lbs. (0.49 N-m).

R602.3.5.2 Nails

AMENDMENT
This section has been amended at the state or city level.

R602.3.5.2.1 General

AMENDMENT
This section has been amended at the state or city level.
Nails shall be manufactured from plain steel wire, galvanized steel wire, aluminum wire, copper wire or stainless steel wire. Aluminum and copper nails are permitted in nonstructural applications only. Nail heads include full round heads or modified round heads such as clipped heads, "D" heads, notched heads, oval heads or T-shaped heads. Nails are supplied with smooth or deformed (threaded) shanks. Deformed shanks may be annularly threaded (ring shank) or helically threaded (screw shank). Nails power driven shall be collated and cohered into strips, clips or coils for loading into a power driving tool. Nails with T-shaped heads are permitted in nonstructural connections only. Table R602.3(1a) lists shank lengths and diameters for nails.

R602.3.5.2.2 Nail bending yield strength (Fyb)

AMENDMENT
This section has been amended at the state or city level.
For engineered and structural construction, steel nails meeting the minimum bending yield strength are required. Nails formed from steel wire having a nominal diameter of 0.135 inch (3.4 mm) or less shall have a minimum average bending yield strength of 100 ksi (689 MPa), and nails with diameters greater than 0.135 inch (3.4 mm) shall have a minimum average bending yield strength of 90 ksi (620 MPa). The 20d common nails described in Table R602.3(1a) shall have a minimum average bending yield strength of 80 ksi (55 MPa).
Interior load-bearing walls shall be constructed, framed and fireblocked as specified for exterior walls.
Interior nonbearing walls shall be permitted to be constructed with 2-inch-by-3-inch (51 mm by 76 mm) studs spaced 24 inches (610 mm) on center or, when not part of a braced wall line, 2-inch-by-4-inch (51 mm by 102 mm) flat studs spaced at 16 inches (406 mm) on center. Interior nonbearing walls shall be capped with at least a single top plate. Interior nonbearing walls shall be fireblocked in accordance with Section R602.8.

R602.6 Drilling and Notching—Studs

AMENDMENT
This section has been amended at the state or city level.

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

  1. Notching. Any stud in an exterior wall or bearing partition may be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions may be notched to a depth not to exceed 40 percent of a single stud width. Notching of bearing studs shall be on one edge only and not to exceed one-fourth the height of the stud. Notching shall not occur in the bottom or top 6 inches (152 mm) of bearing studs.
  2. Drilling. Any stud may be bored or drilled, provided that the diameter of the resulting hole is no more than 60 percent of the stud width, the edge of the hole is no more than 5/8 inch (16 mm) to the edge of the stud, and the hole shall not be closer than 6 inches (152 mm) from an adjacent hole or notch. Holes not exceeding 3/4 inch (19 mm) diameter can be as close as 11/2 inches (38.1 mm) on center spacing. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall also be doubled with no more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2).

    Exception: Use of approved stud shoes is permitted when they are installed in accordance with the manufacturer's recommendations.
  3. Cutting and notching of studs may be increased to 65% of the width of the stud in exterior and interior walls and bearing partitions, provided that one of the following conditions are met:
    1. The wall section is reinforced with 1/2 inch exterior grade plywood or equivalent reinforcement on the notched side of the wall. Plywood, if used, shall reach from the floor to ceiling and at least one stud further on each side of the section that has been notched or cut.
    2. The exterior walls of a kitchen may be reinforced by placing 1/2 inch plywood or equivalent reinforcement on the notched side of the wall. Plywood, if used, shall reach from the floor to counter-top height and at least one stud further on each side of the section that has been notched or cut.
When piping or ductwork is placed in or partly in an exterior wall or interior load-bearing wall, necessitating cutting, drilling or notching of the top plate by more than 50 percent of its width, a galvanized metal tie not less than 0.054 inch thick (1.37 mm) (16 ga) and 11/2 inches (38 mm) wide shall be fastened across and to the plate at each side of the opening with not less than eight 10d (0.148 inch diameter) having a minimum length of 11/2 inches (38 mm) at each side or equivalent. The metal tie must extend a minimum of 6 inches past the opening. See Figure R602.6.1.
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 R502.5(1) and R502.5(2).
Wood structural panel box headers shall be constructed in accordance with Figure R602.7.2 and Table R602.7.2.
Load-bearing headers are not required in interior or exterior nonbearing walls. A single flat 2-inch-by-4-inch (51 mm by 102 mm) member may be used as a header in interior or exterior nonbearing walls for openings up to 8 feet (2438 mm) in width if the vertical distance to the parallel nailing surface above is not more than 24 inches (610 mm). For such nonbearing headers, no cripples or blocking are required above the header.

TABLE R602.7.2
MAXIMUM SPANS FOR WOOD STRUCTURAL PANEL BOX HEADERSa
HEADER CONSTRUCTIONb HEADER DEPTH
(inches)
HOUSE DEPTH (feet)
24 26 28 30 32
Wood structural panel—one side 9 4 4 3 3
15 5 5 4 3 3
Wood structural panel—both sides   9 7 5 5 4 3
15 8 8 7 7 6

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
  1. Spans are based on single story with clear-span trussed roof or two-story with floor and roof supported by interior-bearing walls.
  2. See Figure R602.7.2 for construction details.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. NOTES:
  1. The top plate shall be continuous over header.
  2. Jack studs shall be used for spans over 4 feet.
  3. Cripple spacing shall be the same as for studs.
  4. Wood structural panel faces shall be single pieces of 15/32-inch-thick Exposure 1 (exterior glue) or thicker, installed on the interior or exterior or both sides of the header.
  5. Wood structural panel faces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 3 inches on center, staggering alternate nails 1/2 inch. Galvanized nails shall be hot-dipped or tumbled.
FIGURE R602.7.2
TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION
Fireblocking shall be provided in accordance with Section R302.11.

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 sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(1), or the cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations.

R602.10 Wall Bracing

AMENDMENT
This section has been amended at the state or city level.
Buildings, and portions thereof, shall be braced in accordance with one or more of the following sections using bracing materials and methods complying with Section R602.10.1 and load path detailing in accordance with Section R602.10.5:
  1. Isolated panel bracing per Section R602.10.2,
  2. Continuous sheathing per Section R602.10.3,
  3. Engineered design per Section R602.10.4, or
  4. 2012 International Residential Code.
  5. SR-102 as published by APA, The Engineered Wood Association with limitations indicated in this document.
    Note: Code references in SR-102 are referencing the 2012 International Residential Code.
     Where a building, or portion thereof, does not comply with Section R602.10.2, Section R602.10.3, or Section R602.10.5, those portions shall be designed and constructed in accordance with Section R602.10.4.

R602.10.1 Braced Wall Lines

AMENDMENT
This section has been amended at the state or city level.

R602.10.1 Bracing Materials and Methods

AMENDMENT
This section has been amended at the state or city level.
Wall bracing materials and methods shall comply with Table R602.10.1.

TABLE R602.10.1
BRACING METHODSa, b
METHOD MINIMUMBRACE MATERIAL
THICKNESS OR SIZE
MINIMUM BRACE PANEL
LENGTH OR BRACE ANGLE
CONNECTION CRITERIA ILLUSTRATION OF BRACING
METHOD (illustrates method only, not location)
Fasteners Spacing
LIB
Let-in Bracing
1 x 4 wood brace
(or approved metal brace
installed per
manufacturer instructions)
45° angle for maximum
16" oc stud spacingc
2-8d common
nails or 3-8d
(21/2" long ×
0.113" dia.) nails
Per stud and top
and bottom
plates
DWB
Diagonal wood
boards
3/4" (1" nominal) 48" 2-8d (21/2" long ×
0.113" diameter)
or 2 — 13/4" long
staples
Per stud and top
and bottom
plates
WSP
Wood structural
panel
3/8" 48"d 6d common nail
or 8d (21/2" long ×
0.113" diameter)
nail See Table R602.3(3)
6" edges
12" field
SFB
Structural
Fiberboard
Sheathing
1/2" 48"d 11/2" long ×
0.120" dia.
Galvanized
roofing nails
3" edges
6" field
GB
Gypsum Board
Installed on both
sides
of wall
1/2" 96" for use with R602.10.2
48" for use with R602.10.3
Min. 5d cooler
nails
or #6 screws
7" edges
7" field
PCP
Portland cement
plaster
3/4"
(maximum 16" oc
stud spacing)
48" 11/2" long,
11 gage,
7/16" diameter head nails or 7/8" long,
16 gage staples
6" o.c. on all
framing
members
CS-WSPe
Continuously
sheathed WSP
3/8" 24" adjacent to window
not more than 67% of wall
height; 30" adjacent to
door or window greater
than 67% and less than
85% of wall height. 48"
for taller openings.
Same as WSP Same as WSP
CS-SFBe
Continuously
sheathed SFB
1/2" Same as SFB Same as SFB
PF
Portal Framef
7/16" See Figure R602.10.1 See Figure
R602.10.1
See Figure
R602.10.1
  1. Alternative bracing materials and methods shall comply with Section 105 of the North Carolina Administrative Code and Policies, and shall be permitted to be used as a substitute for any of the bracing materials listed in Table R602.10.1 provided at least equivalent performance is demonstrated. Where the tested bracing strength or stiffness differs from tabulated materials, the bracing amount required for the alternative material shall be permitted to be factored to achieve equivalence.
  2. All edges of panel-type wall bracing shall be attached to framing or blocking, except GB bracing horizontal joints shall not be required to be blocked when joints are finished.
  3. Two LIB braces installed at a 60° angle shall be permitted to be substituted for each 45° angle LIB brace.
  4. For 8-foot or 9-foot wall height, brace panel minimum length shall be permitted to be reduced to 36-inch or 42-inch length, respectively, where not located adjacent to a door opening. A braced wall panel shall be permitted to be reduced to a 32-inch length when studs at each end of the braced wall panel are anchored to foundation or framing below using hold-down device with minimum 2,800 pounds design tension capacity. For detached single-story garages and attached garages supporting roof only, a minimum 24-inch brace panel length shall be permitted on one wall containing one or more garage door openings.
  5. Bracing methods designated CS-WSP and CS-SFB shall have sheathing installed on all sheathable surfaces above, below, and between wall openings.
  6. For purposes of bracing in accordance with Section R602.10.2, two portal frame brace panels with wood structural panel sheathing applied to the exterior face of each brace panel as shown in Figure R602.10.1 shall be considered equivalent to one braced wall panel.


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 lb = 4.45 N.
FIGURE R602.10.1
METHOD PF — PORTAL FRAME CONSTRUCTION

R602.10.1.1 Braced Wall Panels

AMENDMENT
This section has been amended at the state or city level.

R602.10.1.2 Length of Bracing

AMENDMENT
This section has been amended at the state or city level.

R602.10.1.2.1 Braced Wall Panel Uplift Load Path

AMENDMENT
This section has been amended at the state or city level.

R602.10.1.3 Angled Corners

AMENDMENT
This section has been amended at the state or city level.

R602.10.1.4 Braced Wall Panel Location

AMENDMENT
This section has been amended at the state or city level.

R602.10.1.4.1 Braced Wall Panel Location in Seismic Design Categories D0, D1 and D2

AMENDMENT
This section has been amended at the state or city level.

R602.10.1.5 Braced Wall Line Spacing for Seismic Design Categories D0, D1 and D2

AMENDMENT
This section has been amended at the state or city level.

R602.10.2 Intermittent Braced Wall Panel Construction Methods

AMENDMENT
This section has been amended at the state or city level.

R602.10.2 Isolated Panel Bracing

AMENDMENT
This section has been amended at the state or city level.
TABLE R602.10.2
NUMBER OF BRACED WALL PANELS REQUIRED FOR EACH
HOUSE ELEVATION (BUILDING SIDE) AT EACH STORY LEVELa
Wind
Velocity
Story Level
Supporting:
Longest Overall Dimension of
Floor Plan for a Given Story Level
25' 50' 75'
90 mph Roof Only 1 2 3
Roof + 1 Story 2 4 6
Roof + 2 Stories 3 6 9
100 mph Roof Only 2 3 4
Roof + 1 Story 3 5 8
Roof + 2 Stories 4 8 11
  1. Interpolation between dimensions is permitted. Extrapolation is prohibited.
    Fractions of panels shall be rounded to the nearest whole panel.
    Roof Only
    Roof + 1 Story
    Roof + 2 Stories

R602.10.2.1 Intermittent Braced Wall Panel Interior Finish Material

AMENDMENT
This section has been amended at the state or city level.

R602.10.2.1 Limitations

AMENDMENT
This section has been amended at the state or city level.
The conventional bracing requirements of Section R602.10.2.2 shall be limited to the following conditions of use:
  1. Basic design wind speed shall not exceed 100 mph, Exposure Category B.
  2. Bracing methods shall be LIB, DWB, WSP, SFB, GB, PCP, and PF in accordance with Table R602.10.1.
  3. Length of the house is limited to 75 feet. Overall plan length shall not exceed three times the overall plan width. The multiple circumscribed rectangle method from Section R602.10.3.2 may be applied to the method set forth in this section.
  4. Wall height at each story level shall not exceed 10 feet.
  5. Roof eave-to-ridge height shall not exceed 10 feet unless the roof is considered as an additional story for the purpose of determining bracing amounts required.
  6. Except when used for bracing method GB, the interior side of exterior walls and both sides of interior walls shall be sheathed continuously with minimum 1/2-inch-thick gypsum wall board interior finish fastened in accordance with Table R702.3.5, or approved interior finish of equivalent or greater shear resistance.
  7. Floors shall not cantilever more than 24 inches (607 mm) beyond the foundation or bearing wall below.
  8. Townhouses shall be stabilized independently of adjacent units unless a design is provided to permit lateral load transfer between adjacent units.
  9. Townhouses in Seismic Design Category C shall be designed in accordance with Section R602.10.4 or the 2012 International Residential Code.

R602.10.2.2 Adhesive Attachment of Sheathing in Seismic Design Categories C, D

AMENDMENT
This section has been amended at the state or city level.

R602.10.2.2 Requirements

AMENDMENT
This section has been amended at the state or city level.
Braced wall panels shall be constructed of bracing methods, materials, and minimum braced panel lengths complying with Table R602.10.1. The number of braced wall panels required for each side of a building (elevation view) at each story level of the building shall comply with Table R602.10.2. The following additional requirements shall apply:
  1. In no case shall the amount of bracing be less than two braced wall panels on exterior walls comprising each side of the floor plan (or plan elevation) for each story level of the building.
  2. A braced wall panel shall be located within 12 feet of both ends of each elevation view of the house. Braced wall panels on exterior walls shall be installed such that the edge-to-edge distance between braced wall panels does not exceed 21 feet. Refer to Figure R602.10.2.2.
  3. No more than one-half of bracing on parallel exterior walls shall be permitted to be relocated to interior walls oriented in the same plan direction and within one-half the floor plan dimension perpendicular to the exterior wall.
  4. Use of multiple bracing methods and materials complying with Table R602.10.1 shall be permitted.
  5. Detached garages or storage buildings connected to the house with a covered walk-way shall be considered separate buildings. Houses with skewed wings shall be designed in accordance with Section R602.10.3, Section R602.10.4, or the 2012 International Residential Code.
  6. Garage door openings supporting a floor load above shall be braced using the portal frame method (PF) unless the building plan level containing the garage opening wall complies with all the bracing requirements of this section.
FIGURE R602.10.2.2
LOCATION OF BRACED WALL PANELS


FIGURE R602.10.2.2(1)
PANELS SHIFTED TO INTERIOR WALLS


FIGURE R602.10.2.2(2)
PANELS MAY BE INSET 12'-0" FROM BOTH ENDS OF WALL ELEVATION

R602.10.3 Minimum Length of Braced Panels

AMENDMENT
This section has been amended at the state or city level.

R602.10.3 Continuous Sheathing

AMENDMENT
This section has been amended at the state or city level.
TABLE R602.10.3
REQUIRED LENGTH OF BRACING ALONG EACH SIDE OF A CIRCUMSCRIBED RECTANGLE a, b, c, d
WIND
SPEED
EAVE-TO
RIDGE HEIGHT
(FEET)
STORY LEVEL
SUPPORTING: e
REQUIRED LENGTH OF BRACING ON ANY SIDE
Length of perpendicular side (ft)f
10 20 30 40 50 60 70 80
90 10 Roof Only 2.0 3.5 5.0 6.0 7.5 9.0 10.5 12.0
Roof + 1 Story 3.5 6.5 9.0 12.0 14.5 17.0 19.8 22.6
Roof + 2 Stories 5.0 9.5 13.5 17.5 21.5 25.0 29.2 33.4
15 Roof Only 2.6 4.6 6.5 7.8 9.8 11.7 13.7 15.7
Roof + 1 Story 4.0 7.5 10.4 13.8 16.7 19.6 22.9 26.2
Roof + 2 Stories 5.5 10.5 14.9 19.3 23.7 27.5 32.1 36.7
20 Roof Only 2.9 5.2 7.3 8.8 11.1 13.2 15.4 17.6
Roof + 1 Story 4.5 8.5 11.8 15.6 18.9 22.1 25.8 29.5
Roof + 2 Stories 6.2 11.9 16.8 21.8 27.3 31.1 36.3 41.5
100 10 Roof Only 2.5 4.0 6.0 7.5 9.5 11.0 12.8 14.6
Roof + 1 Story 4.5 8.0 11.0 14.5 18.0 21.0 24.5 28.0
Roof + 2 Stories 6.0 11.5 16.5 21.5 26.5 31.0 36.2 41.4
15 Roof Only 3.4 5.2 7.8 9.8 12.4 14.3 16.7 19.1
Roof + 1 Story 5.2 9.2 12.7 16.7 20.7 24.2 28.2 32.2
Roof + 2 Stories 6.6 12.7 18.2 23.7 29.2 34.1 39.8 45.5
20 Roof Only 3.8 5.9 8.8 11.1 14.0 16.2 18.9 21.6
Roof + 1 Story 5.9 10.4 14.4 18.9 23.4 27.3 31.8 36.3
Roof + 2 Stories 7.5 14.4 20.6 26.8 33.0 38.5 44.9 51.3
110 10 Roof Only 3.0 4.8 7.3 9.1 11.5 13.3 15.5 17.7
Roof + 1 Story 5.5 10.0 13.3 17.5 21.8 25.4 29.6 33.8
Roof + 2 Stories 7.5 13.9 20.0 26.0 32.1 37.5 43.8 50.1
15 Roof Only 4.2 6.3 9.5 11.9 15.0 17.3 20.2 23.1
Roof + 1 Story 6.3 11.2 15.4 20.2 25.0 29.3 34.2 39.1
Roof + 2 Stories 8.0 15.4 22.0 28.7 35.3 41.3 48.2 55.1
20 Roof Only 4.6 7.2 10.6 13.4 16.9 19.6 22.9 26.2
Roof + 1 Story 7.2 12.6 17.4 22.9 28.3 33.0 38.5 44.0
Roof + 2 Stories 9.1 17.4 24.9 32.4 39.9 46.6 54.4 62.2
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

Roof Only
Roof + 1 Story
Roof + 2 Stories
  1. Interpolation shall be permitted.
  2. For Exposure Category C or D, multiply the required length of bracing by a factor of 1.3 or 1.6, respectively.
  3. For wall heights other than 10 ft (3048 mm), multiply the required length of bracing by the following factors: 0.90 for 8 feet (2438 mm), 0.95 for 9 feet (2743 mm), 1.05 for 11 feet (3353 mm) and 1.10 for 12 feet (3658 mm).
  4. Where minimum 1/2" gypsum wall board interior finish is not provided, the required bracing amount for the affected rectangle side shall be multiplied by 1.40.
  5. A floor, habitable or otherwise, contained wholly within the roof rafters or roof trusses need not be considered a story for purposes of determining wall bracing provided the eave to ridge height does not exceed 20 feet and the openings in the roof do not exceed 48 inches in height.
  6. Perpendicular sides to the front and rear sides are the left and right sides. Perpendicular sides to the left and right sides are the front and rear sides.


FIGURE R602.10.3(1)
CIRCUMSCRIBED RECTANGLESa, b, c

  1. Each floor plan level shall be circumscribed with one or more rectangles around the floor plan or portions of the plan at the floor level under consideration as shown in Figure R602.10.3(1).
  2. Rectangles shall surround all enclosed offsets and projections such as sunrooms and attached garages for a given story level floor plan. Chimneys, partial height projections, and open structures, such as carports and decks, shall be excluded from the rectangle.
  3. Each rectangle shall have no side greater than 80 feet (24.4 m) with a maximum rectangle length-to-width ratio of 3:1. Rectangles shall be permitted to be skewed to accommodate diagonal walls.






FIGURE R602.10.3(2)
ASSIGNMENT OF BRACED WALL PANELS TO CIRCUMSCRIBED RECTANGLE SIDESa, b, c, d, e, f


  1. Exterior braced wall panels shall be assigned to the closest parallel rectangle side and shall contribute to their actual length.
  2. Interior braced wall panels using Method GB shall be assigned to the closest parallel rectangle side and shall contribute 0.5 times their actual length.
  3. Projected contributing lengths of angled braced wall panels shall be assigned to the closest rectangle sides.
  4. Portal frame braced wall panels shall contribute 1.5 times their actual length to their assigned rectangle side.
  5. Where multiple rectangles share a common side or sides, as shown in Figure R602.10.3(2)(a), the required length of bracing shall equal the sum of the required lengths from each of the shared rectangle sides.
  6. Braced wall panels located on a common wall where skewed rectangles intersect, as shown in Figure R602.10.3(2)(b), shall have their contributing length applied towards the required length of bracing for the parallel rectangle side and its projected contributing lengths towards the adjacent skewed rectangle sides. Where the common side of rectangle 2 as shown in Figure R602.10.3(2)(c), has no physical wall, the wall bracing required to stabilized this side of Rectangle 2 shall be determined from Table 602.10.3. This length of bracing shall be resolved into orthogonal projections, and the orthogonal projections shall be added to the length of bracing required for the walls of Rectangle 1 which connect to Rectangle 2 in the directions parallel to the projections.
FIGURE R602.10.3(3)
DISTRIBUTION OF BRACED WALL PANELSa, b, c, d, e
  1. A braced wall panel shall be located on each elevation view within 12 feet of the corners of circumscribed rectangles. Detached garages or storage buildings connected to the house with a covered walk-way shall be considered separate buildings.
  2. The distance between adjacent edges of braced wall panels shall be no more than 21 feet (6096 mm).
  3. Segments of exterior walls greater than 12 feet (2438 mm) in length shall have a minimum of one braced wall panel.
  4. Segments of exterior wall 12 feet (2438 mm) or less in length shall be permitted to have no bracing provided a braced wall panel is located within 12 feet from the rectangle corner.
  5. Interior and exterior wall segments which contribute to the common sides of multiple rectangles shall be permitted to apply the distribution requirements given above to each wall segment independently.
FIGURE CR602.10.3(4)a
END CONDITIONS FOR BRACED WALLS WITH CONTINUOUS SHEATHING




FIGURE CR602.10.3(4)b
TYPICAL EXTERIOR CORNER FRAMING FOR CONTINUOUS SHEATHING

R602.10.3.1 Adjustment of Length of Braced Panels

AMENDMENT
This section has been amended at the state or city level.

R602.10.3.1 Limitations

AMENDMENT
This section has been amended at the state or city level.
The continuous sheathing requirements of Section R602.10.3 shall be limited to bracing methods CS-WSP and CS-SFB in accordance with Table R602.10.1 with the following conditions of use:
  1. Basic design wind speed shall not exceed 110 mph.
  2. Wall height at each story level shall not exceed 12 feet.
  3. Eave to ridge height shall not exceed 20 feet.
  4. Exterior walls shall be sheathed on all sheathable surfaces including infill areas between braced wall panels, above and below wall openings, and on gable-end walls.
  5. Except when used for bracing method GB, the interior side of exterior walls and both sides of interior walls shall be sheathed continuously with minimum 1/2-inch-thick gypsum wall board interior finish fastened in accordance with Table R702.3.5, or approved interior finish of equivalent or greater shear resistance. Unless required for fire separation by Section R302.6, gypsum board shall be permitted to be omitted where the required length of bracing, as determined in Table R602.10.3, is multiplied by 1.40.
  6. Floors shall not cantilever more than 24 inches (607 mm) beyond the foundation or bearing wall below.
  7. Townhouses in Seismic Design Category C shall be designed in accordance with Section R602.10.4 or the 2012 International Residential Code.
  8. Townhouses shall be stabilized independently of adjacent units, unless a design is provided to permit lateral load transfer between adjacent units.

R602.10.3.2 Method ABW: Alternate Braced Wall Panels

AMENDMENT
This section has been amended at the state or city level.

R602.10.3.3 Method PFH: Portal Frame With Hold-Downs

AMENDMENT
This section has been amended at the state or city level.

R602.10.3.2 Requirements

AMENDMENT
This section has been amended at the state or city level.
The required length of bracing for each side of a rectangle circumscribed around the plan or a portion of the plan at each story level shall be determined using Table R602.10.3 and Figure R602.10.3(1). The cumulative contributing length of braced wall panels assigned to a rectangle side shall be greater than or equal to the required length of bracing specified in Table R602.10.3. The following additional requirements shall apply.
  1. Braced wall panels on exterior or interior walls shall be assigned to the nearest rectangle side as shown in Figure R602.10.3(2) for each story level floor plan.
  2. Braced wall panels shall be distributed and installed in accordance with Figure R602.10.3(3).
  3. A minimum of one-half the required bracing amount for each rectangle side should be located on exterior walls within 8 feet of the location of the rectangle side.
  4. Interior braced wall panels using Method GB shall be assigned to the closest parallel rectangle side and shall contribute 0.5 times their actual length.
  5. The bracing amount provided on an upper story building side shall be deemed-to-comply where it equals or exceeds the amount of bracing required for the story immediately below.
  6. Where the bracing amount provided on an upper story equals or exceeds the amount of bracing required for the story below, an analysis of bracing shall not be required for the upper story.

R602.10.3.4 Method PFG: At Garage Door Openings in Seismic Design Categories A, B and C

AMENDMENT
This section has been amended at the state or city level.

R602.10.4 Continuous Sheathing

AMENDMENT
This section has been amended at the state or city level.

R602.10.4 Wall Bracing by Engineered Design

AMENDMENT
This section has been amended at the state or city level.
Design using bracing materials and methods listed in Table R602.10.1 or approved alternative materials and methods shall be permitted and shall comply with accepted engineering practice. Accepted engineering practice shall include the following:
  1. Design in accordance with Section R301,
  2. Design equivalent to the analysis basis of the provisions in Sections R602.10.2, R602.10.3, and R602.10.5, including determination of design loads, design unit shear values, and bracing amounts.

R602.10.4.1 Continuous Sheathing Braced Wall Panels

AMENDMENT
This section has been amended at the state or city level.

R602.10.4.1.1 Continuous Portal Frame

AMENDMENT
This section has been amended at the state or city level.

R602.10.4.2 Length of Braced Wall Panels With Continuous Sheathing

AMENDMENT
This section has been amended at the state or city level.

R602.10.4.3 Length of Bracing for Continuous Sheathing

AMENDMENT
This section has been amended at the state or city level.

R602.10.4.4 Continuously Sheathed Braced Wall Panel Location and Corner Construction

AMENDMENT
This section has been amended at the state or city level.

R602.10.5 Continuously-Sheathed Braced Wall Line Using Method CS-SFB (Structural Fiberboard Sheathing)

AMENDMENT
This section has been amended at the state or city level.

R602.10.5 Load Path Details

AMENDMENT
This section has been amended at the state or city level.
Construction shall comply with applicable detailing requirements of this section to ensure an adequate continuous load path for transfer of bracing loads and uplift loads from the roof to the foundation.

R602.10.5.1 Continuously Sheathed Braced Wall Line Requirements

AMENDMENT
This section has been amended at the state or city level.

R602.10.5.1 Wind Uplift Load Path

AMENDMENT
This section has been amended at the state or city level.
Framing connections to transfer roof uplift forces shall comply with Section R602.3.5 and Section R802.11. In the 110 mph wind zone provide uplift anchorage in accordance with Sections R4508 and Section R4504.1.

R602.10.5.2 Braced Wall Panel Length

AMENDMENT
This section has been amended at the state or city level.

R602.10.5.2 Foundation Anchorage

AMENDMENT
This section has been amended at the state or city level.
Braced wall panels shall be connected to the foundation per Section R403.1.6 and as required in Figure R602.10.1 for portal frames.

R602.10.5.3 Braced Wall Panel Location and Corner Construction

AMENDMENT
This section has been amended at the state or city level.

R602.10.5.3 Masonry or Concrete Pedestals

AMENDMENT
This section has been amended at the state or city level.
Masonry or concrete stem walls with a length of 48 inches (1220 mm) or less supporting braced wall panels shall be reinforced in accordance with Figure R602.10.5.3. Concrete stem walls shall be 6-inches nominal minimum thickness. Continuous concrete stem walls shall be reinforced per Section R404.1.2.2.

FIGURE R602.10.5.3
MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS

R602.10.5.4 Continuously Sheathed Braced Wall Lines

AMENDMENT
This section has been amended at the state or city level.

R602.10.5.4 Blocking of Floor Framing

AMENDMENT
This section has been amended at the state or city level.
When parallel to floor framing, braced wall panels shall be connected to a band, rim or header joist, floor framing or perpendicular full-height solid blocking between floor framing at 16 inches (406 mm) on center. When perpendicular to floor framing, braced wall panels shall be connected to full-height solid blocking between floor framing. Attachments shall be in accordance with Table R602.3(1). Manufactured lumber or truss blocking panels shall be permitted to substitute for full-height solid blocking.

FIGURE CR602.10.5.4(1)
BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING


FIGURE CR602.10.5.4(2)
BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING

R602.10.5.5 Blocking of Roof Framing

AMENDMENT
This section has been amended at the state or city level.
When parallel to roof framing, braced wall panels shall be connected to a band, rim or header joist, or roof truss. When perpendicular to roof framing, the top plates of exterior braced wall panels shall be connected to the rafters or roof trusses above in accordance with Table R602.10.5.5 and fastened in accordance with Table R602.3(1).

TABLE R602.10.5.5
BRACED WALL PANEL CONNECTIONS
TO PERPENDICULAR ROOF FRAMING
DISTANCE FROM TOP OF BRACED WALL PANEL
TO TOP OF RAFTER OR ROOF TRUSS, (in)
REQUIREMENT REFERENCED
FIGURE
≤ 9.25 No blocking required NA
9.26 — 15.25 Solid 2x blocking between rafters or trusses R602.10.5.5(1)
15.26 — 48 Vertical blocking panels R602.10.5.5(2)
> 48 Designed in accordance with accepted engineering practice NA
For SI: 1 inch = 25.4 mm.

FIGURE R602.10.5.5(1)
BRACED WALL PANEL CONNECTION
TO PERPENDICULAR RAFTERS OR ROOF TRUSSES


FIGURE R602.10.5.5(2)
BRACED WALL PANEL CONNECTION TO PERPENDICULAR RAFTERS OR TRUSSES


FIGURE CR602.10.5.5(3)
ALTERNATE TO FIGURE R602.10.5.5(1)
OR FIGURE R602.10.5.5(2)

R602.10.5.6 Cripple Walls and Framed Walls of Walk-Out Basements

AMENDMENT
This section has been amended at the state or city level.
The required length of bracing for cripple walls with a maximum height of 48 inches (1220 mm) or less along its entire length shall be equal to the bracing provided for the wall above. The required length of bracing for cripple walls with a height greater than 48 inches (1220 mm) at any location along its length and for framed walls of a walk-out basement shall be determined in accordance with Section R602.10.2 or R602.10.3, considering the cripple wall or walk-out basement as an additional story. As an alternative, the required length of bracing shall be permitted to be equal to the bracing provided for the wall above multiplied by a factor of 1.15.

R602.10.5.7 Open Elevated Foundations

AMENDMENT
This section has been amended at the state or city level.
Open elevated foundations, such as pile foundations, shall be constructed to transfer all lateral loads from the wall bracing system to the piles or open pier system, including shears, overturning, and uplift loads. Piles or open pier systems along with their foundations shall be sized and embedded to transfer all lateral loads imposed by the wall bracing system to the ground.

R602.10.5.8 Balloon Frame Wall Bracing

AMENDMENT
This section has been amended at the state or city level.
Balloon frame walls shall have a maximum height of two stories and a maximum length of 20 feet unless constructed in accordance with an approved design. Wall framing shall be continuous from lowest floor to the wall top plate at the roof. Braced wall panels shall extend to the full-height of the balloon frame wall. All edges of sheathing shall be supported on and fastened to blocking or framing. The required brace wall panel length assigned to the balloon frame wall shall be based on the bracing required for the lowest floor level supporting the balloon frame wall as determined in accordance with Section R602.10.2 or R602.10.3. For balloon framed walls having a maximum height of two stories and a maximum length of 20 feet (10,160 mm), braced wall panels shall be permitted to be placed both parallel and perpendicular to the balloon framed wall on each side and at each story adjacent to the balloon framed wall, and no bracing shall be required for the balloon frame wall portion. Bracing in the direction perpendicular to the balloon framed wall may be omitted when the opening dimension in the second floor perpendicular to the balloon framed wall created by the two story space is less than one half the least overall dimension of the house.

FIGURE CR602.10.5.8
BALLOON FRAMED WALL

R602.10.6 Braced Wall Panel Connections

AMENDMENT
This section has been amended at the state or city level.

R602.10.6.1 Braced Wall Panel Connections for Seismic Design Categories D

AMENDMENT
This section has been amended at the state or city level.

R602.10.6.2 Connections to Roof Framing

AMENDMENT
This section has been amended at the state or city level.

R602.10.7 Braced Wall Panel Support

AMENDMENT
This section has been amended at the state or city level.

R602.10.7.1 Braced Wall Panel Support for Seismic Design Category D

AMENDMENT
This section has been amended at the state or city level.

R602.10.8 Panel Joints

AMENDMENT
This section has been amended at the state or city level.

R602.10.9 Cripple Wall Bracing

AMENDMENT
This section has been amended at the state or city level.

R602.10.9.1 Cripple Wall Bracing in Seismic Design Categories D

AMENDMENT
This section has been amended at the state or city level.

R602.10.9.2 Redesignation of Cripple Walls

AMENDMENT
This section has been amended at the state or city level.

R602.11 Wall Anchorage

AMENDMENT
This section has been amended at the state or city level.

R602.11.1 Wall Anchorage for All Buildings in Seismic Design Categories D

AMENDMENT
This section has been amended at the state or city level.

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

AMENDMENT
This section has been amended at the state or city level.

R602.12 Wall Bracing and Stone and Masonry Veneer

AMENDMENT
This section has been amended at the state or city level.

R602.12.1 Seismic Design Categories D

AMENDMENT
This section has been amended at the state or city level.

R602.12.1.1 Length of Bracing

AMENDMENT
This section has been amended at the state or city level.

R602.12.1.2 Braced Wall Panel Location

AMENDMENT
This section has been amended at the state or city level.

R602.12.1.3 Braced Wall Panel Construction

AMENDMENT
This section has been amended at the state or city level.

R602.12.1.4 Minimum Length of Braced Panel

AMENDMENT
This section has been amended at the state or city level.

R602.12.1.5 Alternate Braced Wall Panel

AMENDMENT
This section has been amended at the state or city level.

R602.12.1.6 Continuously Sheathed Wall Bracing

AMENDMENT
This section has been amended at the state or city level.
Elements shall be straight and free of any defects that would significantly affect structural performance. Cold-formed steel wall framing members shall comply 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. All 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 subjected to a maximum design wind speed of 110 miles per hour (49 m/s) Exposure B or C and a maximum ground snow load of 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:
  1. The maximum tolerance shall be 3/4 inch (19 mm) between the centerline of the horizontal framing member and the centerline of the vertical framing member.
  2. Where the centerline of the horizontal framing member and bearing stiffener are located to one side of the centerline of the vertical framing member, the maximum tolerance shall be 1/8 inch (3 mm) between the web of the horizontal framing member and the edge of the vertical framing member.
For SI: 1 inch = 25.4 mm,
FIGURE R603.1.2
IN-LINE FRAMING
Load-bearing cold-formed steel wall framing members shall comply with Figure R603.2(1) and with the dimensional and minimum thickness requirements specified in Tables R603.2(1) and R603.2(2). Tracks shall comply with Figure R603.2(2) and shall have a minimum flange width of 11/4 inches (32 mm). The maximum inside bend radius for members shall be the greater of 3/32 inch (2.4 mm) minus half the base steel thickness or 1.5 times the base steel thickness.

TABLE R603.2(1)
LOAD-BEARING COLD-FORMED STEEL STUD SIZES
MEMBER DESIGNATIONa WEB DEPTH
(inches)
MINIMUM FLANGE WIDTH (inches) MAXIMUM FLANGE WIDTH (inches) MINIMUM LIP SIZE
(inches)
350S162-t 3.5 1.625 2 0.5
550S162-t 5.5 1.625 2 0.5

For SI: 1 inch = 25.4 mm; 1 mil = 0.0254 mm.
  1. The member designation is defined by the first number representing the member depth in hundredths of an inch "S" representing a stud or joist member, the second number representing the flange width in hundredths of an inch, and the letter "t" shall be a number representing the minimum base metal thickness in mils [See Table R603.2(2)].
TABLE R603.2(2)
MINIMUM THICKNESS OF COLD-FORMED STEEL MEMBERS
DESIGNATION THICKNESS
(mils)
MINIMUM BASE STEEL THICKNESS
(inches)
33 0.0329
43 0.0428
54 0.0538
68 0.0677
97 0.0966

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.

FIGURE R603.2(1)
C-SHAPED SECTION

FIGURE R603.2(2)
TRACK SECTION

Load-bearing cold-formed steel framing members shall be cold-formed to shape from structural quality sheet steel complying with the requirements of one of the following:

  1. ASTM A 653: Grades 33, and 50 (Class 1 and 3).
  2. ASTM A 792: Grades 33, and 50A.
  3. ASTM A 1003: Structural Grades 33 Type H, and 50 Type H.

Load-bearing cold-formed steel framing members shall have a legible label, stencil, stamp or embossment with the following information as a minimum:

  1. Manufacturer's identification.
  2. Minimum base steel thickness in inches (mm).
  3. Minimum coating designation.
  4. Minimum yield strength, in kips per square inch (ksi) (MPa).

Load-bearing cold-formed steel framing shall have a metallic coating complying with ASTM A 1003 and one of the following:

  1. A minimum of G 60 in accordance with ASTM A 653.
  2. A minimum of AZ 50 in accordance with ASTM A 792.
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 C 1513. Structural sheathing shall be attached to cold-formed steel studs with minimum No. 8 self-drilling tapping screws that conform to ASTM C 1513. Screws for attaching structural sheathing to cold-formed steel wall framing shall have a minimum head diameter of 0.292 inch (7.4 mm) with countersunk heads and shall be installed with a minimum edge distance of 3/8 inch (9.5 mm). Gypsum board shall be attached to cold-formed steel wall framing with minimum No. 6 screws conforming to ASTM C 954 or ASTM C 1513 with a bugle head style and shall be installed in accordance with Section R702. For all connections, screws shall extend through the steel a minimum of three exposed threads. All fasteners shall have rust inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.

Where No. 8 screws are specified in a steel-to-steel connection, the required number of screws in the connection is permitted to be reduced in accordance with the reduction factors in Table R603.2.4, when larger screws are used or when one of the sheets of steel being connected is thicker than 33 mils (0.84 mm). When applying the reduction factor, the resulting number of screws shall be rounded up.

TABLE R603.2.4
SCREW SUBSTITUTION FACTOR
SCREW SIZE THINNEST CONNECTED STEEL SHEET (mils)
33 43
#8 1.0 0.67
#10 0.93 0.62
#12 0.86 0.56

For SI: 1 mil = 0.0254 mm.
Web holes, web hole reinforcing and web hole patching shall be in accordance with this section.
Web holes in wall studs and other structural members shall comply with all of the following conditions:
  1. Holes shall conform to Figure R603.2.5.1;
  2. Holes shall be permitted only along the centerline of the web of the framing member;
  3. Holes shall have a center-to-center spacing of not less than 24 inches (610 mm);
  4. Holes shall have a web hole width not greater than 0.5 times the member depth, or 11/2 inches (38 mm);
  5. Holes shall have a web hole length not exceeding 41/2 inches (114 mm); and
  6. Holes shall have a minimum distance between the edge of the bearing surface and the edge of the web hole of not less than 10 inches (254 mm).
Framing members with web holes not conforming to the above requirements shall be reinforced in accordance with Section R603.2.5.2, patched in accordance with Section R603.2.5.3 or designed in accordance with accepted engineering practice.

For SI: 1 inch = 25.4 mm.
FIGURE R603.2.5.1
WEB HOLES
Web holes in gable endwall studs not conforming to the requirements of Section R603.2.5.1 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 R603.2.5.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend at least 1 inch (25.4 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 no more than 1 inch (25.4 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 R603.2.5.1 shall be permitted to be patched in accordance with either of the following methods:
  1. Framing members shall be replaced or designed in accordance with accepted engineering practice when web holes exceed the following size limits:
    1. The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web; or
    2. The length of the hole measured along the web exceeds 10 inches (254 mm) or the depth of the web, whichever is greater.
  2. Web holes not exceeding the dimensional requirements in Section R603.2.5.3, Item 1 shall be patched with a solid steel plate, stud section or track section in accordance with Figure R603.2.5.3. The steel patch shall, as a minimum, be the same thickness as the receiving member and shall extend at least 1 inch (25.4 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 no more than 1 inch (25.4 mm) center-to-center along the edges of the patch with a minimum edge distance of 1/2 inch (12.7 mm).
For SI: 1 inch = 25.4 mm.
FIGURE R603.2.5.3
STUD WEB HOLE PATCH
All 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) or R603.3.1(3). Anchor bolts shall be located not more than 12 inches (305 mm) from corners or the termination of bottom tracks. Anchor bolts shall extend a minimum of 15 inches (381 mm) into masonry or 7 inches (178 mm) into concrete. Foundation anchor straps shall be permitted, in lieu of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.

TABLE R603.3.1
WALL TO FOUNDATION OR FLOOR CONNECTION REQUIREMENTSa,b
FRAMING
CONDITION
WIND SPEED (mph) AND EXPOSURE
85 B 90 B 100 B
85 C
110 B
90 C
100 C < 110 C
Wall bottom track to floor per Figure R603.3.1(1) 1-No. 8 screw at 12" o.c. 1-No. 8 screw at 12" o.c. 1-No. 8 screw at 12" o.c. 1-No. 8 screw at 12" o.c. 2-No. 8 screws at 12" o.c. 2 No. 8 screws at 12" o.c.
Wall bottom track to foundation per Figure R603.3.1(2)d 1/2" minimum diameter anchor bolt at 6' o.c. 1/2" minimum diameter anchor bolt at 6' o.c. 1/2" minimum diameter anchor bolt at 4' o.c. 1/2" minimum diameter anchor bolt at 4' o.c. 1/2" minimum diameter anchor bolt at 4' o.c. 1/2" minimum diameter anchor bolt at 4' o.c.
Wall bottom track to wood sill per Figure R603.3.1(3) Steel plate spaced at 4' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails Steel plate spaced at 4' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails Steel plate spaced at 3' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails Steel plate spaced at 3' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails Steel plate spaced at 2' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails Steel plate spaced at 2' o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails
Wind uplift connector strength to 16" stud spacingc NR NR NR NR NR 65 lb per foot of wall length
Wind uplift connector strength for 24" stud spacingc NR NR NR NR NR 100 lb per foot of wall length

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm, 1 lb = 4.45 N.
  1. Anchor bolts are to be located not more than 12 inches from corners or the termination of bottom tracks (e.g., at door openings or corners). Bolts are to extend a minimum of 15 inches into masonry or 7 inches into concrete.
  2. All screw sizes shown are minimum.
  3. NR = uplift connector not required.
  4. Foundation anchor straps are permitted in place of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.
FIGURE R603.3.1(1)
WALL TO FLOOR CONNECTION

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

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

R603.3.1.1 Gable Endwalls

AMENDMENT
This section has been amended at the state or city level.

Gable endwalls with heights greater than 10 feet (3048 mm) shall be anchored to foundations or floors in accordance with Tables R603.3.1.1(1) or R603.3.1.1(2).

TABLE R603.3.1.1(1)
GABLE ENDWALL TO FLOOR CONNECTION REQUIREMENTSa,b,c

BASIC WIND SPEED
(mph)

WALL BOTTOM TRACK TO FLOOR JOIST OR TRACK CONNECTION

Exposure

Stud height, h (ft)

B

C

10 < h ≤ 14

14 < h ≤ 18

18 < h ≤ 22

85

1-No. 8 screw @ 12" o.c.

1-No. 8 screw @ 12" o.c.

1-No. 8 screw @ 12" o.c.

90

1-No. 8 screw @ 12" o.c.

1-No. 8 screw @ 12" o.c.

1-No. 8 screw @ 12" o.c.

100

85

1-No. 8 screw @ 12" o.c.

1-No. 8 screw @ 12" o.c.

1-No. 8 screw @ 12" o.c.

110

90

1-No. 8 screw @ 12" o.c.

1-No. 8 screw @ 12" o.c.

2-No. 8 screws @ 12" o.c.

100

1-No. 8 screw @ 12" o.c.

2-No. 8 screws @ 12" o.c.

1-No. 8 screw @ 8" o.c.

110

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.

  1. Refer to Table R603.3.1.1(2) for gable endwall bottom track to foundation connections.
  2. Where attachment is not given, special design is required.
  3. Stud height, h, is measured from wall bottom track to wall top track or brace connection height.
TABLE R603.3.1.1(2)
GABLE ENDWALL BOTTOM TRACK TO FOUNDATION CONNECTION REQUIREMENTSa,b,c
BASIC WIND SPEED
(mph)
MINIMUM SPACING FOR 1/2 IN. DIAMETER ANCHOR BOLTSd
Exposure

Stud height, h (ft)

B

C

10 < h ≤ 14

14 < h ≤ 18

18 < h ≤ 22

85

6' - 0" o.c.

6' - 0" o.c.

6' - 0" o.c.

90

6' - 0" o.c.

5' - 7" o.c.

6' - 0" o.c.

100

85

5' - 10" o.c.

6' - 0" o.c.

6' - 0" o.c.

110

90

4' - 10" o.c.

5' - 6" o.c.

6' - 0" o.c.

100

4' - 1" o.c.

6' - 0" o.c.

6' - 0" o.c.

110

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.

  1. Refer to Table R603.3.1.1(1) for gable endwall bottom track to floor joist or track connection connections.
  2. Where attachment is not given, special design is required.
  3. Stud height, h, is measured from wall bottom track to wall top track or brace connection height.
  4. Foundation anchor straps are permitted in place of anchor bolts if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in accordance with manufacturer's requirements.

R603.3.2 Minimum Stud Sizes

AMENDMENT
This section has been amended at the state or city level.

Cold-formed steel walls shall be constructed in accordance with Figures 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(31). 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(31) based upon an 85 miles per hour (38 m/s) Exposure A/B wind value and the building width, stud spacing and snow load, as appropriate. Fastening requirements shall be in accordance with Section R603.2.4 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(31), but not less than 33 mils (0.84 mm) ,where both of the following conditions exist:

  1. Minimum of 1/2 inch (12.7 mm) gypsum board is installed and fastened in accordance with Section R702 on the interior surface.
  2. Wood structural sheathing panels of minimum 7/16 inch (11 mm) thick oriented strand board or 15/32 inch (12 mm) thick plywood is 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(31), but not less than 33 mils (0.84 mm), where a minimum of 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 feet (480 Pa) or less. A limited attic storage load of 20 pounds per square feet (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(31).

For two-story buildings, the tabulated stud thickness for walls supporting one floor, roof and ceiling shall be used when second floor live load is 30 pounds per square feet (1440 Pa). Second floor live loads of 40 psf (1920 pounds per square feet) 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(21).

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 feet (1440 Pa). Third floor live loads of 40 pounds per square feet (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(22) through R603.3.2(31).

TABLE R603.3.2(1)
WALL FASTENING SCHEDULEa

DESCRIPTION OF BUILDING ELEMENT

NUMBER AND SIZE OF FASTENERSa

SPACING OF FASTENERS

Floor joist to track of load-bearing wall

2-No. 8 screws

Each joist

Wall stud to top or bottom track

2-No. 8 screws

Each end of stud, one per flange

Structural sheathing to wall studs

No. 8 screwsb

6" o.c. on edges and 12" o.c. at intermediate supports

Roof framing to wall

Approved design or tie down in accordance with Section R802.11

For SI: 1 inch = 25.4 mm.

  1. All screw sizes shown are minimum.
  2. Screws for attachment of structural sheathing panels are to be bugle-head, flat-head, or similar head styles with a minimum head diameter of 0.29 inch.
TABLE R603.3.2(2)
24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

90
mph

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

100
mph

85
mph

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

110
mph

90
mph

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

100
mph

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

110
mph

350S162

16

33

33

33

33

43

43

43

43

43

43

43

43

24

43

43

43

43

54

54

54

54

68

68

68

68

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 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(3)
24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

350S162

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

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

90
mph

350S162

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

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

100
mph

85
mph

350S162

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

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

110
mph

90
mph

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

33

33

33

33

33

33

33

33

33

100
mph

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

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

110
mph

350S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

33

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

33

33

33

33

33

33

33

33

33

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(4)
28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

90
mph

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

100
mph

85
mph

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

110
mph

90
mph

350S162

16

33

33

33

33

33

33

33

33

33

33

33

43

24

33

33

43

43

43

43

43

43

43

43

43

54

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

33

43

33

33

33

43

33

33

33

43

100
mph

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

33

33

33

43

33

33

33

43

110
mph

350S162

16

33

33

33

33

43

43

43

43

43

43

43

43

24

43

43

43

54

54

54

54

54

68

68

68

68

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

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(5)
28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

33

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

90
mph

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

33

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

100
mph

85
mph

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

110
mph

90
mph

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

33

33

33

33

33

33

33

33

33

100
mph

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

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

33

110
mph

350S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

43

43

43

43

43

43

54

54

54

54

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

33

33

33

33

33

33

33

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(6)
32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

90
mph

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

100
mph

85
mph

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

110
mph

90
mph

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

33

33

43

43

100
mph

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

33

33

33

43

33

33

43

43

110
mph

350S162

16

33

33

33

43

43

43

43

43

43

43

43

43

24

43

43

43

54

54

54

54

54

68

68

68

68

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

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(7)
32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

43

33

33

33

33

33

33

33

43

90
mph

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

43

33

33

33

33

33

33

33

43

100
mph

85
mph

350S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

43

43

33

33

33

43

33

33

43

43

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

110
mph

90
mph

350S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

43

43

33

33

33

43

43

43

43

54

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

100
mph

350S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

43

43

43

43

43

43

43

43

43

54

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

33

43

33

33

33

43

33

33

33

43

110
mph

350S162

16

33

33

33

33

33

33

33

33

33

33

33

43

24

33

33

43

43

43

43

43

43

54

54

54

54

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

33

43

33

33

33

43

33

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(8)
36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

350S162

16

33

33

33

43

33

33

33

43

33

33

33

43

24

33

33

43

54

33

33

43

54

33

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

90
mph

350S162

16

33

33

33

43

33

33

33

43

33

33

33

43

24

33

33

43

54

33

33

43

54

33

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

100
mph

85
mph

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

110
mph

90
mph

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

68

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

100
mph

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

68

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

110
mph

350S162

16

33

33

33

43

43

43

43

43

43

43

43

43

24

43

43

54

54

54

54

54

54

68

68

68

68

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

43

54

33

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 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(9)
36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

90
mph

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

100
mph

85
mph

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

110
mph

90
mph

350S162

16

33

33

33

33

33

33

33

33

33

33

33

43

24

33

33

43

54

33

33

33

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

100
mph

350S162

16

33

33

33

33

33

33

33

33

33

33

33

43

24

33

33

33

54

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

110
mph

350S162

16

33

33

33

43

33

33

33

33

33

33

33

43

24

33

33

43

54

43

43

43

54

54

54

54

54

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

33

43

33

33

33

43

33

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(10)
40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

68

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

90
mph

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

68

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

100
mph

85
mph

350S162

16

33

33

33

43

33

33

33

43

33

33

33

43

24

33

43

43

54

33

43

43

54

43

43

54

68

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

110
mph

90
mph

350S162

16

33

33

33

43

33

33

33

43

33

33

43

43

24

33

43

43

54

43

43

43

54

43

43

54

68

550S162

16

33

33

33

43

33

33

33

33

33

33

33

43

24

33

33

43

54

33

33

43

43

33

33

43

54

100
mph

350S162

16

33

33

33

43

33

33

33

43

43

43

43

43

24

43

43

54

68

43

43

54

54

54

54

54

68

550S162

16

33

33

33

43

33

33

33

33

33

33

33

43

24

33

33

43

54

33

33

43

54

33

33

43

54

110
mph

350S162

16

33

33

43

43

43

43

43

43

43

43

43

54

24

43

43

54

68

54

54

54

68

68

68

68

68

550S162

16

33

33

33

43

33

33

33

43

33

33

33

43

24

33

33

43

54

33

33

43

54

43

43

43

54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(11)
40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

90
mph

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

100
mph

85
mph

350S162

16

33

33

33

43

33

33

33

33

33

33

33

43

24

33

33

43

54

33

33

43

54

33

33

43

54

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

110
mph

90
mph

350S162

16

33

33

33

43

33

33

33

33

33

33

33

43

24

33

33

43

54

33

33

43

54

43

43

43

54

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

100
mph

350S162

16

33

33

33

43

33

33

33

43

33

33

33

43

24

33

33

43

54

43

43

43

54

43

43

54

54

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

43

43

33

33

33

43

33

33

43

43

110
mph

350S162

16

33

33

33

43

33

33

33

43

33

33

33

43

24

33

33

43

54

43

43

43

54

54

54

54

68

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

43

43

33

33

33

43

33

33

43

43

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(12)
24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

90
mph

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

100
mph

85
mph

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

110
mph

90
mph

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

100
mph

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

110
mph

350S162

16

33

33

33

43

43

43

43

43

43

43

43

43

24

43

43

43

54

54

54

54

54

68

68

68

68

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

43

43

43

43

43

43

43

43

43

43

43

43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(13)
24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

90
mph

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

100
mph

85
mph

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

33

33

33

33

33

33

33

33

33

110
mph

90
mph

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

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

100
mph

350S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

43

43

43

43

43

43

43

43

43

54

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

33

43

33

33

33

33

33

33

33

43

110
mph

350S162

16

33

33

33

33

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

33

33

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(14)
28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

90
mph

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

100
mph

85
mph

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

110
mph

90
mph

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

33

33

43

43

43

43

43

43

100
mph

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

68

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

110
mph

350S162

16

33

33

43

43

43

43

43

43

43

43

43

54

24

43

43

54

54

54

54

54

54

68

68

68

68

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

43

43

43

43

43

43

43

43

43

43

43

43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(15)
28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

90
mph

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

100
mph

85
mph

350S162

16

33

33

33

33

33

33

33

33

33

33

33

43

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

110
mph

90
mph

350S162

16

33

33

33

33

33

33

33

33

33

33

33

43

24

33

33

43

43

43

43

43

43

43

43

43

54

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

33

43

33

33

33

43

33

33

33

43

100
mph

350S162

16

33

33

33

33

33

33

33

33

33

33

33

43

24

43

43

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

33

43

33

33

33

43

33

33

33

43

110
mph

350S162

16

33

33

33

43

33

33

33

33

43

43

43

43

24

43

43

43

54

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

33

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(16)
32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

90
mph

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

100
mph

85
mph

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

68

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

110
mph

90
mph

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

68

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

100
mph

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

110
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

54

54

24

54

54

54

68

54

54

54

68

68

68

68

68

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 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(17)
32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

350S162

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

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

43

43

33

33

33

43

33

33

33

43

90
mph

350S162

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

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

43

43

33

33

33

43

33

33

33

43

100
mph

85
mph

350S162

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

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

43

43

33

33

33

43

33

33

33

43

110
mph

90
mph

350S162

16

33

33

33

43

33

33

33

33

33

33

33

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

33

43

33

33

33

43

100
mph

350S162

16

33

33

33

43

33

33

33

43

33

33

43

43

24

43

43

43

54

43

43

43

54

54

54

54

54

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

33

33

43

43

33

33

33

43

33

33

43

43

110
mph

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

33

33

33

43

33

33

43

43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(18)
36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

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

90
mph

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

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

100
mph

85
mph

350S162

16

33

33

43

43

33

33

43

43

43

43

43

43

24

43

43

54

68

43

43

54

54

54

54

54

68

550S162

16

33

33

33

43

33

33

33

43

33

33

33

43

24

43

43

43

54

43

43

43

54

43

43

43

54

110
mph

90
mph

350S162

16

33

33

43

43

33

33

43

43

43

43

43

54

24

43

43

54

68

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

100
mph

350S162

16

33

33

43

43

43

43

43

43

43

43

43

54

24

54

54

54

68

54

54

54

68

54

68

68

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

110
mph

350S162

16

43

43

43

43

43

43

43

43

43

54

54

54

24

54

54

54

68

54

54

54

68

68

68

68

68

550S162

16

33

33

33

43

33

33

33

43

33

33

33

43

24

43

43

43

54

43

43

43

54

43

43

43

54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(19)
36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

350S162

16

33

33

33

43

33

33

33

43

33

33

33

43

24

43

43

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

43

43

33

33

43

43

33

33

43

43

90
mph

350S162

16

33

33

33

43

33

33

33

43

33

33

33

43

24

43

43

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

43

43

33

33

43

43

33

33

43

43

100
mph

85
mph

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

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

110
mph

90
mph

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

100
mph

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

68

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

110
mph

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

68

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

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(20)
40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

350S162

16

33

33

43

43

33

33

43

43

43

43

43

54

24

43

43

54

68

43

43

54

68

54

54

54

68

550S162

16

33

33

33

43

33

33

33

43

33

33

33

43

24

43

43

54

54

43

43

43

54

43

43

43

54

90
mph

350S162

16

33

33

43

43

33

33

43

43

43

43

43

54

24

43

43

54

68

43

43

54

68

54

54

54

68

550S162

16

33

33

33

43

33

33

33

43

33

33

33

43

24

43

43

54

54

43

43

43

54

43

43

43

54

100
mph

85
mph

350S162

16

33

33

43

43

33

33

43

43

43

43

43

54

24

43

43

54

68

43

43

54

68

54

54

54

68

550S162

16

33

33

33

43

33

33

33

43

33

33

33

43

24

43

43

54

54

43

43

43

54

43

43

43

54

110
mph

90
mph

350S162

16

33

33

43

43

43

43

43

43

43

43

43

54

24

43

43

54

68

54

54

54

68

54

54

68

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

100
mph

350S162

16

43

43

43

54

43

43

43

54

43

43

54

54

24

54

54

54

68

54

54

54

68

68

68

68

97

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

110
mph

350S162

16

43

43

43

54

43

43

43

54

54

54

54

54

24

54

54

54

68

54

54

68

68

68

68

68

97

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 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(21)
40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILINGa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

33

24

33

43

43

54

33

33

43

43

33

33

43

43

90
mph

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

33

24

33

43

43

54

33

33

43

43

33

33

43

43

100
mph

85
mph

350S162

16

33

33

33

43

33

33

33

43

33

33

43

43

24

43

43

54

54

43

43

43

54

43

43

54

68

550S162

16

33

33

33

43

33

33

33

33

33

33

33

33

24

33

43

43

54

33

33

43

43

33

33

43

43

110
mph

90
mph

350S162

16

33

33

43

43

33

33

33

43

33

33

43

43

24

43

43

54

54

43

43

43

54

54

54

54

68

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

100
mph

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

68

550S162

16

33

33

33

43

33

33

33

33

33

33

33

43

24

33

43

43

54

33

33

43

43

33

43

43

43

110
mph

350S162

16

33

33

43

43

33

33

43

43

43

43

43

54

24

43

43

54

68

54

54

54

54

54

54

54

68

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

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Second floor live load is 30 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(22)
24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

90
mph

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

100
mph

85
mph

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

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

110
mph

90
mph

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

68

68

550S162

16

33

33

43

43

33

33

33

33

33

33

33

43

24

43

43

54

54

43

43

43

43

43

43

43

54

100
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

43

54

24

54

54

54

54

54

54

54

54

68

68

68

68

550S162

16

33

33

43

43

33

33

33

33

33

33

33

43

24

43

43

54

54

43

43

43

43

43

43

43

54

110
mph

350S162

16

43

43

43

43

43

43

43

43

54

54

54

54

24

54

54

54

68

54

54

68

68

68

68

68

97

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Top and middle floor dead load is 10 psf.

    Top floor live load is 30 psf.

    Middle floor live load is 40 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(23)
24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

350S162

16

33

33

33

43

33

33

33

33

33

33

33

33

24

43

43

54

54

43

43

43

43

43

43

43

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

90
mph

350S162

16

33

33

33

43

33

33

33

33

33

33

33

33

24

43

43

54

54

43

43

43

43

43

43

43

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

100
mph

85
mph

350S162

16

33

33

33

43

33

33

33

33

33

33

33

33

24

43

43

54

54

43

43

43

43

43

43

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

110
mph

90
mph

350S162

16

33

33

33

43

33

33

33

33

33

33

43

43

24

43

43

54

54

43

43

43

43

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

100
mph

350S162

16

33

33

33

43

33

33

33

33

43

43

43

43

24

43

43

54

54

43

43

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

110
mph

350S162

16

33

33

33

43

33

33

33

43

43

43

43

43

24

54

54

54

54

54

54

54

54

54

54

54

68

550S162

16

33

33

33

33

33

33

33

33

33

33

33

33

24

43

43

43

43

43

43

43

43

43

43

43

43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Top and middle floor dead load is 10 psf.

    Top floor live load is 30 psf.

    Middle floor live load is 40 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(24)
28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

43

43

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

90
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

43

43

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

100
mph

85
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

54

54

54

54

54

54

54

54

54

110
mph

90
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

43

43

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

100
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

54

54

24

54

54

54

68

54

54

68

68

68

68

68

97

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

110
mph

350S162

16

43

43

43

43

43

43

43

43

54

54

54

54

24

54

68

68

68

68

68

68

68

68

68

97

97

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Top and middle floor dead load is 10 psf.

    Top floor live load is 30 psf.

    Middle floor live load is 40 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(25)
28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

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

33

43

33

33

33

33

33

33

33

33

24

43

43

43

54

43

43

43

43

43

43

43

43

90
mph

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

33

43

33

33

33

33

33

33

33

33

24

43

43

43

54

43

43

43

43

43

43

43

43

100
mph

85
mph

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

33

43

33

33

33

33

33

33

33

33

24

43

43

43

54

43

43

43

43

43

43

43

43

110
mph

90
mph

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

33

43

33

33

33

33

33

33

33

33

24

43

43

43

54

43

43

43

43

43

43

43

43

100
mph

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

68

550S162

16

33

33

33

43

33

33

33

33

33

33

33

33

24

43

43

43

54

43

43

43

43

43

43

43

43

110
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

54

54

54

54

54

68

68

68

68

550S162

16

33

33

33

43

33

33

33

33

33

33

33

33

24

43

43

43

54

43

43

43

43

43

43

43

43

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions: Top and middle floor dead load is 10 psf. Top floor live load is 30 psf. Middle floor live load is 40 psf. Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(26)
32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

350S162

16

43

43

43

54

43

43

43

43

43

43

43

54

24

68

68

68

68

54

54

68

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

54

90
mph

350S162

16

43

43

43

54

43

43

43

43

43

43

43

54

24

68

68

68

68

54

54

68

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

54

100
mph

85
mph

350S162

16

43

43

43

54

43

43

43

43

43

43

43

54

24

68

68

68

68

54

54

68

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

54

110
mph

90
mph

350S162

16

43

43

43

54

43

43

43

43

43

43

54

54

24

68

68

68

68

54

54

68

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

54

100
mph

350S162

16

43

43

43

54

43

43

43

43

54

54

54

54

24

68

68

68

68

68

68

68

68

68

68

97

97

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

54

110
mph

350S162

16

43

43

43

54

43

43

54

54

54

54

54

54

24

68

68

68

68

68

68

68

68

97

97

97

97

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Top and middle floor dead load is 10 psf.

    Top floor live load is 30 psf.

    Middle floor live load is 40 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(27)
32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

68

550S162

16

43

43

43

43

33

33

33

43

33

33

43

43

24

54

54

54

54

43

43

43

54

43

43

54

54

90
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

68

550S162

16

43

43

43

43

33

33

33

43

33

33

43

43

24

54

54

54

54

43

43

43

54

43

43

54

54

100
mph

85
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

68

550S162

16

43

43

43

43

33

33

33

43

33

33

43

43

24

54

54

54

54

43

43

43

54

43

43

54

54

110
mph

90
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

68

550S162

16

43

43

43

43

33

33

33

43

33

33

43

43

24

54

54

54

54

43

43

43

54

43

43

54

54

100
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

68

68

68

68

550S162

16

43

43

43

43

33

33

33

43

33

33

43

43

24

54

54

54

54

43

43

43

54

43

43

54

54

110
mph

350S162

16

43

43

43

43

43

43

43

43

43

43

43

54

24

54

54

54

68

54

54

54

54

68

68

68

68

550S162

16

43

43

43

43

33

33

33

43

33

33

43

43

24

54

54

54

54

43

43

43

54

43

43

54

54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Top and middle floor dead load is 10 psf.

    Top floor live load is 30 psf.

    Middle floor live load is 40 psf.

    Roof/ceiling dead load is 12 psf. Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(28)
36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

350S162

16

54

54

54

54

43

43

43

54

54

54

54

54

24

68

68

68

97

68

68

68

68

68

68

68

97

550S162

16

43

43

43

54

43

43

43

43

43

43

43

43

24

68

68

68

68

54

54

54

68

54

54

68

68

90
mph

350S162

16

54

54

54

54

43

43

43

54

54

54

54

54

24

68

68

68

97

68

68

68

68

68

68

68

97

550S162

16

43

43

43

54

43

43

43

43

43

43

43

43

24

68

68

68

68

54

54

54

68

54

54

68

68

100
mph

85
mph

350S162

16

54

54

54

54

43

43

43

54

54

54

54

54

24

68

68

68

97

68

68

68

68

68

68

68

97

550S162

16

43

43

43

54

43

43

43

43

43

43

43

43

24

68

68

68

68

54

54

54

68

54

54

68

68

110
mph

90
mph

350S162

16

54

54

54

54

43

43

43

54

54

54

54

54

24

68

68

68

97

68

68

68

68

68

68

97

97

550S162

16

43

43

43

54

43

43

43

43

43

43

43

43

24

68

68

68

68

54

54

54

68

54

54

68

68

100
mph

350S162

16

54

54

54

54

43

43

54

54

54

54

54

54

24

68

68

68

97

68

68

68

68

97

97

97

97

550S162

16

43

43

43

54

43

43

43

43

43

43

43

43

24

68

68

68

68

54

54

54

68

54

54

68

68

110
mph

350S162

16

54

54

54

54

54

54

54

54

54

54

54

68

24

68

68

68

97

68

68

68

97

97

97

97

97

550S162

16

43

43

43

54

43

43

43

43

43

43

43

43

24

68

68

68

68

54

54

54

68

54

54

68

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Top and middle floor dead load is 10 psf.

    Top floor live load is 30 psf.

    Middle floor live load is 40 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(29)
36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

350S162

16

43

43

43

54

43

43

43

43

43

43

43

43

24

68

68

68

68

54

54

54

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

54

54

54

54

54

54

54

54

54

90
mph

350S162

16

43

43

43

54

43

43

43

43

43

43

43

43

24

68

68

68

68

54

54

54

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

54

54

54

54

54

54

54

54

54

100
mph

85
mph

350S162

16

43

43

43

54

43

43

43

43

43

43

43

43

24

68

68

68

68

54

54

54

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

54

54

54

54

54

54

54

54

54

110
mph

90
mph

350S162

16

43

43

43

54

43

43

43

43

43

43

43

43

24

68

68

68

68

54

54

54

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

54

54

54

54

54

54

54

54

54

100
mph

350S162

16

43

43

43

54

43

43

43

43

43

43

43

54

24

68

68

68

68

54

54

54

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

54

54

54

54

54

54

54

54

54

110
mph

350S162

16

43

43

43

54

43

43

43

43

43

54

54

54

24

68

68

68

68

54

54

68

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

54

54

54

54

54

54

54

54

54

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 1 ksi = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Top and middle floor dead load is 10 psf.

    Top floor live load is 30 psf.

    Middle floor live load is 40 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(30)
40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
33 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

350S162

16

54

54

54

54

54

54

54

54

54

54

54

54

24

97

97

97

97

68

68

68

97

97

97

97

97

550S162

16

54

54

54

54

43

43

54

54

43

43

54

54

24

68

68

68

68

68

68

68

68

68

68

68

68

90
mph

350S162

16

54

54

54

54

54

54

54

54

54

54

54

54

24

97

97

97

97

68

68

68

97

97

97

97

97

550S162

16

54

54

54

54

43

43

54

54

43

43

54

54

24

68

68

68

68

68

68

68

68

68

68

68

68

100
mph

85
mph

350S162

16

54

54

54

54

54

54

54

54

54

54

54

54

24

97

97

97

97

68

68

68

97

97

97

97

97

550S162

16

54

54

54

54

43

43

54

54

43

43

54

54

24

68

68

68

68

68

68

68

68

68

68

68

68

110
mph

90
mph

350S162

16

54

54

54

54

54

54

54

54

54

54

54

54

24

97

97

97

97

68

68

68

97

97

97

97

97

550S162

16

54

54

54

54

43

43

54

54

43

43

54

54

24

68

68

68

68

68

68

68

68

68

68

68

68

100
mph

350S162

16

54

54

54

54

54

54

54

54

54

54

54

54

24

97

97

97

97

68

68

68

97

97

97

97

97

550S162

16

54

54

54

54

43

43

54

54

43

43

54

54

24

68

68

68

68

68

68

68

68

68

68

68

68

110
mph

350S162

16

54

54

54

54

54

54

54

54

54

54

68

68

24

97

97

97

97

68

68

97

97

97

97

97

97

550S162

16

54

54

54

54

43

43

54

54

43

43

54

54

24

68

68

68

68

68

68

68

68

68

68

68

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Top and middle floor dead load is 10 psf.

    Top floor live load is 30 psf.

    Middle floor live load is 40 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2(31)
40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILINGa,b,c
50 ksi STEEL

WIND
SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (mils)

8-Foot Studs

9-Foot Studs

10-Foot Studs

Exp. B

Exp. C

Ground Snow Load (psf)

20

30

50

70

20

30

50

70

20

30

50

70

85
mph

350S162

16

54

54

54

54

43

43

43

43

43

54

54

54

24

68

68

68

68

68

68

68

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

54

90
mph

350S162

16

54

54

54

54

43

43

43

43

43

54

54

54

24

68

68

68

68

68

68

68

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

54

100
mph

85
mph

350S162

16

54

54

54

54

43

43

43

43

43

54

54

54

24

68

68

68

68

68

68

68

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

54

110
mph

90
mph

350S162

16

54

54

54

54

43

43

43

43

43

54

54

54

24

68

68

68

68

68

68

68

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

54

100
mph

350S162

16

54

54

54

54

43

43

43

43

43

54

54

54

24

68

68

68

68

68

68

68

68

68

68

68

68

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

24

54

54

54

68

54

54

54

54

54

54

54

54

110
mph

350S162

16

54

54

54

54

43

43

43

43

54

54

54

54

24

68

68

68

68

68

68

68

68

68

68

68

97

550S162

16

43

43

43

43

43

43

43

43

43

43

43

43

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 = 1000 psi = 6.895 MPa.
  1. Deflection criterion: L/240.
  2. Design load assumptions:

    Top and middle floor dead load is 10 psf.

    Top floor live load is 30 psf.

    Middle floor live load is 40 psf.

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
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 Tables R603.3.2.1(1) or R603.3.2.1(2). 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 Tables R603.3.2.1(3) or R603.3.2.1(4).

TABLE R603.3.2.1(1)
ALL BUILDING WIDTHS
GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa,b,c
33 ksi STEEL
WIND SPEED MEMBER SIZE STUD SPACING
(inches)
MINIMUM STUD THICKNESS (Mils)
Exp. B Exp. C 8-foot studs 9-foot studs 10-foot studs
85 mph 350S162 16 33 33 33
24 33 33 33
550S162 16 33 33 33
24 33 33 33
90 mph 350S162 16 33 33 33
24 33 33 33
550S162 16 33 33 33
24 33 33 33
100 mph 85 mph 350S162 16 33 33 33
24 33 33 43
550S162 16 33 33 33
24 33 33 33
110 mph 90 mph 350S162 16 33 33 33
24 33 33 43
550S162 16 33 33 33
24 33 33 33
100 mph 350S162 16 33 33 43
24 43 43 54
550S162 16 33 33 33
24 33 33 33
110 mph 350S162 16 33 43 43
24 43 54 54
550S162 16 33 33 33
24 33 33 43

For SI: 1 inch = 25.4, 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 = 6.895 MPa.
  1. Deflection criterion L/240.
  2. Design load assumptions:
    Ground snow load is 70 psf.
    Roof and ceiling dead load is 12 psf.
    Floor dead load is 10 psf.
    Floor live load is 40 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2.1(2)
ALL BUILDING WIDTHS
GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa,b,c
50 ksi STEEL
WIND SPEED MEMBER SIZE STUD SPACING
(inches)
MINIMUM STUD THICKNESS (Mils)
Exp. B Exp. C 8-foot studs 9-foot studs 10-foot studs
85 mph 350S162 16 33 33 33
24 33 33 33
550S162 16 33 33 33
24 33 33 33
90 mph 350S162 16 33 33 33
24 33 33 33
550S162 16 33 33 33
24 33 33 33
100 mph 85 mph 350S162 16 33 33 33
24 33 33 33
550S162 16 33 33 33
24 33 33 33
110 mph 90 mph 350S162 16 33 33 33
24 33 33 43
550S162 16 33 33 33
24 33 33 33
100 mph 350S162 16 33 33 33
24 33 33 43
550S162 16 33 33 33
24 33 33 33
110 mph 350S162 16 33 33 33
24 33 43 54
550S162 16 33 33 33
24 33 33 33

For SI: 1 inch = 25.4, 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 = 6.895 MPa.
  1. Deflection criterion L/240.
  2. Design load assumptions:
    Ground snow load is 70 psf.
    Roof and ceiling dead load is 12 psf.
    Floor dead load is 10 psf.
    Floor live load is 40 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2.1(3)
ALL BUILDING WIDTHS
GABLE ENDWALLS OVER 10 FEET IN HEIGHTa,b,c
33 ksi STEEL
WIND SPEED MEMBER
SIZE
STUD SPACING
(inches)
MINIMUM STUD THICKNESS (Mils)
Exp. B Exp. C Stud Height, h (feet)
10 < h ≤ 12 12 < h ≤ 14 14 < h ≤ 16 16 < h ≤ 18 18 < h ≤ 20 20 < h ≤ 22
85 mph 350S162 16 33 43 54 97
24 43 54 97
550S162 16 33 33 33 43 43 54
24 33 33 43 54 68 97
90 mph 350S162 16 33 43 68 97
24 43 68 97
550S162 16 33 33 33 43 54 54
24 33 33 43 54 68 97
100 mph 85 mph 350S162 16 43 54 97
24 54 97
550S162 16 33 33 43 54 54 68
24 33 43 54 68 97 97
110 mph 90 mph 350S162 16 43 68
24 68
550S162 16 33 43 43 54 68 97
24 43 54 68 97 97
100 mph 350S162 16 54 97
24 97
550S162 16 33 43 54 68 97
24 43 68 97 97
110 mph 350S162 16 68 97
24 97
550S162 16 43 54 68 97 97
24 54 68 97

For SI: 1 inch = 25.4, 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 = 6.895 MPa.
  1. Deflection criterion L/240.
  2. Design load assumptions:
    Ground snow load is 70 psf.
    Roof and ceiling dead load is 12 psf.
    Floor dead load is 10 psf.
    Floor live load is 40 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2.1(4)
ALL BUILDING WIDTHS
GABLE ENDWALLS OVER 10 FEET IN HEIGHTa,b,c
50 ksi STEEL
WIND SPEED MEMBER SIZE STUD SPACING
(inches)
MINIMUM STUD THICKNESS (Mils)
Exp. B Exp. C Stud Height, h (feet)
10 < h ≤ 12 12 < h ≤ 14 14 < h ≤ 16 16 < h ≤ 18 18 < h ≤ 20 20 < h ≤ 22
85 mph 350S162 16 33 43 54 97
24 33 54 97
550S162 16 33 33 33 33 43 54
24 33 33 33 43 54 97
90 mph 350S162 16 33 43 68 97
24 43 68 97
550S162 16 33 33 33 33 43 54
24 33 33 43 43 68 97
100 mph 85 mph 350S162 16 33 54 97
24 54 97
550S162 16 33 33 33 43 54 68
24 33 33 43 54 97 97
110 mph 90 mph 350S162 16 43 68
24 68
550S162 16 33 33 43 43 68 97
24 33 43 54 68 97
100 mph 350S162 16 54 97
24 97
550S162 16 33 33 43 54 97
24 43 54 54 97
110 mph 350S162 16 54 97
24 97
550S162 16 33 43 54 68 97
24 43 54 68 97

For SI: 1 inch = 25.4, 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 = 6.895 MPa.
  1. Deflection criterion L/240.
  2. Design load assumptions:
    Ground snow load is 70 psf.
    Roof and ceiling dead load is 12 psf.
    Floor dead load is 10 psf.
    Floor live load is 40 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.

R603.3.3 Stud Bracing

AMENDMENT
This section has been amended at the state or city level.
The flanges of cold-formed steel studs shall be laterally braced in accordance with one of the following:
  1. Gypsum board on both sides, structural sheathing on both sides, or gypsum board on one side and structural sheathing on the other side of load-bearing walls with gypsum board installed with minimum No. 6 screws in accordance with Section R702 and structural sheathing installed in accordance with Section R603.9.1 and Table R603.3.2(1).
  2. Horizontal steel straps fastened in accordance with Figure R603.3.3(1) on both sides at mid-height for 8-foot (2438 mm) walls, and at one-third points for 9-foot and 10-foot (2743 mm and 3048 mm) walls. Horizontal steel straps shall be at least 1.5 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 all straps and at 12 foot (3658 mm) intervals along the strap. Straps shall be fastened to the blocking with two No. 8 screws.
  3. Sheathing on one side and strapping on the other side fastened in accordance with Figure R603.3.3(2). Sheathing shall be installed in accordance with Item 1. Steel straps shall be installed in accordance with Item 2.
TABLE R603.3.2.1(1)
ALL BUILDING WIDTHS
GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa,b,c
33 ksi STEEL

WIND SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (Mils)

Exp. B

Exp. C

8-foot studs

9-foot studs

10-foot studs

85 mph

350S162

16

33

33

33

24

33

33

33

550S162

16

33

33

33

24

33

33

33

90 mph

350S162

16

33

33

33

24

33

33

33

550S162

16

33

33

33

24

33

33

33

100 mph

85 mph

350S162

16

33

33

33

24

33

33

43

550S162

16

33

33

33

24

33

33

33

110 mph

90 mph

350S162

16

33

33

33

24

33

33

43

550S162

16

33

33

33

24

33

33

33

100 mph

350S162

16

33

33

43

24

43

43

54

550S162

16

33

33

33

24

33

33

33

110 mph

350S162

16

33

43

43

24

43

54

54

550S162

16

33

33

33

24

33

33

43

For SI: 1 inch = 25.4, 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 = 6.895 MPa.
  1. Deflection criterion L/240.
  2. Design load assumptions:
    Ground snow load is 70 psf.
    Roof and ceiling dead load is 12 psf.
    Floor dead load is 10 psf.
    Floor live load is 40 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2.1(2)
ALL BUILDING WIDTHS
GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHTa,b,c
50 ksi STEEL

WIND SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (Mils)

Exp. B

Exp. C

8-foot studs

9-foot studs

10-foot studs

85 mph

350S162

16

33

33

33

24

33

33

33

550S162

16

33

33

33

24

33

33

33

90 mph

350S162

16

33

33

33

24

33

33

33

550S162

16

33

33

33

24

33

33

33

100 mph

85 mph

350S162

16

33

33

33

24

33

33

33

550S162

16

33

33

33

24

33

33

33

110 mph

90 mph

350S162

16

33

33

33

24

33

33

43

550S162

16

33

33

33

24

33

33

33

100 mph

350S162

16

33

33

33

24

33

33

43

550S162

16

33

33

33

24

33

33

33

110 mph

350S162

16

33

33

33

24

33

43

54

550S162

16

33

33

33

24

33

33

33

For SI: 1 inch = 25.4, 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 = 6.895 MPa.
  1. Deflection criterion L/240.
  2. Design load assumptions:
    Ground snow load is 70 psf.
    Roof and ceiling dead load is 12 psf.
    Floor dead load is 10 psf.
    Floor live load is 40 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2.1(3)
ALL BUILDING WIDTHS
GABLE ENDWALLS OVER 10 FEET IN HEIGHTa,b,c
33 ksi STEEL

WIND SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (Mils)

Exp. B

Exp. C

Stud Height, h (feet)

10 < h ≤ 12

12 < h ≤ 14

14 < h ≤ 16

16 < h ≤ 18

18 < h ≤ 20

20 < h ≤ 22

85 mph

350S162

16

33

43

54

97

24

43

54

97

550S162

16

33

33

33

43

43

54

24

33

33

43

54

68

97

90 mph

350S162

16

33

43

68

97

24

43

68

97

550S162

16

33

33

33

43

54

54

24

33

33

43

54

68

97

100 mph

85 mph

350S162

16

43

54

97

24

54

97

550S162

16

33

33

43

54

54

68

24

33

43

54

68

97

97

110 mph

90 mph

350S162

16

43

68

24

68

550S162

16

33

43

43

54

68

97

24

43

54

68

97

97

100 mph

350S162

16

54

97

24

97

550S162

16

33

43

54

68

97

24

43

68

97

97

110 mph

350S162

16

68

97

24

97

550S162

16

43

54

68

97

97

24

54

68

97

For SI: 1 inch = 25.4, 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 = 6.895 MPa.
  1. Deflection criterion L/240.
  2. Design load assumptions:
    Ground snow load is 70 psf.
    Roof and ceiling dead load is 12 psf.
    Floor dead load is 10 psf.
    Floor live load is 40 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.
TABLE R603.3.2.1(4)
ALL BUILDING WIDTHS
GABLE ENDWALLS OVER 10 FEET IN HEIGHTa,b,c
50 ksi STEEL

WIND SPEED

MEMBER SIZE

STUD SPACING
(inches)

MINIMUM STUD THICKNESS (Mils)

Exp. B

Exp. C

Stud Height, h (feet)

10 < h ≤ 12

12 < h ≤ 14

14 < h ≤ 16

16 < h ≤ 18

18 < h ≤ 20

20 < h ≤ 22

85 mph

350S162

16

33

43

54

97

24

33

54

97

550S162

16

33

33

33

33

43

54

24

33

33

33

43

54

97

90 mph

350S162

16

33

43

68

97

24

43

68

97

550S162

16

33

33

33

33

43

54

24

33

33

43

43

68

97

100 mph

85 mph

350S162

16

33

54

97

24

54

97

550S162

16

33

33

33

43

54

68

24

33

33

43

54

97

97

110 mph

90 mph

350S162

16

43

68

24

68

550S162

16

33

33

43

43

68

97

24

33

43

54

68

97

100 mph

350S162

16

54

97

24

97

550S162

16

33

33

43

54

97

24

43

54

54

97

110 mph

350S162

16

54

97

24

97

550S162

16

33

43

54

68

97

24

43

54

68

97

For SI: 1 inch = 25.4, 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 = 6.895 MPa.
  1. Deflection criterion L/240.
  2. Design load assumptions:
    Ground snow load is 70 psf.
    Roof and ceiling dead load is 12 psf.
    Floor dead load is 10 psf.
    Floor live load is 40 psf.
    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the wall studs.

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.
FIGURE R603.3.3(1)
STUD BRACING WITH STRAPPING ONLY



For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.
FIGURE R603.3.3(2)
STUD BRACING WITH STRAPPING AND SHEATHING MATERIAL
Flanges and lips of cold-formed steel studs and headers shall not be cut or notched.
Steel studs and other structural members shall not be spliced. Tracks shall be spliced in accordance with Figure R603.3.5.

For SI: 1 inch = 25.4 mm.
FIGURE R603.3.5
TRACK SPLICE
In exterior walls, corner studs and the top tracks shall be installed in accordance with Figure R603.4.

For SI: 1 inch = 25.4 mm.
FIGURE R603.4
CORNER FRAMING
The method of attachment of exterior wall covering materials to cold-formed steel stud wall framing shall conform to the manufacturer's installation instructions.

R603.6 Headers

AMENDMENT
This section has been amended at the state or city level.

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(24). 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 HEADER SPANS Headers Supporting Roof and Ceiling Only (33 ksi steel)a, b

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

5'-0"

4'-6"

4'-1"

3'-8"

3'-4"

4'-6"

4'-1"

3'-8"

3'-3"

3'-0"

2-350S162-68

5'-7"

5'-1"

4'-7"

4'-3"

3'-10"

5'-1"

4'-7"

4'-2"

3'-10"

3'-5"

2-350S162-97

7'-1"

6'-6"

6'-1"

5'-8"

5'-3"

6'-7"

6'-1"

5'-7"

5'-3"

4'-11"

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

7'-0"

6'-4"

5'-9"

5'-4"

4'-10"

6'-5"

5'-9"

5'-3"

4'-10"

4'-5"

2-550S162-68

8'-0"

7'-4"

6'-9"

6'-3"

5'-10"

7'-5"

6'-9"

6'-3"

5'-9"

5'-4"

2-550S162-97

9'-11"

9'-2"

8'-6"

8'-0"

7'-6"

9'-3"

8'-6"

8'-0"

7'-5"

7'-0"

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

8'-10"

8'-0"

7'-4"

6'-9"

6'-2"

8'-1"

7'-4"

6'-8"

6'-1"

5'-7"

2-800S162-68

10'-5"

9'-7"

8'-10"

8'-2"

7'-7"

9'-8"

8'-10"

8'-1"

7'-6"

7'-0"

2-800S162-97

13'-1"

12'-1"

11'-3"

10'-7"

10'-0"

12'-2"

11'-4"

10'-6"

10'-0"

9'-4"

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

10'-0"

9'-1"

8'-3"

7'-7"

7'-0"

9'-2"

8'-4"

7'-7"

6'-11"

6'-4"

2-1000S162-68

11'-11"

10'-11"

10'-1"

9'-4"

8'-8"

11'-0"

10'-1"

9'-3"

8'-7"

8'-0"

2-1000S162-97

15'-3"

14'-3"

13'-5"

12'-6"

11'-10"

14'-4"

13'-5"

12'-6"

11'-9"

11'-0"

2-1200S162-54

11'-1"

10'-0"

9'-2"

8'-5"

7'-9"

10'-1"

9'-2"

8'-4"

7'-7"

7'-0"

2-1200S162-68

13'-3"

12'-1"

11'-2"

10'-4"

9'-7"

12'-3"

11'-2"

10'-3"

9'-6"

8'-10"

2-1200S162-97

16'-8"

15'-7"

14'-8"

13'-11"

13'-3"

15'-8"

14'-8"

13'-11"

13'-2"

12'-6"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Roof/Ceiling dead load is 12 psf.

    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(2)
BOX-BEAM HEADER SPANS Headers Supporting Roof and Ceiling Only (50 ksi steel)a, b

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

4'-4"

3'-11"

3'-6"

3'-2"

2'-10"

3'-11"

3'-6"

3'-1"

2'-9"

2'-5"

2-350S162-43

5'-6"

5'-0"

4'-7"

4'-2"

3'-10"

5'-0"

4'-7"

4'-2"

3'-10"

3'-6"

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"

2-350S162-97

7'-3"

6'-11"

6'-8"

6'-5"

6'-3"

7'-0"

6'-8"

6'-5"

6'-3"

6'-0"

2-550S162-33

6'-2"

5'-6"

5'-0"

4'-7"

4'-2"

5'-7"

5'-0"

4'-6"

4'-1"

3'-8"

2-550S162-43

7'-9"

7'-2"

6'-7"

6'-1"

5'-8"

7'-3"

6'-7"

6'-1"

5'-7"

5'-2"

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"

2-550S162-97

10'-5"

10'-0"

9'-7"

9'-3"

9'-0"

10'-0"

9'-7"

9'-3"

8'-11"

8'-8"

2-800S162-33

4'-5"

3'-11"

3'-5"

3'-1"

2'-10"

3'-11"

3'-6"

3'-1"

2'-9"

2'-6"

2-800S162-43

9'-1"

8'-5"

7'-8"

6'-11"

6'-3"

8'-6"

7'-8"

6'-10"

6'-2"

5'-8"

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"

2-800S162-97

14'-2"

13'-6"

13'-0"

12'-7"

12'-2"

13'-8"

13'-1"

12'-7"

12'-2"

11'-9"

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"

2-1000S162-97

17'-1"

16'-4"

15'-8"

14'-11"

14'-3"

16'-5"

15'-9"

14'-10"

14'-1"

13'-6"

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"

2-1200S162-97

19'-11"

18'-7"

17'-6"

16'-8"

15'-10"

18'-9"

17'-7"

16'-7"

15'-9"

15'-0"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Roof/Ceiling dead load is 12 psf.

    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(3)
BOX-BEAM HEADER SPANS Headers Supporting Roof and Ceiling Only (33 ksi steel)a, b

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

3'-1"

2'-8"

2'-3"

2'-1"

2-350S162-68

3'-7"

3'-2"

2'-8"

2'-3"

2'-6"

2-350S162-97

5'-1"

4'-7"

4'-3"

3'-11"

3'-7"

4'-1"

3'-8"

3'-4"

3'-0"

2'-8"

2-550S162-33

2'-2"

2-550S162-43

3'-8"

3'-1"

2'-6"

2'-3"

2-550S162-54

4'-7"

4'-0"

3'-6"

3'-0"

2'-6"

3'-3"

2'-8"

2'-1"

2-550S162-68

5'-6"

4'-11"

4'-5"

3'-11"

3'-6"

4'-3"

3'-8"

3'-1"

2'-7"

2'-1"

2-550S162-97

7'-3"

6'-7"

6'-1"

5'-8"

5'-3"

5'-11"

5'-4"

4'-11"

4'-6"

4'-1"

2-800S162-33

2'-7"

2-800S162-43

4'-6"

3'-9"

3'-1"

2'-5"

2'-10"

2-800S162-54

5'-10"

5'-1"

4'-6"

3'-11"

3'-4"

4'-3"

3'-6"

2'-9"

2-800S162-68

7'-2"

6'-6"

5'-10"

5'-3"

4'-8"

5'-7"

4'-10"

4'-2"

3'-7"

2'-11"

2-800S162-97

9'-7"

8'-9"

8'-2"

7'-7"

7'-0"

7'-11"

7'-2"

6'-7"

6'-0"

5'-7"

2-1000S162-43

4'-8"

4'-1"

3'-6"

2'-9"

3'-3"

2'-2"

2-1000S162-54

6'-7"

5'-10"

5'-1"

4'-5"

3'-9"

4'-10"

4'-0"

3'-2"

2'-3"

2-1000S162-68

8'-3"

7'-5"

6'-8"

6'-0"

5'-5"

6'-5"

5'-7"

4'-9"

4'-1"

3'-5"

2-1000S162-97

11'-4"

10'-5"

9'-8"

9'-0"

8'-5"

9'-5"

8'-6"

7'-10"

7'-2"

6'-7"

2-1200S162-54

7'-3"

6'-5"

5'-7"

4'-10"

4'-2"

5'-4"

4'-4"

3'-5"

2'-5"

2-1200S162-68

9'-2"

8'-2"

7'-5"

6'-8"

6'-0"

7'-1"

6'-2"

5'-4"

4'-6"

3'-9"

2-1200S162-97

12'-10"

11'-9"

10'-11"

10'-2"

9'-6"

10'-7"

9'-8"

8'-10"

8'-2"

7'-6"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Roof/Ceiling dead load is 12 psf.

    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(4)
BOX-BEAM HEADER SPANS Headers Supporting Roof and Ceiling Only (50 ksi steel)a, b

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'-7"

2'-2"

2-350S162-43

3'-8"

3'-3"

2'-10"

2'-6"

2'-1"

2'-8"

2'-3"

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"

2-350S162-97

6'-2"

5'-11"

5'-8"

5'-6"

5'-4"

5'-8"

5'-5"

5'-3"

4'-11"

4'-7"

2-550S162-33

3'-11"

3'-4"

2'-10"

2'-4"

2'-7"

2-550S162-43

5'-4"

4'-10"

4'-4"

3'-10"

3'-5"

4'-2"

3'-7"

3'-1"

2'-7"

2'-1"

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"

2-550S162-97

8'-11"

8'-6"

8'-2"

7'-11"

7'-8"

8'-1"

7'-9"

7'-6"

7'-1"

6'-7"

2-800S162-33

2'-8"

2'-4"

2'-1"

1'-11"

1'-9"

2'-0"

1'-9"

2-800S162-43

5'-10"

5'-2"

4'-7"

4'-2"

3'-10"

4'-5"

3'-11"

3'-6"

3'-0"

2'-6"

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"

2-800S162-97

12'-1"

11'-7"

11'-2"

10'-8"

10'-2"

11'-0"

10'-4"

9'-9"

9'-2"

8'-7"

2-1000S162-43

4'-8"

4'-1"

3'-8"

3'-4"

3'-0"

3'-6"

3'-1"

2'-9"

2'-6"

2'-3"

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"

2-1000S162-97

13'-9"

12'-11"

12'-2"

11'-7"

11'-1"

11'-11"

11'-3"

10'-7"

9'-11"

9'-4"

2-1200S162-54

7'-8"

6'-9"

6'-1"

5'-6"

5'-0"

5'-10"

5'-1"

4'-7"

4'-1"

3'-9"

2-1200S162-68

12'-3"

11'-3"

10'-4"

9'-7"

8'-11"

10'-1"

9'-1"

8'-3"

7'-6"

6'-10"

2-1200S162-97

15'-4"

14'-5"

13'-7"

12'-11"

12'-4"

13'-4"

12'-6"

11'-10"

11'-1"

10'-5"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Roof/Ceiling dead load is 12 psf.

    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(5)
BOX-BEAM HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)a, b

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

2'-11"

2'-5"

2'-10"

2'-4"

2-350S162-68

3'-8"

3'-2"

2'-9"

2'-4"

3'-7"

3'-1"

2'-8"

2'-3"

2-350S162-97

4'-11"

4'-5"

4'-2"

3'-8"

3'-5"

4'-10"

4'-5"

4'-0"

3'-8"

3'-4"

2-550S162-33

2-550S162-43

3'-5"

2'-9"

2'-1"

3'-3"

2'-7"

2-550S162-54

4'-4"

3'-9"

3'-2"

2'-7"

2'-1"

4'-3"

3'-7"

3'-1"

2'-6"

2-550S162-68

5'-3"

4'-8"

4'-1"

3'-7"

3'-2"

5'-2"

4'-7"

4'-0"

3'-6"

3'-1"

2-550S162-97

7'-0"

6'-5"

5'-10"

5'-5"

5'-0"

6'-11"

6'-4"

5'-9"

5'-4"

4'-11"

2-800S162-33

2'-1"

2-800S162-43

4'-2"

3'-4"

2'-7"

4'-0"

3'-3"

2'-5"

2-800S162-54

5'-6"

4'-9"

4'-1"

3'-5"

2'-9"

5'-5"

4'-8"

3'-11"

3'-3"

2'-8"

2-800S162-68

6'-11"

6'-2"

5'-5"

4'-10"

4'-3"

6'-9"

6'-0"

5'-4"

4'-8"

4'-1"

2-800S162-97

9'-4"

8'-6"

7'-10"

7'-3"

6'-8"

9'-2"

8'-4"

7'-8"

7'-1"

6'-7"

2-1000S162-43

4'-4"

3'-9"

2'-11"

4'-3"

3'-8"

2'-9"

2-1000S162-54

6'-3"

5'-5"

4'-7"

3'-11"

3'-2"

6'-1"

5'-3"

4'-6"

3'-9"

3'-0"

2-1000S162-68

7'-11"

7'-0"

6'-3"

5'-6"

4'-10"

7'-9"

6'-10"

6'-1"

5'-4"

4'-9"

2-1000S162-97

11'-0"

10'-1"

9'-3"

8'-7"

8'-0"

10'-11"

9'-11"

9'-2"

8'-5"

7'-10"

2-1200S162-54

6'-11"

5'-11"

5'-1"

4'-3"

3'-5"

6'-9"

5'-9"

4'-11"

4'-1"

3'-3"

2-1200S162-68

8'-9"

7'-9"

6'-11"

6'-1"

5'-4"

8'-7"

7'-7"

6'-9"

5'-11"

5'-3"

2-1200S162-97

12'-4"

11'-5"

10'-6"

9'-8"

9'-0"

12'-3"

11'-3"

10'-4"

9'-6"

8'-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.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Roof/Ceiling dead load is 12 psf.

    Second floor live load is 30 psf.

    Attic dead load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(6)
BOX-BEAM HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (50 ksi steel)a, b

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'-4"

2'-3"

2-350S162-43

3'-4"

2'-11"

2'-6"

2'-1"

3'-3"

2'-10"

2'-5"

2'-0"

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"

2-350S162-97

5'-6"

5'-3"

5'-1"

4'-11"

2'-9"

5'-5"

5'-2"

5'-0"

4'-10"

4'-8"

2-550S162-33

3'-6"

2'-11"

2'-4"

3'-5"

2'-10"

2'-3"

2-550S162-43

5'-0"

4'-5"

3'-11"

3'-5"

3'-0"

4'-11"

4'-4"

3'-10"

3'-4"

2'-11"

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"

2-550S162-97

7'-11"

7'-7"

7'-3"

7'-0"

6'-10"

7'-9"

7'-5"

7'-2"

6'-11"

6'-9"

2-800S162-33

2'-5"

2'-2"

1'-11"

1'-9"

2'-5"

2'-1"

1'-10"

1'-8"

2-800S162-43

5'-5"

4'-9"

4'-3"

3'-9"

3'-5"

5'-3"

4'-8"

4'-1"

3'-9"

3'-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"

2-800S162-97

10'-9"

10'-3"

9'-11"

9'-7"

9'-3"

10'-7"

10'-1"

9'-9"

9'-5"

9'-1"

2-1000S162-43

4'-4"

3'-9"

3'-4"

3'-0"

2'-9"

4'-3"

3'-8"

3'-3"

2'-11"

2'-8"

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"

2-1000S162-97

12'-11"

12'-4"

11'-8"

11'-1"

10'-6"

12'-9"

12'-2"

11'-6"

10'-11"

10'-5"

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"

2-1200S162-97

14'-9"

13'-9"

13'-0"

12'-4"

11'-9"

14'-7"

13'-8"

12'-10"

12'-3"

11'-8"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Roof/ceiling dead load is 12 psf.

    Second floor live load is 30 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(7)
BOX-BEAM HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)a, b

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

2-350S162-68

2'-8"

2'-3"

2-350S162-97

4'-0"

3'-7"

3'-3"

2'-11"

2'-7"

3'-4"

2'-11"

2'-6"

2'-2"

2-550S162-33

2-550S162-43

2'-0"

2-550S162-54

3'-1"

2'-6"

2-550S162-68

4'-1"

3'-6"

2'-11"

2'-5"

3'-1"

2'-5"

2-550S162-97

5'-10"

5'-3"

4'-10"

4'-5"

4'-0"

4'-11"

4'-5"

3'-11"

3'-6"

3'-2"

2-800S162-33

2-800S162-43

2'-6"

2-800S162-54

4'-0"

3'-3"

2'-6"

2'-8"

2-800S162-68

5'-5"

4'-8"

4'-0"

3'-4"

2'-8"

4'-2"

3'-4"

2'-6"

2-800S162-97

7'-9"

7'-1"

6'-6"

5'-11"

5'-5"

6'-7"

5'-11"

5'-4"

4'-10"

4'-4"

2-1000S162-43

2'-10"

2-1000S162-54

4'-7"

3'-8"

2'-9"

3'-0"

2-1000S162-68

6'-2"

5'-4"

4'-7"

3'-10"

3'-1"

4'-9"

3'-10"

2'-11"

2-1000S162-97

9'-3"

8'-5"

7'-8"

7'-1"

6'-6"

7'-10"

7'-1"

6'-5"

5'-9"

5'-2"

2-1200S162-54

5'-0"

4'-0"

3'-1"

3'-4"

2-1200S162-68

6'-10"

5'-11"

5'-0"

4'-3"

3'-5"

5'-3"

4'-3"

3'-2"

2-1200S162-97

10'-5"

9'-6"

8'-8"

8'-0"

7'-4"

8'-10"

8'-0"

7'-3"

6'-6"

5'-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.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Roof/ceiling dead load is 12 psf.

    Second floor live load is 30 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(8)
BOX-BEAM HEADER SPANS Headers Supporting One Floor, Roof and Ceiling (50 ksi steel)a, b

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'-8"

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"

2-350S162-97

5'-1"

4'-10"

4'-8"

4'-6"

4'-5"

4'-10"

4'-7"

4'-4"

4'-0"

3'-8"

2-550S162-33

2'-4"

2-550S162-43

3'-10"

3'-4"

2'-9"

2'-3"

2'-11"

2'-3"

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"

2-550S162-97

7'-4"

7'-0"

6'-9"

6'-6"

6'-4"

6'-11"

6'-8"

6'-3"

5'-10"

5'-5"

2-800S162-33

1'-11"

1'-8"

2-800S162-43

4'-2"

3'-8"

3'-4"

2'-9"

2'-2"

3'-5"

2'-9"

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"

2-800S162-97

9'-11"

9'-6"

9'-2"

8'-10"

8'-3"

9'-5"

8'-10"

8'-2"

7'-7"

7'-0"

2-1000S162-43

3'-4"

2'-11"

2'-7"

2'-5"

2'-2"

2'-8"

2'-5"

2'-2"

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"

2-1000S162-97

11'-7"

10'-11"

10'-3"

9'-7"

9'-0"

10'-5"

9'-7"

8'-10"

8'-2"

7'-8"

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"

2-1200S162-97

12'-11"

12'-2"

11'-6"

10'-8"

10'-0"

11'-8"

10'-9"

9'-11"

9'-2"

8'-6"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Roof/ceiling dead load is 12 psf.

    Second floor live load is 30 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(9)
BOX-BEAM HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (33 ksi steel)a

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

2-350S162-68

2-350S162-97

3'-1"

2'-8"

2'-3"

3'-1"

2'-7"

2'-2"

2-550S162-33

2-550S162-43

2-550S162-54

2-550S162-68

2'-9"

2'-8"

2-550S162-97

4'-8"

4'-1"

3'-7"

3'-2"

2'-9"

4'-7"

4'-0"

3'-6"

3'-1"

2'-8"

2-800S162-33

2-800S162-43

2-800S162-54

2'-1"

2-800S162-68

3'-8"

2'-9"

3'-7"

2'-8"

2-800S162-97

6'-3"

5'-6"

4'-11"

4'-4"

3'-9"

6'-2"

5'-5"

4'-10"

4'-3"

3'-9"

2-1000S162-43

2-1000S162-54

2'-5"

2'-3"

2-1000S162-68

4'-3"

3'-2"

2'-0"

4'-2"

3'-1"

2-1000S162-97

7'-5"

6'-7"

5'-10"

5'-2"

4'-7"

7'-4"

6'-6"

5'-9"

5'-1"

4'-6"

2-1200S162-54

2'-7"

2'-6"

2-1200S162-68

4'-8"

3'-6"

2'-2"

4'-7"

3'-5"

2'-0"

2-1200S162-97

8'-5"

7'-5"

6'-7"

5'-10"

5'-2"

8'-3"

7'-4"

6'-6"

5'-9"

5'-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.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Roof/ceiling dead load is 12 psf.

    Second floor live load is 40 psf.

    Third floor live load is 30 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(10)
BOX-BEAM HEADER SPANSHeaders Supporting Two Floors, Roof and Ceiling (50 ksi steel)a, b

MEMBER
DESIGNATION

GROUND SNOW LOAD
(20 psf)

GROUND SNOW LOAD
(30 psf)

Building widthc (feet)

Building widthc (feet)

24

28

32

36

40

24

28

32

36

40

2-350S162-33

2-350S162-43

2-350S162-54

2'-5"

2'-4"

2-350S162-68

3'-6"

3'-0"

2'-6"

2'-1"

3'-5"

2'-11"

2'-6"

2'-0"

2-350S162-97

4'-9"

4'-6"

4'-1"

3'-8"

3'-4"

4'-8"

4'-5"

4'-0"

3'-8"

3'-4"

2-550S162-33

2-550S162-43

2'-7"

2'-6"

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"

2-550S162-97

6'-10"

6'-5"

5'-10"

5'-5"

4'-11"

6'-9"

6'-4"

5'-10"

5'-4"

4'-11"

2-800S162-33

2-800S162-43

3'-1"

2'-3"

3'-0"

2'-2"

2-800S162-54

4'-7"

3'-10"

3'-1"

2'-5"

4'-6"

3'-9"

3'-0"

2'-4"

2-800S162-68

6'-0"

5'-3"

4'-7"

3'-11"

3'-4"

6'-0"

5'-2"

4'-6"

3'-11"

3'-3"

2-800S162-97

9'-2"

8'-4"

7'-8"

7'-0"

6'-6"

9'-1"

8'-3"

7'-7"

7'-0"

6'-5"

2-1000S162-43

2'-6"

2'-2"

2'-6"

2'-2"

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"

2-1000S162-97

10'-0"

9'-1"

8'-3"

7'-8"

7'-0"

9'-10"

9'-0"

8'-3"

7'-7"

7'-0"

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"

2-1200S162-97

11'-2"

10'-1"

9'-3"

8'-6"

7'-10"

11'-0"

10'-0"

9'-2"

9'-2"

7'-9"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Roof/ceiling dead load is 12 psf.

    Second floor live load is 40 psf.

    Third floor live load is 30 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(11)
BOX-BEAM HEADER SPANS Headers Supporting Two Floors, Roof and Ceiling (33 ksi steel)a, b

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

2-350S162-68

2-350S162-97

2'-11"

2'-5"

2'-0"

2'-7"

2'-2"

2-550S162-33

2-550S162-43

2-550S162-54

2-550S162-68

2'-5"

2-550S162-97

4'-4"

3'-10"

3'-4"

2'-10"

2'-5"

4'-0"

3'-6"

3'-1"

2'-7"

2'-2"

2-800S162-33

2-800S162-43

2-800S162-54

2-800S162-68

3'-3"

2'-3"

2'-8"

2-800S162-97

5'-11"

5'-2"

4'-6"

4'-0"

3'-5"

5'-6"

4'-10"

4'-3"

3'-8"

3'-2"

2-1000S162-43

2-1000S162-54

2-1000S162-68

3'-9"

2'-7"

3'-1"

2-1000S162-97

7'-0"

6'-2"

5'-5"

4'-9"

4'-2"

6'-6"

5'-9"

5'-1"

4'-5"

3'-10"

2-1200S162-54

2-1200S162-68

4'-2"

2'-10"

3'-5"

2'-0"

2-1200S162-97

7'-11"

7'-0"

6'-2"

5'-5"

4'-8"

7'-4"

6'-6"

5'-9"

5'-0"

4'-4"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Roof/ceiling dead load is 12 psf.

    Second floor live load is 40 psf.

    Third floor live load is 30 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(12)
BOX-BEAM HEADER SPANSa,b,c Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)a,b

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"

2-350S162-97

4'-6"

4'-3"

3'-10"

3'-6"

3'-2"

4'-3"

4'-0"

3'-7"

3'-3"

3'-0"

2-550S162-33

2-550S162-43

2'-3"

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"

2-550S162-97

6'-5"

6'-1"

5'-7"

5'-1"

4'-8"

6'-3"

5'-10"

5'-4"

4'-10"

4'-5"

2-800S162-33

2-800S162-43

2'-8"

2'-2"

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"

2-800S162-97

8'-9"

8'-0"

7'-3"

6'-8"

6'-2"

8'-4"

7'-7"

6'-11"

6'-4"

5'-10"

2-1000S162-43

2'-4"

2'-0"

2'-2"

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"

2-1000S162-97

9'-6"

8'-8"

7'-11"

7'-3"

6'-8"

9'-0"

8'-3"

7'-6"

6'-11"

6'-4"

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"

2-1200S162-97

10'-8"

9'-8"

8'-10"

8'-1"

7'-5"

10'-1"

9'-2"

8'-5"

7'-9"

7'-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.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Second floor dead load is 10 psf.

    Roof/ceiling dead load is 12 psf.

    Second floor live load is 40 psf.

    Third floor live load is 30 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(13)
BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Only (33 ksi steel)a,b

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'-11"

2'-4"

2'-5"

2-350S162-43

4'-8"

3'-10"

3'-5"

3'-1"

2'-9"

3'-11"

3'-5"

3'-0"

2'-8"

2'-4"

2-350S162-54

5'-3"

4'-9"

4'-4"

4'-1"

3'-8"

4'-10"

4'-4"

4'-0"

3'-8"

3'-4"

2-350S162-68

6'-1"

5'-7"

5'-2"

4'-10"

4'-6"

5'-8"

5'-3"

4'-10"

4'-6"

4'-2"

2-350S162-97

7'-3"

6'-10"

6'-5"

6'-0"

5'-8"

6'-11"

6'-5"

6'-0"

5'-8"

5'-4"

2-550S162-33

4'-5"

3'-9"

3'-1"

2'-6"

3'-9"

3'-2"

2'-6"

2-550S162-43

6'-2"

5'-7"

5'-0"

4'-7"

4'-2"

5'-7"

5'-0"

4'-6"

4'-1"

3'-8"

2-550S162-54

7'-5"

6'-9"

6'-3"

5'-9"

5'-4"

6'-10"

6'-3"

5'-9"

5'-4"

4'-11"

2-550S162-68

6'-7"

7'-11"

7'-4"

6'-10"

6'-5"

8'-0"

7'-4"

6'-10"

6'-5"

6'-0"

2-550S162-97

10'-5"

9'-8"

9'-0"

8'-6"

8'-0"

9'-9"

9'-0"

8'-6"

8'-0"

7'-7"

2-800S162-33

4'-5"

3'-11"

3'-5"

3'-1"

2'-4"

3'-11"

3'-6"

3'-0"

2'-3"

2-800S162-43

7'-7"

6'-10"

6'-2"

5'-8"

5'-2"

6'-11"

6'-2"

5'-7"

5'-1"

4'-7"

2-800S162-54

9'-3"

8'-7"

7'-11"

7'-4"

6'-10"

8'-8"

7'-11"

7'-4"

6'-9"

6'-3"

2-800S162-68

10'-7"

9'-10"

9'-4"

8'-10"

8'-5"

9'-11"

9'-4"

8'-10"

8'-4"

7'-11"

2-800S162-97

13'-9"

12'-9"

12'-0"

11'-3"

10'-8"

12'-10"

12'-0"

11'-3"

10'-7"

10'-0"

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

10'-5"

9'-9"

9'-0"

8'-4"

7'-9"

9'-10"

9'-0"

8'-4"

7'-9"

7'-2"

2-1000S162-68

12'-1"

11'-3"

10'-8"

10'-1"

9'-7"

11'-4"

10'-8"

10'-1"

9'-7"

9'-1"

2-1000S162-97

15'-3"

14'-3"

13'-5"

12'-9"

12'-2"

14'-4"

13'-5"

12'-8"

12'-1"

11'-6"

2-1200S162-54

11'-6"

10'-9"

10'-0"

9'-0"

8'-2"

10'-10"

10'-0"

9'-0"

8'-1"

7'-4"

2-1200S162-68

13'-4"

12'-6"

11'-9"

11'-2"

10'-8"

12'-7"

11'-10"

11'-2"

10'-7"

10'-1"

2-1200S162-97

16'-8"

15'-7"

14'-8"

13'-11"

13'-3"

15'-8"

14'-8"

13'-11"

13'-2"

12'-7"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Second floor dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by header.
TABLE R603.6(14)
BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Only (50 ksi steel)a,b

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

4'-2"

3'-8"

3'-3"

2'-10"

2'-6"

3'-8"

3'-3"

2'-10"

2'-5"

2'-1"

2-350S162-43

5'-5"

5'-0"

4'-6"

4'-2"

3'-10"

5'-0"

4'-7"

4'-2"

3'-10"

3'-6"

2-350S162-54

6'-2"

5'-10"

5'-8"

5'-4"

5'-0"

5'-11"

5'-8"

5'-4"

5'-0"

4'-8"

2-350S162-68

6'-7"

6'-3"

6'-0"

5'-10"

5'-8"

6'-4"

6'-1"

5'-10"

5'-8"

5'-6"

2-350S162-97

7'-3"

6'-11"

6'-8"

6'-5"

6'-3"

7'-0"

6'-8"

6'-5"

6'-3"

6'-0"

2-550S162-33

5'-10"

5'-3"

4'-8"

4'-3"

3'-9"

5'-3"

4'-9"

4'-2"

3'-9"

3'-3"

2-550S162-43

7'-9"

7'-2"

6'-7"

6'-1"

5'-8"

7'-3"

6'-7"

6'-1"

5'-8"

5'-3"

2-550S162-54

8'-9"

8'-5"

8'-1"

7'-9"

7'-5"

8'-6"

8'-1"

7'-9"

7'-5"

6'-11"

2-550S162-68

9'-5"

9'-0"

8'-8"

8'-4"

8'-1"

9'-1"

8'-8"

8'-4"

8'-1"

7'-10"

2-550S162-97

10'-5"

10'-0"

9'-7"

9'-3"

9'-0"

10'-0"

9'-7"

9'-3"

8'-11"

8'-8"

2-800S162-33

4'-5"

3'-11"

3'-5"

3'-1"

2'-10"

3'-11"

3'-6"

3'-1"

2'-9"

2'-6"

2-800S162-43

9'-1"

8'-5"

7'-8"

6'-11"

6'-3"

8'-6"

7'-8"

6'-10"

6'-2"

5'-8"

2-800S162-54

10'-10"

10'-2"

9'-7"

9'-1"

8'-8"

10'-2"

9'-7"

9'-0"

8'-7"

8'-1"

2-800S162-68

12'-8"

11'-10"

11'-2"

10'-7"

10'-1"

11'-11"

11'-2"

10'-7"

10'-0"

9'-7"

2-800S162-97

14'-2"

13'-6"

13'-0"

12'-7"

12'-2"

13'-8"

13'-1"

12'-7"

12'-2"

11'-9"

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'-3"

9'-9"

11'-6"

10'-9"

10'-2"

9'-8"

8'-11"

2-1000S162-68

14'-5"

13'-5"

12'-8"

12'-0"

11'-6"

13'-6"

12'-8"

12'-0"

11'-5"

10'-11"

2-1000S162-97

17'-1"

16'-4"

15'-8"

14'-11"

14'-3"

16'-5"

15'-9"

14'-10"

14'-1"

13'-6"

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"

12'-0"

2-1200S162-97

19'-11"

18'-7"

17'-6"

16'-8"

15'-10"

18'-9"

17'-7"

16'-7"

15'-9"

15'-0"

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa.
  1. Deflection criterion: L/360 for live loads, L/240 for total loads.
  2. Design load assumptions:

    Roof/ceiling dead load is 12 psf.

    Attic live load is 10 psf.
  3. Building width is in the direction of horizontal framing members supported by the header.
TABLE R603.6(15)
BACK-TO-BACK HEADER SPANS Headers Supporting Roof and Ceiling Only (33 ksi steel)a, b

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

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