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 steel wall framing and interior load-bearing 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 not more than two stories in height. All exterior walls installed in accordance with the provisions of this section shall be considered as load-bearing walls. 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 A, B or C and a maximum ground snow load of 70 psf (3.35 kPa).
Load-bearing steel studs constructed in accordance with Section R603 shall be located directly in-line with joists, trusses and rafters with a maximum tolerance of 3 / 4 inch (19.1 mm) between their center lines. Interior load-bearing steel stud walls shall be supported on foundations or shall be located directly above load-bearing walls with a maximum tolerance of 3 / 4 inch (19 mm) between the centerline of the studs.
Load-bearing 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) or twice the uncoated steel thickness. Holes in wall studs and other structural members shall comply with all of the following conditions:
1. Holes shall conform to Figure R603.2(3);
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 width not greater than 0.5 times the member depth, or 11/2 inches (38.1 mm);
5. Holes shall have a 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 hole of not less than 10 inches (254 mm).
Framing members with web holes violating the above requirements shall be patched in accordance with Section R603.3.5 or designed in accordance with accepted engineering practices.
TABLE R603.2(1) LOAD-BEARING COLD-FORMED STEEL STUD SIZES
TABLE R603.2(2) MINIMUM THICKNESS OF COLD-FORMED STEEL STUDS
FIGURE R603.2(1) C-SECTION
FIGURE R603.2(2) TRACK SECTION
FIGURE R603.2(3) WEB HOLES
Framing members with web holes violating the above requirements shall be patched in accordance with Section R603.3.5 or designed in accordance with accepted engineering practices.
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.
a. 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)].
a. 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 STUDS
| DESIGNATION (mils) | MINIMUM UNCOATED THICKNESS (inches) | REFERENCE GAGE NUMBER |
| 33 | 0.033 | 20 |
| 43 | 0.043 | 18 |
| 54 | 0.054 | 16 |
| 68 | 0.068 | 14 |
For SI: 1 inch = 25.4 mm, 1 mil = 0.0254 mm.
FIGURE R603.2(1) C-SECTION
FIGURE R603.2(2) TRACK SECTION
For SI: 1 inch = 25.4 mm.
FIGURE R603.2(3) WEB HOLES
Load-bearing 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, 37, 40 and 50 (Class 1 and 3).
2. ASTM A 792: Grades 33, 37, 40 and 50A.
3. ASTM A 875: Grades 33, 37, 40 and 50 (Class 1 and 3).
4. ASTM A 1003: Grades 33, 37, 40 and 50.
Load-bearing 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 uncoated steel thickness in inches (mm).
3. Minimum coating designation.
4. Minimum yield strength, in kips per square inch (ksi) (kN).
Load-bearing steel framing shall have a metallic coating complying with 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.
3. A minimum of GF 60 in accordance with ASTM A 875.
Screws for steel-tosteel 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 SAE J 78. Structural sheathing shall be attached to steel studs with minimum No. 8 self-drilling tapping screws that conform to SAE J 78. Screws for attaching structural sheathing to 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 steel wall framing with minimum No. 6 screws conforming to ASTM C 954 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 self-drilling tapping screws conforming to SAE J 78 shall have a Type II coating in accordance with ASTM B 633.
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
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.
All exterior steel framed walls and interior load-bearing steel framed walls shall be constructed in accordance with the provisions of this section and Figure R603.3.
FIGURE R603.3 STEEL WALL CONSTRUCTION
For SI: 1 inch = 25.4 mm.
FIGURE R603.3 STEEL WALL CONSTRUCTION
Steel framed walls shall be anchored to foundations or floors in accordance with Table R603.3.1 and Figure R603.3.1(1) or R603.3.1(2).
TABLE R603.3.1 WALL TO FOUNDATION OR FLOOR CONNECTION REQUIREMENTSa,b,c
FIGURE R603.3.1(1) WALL TO FOUNDATION CONNECTION
FIGURE R603.3.1 (2) WALL TO WOOD SILL CONNECTION
TABLE R603.3.1 WALL TO FOUNDATION OR FLOOR CONNECTION REQUIREMENTSa,b,c
| FRAMING CONDITION | BASIC WIND SPEED (mph) AND EXPOSURE | ||
| 85 A/B or Seismic Design Categories A, B and C | 85 C or less than 110 A/B | Less than 110 C | |
| Wall bottom track to floor joist or track | 1-No. 8 screw at 12" o.c. | 1-No. 8 screw at 12" o.c. | 2-No. 8 screws at 12" o.c. |
| Wall bottom track to wood sill per Figure R603.3.1(2) | 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 2" o.c., with 4-No. 8 screws and 4-10d or 6-8d common nails |
| Wall bottom track to foundation per Figure R603.3.1(1) | 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. |
| Wind uplift connector capacity for 16-inch stud spacingc | N/R | N/R | 65 lb |
| Wind uplift connector capacity for 24-inch stud spacingc | N/R | N/R | 100 lb |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound = 4.4 N.
a. Anchor bolts shall be located not more than 12 inches from corners or the termination of bottom tracks (e.g., at door openings or corners). Bolts shall extend a minimum of 7 inches into concrete or masonry.
b. All screw sizes shown are minimum.
c. N/R = uplift connector not required. Uplift connectors are in addition to other connection requirements and shall be applied in accordance with Section R603.8.
a. Anchor bolts shall be located not more than 12 inches from corners or the termination of bottom tracks (e.g., at door openings or corners). Bolts shall extend a minimum of 7 inches into concrete or masonry.
b. All screw sizes shown are minimum.
c. N/R = uplift connector not required. Uplift connectors are in addition to other connection requirements and shall be applied in accordance with Section R603.8.
For SI: 1 inch = 25.4 mm.
FIGURE R603.3.1(1) WALL TO FOUNDATION CONNECTION
For SI: 1 inch = 25.4 mm.
FIGURE R603.3.1 (2) WALL TO WOOD SILL CONNECTION