CRC · California Residential Code

What are the CFS rules for cutting, splicing and headers?

Flanges and lips of cold‑formed steel studs, joists and headers must not be cut or notched; structural CFS members cannot be spliced without an approved design; and headers must be built from the C‑section members listed in Tables R603.6(1)–(6) (or designed per AISI S230/S240) with supports and fasteners as required by the CRC (see **§ R603.3.4**, **§ R603.3.5**, **§ R603.6**).

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Last reviewed: July 6, 2026

What the code requires — 2-4 sentences

In cold‑formed steel (CFS) framing, the basic rules are: do not cut or notch the flanges or lips of CFS studs, joists or headers except as permitted by an approved standard; do not splice structural CFS members unless an approved design shows the splice; and install headers (box, back‑to‑back or L‑shaped) sized per the CRC header tables or a design to AISI standards. These controls are stated in § R603.3.4, § R603.3.5 and § R603.6 of the California Residential Code.

The single most important rule: flanges and lips on cold‑formed steel framing are not to be cut or notched; splices and headers must follow an approved design or the CRC header tables. § R603.3.4, § R603.3.5, § R603.6.

Requirements in detail

Cutting and notching (plain English)

The code prohibits cutting or notching the flanges and lips of CFS studs and headers. This is a categorical prohibition in the wall framing chapter. See § R603.3.4.
Equivalent prohibitions appear for roof and floor CFS framing in the CRC: § R804.3.3 (roof) and § R505.3.5 (floor). These reinforce that the flange/lip prohibition applies across framing types.

Splicing (plain English)

Structural CFS members (studs, joists, etc.) shall not be spliced unless there is an approved design for that splice. Tracks (head/sill/continuous tracks) have a permitted splice detail shown in the code (Figure R603.3.5). See § R603.3.5.

Headers (plain English)

Headers are required above all openings in exterior walls and interior load‑bearing walls. Box‑beam and back‑to‑back headers must be formed from two equal‑sized C‑shaped members per the Figures and Tables R603.6(1) through R603.6(6). L‑shaped headers are permitted when constructed in accordance with AISI S230, or the header may be designed per AISI S240. See § R603.6.

Decision‑relevant dimensions & values (quick reference)

Decision / dimension	What the code requires	Code Reference
Cutting/notching of flange or lip	Not permitted on CFS studs, headers, joists (general prohibition)	§ R603.3.4
Splicing structural members	Not permitted without an approved design; tracks may be spliced per figure	§ R603.3.5 (Figure R603.3.5)
Header types allowed	Box‑beam, Back‑to‑back from two equal C‑members; L‑shaped per AISI S230; or AISI S240 design	§ R603.6
Header sizing data	Use Tables R603.6(1)–R603.6(6) for allowable spans (tables list member designation vs allowable span under given snow/building widths)	§ R603.6 and Tables R603.6(1)–(6)
Special header provision for gable endwalls	Specific member combinations allowed for gable endwalls (e.g., Two 362S162‑33 for ≤ 4 ft)	§ R603.6.1

Notes on header tables: the CRC tables list specific C‑section member designations (for example 2‑350S162‑33 and 2‑350S162‑43) and give their allowable spans under specific ground snow load and building width conditions; use the table matching your climate/wall condition. Example rows from Table R603.6(1) are shown in the code.

Exceptions & special cases

L‑shaped header construction is permitted when built in accordance with AISI S230; alternatively, any header may be designed per AISI S240 (i.e., engineered header design). See § R603.6. If you use these standards, the “no cut/notch” rule for flange/lip still applies unless the standard permits otherwise.
Roof and floor framing have parallel cutting/notching provisions: § R804.3.3 and § R505.3.5. If your header or member is part of roof/ceiling or floor framing, consult those sections as well.
The code allows tracks to be spliced using the figure (Figure R603.3.5). For other splices (stud laps, joist splices) an approved design is required per § R603.3.5.

If you need the precise number of required jack/king studs or the screw count/fastener pattern for a specific header/member, the CRC refers you to the relevant header tables and to Table R603.7(1) and Table R603.7(2) for attachment and stud counts; those specific tables or figures must be consulted directly in the code to get the numeric values (those detailed tables were not fully reproduced in the retrieved excerpts available here).

Common mistakes

Cutting or punching holes through the flange to run services (electrical, plumbing) without engineered relief — violates § R603.3.4. Always route through web or between studs or use an engineered solution.
Assuming “small” notches are allowed — the text is categorical about flanges and lips; do not assume a de‑minimis exception. § R603.3.4.
Splicing studs in the field because it’s “convenient” — unless there is an approved design, splicing structural members is prohibited. Refer to § R603.3.5 and use only the track splice detail in Figure R603.3.5 for tracks.
Selecting a header member without checking the correct table, snow load and building width columns — a member that spans 3‑3″ in Table R603.6(1) cannot be used for a 4‑0″ opening. Always match your site conditions to the correct table.

Worked example — concrete scenario

Scenario: exterior load‑bearing wall in a low‑snow California location (assume 20 psf ground snow load), building width 24 ft, opening width 4‑0″ (4.0 ft) supporting only roof and ceiling.

Check Tables R603.6(1) for headers supporting roof and ceiling only. In Table R603.6(1) the member designation 2‑350S162‑33 has an allowable span of 3′‑3″ (for the 24‑ft column under 20 psf) — too short for a 4‑0″ opening. 2‑350S162‑43 shows 4′‑2″ allowable span in that same condition, which would cover a 4‑0″ opening. Use that member (two equal C‑members configured as a box or back‑to‑back header) or an engineered AISI S240 header. See § R603.6 and Table R603.6(1).
Support/attachment: follow § R603.7 for jack/king stud counts and attachment details (the code requires the number of jack and king studs per Table R603.7(1), and specifies screw distribution and clip/track requirements for box vs back‑to‑back headers). The exact number of jack/king studs is in the CRC tables referenced in § R603.7 (table not fully reproduced here).
Do not cut or notch the header flanges/lips for wiring or other penetrations — that is prohibited by § R603.3.4. If you need a penetration, provide an engineered solution or use the web area where permitted by manufacturer/standard.

This obeys the code: header chosen has adequate tabulated span for the conditions (member 2‑350S162‑43 allows 4′‑2″), header built as two equal C‑members, supported per jack/king stud requirements and no flange/lip cutting.

Related provisions

§ R603.3.4 — Cutting and notching (CFS walls).
§ R603.3.5 — Splicing (CFS walls; track splice figure).
§ R603.6 — Headers and header tables (box, back‑to‑back, L‑shape/AISI).
§ R603.6.1 — Headers in gable endwalls (specific member combos).
§ R603.7 — Jack and king studs; screw distribution and header‑to‑king connections.
§ R603.8 — Head and sill track spans (applies to track selection around openings).
§ R804.3.3 — Cutting and notching for CFS roof framing (parallel prohibition).
§ R505.3.5 — Splicing for CFS floor joists (parallel requirement for floors).

Code references

Grounded in the retrieved California Residential Code — click a citation to read the verbatim passage:

CRC § 3.3 High relevance — show source text

FIGURE R603.3.3(2)—STUD BRACING WITH STRAPPING AND SHEATHING MATERIAL

STUD/TRACK BLOCKING

WALL FRAMING

1½ ″ x 33 MIL FLAT STRAP

BEND SECTION OR CLIP FLANGE TO FORM VERTICAL

2 NO. 8 SCREWS @ STRAP TO BLOCKING

NO. 8 SCREW

@ EACH STRAP TO STUD

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm.

R603.3.4 Cutting and notching. Flanges and lips of cold-formed steel studs and headers shall not be cut or notched.

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

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WALL CONSTRUCTION

FIGURE R603.3.5—TRACK SPLICE

For SI: 1 inch = 25.4 mm.

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

FIGURE R603.4—CORNER FRAMING

4 NO. 8 SCREWS AT LAPPED TRACK

TRACK

PLAN

ALTERNATE PLAN

For SI: 1 inch = 25.4 mm.

R603.5 Exterior wall covering. The method of attachment of exterior wall covering materials to cold-formed steel stud wall framing shall conform to the manufacturer’s installation instructions.

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

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WALL CONSTRUCTION

TABLE R603.6(1)—BOX-BEAM AND BACK-TO-BACK HEADER SPANS (HEADERS SUPPORTING ROOF AND CEILING ONLY)a, b, d	Col2	Col3	Col4	Col5	Col6	Col7	Col8	Col9	Col10	Col11
MEMBER DESIGNATION	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (30 psf)	GROUND SNOW LOAD (30 psf)	GROUND SNOW LOAD **(30

CRC § 3.2 High relevance — show source text
6 screws in accordance with Section R702 and structural sheathing installed in accordance with Section R603.9 and Table R603.3.2(1). 2. Horizontal steel straps fastened in accordance with Figure R603.3.3(1) on both sides at mid-height for 8-foot (2438 mm) walls, and at one-third points for 9-foot and 10-foot (2743 mm and 3048 mm) walls. Horizontal steel straps shall be not less than 1 [1] / 2 inches in width and 33 mils in thickness (38 mm by 0.84 mm). Straps shall be attached to the flanges of studs with one No. 8 screw. In-line blocking shall be installed between studs at the termination of straps and at 12-foot (3658 mm) intervals along the strap. Straps shall be fastened to the blocking with two No. 8 screws. 3. Sheathing on one side and strapping on the other side fastened in accordance with Figure R603.3.3(2). Sheathing shall be installed in accordance with Item 1. Steel straps shall be installed in accordance with Item 2.

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WALL CONSTRUCTION

FIGURE R603.3.3(1)—STUD BRACING WITH STRAPPING ONLY

TO FORM VERTICAL

1½ ″ x 33 MIL FLAT STRIP (MINIMUM)

WALL FRAMING

@ EACH STRAP TO STUD

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm.

FIGURE R603.3.3(2)—STUD BRACING WITH STRAPPING AND SHEATHING MATERIAL

STUD/TRACK BLOCKING

WALL FRAMING

1½ ″ x 33 MIL FLAT STRAP

BEND SECTION OR CLIP FLANGE TO FORM VERTICAL

2 NO. 8 SCREWS @ STRAP TO BLOCKING

NO. 8 SCREW

@ EACH STRAP TO STUD

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 foot = 304.8 mm.

R603.3.4 Cutting and notching. Flanges and lips of cold-formed steel studs and headers shall not be cut or notched.

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

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WALL CONSTRUCTION

FIGURE R603.3.5—TRACK SPLICE

For SI: 1 inch = 25.4 mm.

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

FIGURE R603.4—CORNER FRAMING

4 NO. 8 SCREWS AT LAPPED TRACK

TRACK

PLAN

ALTERNATE PLAN

For SI: 1 inch = 25.4 mm.

CRC § 25.4 High relevance — show source text

SECTION

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

Notes:

a. The top and bottom plates shall be continuous at header location. b. Jack studs shall be used for spans over 4 feet. c. Cripple spacing shall be the same as for studs. d. 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. e. 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.

R602.7.4 Nonbearing walls. Load-bearing headers are not required in interior or exterior nonbearing walls. A single flat 2-inch by 4-inch (51 mm by 102 mm) member shall be permitted to be used as a header in interior or exterior nonbearing walls for openings up to 8 feet (2438 mm) in width if the vertical distance to the parallel nailing surface above is not more than 24 inches (610 mm). For such nonbearing headers, cripples or blocking are not required above the header.

R602.7.5 Supports for headers. Headers shall be supported on each end with one or more jack studs or with approved framing anchors in accordance with Table R602.7(1) or R602.7(2). The full-height stud adjacent to each end of the header shall be end nailed to each end of the header in accordance with Table R602.3(1). The minimum number of full-height studs at each end of a header shall be in accordance with Table R602.7.5.

TABLE R602.7.5—MINIMUM NUMBER OF FULL-HEIGHT STUDS AT EACH END OF HEADERS IN EXTERIOR WALLSa	Col2	Col3
MAXIMUM HEADER SPAN (feet)	ULTIMATE DESIGN WIND SPEED AND EXPOSURE CATEGORY	ULTIMATE DESIGN WIND SPEED AND EXPOSURE CATEGORY
MAXIMUM HEADER SPAN (feet)	< 140 mph, Exposure B or < 130 mph, Exposure C	≤ 115 mph, Exposure Bb
4	1	1
6	2	1
8	2	1
10	3	2
12	3	2
14	3	2
16	4	2
18	4	2
For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s. a. For header spans between those given, use the minimum number of full-height studs associated with the larger header span. b. The tabulated minimum number of full-height studs is applicable where jack studs are provided to support the header at each end in accordance with Table R602.7(1). Where a framing anchor is used to support the header in lieu of a jack stud in accordance with Note d of Table R602.7(1), the minimum number of full-height studs at each end of a header shall be in accordance with requirements for wind speed < 140 mph, Exposure B.	For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s. a.

CRC § 304.8 High relevance — show source text
For roof slopes of 6:12 or greater, the required number of screws shall be permitted to be reduced by half, but the total number of screws shall be not less than four.
d. Screws can be replaced by an uplift connector that has a capacity of the number of screws multiplied by 164 pounds.|For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound = 4.448 N.
a. All screw sizes shown are minimum.
b. For headers located on the first floor of a two-story building or the first or second floor of a three-story building, the total number of screws is permitted to be reduced by 2
screws, but the total number of screws shall be not less than four.
c. For roof slopes of 6:12 or greater, the required number of screws shall be permitted to be reduced by half, but the total number of screws shall be not less than four.
d. Screws can be replaced by an uplift connector that has a capacity of the number of screws multiplied by 164 pounds.|For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound = 4.448 N.
a. All screw sizes shown are minimum.
b. For headers located on the first floor of a two-story building or the first or second floor of a three-story building, the total number of screws is permitted to be reduced by 2
screws, but the total number of screws shall be not less than four.
c. For roof slopes of 6:12 or greater, the required number of screws shall be permitted to be reduced by half, but the total number of screws shall be not less than four.
d. Screws can be replaced by an uplift connector that has a capacity of the number of screws multiplied by 164 pounds.|For SI: 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound = 4.448 N.
a. All screw sizes shown are minimum.
b. For headers located on the first floor of a two-story building or the first or second floor of a three-story building, the total number of screws is permitted to be reduced by 2
screws, but the total number of screws shall be not less than four.
c. For roof slopes of 6:12 or greater, the required number of screws shall be permitted to be reduced by half, but the total number of screws shall be not less than four.
d. Screws can be replaced by an uplift connector that has a capacity of the number of screws multiplied by 164 pounds.|

R603.8 Head and sill track. Head track spans above door and window openings and sill track spans beneath window openings shall comply with Table R603.8. For openings less than 4 feet (1219 mm) in height that have both a head track and a sill track, multiplying the spans by 1.75 shall be permitted in Table R603.8. For openings less than or equal to 6 feet (1829 mm) in height that have both a head track and a sill track, multiplying the spans in Table R603.8 by 1.50 shall be permitted.

|TABLE R603.
CRC § 3.3 High relevance — show source text
R804.3.3 Cutting and notching. Flanges and lips of load-bearing, cold-formed steel roof framing members shall not be cut or notched.

R804.3.4 Headers. Roof-ceiling framing above wall openings shall be supported on headers. The allowable spans for headers in load-bearing walls shall not exceed the values set forth in Section R603.6 and Tables R603.6(1) through R603.6(6).

R804.3.5 Framing of openings in roofs and ceilings. Openings in roofs and ceilings shall be framed with header and trimmer joists. Header joist spans shall not exceed 4 feet (1219 mm) in length. Header and trimmer joists shall be fabricated from joist and track members having a minimum size and thickness equivalent to the adjacent ceiling joists or roof rafters and shall be installed in accordance with Figures R804.3.5(1) and R804.3.5(2). Each header joist shall be connected to trimmer joists with not less than four 2-inch by 2-inch (51 by 51 mm) clip angles. Each clip angle shall be fastened to both the header and trimmer joists with four No. 8 screws, evenly spaced, through each leg of the clip angle. The steel thickness of the clip angles shall be not less than that of the ceiling joist or roof rafter. Each track section for a built-up header or trimmer joist shall extend the full length of the joist (continuous).

FIGURE R804.3.5(1)—ROOF OR CEILING OPENING

For SI: 1 foot = 304.8 mm.

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ROOF-CEILING CONSTRUCTION

FIGURE R804.3.5(2)—HEADER TO TRIMMER CONNECTION

MINIMUM 2 IN. × 2 IN. CLIP ANGLE WITH 4 NO. 8 SCREWS THROUGH EACH LEG, BOTH SIDES OF CONNECTION

For SI: 1 inch = 25.4 mm.

R804.3.6 Roof trusses. Cold-formed steel trusses shall be designed and installed in accordance with AISI S230, Section F6. In the absence of specific bracing requirements, trusses shall be braced in accordance with accepted industry practices, such as the SBCA Cold-Formed Steel Building Component Safety Information (CFSBCSI) Guide to Good Practice for Handling, Installing & Bracing of Cold-Formed Steel Trusses. Trusses shall be connected to the top track of the load-bearing wall in accordance with Table R804.3, either with the required number of No. 10 screws applied through the flange of the truss or by using a 54-mil (1.37 mm) clip angle with the required number of No. 10 screws in each leg.

R804.3.7 Ceiling and roof diaphragms. Ceiling and roof diaphragms shall be in accordance with this section. **R804.3.7.1 Ceiling diaphragms.
CRC § 25.4 Medium relevance — show source text
AT 24 ON CENTER ˝

CRIPPLE STUD

STRUCTURAL SHEATHING

TRACK

2 ˝ x 2 ˝ CLIP ANGLE ATTACHED

WITH NO. 8 SCREWS, MINIMUM LENGTH = WEB DEPTH MINUS ½ INCH

TRACK

JACK STUDS (AS REQUIRED)

KING STUDS (AS REQUIRED)

NO. 8 SCREWS THROUGH SHEATHING TO EACH JACK

& KING STUD AT 12 ON CENTER ˝

For SI: 1 inch = 25.4 mm.

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

CRIPPLE STUD

HEAD TRACK

C-SHAPES

CRIPPLE STUD

HEAD TRACK

C-SHAPES

KING STUD(S)

TRACK OR C-SHAPE

JACK STUD(S)

KING STUD(S)

2 IN. x 2 IN. CLIP ANGLE

JACK STUD(S)

For SI: 1 inch = 25.4 mm.

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

FIGURE R603.6.1(2)—BACK-TO-BACK HEADER IN GABLE ENDWALL

R603.7 Jack and king studs. The number of jack and king studs installed on each side of a header shall comply with Table R603.7(1). King, jack and cripple studs shall be of the same dimension and thickness as the adjacent wall studs. Headers shall be connected to king studs in accordance with Table R603.7(2) and the following provisions:
1. For box beam headers, one-half of the total number of required screws shall be applied to the header and one- half to the king stud by use of C-shaped or track member in accordance with Figure R603.6(1). The track or C-shaped sections shall extend the depth of the header minus [1] / 2 inch (12.7 mm) and shall have a minimum thickness not less than that of the wall studs.
2. For back-to-back headers, one-half the total number of screws shall be applied to the header and one-half to the king stud by use of a minimum 2-inch by 2-inch (51 mm by 51 mm) clip angle in accordance with Figure R603.6(2). The clip angle shall extend the depth of the header minus [1] / 2 inch (12.7 mm) and shall have a minimum thickness not less than that of the wall studs. Jack and king studs shall be interconnected with structural sheathing in accordance with Figures R603.6(1) and R603.6(2).

CRC § 6-77 Medium relevance — show source text

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

2025 CALIFORNIA RESIDENTIAL CODE 6-77

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WALL CONSTRUCTION

TABLE R603.6(1)—BOX-BEAM AND BACK-TO-BACK HEADER SPANS (HEADERS SUPPORTING ROOF AND CEILING ONLY)a, b, d	Col2	Col3	Col4	Col5	Col6	Col7	Col8	Col9	Col10	Col11
MEMBER DESIGNATION	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (20 psf)	GROUND SNOW LOAD (30 psf)	GROUND SNOW LOAD (30 psf)	GROUND SNOW LOAD (30 psf)	GROUND SNOW LOAD (30 psf)	GROUND SNOW LOAD (30 psf)
MEMBER DESIGNATION	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)	Building widthc (feet)
MEMBER DESIGNATION	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″

CRC § 11.5 Medium relevance — show source text
5-foot
level of storage
3.
Locate in
longitudinal flue
space,
staggered
vertical
4.
Shields required
where multiple-
level|1.
Ordinary
temperature,
quick-response
sprinklers,
maximum 8 feet
3 inches
horizontal
spacing
2.
One line of
sprinklers at the
6-foot level and
the 11.5-foot
level of storage
3.
Locate in
longitudinal flue
space,
staggered
vertical
4.
Shields required
where multiple-
level| |TABLE 5704.3.6.3(8)—AUTOMATIC SPRINKLER PROTECTION REQUIREMENTS FOR
CLASS I LIQUID STORAGE IN METAL CONTAINERS OF 1-GALLON CAPACITY OR LESS WITH UNCARTONED
OR CASE-CUT SHELF DISPLAY UP TO 6.5 FEET, AND PALLETIZED STORAGE ABOVE IN A DOUBLE-ROW RACK ARRAYa|CEILING SPRINKLER DESIGN AND DEMAND|Maximum
spacing|Maximum
spacing|100 ft2/head|100 ft2/head| |TABLE 5704.3.6.3(8)—AUTOMATIC SPRINKLER PROTECTION REQUIREMENTS FOR
CLASS I LIQUID STORAGE IN METAL CONTAINERS OF 1-GALLON CAPACITY OR LESS WITH UNCARTONED
OR CASE-CUT SHELF DISPLAY UP TO 6.5 FEET, AND PALLETIZED STORAGE ABOVE IN A DOUBLE-ROW RACK ARRAYa|CEILING SPRINKLER DESIGN AND DEMAND|Area
(square feet)|Ordinary
temperature|Not
Applicable|Not
Applicable| |TABLE 5704.3.6.3(8)—AUTOMATIC SPRINKLER PROTECTION REQUIREMENTS FOR
CLASS I LIQUID STORAGE IN METAL CONTAINERS OF 1-GALLON CAPACITY OR LESS WITH UNCARTONED
OR CASE-CUT SHELF DISPLAY UP TO 6.5 FEET, AND PALLETIZED STORAGE ABOVE IN A DOUBLE-ROW RACK ARRAYa|CEILING SPRINKLER DESIGN AND DEMAND|Area
(square feet)|High
temperature|2,000b|2,000b| |TABLE 5704.3.6.3(8)—AUTOMATIC SPRINKLER PROTECTION REQUIREMENTS FOR
CLASS I LIQUID STORAGE IN METAL CONTAINERS OF 1-GALLON CAPACITY OR LESS WITH UNCARTONED
OR CASE-CUT SHELF DISPLAY UP TO 6.5 FEET, AND PALLETIZED STORAGE ABOVE IN A DOUBLE-ROW RACK ARRAYa|CEILING SPRINKLER DESIGN AND DEMAND|Density
(gpm/ft2)|Density
(gpm/ft2)|0.60|0.60| |**TABLE 5704.3.6.
CRC § 304.8 Medium relevance — show source text
Screws shall be No. 10 minimum.|For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. Screws shall be No. 10 minimum.|For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. Screws shall be No. 10 minimum.|For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. Screws shall be No. 10 minimum.|For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. Screws shall be No. 10 minimum.|

2025 CALIFORNIA RESIDENTIAL CODE 8-39

on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.

ROOF-CEILING CONSTRUCTION

R804.3.2.5 Roof rafter bottom flange bracing. The bottom flanges of roof rafters shall be continuously braced, at a maximum spacing of 4 feet (1219 mm) as measured parallel to the roof rafters, with one of the following members:
1. Minimum 33-mil (0.84 mm) C-shaped member.
2. Minimum 33-mil (0.84 mm) track section.
3. Minimum 1 [1] / 2 -inch by 33-mil (38 mm by 0.84 mm) steel strap.
The bracing element shall be fastened to the bottom flange of each roof rafter with one No. 8 screw and shall be fastened to blocking with two No. 8 screws. Blocking shall be installed between roof rafters in-line with the continuous bracing at a maximum spacing of 12 feet (3658 mm) measured perpendicular to the roof rafters. The ends of continuous bracing shall be fastened to blocking or anchored to a stable building component with two No. 8 screws.

R804.3.3 Cutting and notching. Flanges and lips of load-bearing, cold-formed steel roof framing members shall not be cut or notched.

R804.3.4 Headers. Roof-ceiling framing above wall openings shall be supported on headers. The allowable spans for headers in load-bearing walls shall not exceed the values set forth in Section R603.6 and Tables R603.6(1) through R603.6(6).

R804.3.5 Framing of openings in roofs and ceilings. Openings in roofs and ceilings shall be framed with header and trimmer joists. Header joist spans shall not exceed 4 feet (1219 mm) in length. Header and trimmer joists shall be fabricated from joist and track members having a minimum size and thickness equivalent to the adjacent ceiling joists or roof rafters and shall be installed in accordance with Figures R804.3.5(1) and R804.3.5(2). Each header joist shall be connected to trimmer joists with not less than four 2-inch by 2-inch (51 by 51 mm) clip angles. Each clip angle shall be fastened to both the header and trimmer joists with four No. 8 screws, evenly spaced, through each leg of the clip angle. The steel thickness of the clip angles shall be not less than that of the ceiling joist or roof rafter.
CRC § 12-0 Medium relevance — show source text
000|DR|DR|12-0|15-3|10-11|15-0|10-2|14-8| |8|2-#4
1-#6|60,000|DR|DR|DR|DR|12-2|15-3|11-7|15-3| |8|2-#5|40,000|DR|DR|DR|DR|12-7|16-7|11-9|16-7| |8|2-#5|60,000|DR|DR|DR|DR|DR|DR|13-3|16-7| |8|2-#6|40,000|DR|DR|DR|DR|DR|DR|13-2|17-8| |8|2-#6|60,000|DR|DR|DR|DR|DR|DR|DR|DR| |12|1-#4|40,000|11-5|9-10|10-6|12-0|9-6|11-6|8-9|11-1| |12|1-#4|60,000|11-5|9-10|11-8|13-3|10-11|14-0|10-1|13-6| |12|1-#5|40,000|11-5|9-10|11-8|13-3|11-1|14-4|10-3|13-9| |12|1-#5|60,000|11-5|9-10|11-8|13-3|11-10|16-0|11-9|16-9| |12|2-#4
1-#6|40,000|DR|DR|11-8|13-3|11-10|16-0|11-2|15-6| |12|2-#4
1-#6|60,000|DR|DR|11-8|13-3|11-10|16-0|11-11|18-4| |12|2-#5|40,000|DR|DR|11-8|13-3|11-10|16-0|11-11|18-4| |12|2-#5|60,000|DR|DR|11-8|13-3|11-10|16-0|11-11|18-4| |16|1-#4|40,000|13-6|13-0|11-10|13-8|10-7|12-11|9-11|12-4| |16|1-#4|60,000|13-6|13-0|13-8|16-7|12-4|15-9|11-5|15-0| |16|1-#5|40,000|13-6|13-0|13-10|17-0|12-6|16-1|11-7|15-4| |16|1-#5|60,000|13-6|13-0|13-10|17-1|14-0|19-7|13-4|18-8| |16|2-#4
1-#6|40,000|13-6|13-0|13-10|17-1|13-8|18-2|12-8|17-4| |16|2-#4
1-#6|60,
CRC § 6-1 Medium relevance — show source text
000|6-1|6-9|5-2|5-4|4-9|3-11|3-9|3-0|2-11| |8|1-#5|60,000|7-4|8-1|6-3|6-5|5-9|4-9|4-6|3-7|3-7| |8|2-#4
1-#6|40,000|6-10|7-6|5-9|6-0|5-5|4-5|4-2|3-4|3-4| |8|2-#4
1-#6|60,000|8-2|9-1|6-11|7-2|6-6|5-4|5-0|4-1|4-0| |8|2-#5|40,000|8-4|9-3|7-1|7-4|6-7|5-5|5-1|4-1|4-0| |8|2-#5|60,000|9-11|11-0|8-5|8-9|7-10|6-6|6-1|4-8|4-6| |8|2-#6|40,000|9-9|10-10|8-3|8-7|7-9|6-4|5-10|4-1|4-0| |8|2-#6|60,000|DR|DR|DR|DR|DR|DR|DR|DR|DR| |8|Center distance_A_k, l|Center distance_A_k, l|2-6|3-1|1-10|1-11|1-7|1-1|0-11|0-7|0-7| |12|Span without stirrupsi, j|Span without stirrupsi, j|5-5|6-7|4-7|4-10|4-3|3-5|3-3|2-8|2-8| |12|1-#4|40,000|5-3|6-0|4-8|4-10|4-4|3-7|3-4|2-9|2-8| |12|1-#4|60,000|6-5|7-4|5-8|5-10|5-3|4-4|4-1|3-4|3-3| |12|1-#5|40,000|6-6|7-6|5-9|6-0|5-5|4-5|4-2|3-5|3-4| |12|1-#5|60,000|7-11|9-1|7-0|7-3|6-7|5-5|5-1|4-2|4-0| |12|2-#4
1-#6|40,000|7-4|8-5|6-6|6-9|6-1|5-0|4-9|3-10|3-9| |12|2-#4
1-#6|60,000|10-3|11-9|9-1|9-5|8-6|7-0|6-7|5-4|5-3| |12|2-#5|40,
CRC § 0.42 Medium relevance — show source text
Spacing of fasteners not included in this table shall be based on Table R602.3(2).
f. For wood structural panel roof sheathing attached to gable end roof framing and to intermediate supports within 48 inches of roof edges and ridges, nails shall be spaced at 4
inches on center where the ultimate design wind speed is greater than 130 mph in Exposure B or greater than 110 mph in Exposure C. Fastener spacing applies where roof
framing specific gravity is 0.42 or larger. Where roof framing specific gravity is greater than or equal to 0.35 but less than 0.42 in accordance with AWC NDS, fastening of roof
sheathing shall be with RSRS-03 (21/2″ × 0.131″ × 0.281″ head) nails.
g. Gypsum sheathing shall conform to ASTM C1396 and shall be installed in accordance with ASTM C1280 or GA 253 . Fiberboard sheathing shall conform to ASTM C208.
h. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at floor perimeters only. Spacing of fasteners
on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the
framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking.
i. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from the ceiling joist
to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 ksi = 6.895 MPa.
a. Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections are carbon steel and shall have mini-
mum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than
0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less. Connections using nails and staples of other materials, such as stainless steel, shall be designed by accepted
engineering practice or approved under Section R104.2.2.
b. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater.
d. Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically.
e. Spacing of fasteners not included in this table shall be based on Table R602.3(2).
f. For wood structural panel roof sheathing attached to gable end roof framing and to intermediate supports within 48 inches of roof edges and ridges, nails shall be spaced at 4
inches on center where the ultimate design wind speed is greater than 130 mph in Exposure B or greater than 110 mph in Exposure C. Fastener spacing applies where roof
framing specific gravity is 0.42 or larger.

Frequently asked questions

Can I drill holes in the web of a CFS stud for pipes/wires?

Yes — holes are typically placed in the web (not the flanges). The code prohibition in § R603.3.4 applies to flanges and lips; holes in webs must still follow manufacturer guidance, minimum edge distances, and any applicable standards or approved designs.

Are track splices allowed in the field?

Yes — tracks may be spliced per the code figure (Figure R603.3.5). Other structural member splices require an approved design per § R603.3.5.

Can I use an engineered header instead of the tables?

Yes — the code permits headers designed and constructed in accordance with AISI S240 or L‑shaped headers per AISI S230 as alternatives to the tabulated headers in § R603.6.

What if my header span is between table values?

Use the tabulated member that safely covers your actual span and site conditions (snow load/building width). If the table doesn’t list an applicable member, an engineered header (AISI S240) is required. § R603.6 and Table R603.6(1)–(6).

Where can I find the exact number of jack/king studs required?

The CRC directs you to Table R603.7(1) and Table R603.7(2) for the minimum number of jack and king studs and connection fastener counts; consult those tables in the code. The summary provisions about distribution are in § R603.7.

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California Residential Code