Skip to content

Chapter 8 — ROOF-CEILING CONSTRUCTION

Section R804 — COLD-FORMED STEEL ROOF FRAMING

2025 California Residential Code (Title 24, Part 2.5) · 2025 edition · updated 2026-07-29 · California

Italicized text is a California amendment to the model code, as printed in the official publication.

R804.1 General.

Elements shall be straight and free of any defects that would significantly affect their structural performance. Coldformed steel roof framing members shall be in accordance with the requirements of this section.

R804.1.1 Applicability limits. The provisions of this section shall control the construction of cold-formed steel roof framing for buildings not greater than 60 feet (18 288 mm) perpendicular to the joist, rafter or truss span, not greater than 40 feet (12 192 mm) in width parallel to the joist span or truss, less than or equal to three stories above grade plane and with roof slopes not less than 3:12 (25-percent slope) or greater than 12:12 (100-percent slope). Cold-formed steel roof framing constructed in accordance with the provisions of this section shall be limited to sites where the ultimate design wind speed is less than 140 miles per hour (63 m/s), Exposure Category B or C, and the ground snow load is less than or equal to 70 pounds per square foot (3350 Pa).

R804.1.1.1 Alternate applications. Cold-formed steel roof and ceiling framing for buildings exceeding the applicability limits of Section R804.1.1 is permitted to be designed and constructed in accordance with AISI S230, subject to the limits therein.

R804.1.2 In-line framing. Cold-formed steel roof framing constructed in accordance with Section R804 shall be located in line with the tolerances specified in AISI S240, Section B1.2.3.

R804.2 Structural framing.

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

R804.2.1 Material. Load-bearing, cold-formed steel framing members shall be cold formed to shape from structural quality sheet steel complying with the requirements of AISI S240, Section A3.

R804.2.2 Corrosion protection. Load-bearing, cold-formed steel framing shall have a protective coating complying with AISI S240, Section A4.

R804.2.3 Dimension, thickness and material grade. Load-bearing, cold-formed steel roof framing members shall comply with AISI S230, Section A4.3 and material grade requirements as specified in AISI S230, Section A4.4.

R804.2.4 Identification. Load-bearing, cold-formed steel framing members shall meet the product identification requirements of AISI S240, Section A5.5.

R804.2.5 Fastening requirements. Screws for steel-to-steel connections shall be installed with a minimum edge distance and center-to-center spacing of [1] / 2 inch (12.7 mm), shall be self-drilling tapping and shall conform to ASTM C1513. Structural sheathing shall be attached to cold-formed steel roof rafters with minimum No. 8 self-drilling tapping screws that conform to ASTM C1513. Screws for attaching structural sheathing to cold-formed steel roof 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 ceilings shall be attached to cold-formed steel joists with minimum No. 6 screws conforming to ASTM C954 or ASTM C1513 with a buglehead style and shall be installed in accordance with Section R805. For all connections, screws shall extend through the steel not fewer than three exposed threads. Fasteners shall have rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.

R804.2.6 Web holes, web hole reinforcing and web hole patching. Web holes in roof or ceiling joists shall comply with the conditions as prescribed in AISI S230, Section A4.5. Web holes not in conformance to the conditions of AISI S230, Section A4.5 shall be reinforced in accordance with the provisions of AISI S230, Section A4.6 or patched in accordance with the provisions of AISI S230, Section A4.7.

R804.3 Roof construction.

Cold-formed steel roof systems constructed in accordance with the provisions of this section shall consist of both ceiling joists and rafters in accordance with Figure R804.3 and fastened in accordance with Table R804.3.

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

ROOF-CEILING CONSTRUCTION

FIGURE R804.3—COLD-FORMED STEEL ROOF CONSTRUCTION

CEILING JOIST
½ IN. GYPSUM BOARD
LOAD-BEARING WALL
WHEN INSTALLED RAFTER SUPPORT
BRACE SHALL BE A MINIMUM OF
350s162-33 MIL C-SECTION, CONNECTED
TO EACH CEILING JOIST AND RAFTER
WITH 4 SCREWS AT EACH END (COPE
FLANGES OF BAR AT CEILING JOIST
CONNECTION OR USE GUSSET PLATE)		 6 IN. MAX. TO CENTER
OF SCREW PATTERN
EAVE OVERHANG
2 FT. MAX.
CEILING JOIST SPAN
LOAD-BEARING WALL SHALL BE
INSTALLED WHEN RAFTER BRACE
IS USED
LOAD-BEARING WALL

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

TABLE R804.3—ROOF FRAMING FASTENING SCHEDULEa, b

** DESCRIPTION OF BUILDING ELEMENTS** ** DESCRIPTION OF BUILDING ELEMENTS** ** DESCRIPTION OF BUILDING ELEMENTS** ** NUMBER AND SIZE OF FASTENERSa** ** NUMBER AND SIZE OF FASTENERSa** ** NUMBER AND SIZE OF FASTENERSa** ** NUMBER AND SIZE OF FASTENERSa** ** SPACING OF FASTENERS**
Roof sheathing
(oriented strand board or plywood) to rafter		 Roof sheathing
(oriented strand board or plywood) to rafter		 Roof sheathing
(oriented strand board or plywood) to rafter		 No. 8 screws No. 8 screws No. 8 screws No. 8 screws 6″ o.c. on edges and 12″
o.c. at interior supports.
6″ o.c. at gable end truss.
Gypsum board to ceiling joists Gypsum board to ceiling joists Gypsum board to ceiling joists No. 6 screws No. 6 screws No. 6 screws No. 6 screws 12″ o.c.
Gable end truss to endwall top track Gable end truss to endwall top track Gable end truss to endwall top track No. 10 screws No. 10 screws No. 10 screws No. 10 screws 12″ o.c.
Rafter to ceiling joist and to ridge member Rafter to ceiling joist and to ridge member Rafter to ceiling joist and to ridge member Minimum No. 10 screws, in accordance with Table R804.3.1.1(3) Minimum No. 10 screws, in accordance with Table R804.3.1.1(3) Minimum No. 10 screws, in accordance with Table R804.3.1.1(3) Minimum No. 10 screws, in accordance with Table R804.3.1.1(3) Evenly spaced, not less
than1/2″ from all edges.
Ceiling joist or
roof truss to
top track of
bearing wallb		 Ceiling joist or
truss spacing
(in.)		 Roof Span
(ft)		 Ultimate Design Wind Speed (mph) and Exposure Category Ultimate Design Wind Speed (mph) and Exposure Category Ultimate Design Wind Speed (mph) and Exposure Category Ultimate Design Wind Speed (mph) and Exposure Category Each ceiling joist or roof
truss.
Ceiling joist or
roof truss to
top track of
bearing wallb		 Ceiling joist or
truss spacing
(in.)		 Roof Span
(ft)		 130 B 115 C < 139 B 120 C 130 C < 139 C < 139 C
Ceiling joist or
roof truss to
top track of
bearing wallb		 16 24 3 3 4 5 5
Ceiling joist or
roof truss to
top track of
bearing wallb		 16 28 3 3 4 5 5
Ceiling joist or
roof truss to
top track of
bearing wallb		 16 32 3 4 5 6 6
Ceiling joist or
roof truss to
top track of
bearing wallb		 16 36 4 4 5 6 6
Ceiling joist or
roof truss to
top track of
bearing wallb		 16 40 4 4 6 7 7
Ceiling joist or
roof truss to
top track of
bearing wallb		 24 24 4 5 6 7 7
Ceiling joist or
roof truss to
top track of
bearing wallb		 24 28 4 5 6 8 8
Ceiling joist or
roof truss to
top track of
bearing wallb		 24 32 4 6 7 8 8
Ceiling joist or
roof truss to
top track of
bearing wallb		 24 36 4 6 8 9 9
Ceiling joist or
roof truss to
top track of
bearing wallb		 24 40 6 6 8 10 10
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mil = 0.0254 mm.
a. Screws are a minimum No. 10 unless noted otherwise.
b. Indicated number of screws shall be applied through the flanges of the truss or ceiling joist or through each leg of a 54 mil clip angle. See Section R804.3.8 for additional
requirements to resist uplift forces.

8-32 2025 CALIFORNIA RESIDENTIAL CODE

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

ROOF-CEILING CONSTRUCTION

R804.3.1 Ceiling joists. Cold-formed steel ceiling joists shall be in accordance with this section.

R804.3.1.1 Minimum ceiling joist size. Ceiling joist size and thickness shall be determined in accordance with the limits set forth in Tables R804.3.1.1(1) and R804.3.1.1(2). When determining the size of ceiling joists, the lateral support of the top flange shall be classified as unbraced, braced at midspan or braced at third points in accordance with Section R804.3.1.3. Where sheathing material is attached to the top flange of ceiling joists or where the bracing is spaced closer than at third points of the joists, the “third point” values from Tables R804.3.1.1(1) and R804.3.1.1(2) shall be used. Ceiling joists shall have a bearing support length of not less than 1 [1] / 2 inches (38 mm) and shall be connected to roof rafters (heel joint) with No. 10 screws in accordance with Figure R804.3.1.1 and Table R804.3.1.1(3).

Where continuous joists are framed across interior bearing supports, the interior bearing supports shall be located within 24 inches (610 mm) of midspan of the ceiling joist, and the individual spans shall not exceed the applicable spans in Tables R804.3.1.1(1) and R804.3.1.1(2).

Where the attic is to be used as an occupied space, the ceiling joists shall be designed in accordance with Section R505.

TABLE R804.3.1.1(1)—CEILING JOIST SPANS 10 PSF LIVE LOAD (NO ATTIC STORAGE)a, b, c, d

MEMBER DESIGNATION ALLOWABLE SPAN
(feet-inches)		 ALLOWABLE SPAN
(feet-inches)		 ALLOWABLE SPAN
(feet-inches)		 ALLOWABLE SPAN
(feet-inches)		 ALLOWABLE SPAN
(feet-inches)		 ALLOWABLE SPAN
(feet-inches)
MEMBER DESIGNATION ** Lateral support of top (compression) flange** ** Lateral support of top (compression) flange** ** Lateral support of top (compression) flange** ** Lateral support of top (compression) flange** ** Lateral support of top (compression) flange** ** Lateral support of top (compression) flange**
MEMBER DESIGNATION Unbraced Unbraced ** Midspan bracing** ** Midspan bracing** ** Third-point bracing** ** Third-point bracing**
MEMBER DESIGNATION ** Ceiling joist spacing**
(inches)		 ** Ceiling joist spacing**
(inches)		 ** Ceiling joist spacing**
(inches)		 ** Ceiling joist spacing**
(inches)		 ** Ceiling joist spacing**
(inches)		 ** Ceiling joist spacing**
(inches)
MEMBER DESIGNATION 16 ** 24** 16 24 16 24
350S162-33 9′-6″ 8′-6″ 11′-10″ 9′-10″ 11′-10″ 10′-4″
350S162-43 10′-4″ 9′-3″ 12′-10″ 11′-3″ 12′-10″ 11′-3″
350S162-54 11′-1″ 9′-11″ 13′-9″ 12′-0″ 13′-9″ 12′-0″
350S162-68 12′-2″ 10′-10″ 14′-9″ 12′-10″ 14′-9″ 12′-10″
550S162-33 10′-11″ 9′-10″ 15′-7″ 12′-0″ 16′-10″ 12′-0″
550S162-43 11′-8″ 10′-6″ 16′-10″ 14′-10″ 18′-4″ 16′-0″
550S162-54 12′-7″ 11′-3″ 18′-0″ 16′-2″ 19′-4″ 17′-2″
550S162-68 13′-7″ 12′-1″ 19′-3″ 17′-3″ 20′-6″ 18′-5″
800S162-33 — — — — — —
800S162-43 13′-1″ 11′-9″ 18′-9″ 16′-9″ 21′-2″ 18′-7″
800S162-54 13′-11″ 12′-6″ 20′-1″ 18′-1″ 21′-5″ 20′-5″
800S162-68 14′-11″ 13′-4″ 21′-4″ 19′-2″ 22′-9″ 21′-9″
1000S162-43 — — — — — —
1000S162-54 14′-10″ 13′-4″ 21′-4″ 19′-2″ 22′-8″ 21′-8″
1000S162-68 15′-10″ 14′-3″ 22′-9″ 20′-5″ 24′-3″ 23′-3″
1200S162-43 — — — — — —
1200S162-54 — — — — — —
1200S162-68 16′-8″ 14′-11″ 23′-11″ 21′-7″ 25′-5″ 24′-5″
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 pound per square foot = 0.0479 kPa.
a. Deflection criterion:L/240 for total loads.
b. Ceiling dead load = 5 psf.
c. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
d. Listed allowable spans are not applicable for 350S162-33, 550S162-33, 550S162-43 and 800S162-43 continuous joist members.

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

ROOF-CEILING CONSTRUCTION

TABLE R804.3.1.1(2)—CEILING JOIST SPANS 20 PSF LIVE LOAD (LIMITED ATTIC STORAGE)a, b, c, d

MEMBER DESIGNATION ALLOWABLE SPAN
(feet-inches)		 ALLOWABLE SPAN
(feet-inches)		 ALLOWABLE SPAN
(feet-inches)		 ALLOWABLE SPAN
(feet-inches)		 ALLOWABLE SPAN
(feet-inches)		 ALLOWABLE SPAN
(feet-inches)
MEMBER DESIGNATION ** Lateral support of top (compression) flange** ** Lateral support of top (compression) flange** ** Lateral support of top (compression) flange** ** Lateral support of top (compression) flange** ** Lateral support of top (compression) flange** ** Lateral support of top (compression) flange**
MEMBER DESIGNATION Unbraced Unbraced ** Midspan bracing** ** Midspan bracing** ** Third-point bracing** ** Third-point bracing**
MEMBER DESIGNATION ** Ceiling joist spacing**
(inches)		 ** Ceiling joist spacing**
(inches)		 ** Ceiling joist spacing**
(inches)		 ** Ceiling joist spacing**
(inches)		 ** Ceiling joist spacing**
(inches)		 ** Ceiling joist spacing**
(inches)
MEMBER DESIGNATION 16 24 16 24 16 24
350S162-33 8′-0″ 6′-5″ 9′-2″ 7′-5″ 9′-11″ 7′-5″
350S162-43 8′-11″ 7′-8″ 10′-9″ 8′-9″ 10′-0″ 9′-6″
350S162-54 9′-7″ 8′-7″ 11′-7″ 10′-2″ 11′-7″ 10′-2″
350S162-68 10′-4″ 9′-3″ 12′-5″ 10′-10″ 12′-5″ 10′-10″
550S162-33 9′-5″ 6′-11″ 10′-5″ 6′-11″ 10′-5″ 6′-11″
550S162-43 10′-2″ 9′-2″ 14′-2″ 11′-8″ 15′-2″ 11′-8″
550S162-54 10′-10″ 9′-9″ 15′-7″ 14′-0″ 16′-7″ 14′-5″
550S162-68 11′-8″ 10′-5″ 16′-7″ 14′-10″ 17′-9″ 15′-6″
800S162-33 — — — — — —
800S162-43 11′-4″ 10′-2″ 16′-1″ 11′-0″ 16′-6″ 11′-0″
800S162-54 12′-0″ 10′-10″ 17′-4″ 15′-7″ 18′-7″ 17′-7″
800S162-68 12′-10″ 11′-6″ 18′-6″ 16′-7″ 19′-11″ 18′-11″
1000S162-43 — — — — — —
1000S162-54 12′-10″ 11′-7″ 18′-5″ 16′-6″ 19′-8″ 18′-8″
1000S162-68 13′-8″ 12′-3″ 19′-8″ 17′-9″ 21′-1″ 20′-1″
1200S162-43 — — — — — —
1200S162-54 — — — — — —
1200S162-68 14′-5″ 12′-11″ 20′-9″ 18′-7″ 22′-0″ 21′-0″
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 pound per square foot = 0.0479 kPa.
a. Deflection criterion:L/240 for total loads.
b. Ceiling deal load = 5 psf.
c. Minimum Grade 33 ksi steel shall be used for 33 mil and 43 mil thicknesses. Minimum Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.
d. Listed allowable spans are not applicable for 350S162-33, 350S162-43, 550S162-33, 550S162-43 and 800S162-43 continuous joist members.

TABLE R804.3.1.1(3)—NUMBER OF SCREWS REQUIRED FOR CEILING JOIST TO ROOF RAFTER CONNECTIONa

TABLE R804.3.1.1(2)—CEILING JOIST SPANS 20 PSF LIVE LOAD (LIMITED ATTIC STORAGE)a, b, c, d

ROOF SLOPE NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS NUMBER OF SCREWS
ROOF SLOPE Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)		 Building width
(feet)
ROOF SLOPE 24 24 24 24 28 28 28 28 32 32 32 32 36 36 36 36 40 40 40 40
ROOF SLOPE Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)		 Ground snow load
(psf)
ROOF SLOPE 20 30 50 70 20 30 50 70 20 30 50 70 20 30 50 70 20 30 50 70
3/12 5 6 9 11 5 7 10 13 6 8 11 15 7 8 13 17 8 9 14 19
4/12 4 5 7 9 4 5 8 10 5 6 9 12 5 7 10 13 6 7 11 14
5/12 3 4 6 7 4 4 6 8 4 5 7 10 5 5 8 11 5 6 9 12
6/12 3 3 5 6 3 4 6 7 4 4 6 8 4 5 7 9 4 5 8 10
7/12 3 3 4 6 3 3 5 7 3 4 6 7 4 4 6 8 4 5 7 9
8/12 2 3 4 5 3 3 5 6 3 4 5 7 3 4 6 8 4 4 6 8
9/12 2 3 4 5 3 3 4 6 3 3 5 6 3 4 5 7 3 4 6 8
10/12 2 2 4 5 2 3 4 5 3 3 5 6 3 3 5 7 3 4 6 7
11/12 2 2 3 4 2 3 4 5 3 3 4 6 3 3 5 6 3 4 5 7
12/12 2 2 3 4 2 3 4 5 2 3 4 5 3 3 5 6 3 4 5 7
For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. Screws shall be No. 10.

8-34 2025 CALIFORNIA RESIDENTIAL CODE

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

FIGURE R804.3.1.1—JOIST TO RAFTER CONNECTION

ROOF-CEILING CONSTRUCTION

TRACK

CEILING JOIST

FASTEN RAFTER TO CEILING JOIST WITH MINIMUM NO. 10 SCREWS AS REQUIRED OR THROUGH CLIP ANGLE, PLATE OR OTHER APPROVED CONNECTOR

LOAD-BEARING STUD

For SI: 1 mil = 0.0254 mm.

FASTEN ROOF TO WALL

SCREWS THROUGH CEILING JOIST FLANGES, 54 MIL CLIP ANGLE (MINIMUM), STEEL

APPROVED CONNECTOR

R804.3.1.2 Ceiling joist bottom flange bracing. The bottom flanges of ceiling joists shall be laterally braced by the application of gypsum board or continuous steel straps installed perpendicular to the joist run in accordance with one of the following:

  1. Gypsum board shall be fastened with No. 6 screws in accordance with Section R702.
  2. Steel straps with a minimum size of 1 [1] / 2 inches by 33 mils (38 mm by 0.84 mm) shall be installed at a maximum spacing of 4 feet (1219 mm). Straps shall be fastened to the bottom flange at each joist with one No. 8 screw and shall be fastened to blocking with two No. 8 screws. Blocking shall be installed between joists at a maximum spacing of 12 feet (3658 mm) measured along a line of continuous strapping (perpendicular to the joist run), and at the termination of all straps.

R804.3.1.3 Ceiling joist top flange bracing. The top flanges of ceiling joists shall be laterally braced as required by Tables R804.3.1.1(1) and R804.3.1.1(2), in accordance with one of the following:

  1. Minimum 33-mil (0.84 mm) C-shaped member in accordance with Figure R804.3.1.3(1).
  2. Minimum 33-mil (0.84 mm) track section in accordance with Figure R804.3.1.3(1).
  3. Minimum 33-mil (0.84 mm) hat section in accordance with Figure R804.3.1.3(1).
  4. Minimum 54-mil (1.37 mm) 1 [1] / 2 -inch (38 mm) cold-rolled channel section in accordance with Figure R804.3.1.3(1).
  5. Minimum 1 [1] / 2 -inch by 33-mil (38 mm by 0.84 mm) continuous steel strap in accordance with Figure R804.3.1.3(2).

Lateral bracing shall be installed perpendicular to the ceiling joists and shall be fastened to the top flange of each joist with one No. 8 screw. Blocking shall be installed between joists in line with bracing at a maximum spacing of 12 feet (3658 mm) measured perpendicular to the joists. Ends of lateral bracing shall be attached to blocking or anchored to a stable building component with two No. 8 screws.

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

ROOF-CEILING CONSTRUCTION

FIGURE R804.3.1.3(1)—CEILING JOIST TOP FLANGE BRACING WITH C-SHAPED, TRACK OR COLD-ROLLED CHANNEL

ANCHORAGE AT END IS REQUIRED.

CEILING FRAMING MEMBERS. GYPSUM BOARD ON BOTTOM CHORD NOT SHOWN FOR CLARITY.

BRACING. USE 1 NO. 8 SCREW TO EACH JOIST.

FIGURE R804.3.1.3(2)—CEILING JOIST TOP FLANGE BRACING WITH CONTINUOUS STEEL STRAP AND BLOCKING

ANCHORAGE AT END IS REQUIRED.

SHORT SEGMENT OF

USED AS BLOCKING: AT STRAP SPLICE LOCATIONS, AT ENDS, AND AT MAX. 12 FT O.C.

For SI: 1 foot = 304.8 mm.

R804.3.1.4 Ceiling joist splicing. Splices in ceiling joists shall be permitted, if ceiling joist splices are supported at interior bearing points and are constructed in accordance with Figure R804.3.1.4. The number of screws on each side of the splice shall be the same as required for the heel joint connection in Table R804.3.1.1(3).

8-36 2025 CALIFORNIA RESIDENTIAL CODE

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

ROOF-CEILING CONSTRUCTION

FIGURE R804.3.1.4—SPLICED CEILING JOISTS

TRACK

For SI: 1 inch = 25.4 mm.

R804.3.2 Roof rafters. Cold-formed steel roof rafters shall be in accordance with this section.

R804.3.2.1 Minimum roof rafter sizes. Roof rafter size and thickness shall be determined in accordance with the limits set forth in Table R804.3.2.1(1) based on the horizontal projection of the roof rafter span. For determination of roof rafter sizes, reduction of roof spans shall be permitted where a roof rafter support brace is installed in accordance with Section R804.3.2.2. The reduced roof rafter span shall be taken as the larger of the distances from the roof rafter support brace to the ridge or to the heel measured horizontally.

For the purpose of determining roof rafter sizes in Table R804.3.2.1(1), ultimate design wind speeds shall be converted to equivalent ground snow loads in accordance with Table R804.3.2.1(2). Roof rafter sizes shall be based on the higher of the ground snow load or the equivalent snow load converted from the ultimate design wind speed.

TABLE R804.3.2.1(1)—ROOF RAFTER SPANSa, b, c, d

** MEMBER DESIGNATION** ** ALLOWABLE SPAN MEASURED HORIZONTALLY (feet-inches)** ** ALLOWABLE SPAN MEASURED HORIZONTALLY (feet-inches)** ** ALLOWABLE SPAN MEASURED HORIZONTALLY (feet-inches)** ** ALLOWABLE SPAN MEASURED HORIZONTALLY (feet-inches)** ** ALLOWABLE SPAN MEASURED HORIZONTALLY (feet-inches)** ** ALLOWABLE SPAN MEASURED HORIZONTALLY (feet-inches)** ** ALLOWABLE SPAN MEASURED HORIZONTALLY (feet-inches)** ** ALLOWABLE SPAN MEASURED HORIZONTALLY (feet-inches)**
** MEMBER DESIGNATION** ** Ground snow load (psf)** ** Ground snow load (psf)** ** Ground snow load (psf)** ** Ground snow load (psf)** ** Ground snow load (psf)** ** Ground snow load (psf)** ** Ground snow load (psf)** ** Ground snow load (psf)**
** MEMBER DESIGNATION** ** 20** ** 20** ** 30** ** 30** ** 50** ** 50** ** 70** ** 70**
** MEMBER DESIGNATION** ** Rafter spacing (inches)** ** Rafter spacing (inches)** ** Rafter spacing (inches)** ** Rafter spacing (inches)** ** Rafter spacing (inches)** ** Rafter spacing (inches)** ** Rafter spacing (inches)** ** Rafter spacing (inches)**
** MEMBER DESIGNATION** ** 16** ** 24** ** 16** ** 24** ** 16** ** 24** ** 16** ** 24**
550S162-33 13′-11″ 11′-4″ 11′-9″ 9′-7″ 9′-5″ 7′-8″ 8′-1″ 6′-7″
550S162-43 15′-9″ 13′-8″ 14′-3″ 11′-8″ 11′-4″ 9′-3″ 9′-9″ 7′-11″
550S162-54 16′-11″ 14′-10″ 15′-3″ 13′-4″ 13′-3″ 11′-7″ 12′-0″ 10′-6″
550S162-68 18′-2″ 15′-10″ 16′-5″ 14′-4″ 14′-3″ 12′-5″ 12′-11″ 11′-3″
800S162-33 16′-4″ 13′-4″ 13′-11″ 11′-4″ 11′-1″ 9′-0″ 9′-6″ 6′-7″
800S162-43 19′-7″ 16′-0″ 16′-8″ 13′-7″ 13′-4″ 10′-10″ 11′-5″ 9′-4″
800S162-54 22′-9″ 19′-11″ 20′-7″ 17′-11″ 17′-10″ 4′-9″ 15′-6″ 12′-7″
800S162-68 24′-7″ 21′-6″ 22′-2″ 19′-5″ 19′-3″ 16′-10″ 17′-5″ 14′-8″
1000S162-43 22′-2″ 18′-1″ 18′-10″ 15′-4″ 15′-1″ 12′-4″ 12′-11″ 10′-7″
1000S162-54 27′-1″ 23′-8″ 24′-6″ 20′-9″ 20′-5″ 16′-8″ 17′-6″ 14′-3″
1000S162-68 29′-5″ 25′-8″ 26′-6″ 23′-2″ 23′-0″ 19′-6″ 20′-6″ 16′-9″
1200S162-54 31′-3″ 27′-0″ 28′-1″ 22′-11″ 22′-6″ 18′-4″ 19′-4″ 15′-9″
1200S162-68 34′-0″ 29′-8″ 30′-8″ 26′-9″ 26′-6″ 21′-7″ 22′-8″ 18′-6″

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. Table provides maximum horizontal rafter spans in feet and inches for slopes between 3:12 and 12:12.
b. Deflection criteria:L/240 for live loads and_L_/180 for total loads.
c. Roof dead load = 12 psf.
d. Grade 33 ksi steel is permitted to be used for 33 mil and 43 mil thicknesses. Grade 50 ksi steel shall be used for 54 and 68 mil thicknesses.

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

ROOF-CEILING CONSTRUCTION

TABLE R804.3.2.1(2)—ULTIMATE DESIGN WIND SPEED TO EQUIVALENT SNOW LOAD CONVERSION

** ULTIMATE WIND**
SPEED AND EXPOSURE		 ** ULTIMATE WIND**
SPEED AND EXPOSURE		 ** EQUIVALENT GROUND SNOW LOAD (psf)** ** EQUIVALENT GROUND SNOW LOAD (psf)** ** EQUIVALENT GROUND SNOW LOAD (psf)** ** EQUIVALENT GROUND SNOW LOAD (psf)** ** EQUIVALENT GROUND SNOW LOAD (psf)** ** EQUIVALENT GROUND SNOW LOAD (psf)** ** EQUIVALENT GROUND SNOW LOAD (psf)** ** EQUIVALENT GROUND SNOW LOAD (psf)** ** EQUIVALENT GROUND SNOW LOAD (psf)** ** EQUIVALENT GROUND SNOW LOAD (psf)**
** ULTIMATE WIND**
SPEED AND EXPOSURE		 ** ULTIMATE WIND**
SPEED AND EXPOSURE		 ** Roof slope** ** Roof slope** ** Roof slope** ** Roof slope** ** Roof slope** ** Roof slope** ** Roof slope** ** Roof slope** ** Roof slope** ** Roof slope**
** Exposure** ** Wind speed**
(mph)		 ** 3:12** ** 4:12** ** 5:12**
 ** 6:12** ** 7:12** ** 8:12** ** 9:12** ** 10:12** ** 11:12** ** 12:12**
B 115 20 20 20 20 20 20 20 20 20 20
B 120 20 20 20 20 20 20 20 20 20 20
B 130 20 20 20 20 20 20 20 20 20 20
B < 140 20 20 20 20 20 20 20 30 30 30
C 115 20 20 20 20 20 20 20 20 30 30
C 120 20 20 20 20 20 20 20 30 30 50
C 130 20 20 30 30 30 30 30 30 50 50
C < 140 30 30 50 50 30 30 50 50 50 50
For SI: 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa.

R804.3.2.1.1 Eave overhang. Eave overhangs shall not exceed 24 inches (610 mm) measured horizontally.

R804.3.2.1.2 Rake overhangs. Rake overhangs shall not exceed the limitations provided for Option 1 or 2 in Figure R804.3.2.1.2. Outlookers at gable endwalls shall be installed in accordance with Figure R804.3.2.1.2. The required strength for uplift connectors required for Option 1 shall be determined in accordance with AISI S230, Table F3-4.

FIGURE R804.3.2.1.2—GABLE ENDWALL OVERHANG DETAILS

OPTION #1

350S162-33 BLOCKING

BETWEEN OUTLOOKERS

W/#8 SCREWS @ 6" O.C. TO WALL TRACK

(MIN.3 SCREWS EACH)

2-#8 SCREWS

(OUTLOOKER TO WALL TRACK)

#8 SCREWS @ 6" O.C. MAX (REF. AISI S230 TABLE F2-5)

350S162-33 (W/O HOLES)

ALIGN WITH EACH GABLE

GABLE END

WALL STUD

UPLIFT ANCHOR ATTACHED TO

EACH OUTLOOKER AND GABLE WALL STUD. (REF. AISI S230 TABLE F3-4 FOR REQUIRED CONNECTION

G #8
.

)
1'-0" MAX		 1'-0" MAX 1'-0" MIN 1'-0" MIN (RE
.

)
1'-0" MAX		 1'-0" MAX ROOF RAF
350S162-33
OUTLOOK R
ALIGN WITH
WALL STUD
UPLIFT ANC
EACH OUTL
WALL STUD
 ROOF RAF
350S162-33
OUTLOOK R
ALIGN WITH
WALL STUD
UPLIFT ANC
EACH OUTL
WALL STUD

STRENGTH)

OPTION #2 (NOT APPLICABLE FOR WIND SPEEDS > 130 mph)

#8 SCREWS @ 6" O.C. "MAX" (REF. AISI S230 TABLE F2-5)

350S162-33 @ 2'-0" O.C. W/CONTINUOUS TRACK

EACH END

2-#8 SCREWS

TO EACH STUD

WALL SHEATHING

GABLE END

WALL STUD

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.6 kph.

ROOF RAFTER

GABLE ENDWALL ARE NOT PERMITTED IN THIS REGION

UNLESS AN APPROVED TENSION TIE IS PROVIDED.

8-38 2025 CALIFORNIA RESIDENTIAL CODE

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

ROOF-CEILING CONSTRUCTION

R804.3.2.2 Roof rafter support brace. Where used to reduce roof rafter spans in determining roof rafter sizes, a roof rafter support brace shall meet all of the following conditions:

  1. Minimum 350S162-33 C-shaped brace member with maximum length of 8 feet (2438 mm).
  2. Minimum brace member slope of 45 degrees (0.785 rad) to the horizontal.
  3. Minimum connection of brace to a roof rafter and ceiling joist with four No.10 screws at each end.
  4. Maximum 6 inches (152 mm) between brace/ceiling joist connection and load-bearing wall below.
  5. Each roof rafter support brace greater than 4 feet (1219 mm) in length, shall be braced with a supplemental brace having a minimum size of 350S162-33 or 350T162-33 such that the maximum unsupported length of the roof rafter support brace is 4 feet (1219 mm). The supplemental brace shall be continuous and shall be connected to each roof rafter support brace using two No. 8 screws.

R804.3.2.3 Roof rafter splice. Roof rafters shall not be spliced.

R804.3.2.4 Roof rafter to ceiling joist and ridge member connection. Roof rafters shall be connected to a parallel ceiling joist to form a continuous tie between exterior walls in accordance with Figure R804.3.1.1 and Table R804.3.1.1(3). Ceiling joists 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 ceiling joist or by using a 54-mil (1.37 mm) clip angle with the required number of No.10 screws in each leg. Roof rafters shall be connected to a ridge member with a minimum 2-inch by 2-inch (51 mm by 51 mm) clip angle fastened with No. 10 screws to the ridge member in accordance with Figure R804.3.2.4 and Table R804.3.2.4. The clip angle shall have a steel thickness equivalent to or greater than the roof rafter thickness and shall extend the depth of the roof rafter member to the extent possible. The ridge member shall be fabricated from a C-shaped member and a track section that shall have a minimum size and steel thickness equivalent to or greater than that of adjacent roof rafters and shall be installed in accordance with Figure R804.3.2.4. The ridge member shall extend the full depth of the sloped roof rafter cut.

FIGURE R804.3.2.4\—RIDGE MEMBER CONNECTION

For SI: 1 inch = 25.4 mm.

TABLE R804.3.2.4—SCREWS REQUIRED AT EACH LEG OF CLIP ANGLE FOR ROOF RAFTER TO RIDGE MEMBER CONNECTIONa

** BUILDING WIDTH (feet)** ** NUMBER OF SCREWS** ** NUMBER OF SCREWS** ** NUMBER OF SCREWS** ** NUMBER OF SCREWS**
** BUILDING WIDTH (feet)** ** Ground snow load (psf)** ** Ground snow load (psf)** ** Ground snow load (psf)** ** Ground snow load (psf)**
** BUILDING WIDTH (feet)** ** 0 to 20** ** 21 to 30** ** 31 to 50** ** 51 to 70**
24 2 2 3 4
28 2 3 4 5
32 2 3 4 5
36 3 3 5 6
40 3 4 5 7
For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
a. Screws shall be No. 10 minimum.

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. 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.

8-40 2025 CALIFORNIA RESIDENTIAL CODE

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

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.

ty 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. At gable endwalls a ceiling diaphragm shall be provided by attaching a minimum [1] / 2 -inch (12.7 mm) gypsum board or a minimum [3] / 8 -inch (9.5 mm) wood structural panel sheathing, that complies with Section R803, to the bottom of ceiling joists or roof trusses and connected to wall framing in accordance with Figures R804.3.7.1(1) and R804.3.7.1(2), unless studs are designed as full height without bracing at the ceiling. Flat blocking shall consist of C-shaped or track section with a minimum thickness of 33 mils (0.84 mm). For a gypsum board sheathed ceiling, the diaphragm length shall be in accordance with Table R804.3.7.1. For a wood structural panel sheathed ceiling, the diaphragm length shall be not less than 12 feet (3658 mm) for building widths less than 36 feet (10 973 mm), or not less than 14 feet (4267 mm) for building widths greater than or equal to 36 feet (10 973 mm).

The ceiling diaphragm shall be secured with screws spaced at a maximum 6 inches (152 mm) o.c. at panel edges and a maximum 12 inches (305 mm) o.c. in the field. The required lengths in Table R804.3.7.1 for gypsum board sheathed ceiling diaphragms shall be permitted to be multiplied by 0.35 if all panel edges are blocked. Multiplying the required lengths in Table R804.3.7.1 for gypsum board sheathed ceiling diaphragms by 0.9 shall be permitted if all panel edges are secured with screws spaced at 4 inches (102 mm) o.c.

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

ROOF-CEILING CONSTRUCTION

TABLE R804.3.7.1—REQUIRED LENGTHS FOR CEILING DIAPHRAGMS AT
GABLE ENDWALLS GYPSUM BOARD SHEATHED, CEILING HEIGHT = 8 FEETa, b, c, d, e, f, g

** EXPOSURE CATEGORY** ** EXPOSURE CATEGORY** ** ULTIMATE DESIGN WIND SPEED (mph)** ** ULTIMATE DESIGN WIND SPEED (mph)** ** ULTIMATE DESIGN WIND SPEED (mph)** ** ULTIMATE DESIGN WIND SPEED (mph)** ** ULTIMATE DESIGN WIND SPEED (mph)** ** ULTIMATE DESIGN WIND SPEED (mph)**
** B** ** B** ** 115** ** 120** ** 130** ** < 140** ** —** ** —**
** C** ** C** ** —** ** —** ** 115** ** 120** ** 130** ** < 140**
** Roof pitch** ** Building endwall width**
(feet)		 ** Minimum diaphragm length**
(feet)		 ** Minimum diaphragm length**
(feet)		 ** Minimum diaphragm length**
(feet)		 ** Minimum diaphragm length**
(feet)
3:12 to 6:12 24–28 16 18 24 26 30 34
3:12 to 6:12 > 28–32 20 20 26 32 34 40
3:12 to 6:12 > 32–36 24 26 30 36 42 46
3:12 to 6:12 > 36–40 26 28 36 40 48 52
6:12 to 9:12 > 24–28 20 20 26 30 34 38
6:12 to 9:12 > 28–32 24 26 30 36 42 46
6:12 to 9:12 > 32–36 26 30 38 42 48 54
6:12 to 9:12 > 36–40 30 34 40 50 56 62
9:12 to 12:12 > 24–28 22 24 30 34 38 44
9:12 to 12:12 > 28–32 26 28 36 40 46 52
9:12 to 12:12 > 32–36 30 32 40 48 54 62
9:12 to 12:12 > 36–40 36 38 48 56 64 72

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm, 1 mil = 0.0254 mm.
a. Ceiling diaphragm is composed of1/2-inch gypsum board (min. thickness) secured with screws spaced at 6 inches o.c. at panel edges and 12 inches o.c. infield. Use No. 8
screws (min.) where framing members have a designation thickness of 54 mils or less and No. 10 screws (min.) where framing members have a designation thickness greater
than 54 mils.
b. Maximum aspect ratio (length/width) of diaphragms is 2:1.
c. Building width is in the direction of horizontal framing members supported by the wall studs.
d. Required diaphragm lengths are to be provided at each end of the structure.
e. Multiplying required diaphragm lengths by 0.35 is permitted if all panel edges are blocked.
f. Multiplying required diaphragm lengths by 0.9 is permitted if all panel edges are secured with screws spaced at 4 inches o.c.
g. To determine the minimum diaphragm length for buildings with ceiling heights of 9 feet or 10 feet values in this table shall be multiplied by 1.15.

FIGURE R804.3.7.1(1)—CEILING DIAPHRAGM TO GABLE ENDWALL DETAIL

CEILING JOISTS

FLAT STUD OR TRACK BLOCKING AT 48 IN. O.C. AT FIRST TWO JOIST SPACES

3 NO. 8 SCREWS AT EACH STUD

STUD BLOCKING AT CEILING ELEVATION

GABLE

ENDWALL

STUDS

For SI: 1 inch = 25.4 mm.

8-42 2025 CALIFORNIA RESIDENTIAL CODE

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

FIGURE R804.3.7.1(2)—CEILING DIAPHRAGM TO SIDEWALL DETAIL

ROOF-CEILING CONSTRUCTION

ROOF RAFTER (OR TRUSS TOP CHORD)

CEILING JOIST (OR TRUSS BOTTOM CHORD)

WOOD STRUCTURAL

PANEL OR GYPSUM

BOARD DIAPHRAGM

350T125-33 TRACK

ROOF SHEATHING

ROOF BLOCKING

NO. 8 SCREWS AT 6 IN. O.C.

STRUCTURAL WALL

For SI: 1 inch = 25.4 mm.

R804.3.7.2 Roof diaphragm. A roof diaphragm shall be provided by attaching not less than [3] / 8 -inch (9.5 mm) wood structural panel that complies with Section R803 to roof rafters or truss top chords in accordance with Table R804.3. Buildings with 3:1 or larger plan aspect ratio and with roof rafter slope (pitch) of 9:12 or larger shall have the roof rafters and ceiling joists blocked in accordance with Figure R804.3.7.2.

FIGURE R804.3.7.2—ROOF BLOCKING DETAIL

BE ATTACHED TO OUTSIDE FACE OF SHEATHING OR PREFERABLY DIRECTLY TO TRACK FLANGE PRIOR TO SHEATHING PLACEMENT AS SHOWN

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

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

ROOF-CEILING CONSTRUCTION

R804.3.8 Roof tie-down. Roof assemblies shall be connected to walls below in accordance with Table R804.3. A continuous load path shall be provided to transfer uplift loads to the foundation.

Get a plain-English answer with a citation back to this text.

Ask AI about this code
▸ Contents — 2025 California Residential Code (Title 24, Part 2.5)
2025 California Residential Code (Title 24, Part 2.5)
  1. Chapter 1 — ADMINISTRATION
  2. Chapter 2 — DEFINITIONS
  3. Chapter 3 — BUILDING PLANNING
  4. Chapter 4 — FOUNDATIONS
  5. Chapter 5 — FLOORS
  6. Chapter 6 — WALL CONSTRUCTION
  7. Chapter 7 — WALL COVERING
  8. ▸ Chapter 8 — ROOF-CEILING CONSTRUCTION
    Overview
    1. Section R801 — GENERAL
    2. Section R802 — WOOD ROOF FRAMING
    3. Section R803 — ROOF SHEATHING
    4. Section R804 — COLD-FORMED STEEL ROOF FRAMING
    5. Section R805 — CEILING FINISHES
    6. Section R806 — ROOF VENTILATION
    7. Section R807 — ATTIC ACCESS
  9. Chapter 9 — ROOF ASSEMBLIES
  10. Chapter 10 — CHIMNEYS AND FIREPLACES
  11. Chapter 44 — REFERENCED STANDARDS
  12. Appendix AA — BOARD OF APPEALS
  13. Appendix AB — PERMIT FEES
  14. Appendix AC — RESERVED
  15. Appendix BA — RESERVED
  16. Appendix BB — TINY HOUSES
  17. Appendix BC — RESERVED
  18. Appendix BD — RESERVED
  19. Appendix BE — RADON CONTROL METHODS
  20. Appendix BF — PATIO COVERS
  21. Appendix BG — SOUND TRANSMISSION
  22. Appendix BH — AUTOMATIC VEHICULAR GATES
  23. Appendix BI — LIGHT STRAW-CLAY CONSTRUCTION
  24. Appendix BJ — STRAWBALE CONSTRUCTION
  25. Appendix BK — COB CONSTRUCTION (MONOLITHIC ADOBE)
  26. Appendix BL — HEMP-LIME (HEMPCRETE) CONSTRUCTION
  27. Appendix BM — 3D-PRINTED BUILDING CONSTRUCTION
  28. Appendix BN — EXTENDED PLATE WALL CONSTRUCTION
  29. Appendix BO — EXISTING BUILDINGS AND STRUCTURES
  30. Appendix CA — RESERVED
  31. Appendix CB — RESERVED
  32. Appendix CC — RESERVED
  33. Appendix CD — RESERVED
  34. Appendix CE — RESERVED
  35. Appendix CF — RESERVED
  36. Appendix CG — NONSEWERED SANITATION SYSTEMS
  37. Appendix CH — PRIVATE SEWAGE DISPOSAL
  38. Appendix CI — SWIMMING POOL SAFETY ACT
  39. Appendix CJ — EMERGENCY HOUSING
  40. Appendix CK — AREAS PROTECTED BY THE FACILITIES OF THE CENTRAL…

GoCodebook provides public access, search, citation, multilingual explanation, and practical interpretation of legally adopted building regulations. It is not a substitute for the official ICC or California code publications.