CRC · California Residential Code

What are the prescriptive stud sizes, heights and spacing limits?

Plain English summary: The CRC requires that wood studs be sized, spaced and limited in unsupported height according to Table R602.3(5) and § R602.3.1. Pick the stud size and the correct loading column (roof only, one floor + roof, two floors + roof, or nonbearing), then do not exceed the table’s laterally unsupported height or the maximum on‑center spacing; several exceptions (utility grade, limited 2×6 increases, and alternate table allowances) and the sheathing/bridging requirements can modify those limits — otherwise use engineered design.

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Last reviewed: July 6, 2026

What the code requires — in plain English

The California Residential Code states that the size, height and spacing of wood studs must follow Table R602.3(5) and the requirements of § R602.3.1. In short: pick the stud size from the table and do not exceed the tabulated laterally unsupported stud height or the maximum spacing (on center) for the loading condition the wall supports. § R602.3.1 and § Table R602.3(5) control the prescriptive limits.

The single most important rule: the permitted stud size, allowable clear (unsupported) stud height and maximum spacing are those shown in Table R602.3(5) and the exceptions in § R602.3.1. Always verify the row that matches the wall’s loading (roof only, one floor + roof, two floors + roof, or nonbearing).

Definitions (first mention):

stud — the vertical framing member in a wall.
laterally unsupported stud height — the clear distance between points of lateral support (distance the stud can span without lateral bracing).
on center (o.c.) — spacing measured from the centerline of one stud to the centerline of the next.

Requirements in detail

How to read the table

Locate the row for the stud nominal size (2×3, 2×4, 3×4, 2×5, 2×6) and the column for the wall’s load condition (roof only, one floor + roof, two floors + roof, or nonbearing). Use the listed laterally unsupported stud height (feet) and the maximum spacing (inches) for your situation. Table R602.3(5) contains these values and footnotes; it is the controlling prescriptive table. § R602.3.1 directs use of that table.

Quick reference (decision‑relevant values)

Stud size (nominal)	Laterally unsupported stud height (ft)	Max spacing — roof only (in)	Max spacing — one floor + roof (in)	Max spacing — two floors + roof (in)	Max spacing — one-floor-height (in)	Nonbearing laterally unsupported height (ft)	Nonbearing spacing (in)	Code Reference
2 × 3	—	—	—	—	—	10	16	§ Table R602.3(5)
2 × 4	10	24 (see footnote c)	16 (see footnote c)	—	24	14	24	§ Table R602.3(5)
3 × 4	10	24	24	16	24	14	24	§ Table R602.3(5)
2 × 5	10	24	24	—	24	16	24	§ Table R602.3(5)
2 × 6	10	24	24	16	24	20	24	§ Table R602.3(5)

Notes from the table (see table footnotes and the section):

The listed heights are distances between points of lateral support placed perpendicular to the plane of the wall; bearing walls must be sheathed on at least one side or have bridging not more than 4 ft apart measured vertically at either end of the stud. Increases in unsupported height are permitted only per Exception 2 of § R602.3.1 or by engineered design.
2 × 3 studs are not permitted for exterior walls.
A 2 × 4 used for a habitable attic assembly is limited to a roof span of 32 ft per the table footnote.

The three prescriptive exceptions (summarized)

Utility‑grade studs: limited to 16 in o.c., cannot support more than a roof and ceiling, and maximum heights of 8 ft for exterior/load-bearing walls or 10 ft for interior nonbearing walls. See § R602.3.1 Exception 1.
Increased heights for 2×6 under mild loads: where ground snow load ≤ 25 psf and ultimate design wind speed ≤ 130 mph, 2×6 studs supporting a roof load with ≤ 6 ft tributary length may be increased to 18 ft (at 16 in o.c.) or 20 ft (at 12 in o.c.), provided studs are No. 2 grade or better. See § R602.3.1 Exception 2.
Alternate provision for exterior load‑bearing studs ≤ 12 ft: permitted per Table R602.3(6) when other stated conditions (Exposure B, roof live load ≤ 20 psf, ground snow ≤ 30 psf, studs and plates No. 2 grade or better) are met; minimum full‑height studs adjacent to openings must follow § R602.7.5. See § R602.3.1 Exception 3.

Exceptions & special cases

Do not assume the table limits always apply unchanged — footnotes and the three exceptions in § R602.3.1 modify allowable heights and spacing in specific circumstances (utility grade, low snow/wind conditions for 2×6, and Table R602.3(6) alternate allowances).
Sheathing or bridging requirement: the lateral unsupported heights in the table presume lateral support as described in the table footnote (sheathing on at least one side or bridging at ≤ 4 ft vertical spacing). If you remove or change lateral support, you must use engineered design or follow Exception 2 where applicable.
Habitable attic limit for 2×4: a habitable attic supported by 2×4 studs is limited to a 32 ft roof span; if roof span exceeds 32 ft, use 2×6 studs or engineered design.

Common mistakes

Reading the table without noting the specific loading column (roof only vs. one floor vs. two floors). The permitted spacing changes with the load condition.
Forgetting the utility‑grade limits (utility studs have stricter height/spacing limits).
Confusing laterally unsupported stud height with story height — the table uses lateral support spacing; story height limits are in § R301.3 and are related but distinct.
Omitting the sheathing/bridging requirement; doing so can make a tabulated unsupported height invalid without engineered design.

Worked example — step‑by‑step

Scenario: single‑story home, exterior load‑bearing wall that supports one floor plus roof/ceiling (typical first‑floor perimeter wall). You plan to use No. 2 grade 2×4 studs and want to know maximum stud spacing and allowable unsupported height.

Find the stud row 2 × 4 in Table R602.3(5) and the column for supporting one floor plus a roof/ceiling assembly. The table shows maximum spacing = 16 in and laterally unsupported stud height = 10 ft for 2×4 in that loading condition. Therefore: use 2×4 studs at 16 in o.c. and do not exceed 10 ft clear unsupported stud height unless you apply a code exception or engineering. § Table R602.3(5) and § R602.3.1.

If your wall clear height is 9 ft, 2×4 at 16 in o.c. is acceptable per the table. If you needed a 12‑ft clear height, you would either need to upsize to 2×6 and check the table/exception conditions, or use engineered framing — you cannot simply exceed the table height.

Related provisions

§ R602.3.1 — Stud size, height and spacing (controlling section for the table)
§ Table R602.3(5) — Size, height and spacing of wood studs (prescriptive table)
§ R602.3.1 Exception 2 — Increased 2×6 heights under limited snow/wind conditions (see exception text)
§ R602.7.5 — Minimum number of full‑height studs adjacent to openings (referenced by exceptions)
§ R602.10 — Wall bracing requirements (sheathing/bridging referenced by table footnotes)
§ R301.3 — Story height limits and relationship to allowable stud heights (applies when checking story limits)

Code references

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

CRC § 25.4 High relevance — show source text
STUDS OR
TRIMMERS|JACK STUDS OR
TRIMMERS|JACK STUDS OR
TRIMMERS|JACK STUDS OR
TRIMMERS|JACK STUDS OR
TRIMMERS|JACK STUDS OR
TRIMMERS|JACK STUDS OR
TRIMMERS|JACK STUDS OR
TRIMMERS|JACK STUDS OR
TRIMMERS||||||||| ||||||||||||||||||||||||||||||| ||||||||||||||||||||||||||||||| ||||||||||||||||||||||||||||||| ||||||||||||||||||||||||||||||| ||||||||||||||||||||||||||||||| ||||||||||||||||||||||||||||||| |||||||||||||||||||||||||||||||

APPLY APPROVED SHEATHING OR BRACE EXTERIOR WALLS WITH 1 IN. BY 4 IN. BRACES LET INTO STUDS AND PLATES AND EXTENDING FROM BOTTOM PLATE TO TOP PLATE, OR OTHER APPROVED METAL STRAP DEVICES INSTALLED IN ACCORDANCE WITH THE MANUFACTURER’S SPECIFICATIONS. SEE SECTION R602.10.

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

NOTE: A THIRD STUD AND/OR PARTITION INTERSECTION BACKING STUDS SHALL BE PERMITTED TO BE OMITTED THROUGH THE USE OF WOOD BACKUP CLEATS, METAL DRYWALL CLIPS OR OTHER APPROVED DEVICES THAT WILL SERVE AS ADEQUATE BACKING FOR THE FACING MATERIALS.

6-12 2025 CALIFORNIA RESIDENTIAL CODE

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

WALL CONSTRUCTION

R602.3.1 Stud size, height and spacing. 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. Where ground snow loads are less than or equal to 25 pounds per square foot (1.2 kPa), and the ultimate design wind speed is less than or equal to 130 mph (58.1 m/s), 2-inch by 6-inch (38 mm by 140 mm) studs supporting a roof load with not more than 6 feet (1829 mm) of tributary length shall have a maximum height of 18 feet (5486 mm) where spaced at 16 inches (406 mm) on center, or 20 feet (6096 mm) where spaced at 12 inches (305 mm) on center. Studs shall be No. 2 grade lumber or better.
3. Exterior load-bearing studs not exceeding 12 feet (3658 mm) in height provided in accordance with Table R602.3(6). The minimum number of full-height studs adjacent to openings shall be in accordance with Section R602.7.5. The building shall be located in Exposure B, the roof live load shall not exceed 20 psf (0.96 kPa), and the ground snow load shall not exceed 30 psf (1.4 kPa). Studs and plates shall be No. 2 grade lumber or better.
CRC § 25.4 High relevance — show source text
plus a**
roof-ceiling
assembly or a
habitable attic
assembly
(inches)|** Maximum**
spacing where
supporting one
floor heighta
(inches)|** 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.
a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Bearing walls shall be sheathed on not less than one side or bridg-
ing shall be installed not greater than 4 feet apart measured vertically from either end of the stud. Increases in unsupported height are permitted where in compliance with
Exception 2 of Section R602.3.1 or designed in accordance with accepted engineering practice.
b. Shall not be used in exterior walls.
c. 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.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Bearing walls shall be sheathed on not less than one side or bridg-
ing shall be installed not greater than 4 feet apart measured vertically from either end of the stud. Increases in unsupported height are permitted where in compliance with
Exception 2 of Section R602.3.1 or designed in accordance with accepted engineering practice.
b. Shall not be used in exterior walls.
c. 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.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Bearing walls shall be sheathed on not less than one side or bridg-
ing shall be installed not greater than 4 feet apart measured vertically from either end of the stud. Increases in unsupported height are permitted where in compliance with
Exception 2 of Section R602.3.1 or designed in accordance with accepted engineering practice.
b. Shall not be used in exterior walls.
c. A habitable attic assembly supported by 2 × 4 studs is limited to a roof span of 32 feet.

CRC § 3.1 High relevance — show source text

Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Bearing walls shall be sheathed on not less than one side or bridg-
ing shall be installed not greater than 4 feet apart measured vertically from either end of the stud. Increases in unsupported height are permitted where in compliance with
Exception 2 of Section R602.3.1 or designed in accordance with accepted engineering practice.
b. Shall not be used in exterior walls.
c. 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.|

2025 CALIFORNIA RESIDENTIAL CODE 6-9

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

WALL CONSTRUCTION

TABLE R602.3(6)—ALTERNATE WOOD BEARING WALL STUD SIZE, HEIGHT AND SPACING	Col2	Col3	Col4	Col5	Col6	Col7	Col8	Col9
STUD HEIGHT	SUPPORTING	STUD SPACINGa	ULTIMATE DESIGN WIND SPEED	ULTIMATE DESIGN WIND SPEED	ULTIMATE DESIGN WIND SPEED	ULTIMATE DESIGN WIND SPEED	ULTIMATE DESIGN WIND SPEED	ULTIMATE DESIGN WIND SPEED
STUD HEIGHT	SUPPORTING	STUD SPACINGa	115 mph	115 mph	130 mphb	130 mphb	140 mphb	140 mphb
STUD HEIGHT	SUPPORTING	STUD SPACINGa	Maximum roof/floor spanc	Maximum roof/floor spanc	Maximum roof/floor spanc	Maximum roof/floor spanc	Maximum roof/floor spanc	Maximum roof/floor spanc
STUD HEIGHT	SUPPORTING	STUD SPACINGa	12 ft	24 ft	12 ft	24 ft	12 ft	24 ft
11 ft	Roof only	12 in	2 × 4	2 × 4	2 × 4	2 × 4	2 × 4	2 × 4
11 ft	Roof only	16 in	2 × 4	2 × 4	2 × 4	2 × 6	2 × 4	2 × 6
11 ft	Roof only	24 in	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6
11 ft	Roof and one floor	12 in	2 × 4	2 × 6	2 × 4	2 × 6	2 × 4	2 × 6
11 ft	Roof and one floor	16 in	2 × 6	2 × 6	2 × 6	2 × 6	2 × 6	2 ×

CRC § 25.4 High relevance — show source text

HEIGHT AND SPACING OF WOOD STUDSc	Col2	Col3	Col4	Col5	Col6	Col7
STUD SIZE (inches)	BEARING WALLS	BEARING WALLS	BEARING WALLS	BEARING WALLS	NONBEARING WALLS	NONBEARING WALLS
STUD SIZE (inches)	Laterally unsup- ported stud heighta (feet)	Supporting roof and ceiling only	Supporting one floor, roof and ceiling	Supporting two floors, roof and ceiling	Laterally unsup- ported stud heighta (feet)	Spacing (inches)
STUD SIZE (inches)	Laterally unsup- ported stud heighta (feet)	Spacing (inches)	Spacing (inches)	Spacing (inches)	Spacing (inches)	Spacing (inches)
2 × 3b	—	—	—	—	10	16
2 × 4	10	24	16	—	14	24
3 × 4	10	24	24	16	14	24
2 × 5	10	24	24	—	16	24
2 × 6	10	24	24	16	20	24
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. 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 an analysis. b. Shall not be used in exterior walls. c. Utility-grade studs shall not be spaced more than 16 inches on center or support more than a roof and ceiling, or exceed 8 feet in height for exterior walls and load-bearing walls or 10 feet for interior nonload-bearing walls.	For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. 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 an analysis. b. Shall not be used in exterior walls. c. Utility-grade studs shall not be spaced more than 16 inches on center or support more than a roof and ceiling, or exceed 8 feet in height for exterior walls and load-bearing walls or 10 feet for interior nonload-bearing walls.	For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. 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 an analysis. b. Shall not be used in exterior walls. c. Utility-grade studs shall not be spaced more than 16 inches on center or support more than a roof and ceiling, or exceed 8 feet in height for exterior walls and load-bearing walls or 10 feet for interior nonload-bearing walls.	For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a.

CRC § 25.4 High relevance — show source text

Wall sheathing not exposed to the weather. If the panels are applied horizontally, the end joints of the panel shall be offset so that four panel corners will not meet. Panel
edges must be supported. Leave a1/16-inch gap between panels and nail not less than3/8 inch from panel edges.|

TABLE R602.3(5)—SIZE, HEIGHT AND SPACING OF WOOD STUDSa	Col2	Col3	Col4	Col5	Col6	Col7	Col8
STUD SIZE (inches)	BEARING WALLS	BEARING WALLS	BEARING WALLS	BEARING WALLS	BEARING WALLS	NONBEARING WALLS	NONBEARING WALLS
STUD SIZE (inches)	Laterally unsupported stud heighta (feet)	Maximum spacing where supporting a roof-ceiling assembly or a habitable attic assembly, only (inches)	Maximum spacing where supporting one floor, plus a roof- ceiling assembly or a habitable attic assembly (inches)	Maximum spacing where supporting two floors, plus a roof-ceiling assembly or a habitable attic assembly (inches)	Maximum spacing where supporting one floor heighta (inches)	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. a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Bearing walls shall be sheathed on not less than one side or bridg- ing shall be installed not greater than 4 feet apart measured vertically from either end of the stud. Increases in unsupported height are permitted where in compliance with Exception 2 of Section R602.3.1 or designed in accordance with accepted engineering practice. b. Shall not be used in exterior walls. c. A habitable attic assembly supported by 2 × 4 studs is limited to a roof span of 32 feet.

CRC § 25.4 High relevance — show source text
2′ o.c.|≤ 140|A, B, C, D0, D1, D2|H g ≤ 10|NA|None required| |2 × 6 nonload-bearing wood studsf
at max. 6′ o.c.|≤ 140|A, B, C, D0, D1, D2|H g ≤ 12|NA|None required| |For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
NA = Not Applicable.
a. Finishes applied to both sides of stacked bales. Where different finishes are used on opposite sides of a wall, the more restrictive requirements shall apply.
b.H = Stacked bale height in feet (mm) between sill plate and top plate or other approved horizontal restraint, or the horizontal distance in feet (mm) between approved verti-
cal restraints. For load-bearing walls,H refers to vertical height only.
c.T = Bale thickness in feet (mm).
d. Plaster reinforcement shall be any mesh allowed in Table BJ106.13(1) for the matching plaster type, and with staple spacing in accordance with this table. Mesh shall be
installed in accordance with Section BJ106.9.
e. Sill plate attachment shall be with5/8-inch anchor bolts or approved equivalent at not more than 48 inches on center where staple spacing is required to be ≤ 4 inches.
f. Bales shall be attached to the studs by an approved method. Horizontal framing and attachment at top and bottom of studs shall be in accordance with Section R602 or an
approved alternative. Table R602.7(1) shall be used to determine the top framing member where load-bearing stud spacing exceeds 24 inches o.c.
g.H is vertical height only.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
NA = Not Applicable.
a. Finishes applied to both sides of stacked bales. Where different finishes are used on opposite sides of a wall, the more restrictive requirements shall apply.
b.H = Stacked bale height in feet (mm) between sill plate and top plate or other approved horizontal restraint, or the horizontal distance in feet (mm) between approved verti-
cal restraints. For load-bearing walls,H refers to vertical height only.
c.T = Bale thickness in feet (mm).
d. Plaster reinforcement shall be any mesh allowed in Table BJ106.13(1) for the matching plaster type, and with staple spacing in accordance with this table. Mesh shall be
installed in accordance with Section BJ106.9.
e. Sill plate attachment shall be with5/8-inch anchor bolts or approved equivalent at not more than 48 inches on center where staple spacing is required to be ≤ 4 inches.
f. Bales shall be attached to the studs by an approved method. Horizontal framing and attachment at top and bottom of studs shall be in accordance with Section R602 or an
approved alternative.
CRC § 0.5 High relevance — show source text
B, C, D0, D1, D2|10 <H ≤ 12|H ≤ 8_T_ 0.5
(H ≤ 140_T_ 0.5)|≤ 4 inchese| |Reinforcedd cement, cement-lime,
lime or soil-cement plaster|≤ 140|A, B, C, D0, D1, D2|H ≤ 10|H ≤ 9_T_ 0.5
(H ≤ 157_T_ 0.5)|≤ 6 inches| |Reinforcedd cement, cement-lime,
lime or soil-cement plaster|≤ 155|A, B, C, D0, D1, D2|H ≤ 12|H ≤ 9_T_ 0.5
(H ≤ 157_T_ 0.5)|≤ 4 inchese| |2 × 6 load-bearing wood studsf at
max. 6′ o.c.|≤ 140|A, B, C, D0, D1, D2|H g ≤ 9|NA|None required| |2 × 6 load-bearing wood studsf at
max. 4′ o.c.|≤ 140|A, B, C, D0, D1, D2|H g ≤ 10|NA|None required| |2 × 6 load-bearing wood studsf at
max. 2′ o.c.|≤ 140|A, B, C, D0, D1, D2|H g ≤ 12|NA|None required| |2 × 4 load-bearing wood studsf at
max. 2′ o.c.|≤ 140|A, B, C, D0, D1, D2|H g ≤ 10|NA|None required| |2 × 6 nonload-bearing wood studsf
at max. 6′ o.c.|≤ 140|A, B, C, D0, D1, D2|H g ≤ 12|NA|None required| |For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
NA = Not Applicable.
a. Finishes applied to both sides of stacked bales. Where different finishes are used on opposite sides of a wall, the more restrictive requirements shall apply.
b.H = Stacked bale height in feet (mm) between sill plate and top plate or other approved horizontal restraint, or the horizontal distance in feet (mm) between approved verti-
cal restraints. For load-bearing walls,H refers to vertical height only.
c.T = Bale thickness in feet (mm).
d. Plaster reinforcement shall be any mesh allowed in Table BJ106.13(1) for the matching plaster type, and with staple spacing in accordance with this table. Mesh shall be
installed in accordance with Section BJ106.9.
e. Sill plate attachment shall be with5/8-inch anchor bolts or approved equivalent at not more than 48 inches on center where staple spacing is required to be ≤ 4 inches.
f. Bales shall be attached to the studs by an approved method. Horizontal framing and attachment at top and bottom of studs shall be in accordance with Section R602 or an
approved alternative.

CRC § 25.4 High relevance — show source text

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.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Bearing walls shall be sheathed on not less than one side or bridg-
ing shall be installed not greater than 4 feet apart measured vertically from either end of the stud. Increases in unsupported height are permitted where in compliance with
Exception 2 of Section R602.3.1 or designed in accordance with accepted engineering practice.
b. Shall not be used in exterior walls.
c. 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.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Bearing walls shall be sheathed on not less than one side or bridg-
ing shall be installed not greater than 4 feet apart measured vertically from either end of the stud. Increases in unsupported height are permitted where in compliance with
Exception 2 of Section R602.3.1 or designed in accordance with accepted engineering practice.
b. Shall not be used in exterior walls.
c. 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.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Bearing walls shall be sheathed on not less than one side or bridg-
ing shall be installed not greater than 4 feet apart measured vertically from either end of the stud. Increases in unsupported height are permitted where in compliance with
Exception 2 of Section R602.3.1 or designed in accordance with accepted engineering practice.
b. Shall not be used in exterior walls.
c. 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.|

2025 CALIFORNIA RESIDENTIAL CODE 6-9

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

WALL CONSTRUCTION

TABLE R602.3(6)—ALTERNATE WOOD BEARING WALL STUD SIZE, HEIGHT AND SPACING	Col2	Col3	Col4	Col5	Col6	Col7	Col8	Col9
STUD HEIGHT	SUPPORTING	STUD SPACINGa	ULTIMATE DESIGN WIND SPEED	ULTIMATE DESIGN WIND SPEED	**

CRC § 0.42 High relevance — show source text
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. 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.
CRC § 5.2 High relevance — show source text
5.2|8d common
(21/2″ × 0.131) nails|4″ at panel edges
12″ at intermediate
supports 4″ at
braced wall panel
end posts| |Intermittent
Bracing
Methods
(continued)|SFB
Structural
fiberboard
sheathing|1/2″ or25/32″ for maximum
16″ stud spacing||11/2″ long × 0.12″ dia. (for1/2″
thick sheathing) 13/4″ long ×
0.12″ dia. (for25/32″ thick sheath-
ing) galvanized roofing nails|3″ edges 6″ field| |Intermittent
Bracing
Methods
(continued)|GB
Gypsum board|1/2″||Nails or screws per
Table R602.3(1)
for exterior locations|For all braced wall
panel locations:
7″edges (including
top and bottom
plates) 7″ field| |Intermittent
Bracing
Methods
(continued)|GB
Gypsum board|1/2″||Nails or screws per
Table R702.3.5
for interior locations|Nails or screws per
Table R702.3.5
for interior locations| |Intermittent
Bracing
Methods
(continued)|PBS
Particleboard
sheathing
(See Section R605)|3/8″ or1/2″ for maximum
16″stud spacing||For3/8″, 6d common (2″ long ×
0.113″ dia.) nails; For1/2″, 8d
common (21/2″ long × 0.131″
dia.) nails|3″ edges 6″ field| |Intermittent
Bracing
Methods
(continued)|PCP
Portland
cement plaster|See Section R703.6 for
maximum 16″ stud
spacing||11/2″ long, 11 gage, 0.120" dia.,
7/16″ dia. head nails or7/8″ long,
16 gage staples|6″ o.c. on all framing
members| |Intermittent
Bracing
Methods
(continued)|HPS
Hardboard
panel siding|7/16″ for maximum
16″ stud spacing||0.092″ dia., 0.225″ dia. head
nails with length to accommo-
date 11/2″ penetration into studs|4″ edges 8″ field| |Intermittent
Bracing
Methods
(continued)|ABW
Alternate
braced wall|3/8″||See Section R602.10.6.1|See Section
R602.10.6.1| |Intermittent
Bracing
Methods
(continued)|PFH
Portal frame
with hold-downs|3/8″||See Section R602.10.6.2|See Section
R602.10.6.2| |Intermittent
Bracing
Methods
(continued)|PFG
Portal frame at
garage|7/16″||See Section R602.10.6.

CRC § 3.2 Medium relevance — show source text

TABLE R603.3.2(1)—WALL FASTENING SCHEDULEa	Col2	Col3
DESCRIPTION OF BUILDING ELEMENT	NUMBER AND SIZE OF FASTENERSa	SPACING OF FASTENERS
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
1/2″ gypsum board to framing	No. 6 screws	12″ o.c.
For SI: 1 inch = 25.4 mm. a. All screw sizes shown are minimum. b. 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.	For SI: 1 inch = 25.4 mm. a. All screw sizes shown are minimum. b. 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.	For SI: 1 inch = 25.4 mm. a. All screw sizes shown are minimum. b. 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.

6-58 2025 CALIFORNIA RESIDENTIAL CODE

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

WALL CONSTRUCTION

TABLE R603.3.2(2)—24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLYa, b, c, d	Col2	Col3	Col4	Col5	Col6	Col7	Col8	Col9	Col10	Col11	Col12	Col13	Col14	Col15	Col16
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	MEMBER SIZE	STUD SPACING (inches)	MINIMUM STUD THICKNESS (mils)	MINIMUM STUD THICKNESS (mils)	MINIMUM STUD THICKNESS (mils)	MINIMUM STUD THICKNESS (mils)	MINIMUM STUD THICKNESS (mils)	MINIMUM STUD THICKNESS (mils)	MINIMUM STUD THICKNESS (mils)	MINIMUM STUD THICKNESS (mils)	MINIMUM STUD THICKNESS (mils)	MINIMUM STUD THICKNESS (mils)	MINIMUM STUD THICKNESS (mils)	MINIMUM STUD THICKNESS (mils)
ULTIMATE WIND SPEED AND EXPOSURE CATEGORY (mph)	**ULTIMATE WIND

CRC § 6-57 Medium relevance — show source text
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 accor-
dance with manufacturer’s requirements.|

2025 CALIFORNIA RESIDENTIAL CODE 6-57

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

WALL CONSTRUCTION

R603.3.2 Minimum stud sizes. Cold-formed steel walls shall be constructed in accordance with Figure R603.3.1(1), R603.3.1(2) or R603.3.1(3), as applicable. Exterior wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(16). Interior load-bearing wall stud size and thickness shall be determined in accordance with the limits set forth in Tables R603.3.2(2) through R603.3.2(16) based on an ultimate design wind speed of 115 miles per hour (51 m/s), Exposure Category B, and the building width, stud spacing and ground snow load, as appropriate. Fastening requirements shall be in accordance with Section R603.2.5 and Table R603.3.2(1). Top and bottom tracks shall have the same minimum thickness as the wall studs.

Exterior wall studs shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(16), but not less than 33 mils (0.84 mm), where both of the following conditions exist:
1. Minimum of [1] / 2 -inch (12.7 mm) gypsum board is installed and fastened on the interior surface in accordance with Section R702.
2. Wood structural sheathing panels of minimum [7] / 16 -inch-thick (11.1 mm) oriented strand board or [15] / 32 -inch-thick (12 mm) plywood are installed and fastened in accordance with Section R603.9.1 and Table R603.3.2(1) on the outside surface.
Interior load-bearing walls shall be permitted to be reduced to the next thinner size, as shown in Tables R603.3.2(2) through R603.3.2(16), but not less than 33 mils (0.84 mm), where not less than [1] / 2 -inch (12.7 mm) gypsum board is installed and fastened in accordance with Section R702 on both sides of the wall. The tabulated stud thickness for load-bearing walls shall be used where the attic load is 10 pounds per square foot (480 Pa) or less. A limited attic storage load of 20 pounds per square foot (960 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(16).

For two-story buildings, the tabulated stud thickness for walls supporting one floor, roof and ceiling shall be used where the second-floor live load is 30 pounds per square foot (1440 Pa). Second-floor live loads of 40 psf (1920 Pa) shall be permitted provided that the next higher snow load column is used to select the stud size from Tables R603.3.2(2) through R603.3.2(11).

Frequently asked questions

Do the table values apply to cold‑formed steel studs?

No. Table R602.3(5) governs wood studs. Cold‑formed steel stud minimum sizes and limits are covered separately (see Chapter 6 cold‑formed steel provisions), not Table R602.3(5).

Can I use utility‑grade lumber to save cost and space?

Yes in limited situations, but utility‑grade studs are restricted: max 16 in o.c., cannot support more than roof and ceiling, and max heights of 8 ft (exterior/load‑bearing) or 10 ft (interior nonbearing). See § R602.3.1 Exception 1.

What if my wall height exceeds the table value?

If your required unsupported stud height exceeds the table value you must either follow an applicable exception (e.g., Exception 2 for certain 2×6 conditions) or provide an engineered design for the studs and bracing. Do not exceed the table unsupported heights without one of those measures.

Is sheathing required to meet the table heights?

The table’s listed heights assume lateral support. For bearing walls the table footnote requires sheathing on not less than one side or bridging at ≤ 4 ft vertical spacing; remove that and the tabulated height is not valid unless designed otherwise.

Where can I find alternate (expanded) prescriptive allowances?

Alternate allowances (for example, different combinations of stud spacing, wind speed, roof span) appear in Table R602.3(6) and related notes; check § R602.3.1 Exception 3 and Table R602.3(6) if your conditions meet those limits.

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