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Chapter 23 — WOOD

Section 2306 — ALLOWABLE STRESS DESIGN

2025 California Building Code (Title 24, Part 2) · 2025 edition · updated 2026-07-29 · California

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

2306.1 Allowable stress design.

The design and construction of wood elements in structures using allowable stress design shall be in accordance with the applicable standards listed in Table 2306.1.

TABLE 2306.1—STANDARDS FOR DESIGN AND CONSTRUCTION OF
WOOD ELEMENTS IN STRUCTURES USING ALLOWABLE STRESS DESIGN

STANDARDS
PROMULGATOR		 STANDARD TITLE
American Wood Council American Wood Council American Wood Council
ANSI/AWC NDS National Design Specification for Wood Construction
SDPWS Special Design Provisions for Wind and Seismic
American Society of Agricultural and Biological Engineers
ASABE EP 484.3 Diaphragm Design of Metal-clad, Wood-Frame Rectangular Buildings
ASABE EP 486.3 Shallow Post and Pier Foundation Design
ASABE EP 559.1 Design Requirements and Bending Properties for Mechanically Laminated Wood Assemblies
APA—The Engineered Wood Association APA—The Engineered Wood Association APA—The Engineered Wood Association
ANSI 117 Standard Specifications for Structural Glued Laminated Timber of Softwood Species
ANSI A190.1 Structural Glued Laminated Timber
Panel Design Specification
Plywood Design Specification Supplement 1—Design & Fabrication of Plywood Curved Panel
Plywood Design Specification Supplement 2—Design & Fabrication of Glued Plywood-lumber Beams
Plywood Design Specification Supplement 3—Design & Fabrication of Plywood Stressed-skin Panels
Plywood Design Specification Supplement 4—Design & Fabrication of Plywood Sandwich Panels
Plywood Design Specification Supplement 5—Design & Fabrication of All-plywood Beams
APA T300 Glulam Connection Details
APA S560 Field Notching and Drilling of Glued Laminated Timber Beams
APA S475 Glued Laminated Beam Design Tables
APA X450 Glulam in Residential Construction
APA X440 Product and Application Guide: Glulam
APA R540 Builders Tips: Proper Storage and Handling of Glulam Beams
Truss Plate Institute, Inc. Truss Plate Institute, Inc. Truss Plate Institute, Inc.
TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction

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

WOOD

TABLE 2306.1—STANDARDS FOR DESIGN AND CONSTRUCTION OF
WOOD ELEMENTS IN STRUCTURES USING ALLOWABLE STRESS DESIGN—continued

STANDARDS
PROMULGATOR		 STANDARD TITLE
West Coast Lumber Inspection Bureau West Coast Lumber Inspection Bureau West Coast Lumber Inspection Bureau
AITC 104 Typical Construction Details
AITC 110 Standard Appearance Grades for Structural Glued Laminated Timber
AITC 113 Standard for Dimensions of Structural Glued Laminated Timber
AITC 119 Standard Specifications for Structural Glued Laminated Timber of Hardwood Species
AITC 200 Inspection Manual

2306.1.1 Joists and rafters. The design of rafter spans is permitted to be in accordance with the AWC STJR.

2306.1.2 Plank and beam flooring. The design of plank and beam flooring is permitted to be in accordance with the AWC Wood Construction Data No. 4.

2306.1.3 Preservative-treated wood allowable stresses. The allowable unit stresses for preservative-treated wood conforming to AWPA U1 need not be adjusted for treatment, but are subject to other adjustments. Load duration factors greater than 1.6 shall not be used in the structural design of preservative-treated wood members.

2306.1.4 Fire-retardant-treated wood allowable stresses. The allowable unit stresses for fire-retardant-treated wood, including connection design values, shall be developed in accordance with the provisions of Section 2303.2.6. Load duration factors greater than 1.6 shall not be used in the structural design of fire-retardant-treated wood members.

2306.1.5 Lumber decking. The capacity of lumber decking arranged according to the patterns described in Section 2304.9.2 shall be the lesser of the capacities determined for moment and deflection according to the formulas in Table 2306.1.5.

TABLE 2306.1.5—ALLOWABLE LOADS FOR LUMBER DECKING

PATTERN ALLOWABLE AREA LOADa ALLOWABLE AREA LOADa
PATTERN Moment Deflection
Simple span w_b_
8_Fb_
′_d_2
_l_26
--------------
=		 wΔ
384Δ_E_′
5_l_4
----------------- _d_3
12
-----
=
Two-span continuous w_b_
8_Fb_
′_d_2
_l_26
-------------
=		 wΔ
185Δ_E_′
_l_4
----------------- _d_3
12
-----
=
Combination simple- and two-span continuous w_b_
8_Fb_
′_d_2
_l_26
-------------
=		 wΔ
131Δ_E_′
_l_4
----------------- _d_3
12
-----
=
Cantilevered pieces intermixed w_b_
20_Fb_
′_d_2
3_l_26
----------------
=		 wΔ
105Δ_E_′
_l_4
----------------- _d_3
12
-----
=
Controlled random layup Controlled random layup Controlled random layup
Mechanically laminated decking w_b_
20_Fb_
′_d_2
3_l_26
-----------------
=		 wΔ
100Δ_E_′
_l_4
----------------- _d_3
12
-----
=
2-inch decking w_b_
20_Fb_
′_d_2
3_l_26
-----------------
=		 wΔ
100Δ_E_′
_l_4
----------------- _d_3
12
-----
=
3-inch and 4-inch decking w_b_
8_Fb_
′_d_2
_l_26
--------------
=		 wΔ
116Δ_E_′
_l_4
----------------- _d_3
12
-----
=
For SI: 1 inch = 25.4 mm.
a._ wb_ = Allowable total uniform load limited by moment.
_ w_Δ = Allowable total uniform load limited by deflection.
_ d_ = Actual decking thickness.
_ l_ = Span of decking.
_ Fb′_ = Allowable bending stress adjusted by applicable factors.
_ E′_ = Modulus of elasticity adjusted by applicable factors.

23-28 2025 CALIFORNIA BUILDING CODE

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

WOOD

2306.2 Wood-frame diaphragms.

Wood-frame diaphragms shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.2(1) or 2306.2(2) shall be permitted. The allowable shear values in Tables 2306.2(1) and 2306.2(2) are permitted to be increased 40 percent for wind design.

diaphragms shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.2(1) or 2306.2(2) shall be permitted. The allowable shear values in Tables 2306.2(1) and 2306.2(2) are permitted to be increased 40 percent for wind design.

TABLE 2306.2(1)—ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS
UTILIZING STAPLES WITH FRAMING OF DOUGLAS FIR-LARCH, OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGf

PANEL
GRADE		 STAPLE
LENGTH
AND
GAGEd		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM
NOMINAL WIDTH
OF FRAMING
MEMBERS AT
ADJOINING PANEL
EDGES AND
BOUNDARIESe
(inches)		 BLOCKED DIAPHRAGMS BLOCKED DIAPHRAGMS BLOCKED DIAPHRAGMS BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS
PANEL
GRADE		 STAPLE
LENGTH
AND
GAGEd		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM
NOMINAL WIDTH
OF FRAMING
MEMBERS AT
ADJOINING PANEL
EDGES AND
BOUNDARIESe
(inches)		 Fastener spacing (inches) at
diaphragm boundaries
(all cases) at continuous
panel edges parallel to load
(Cases 3, 4), and at all panel
edges (Cases 5, 6)b		 Fastener spacing (inches) at
diaphragm boundaries
(all cases) at continuous
panel edges parallel to load
(Cases 3, 4), and at all panel
edges (Cases 5, 6)b		 Fastener spacing (inches) at
diaphragm boundaries
(all cases) at continuous
panel edges parallel to load
(Cases 3, 4), and at all panel
edges (Cases 5, 6)b		 Fastener spacing (inches) at
diaphragm boundaries
(all cases) at continuous
panel edges parallel to load
(Cases 3, 4), and at all panel
edges (Cases 5, 6)b		 Fasteners spaced 6 inches
max. at supported edgesb		 Fasteners spaced 6 inches
max. at supported edgesb
PANEL
GRADE		 STAPLE
LENGTH
AND
GAGEd		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM
NOMINAL WIDTH
OF FRAMING
MEMBERS AT
ADJOINING PANEL
EDGES AND
BOUNDARIESe
(inches)		 6 4 21/2
c		 2c Case 1 (No
unblocked
edges or
continuous
joints
parallel to
load)		 All other
configura-
tions
(Cases 2, 3, 4,
5 and 6)g
PANEL
GRADE		 STAPLE
LENGTH
AND
GAGEd		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM
NOMINAL WIDTH
OF FRAMING
MEMBERS AT
ADJOINING PANEL
EDGES AND
BOUNDARIESe
(inches)		 Fastener spacing (inches)
at other panel edges
(Cases 1, 2, 3 and 4)b		 Fastener spacing (inches)
at other panel edges
(Cases 1, 2, 3 and 4)b		 Fastener spacing (inches)
at other panel edges
(Cases 1, 2, 3 and 4)b		 Fastener spacing (inches)
at other panel edges
(Cases 1, 2, 3 and 4)b		 Fastener spacing (inches)
at other panel edges
(Cases 1, 2, 3 and 4)b		 Fastener spacing (inches)
at other panel edges
(Cases 1, 2, 3 and 4)b
PANEL
GRADE		 STAPLE
LENGTH
AND
GAGEd		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM
NOMINAL WIDTH
OF FRAMING
MEMBERS AT
ADJOINING PANEL
EDGES AND
BOUNDARIESe
(inches)		 6 6 4 3 3 3
Structural I
grades		 11/2 16
gage		 1 3/8 2 175 235 350 400 155 115
Structural I
grades		 11/2 16
gage		 1 3/8 3 200 265 395 450 175 130
Structural I
grades		 11/2 16
gage		 1 15/32 2 175 235 350 400 155 120
Structural I
grades		 11/2 16
gage		 1 15/32 3 200 265 395 450 175 130
Sheathing,
single floor
and other
grades
covered in
DOC PS 1
and PS 2		 11/2 16
gage		 1 3/8 2 160 210 315 360 140 105
Sheathing,
single floor
and other
grades
covered in
DOC PS 1
and PS 2		 11/2 16
gage		 1 3/8 3 180 235 355 400 160 120
Sheathing,
single floor
and other
grades
covered in
DOC PS 1
and PS 2		 11/2 16
gage		 1 7/16 2 165 225 335 380 150 110
Sheathing,
single floor
and other
grades
covered in
DOC PS 1
and PS 2		 11/2 16
gage		 1 7/16 3 190 250 375 425 165 125
Sheathing,
single floor
and other
grades
covered in
DOC PS 1
and PS 2		 11/2 16
gage		 1 15/32 2 160 210 315 360 140 105
Sheathing,
single floor
and other
grades
covered in
DOC PS 1
and PS 2		 11/2 16
gage		 1 15/32 3 180 235 355 405 160 120
Sheathing,
single floor
and other
grades
covered in
DOC PS 1
and PS 2		 11/2 16
gage		 1 19/32 2 175 235 350 400 155 115
Sheathing,
single floor
and other
grades
covered in
DOC PS 1
and PS 2		 11/2 16
gage		 1 19/32 3 200 265 395 450 175 130

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
d. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
g. For Case 1 through 6 descriptions see Figure 2306.2(1).

FIGURE 2306.2(1)—CASES 1 THROUGH 6 FOR USE WITH TABLE 2306.2(1)

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

WOOD

TABLE 2306.2(2)—ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL
PANEL BLOCKED DIAPHRAGMS UTILIZING MULTIPLE ROWS OF STAPLES (HIGH-LOAD DIAPHRAGMS)
WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGb, g, h

PANEL
GRADEc		 STAPLE
GAGEf		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM NOMI-
NAL WIDTH OF
FRAMING
MEMBER AT
ADJOINING
PANEL EDGES
AND
BOUNDARIESe		 LINES OF
FASTENERS		 BLOCKED DIAPHRAGMS BLOCKED DIAPHRAGMS BLOCKED DIAPHRAGMS BLOCKED DIAPHRAGMS BLOCKED DIAPHRAGMS BLOCKED DIAPHRAGMS
PANEL
GRADEc		 STAPLE
GAGEf		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM NOMI-
NAL WIDTH OF
FRAMING
MEMBER AT
ADJOINING
PANEL EDGES
AND
BOUNDARIESe		 LINES OF
FASTENERS		 Cases 1 and 2d Cases 1 and 2d Cases 1 and 2d Cases 1 and 2d Cases 1 and 2d Cases 1 and 2d
PANEL
GRADEc		 STAPLE
GAGEf		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM NOMI-
NAL WIDTH OF
FRAMING
MEMBER AT
ADJOINING
PANEL EDGES
AND
BOUNDARIESe		 LINES OF
FASTENERS		 Fastener Spacing Per Line at Boundaries (inches)i Fastener Spacing Per Line at Boundaries (inches)i Fastener Spacing Per Line at Boundaries (inches)i Fastener Spacing Per Line at Boundaries (inches)i Fastener Spacing Per Line at Boundaries (inches)i Fastener Spacing Per Line at Boundaries (inches)i
PANEL
GRADEc		 STAPLE
GAGEf		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM NOMI-
NAL WIDTH OF
FRAMING
MEMBER AT
ADJOINING
PANEL EDGES
AND
BOUNDARIESe		 LINES OF
FASTENERS		 4 4 21/2 21/2 2 2
PANEL
GRADEc		 STAPLE
GAGEf		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM NOMI-
NAL WIDTH OF
FRAMING
MEMBER AT
ADJOINING
PANEL EDGES
AND
BOUNDARIESe		 LINES OF
FASTENERS		 Fastener Spacing Per Line at Other Panel Edges
(inches)i		 Fastener Spacing Per Line at Other Panel Edges
(inches)i		 Fastener Spacing Per Line at Other Panel Edges
(inches)i		 Fastener Spacing Per Line at Other Panel Edges
(inches)i		 Fastener Spacing Per Line at Other Panel Edges
(inches)i		 Fastener Spacing Per Line at Other Panel Edges
(inches)i
PANEL
GRADEc		 STAPLE
GAGEf		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM NOMI-
NAL WIDTH OF
FRAMING
MEMBER AT
ADJOINING
PANEL EDGES
AND
BOUNDARIESe		 LINES OF
FASTENERS		 6 4 4 3 3 2
Structural I
grades		 14 gage
staples		 2 15/32 3 2 600 600 860 960 1,060 1,200
Structural I
grades		 14 gage
staples		 2 15/32 4 3 860 900 1,160 1,295 1,295 1,400
Structural I
grades		 14 gage
staples		 2 19/32 3 2 600 600 875 960 1,075 1,200
Structural I
grades		 14 gage
staples		 2 19/32 4 3 875 900 1,175 1,440 1,475 1,795
Sheathing
single floor
and other
grades
covered in
DOC PS 1
and PS 2		 14 gage
staples		 2 15/32 3 2 540 540 735 865 915 1,080
Sheathing
single floor
and other
grades
covered in
DOC PS 1
and PS 2		 14 gage
staples		 2 15/32 4 3 735 810 1,005 1,105 1,105 1,195
Sheathing
single floor
and other
grades
covered in
DOC PS 1
and PS 2		 14 gage
staples		 2 19/32 3 2 600 600 865 960 1,065 1,200
Sheathing
single floor
and other
grades
covered in
DOC PS 1
and PS 2		 14 gage
staples		 2 19/32 4 3 865 900 1,130 1,430 1,370 1,485
Sheathing
single floor
and other
grades
covered in
DOC PS 1
and PS 2		 14 gage
staples		 2 23/32 4 3 865 900 1,130 1,490 1,430 1,545

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a.
For framing of other species: (1) Find specific gravity for species of framing lumber in ANSI/AWC NDS. (2) For staples, find shear value from table for Structural I panels (regard-
less of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
b. Fastening along intermediate framing members: Space fasteners not greater than 12 inches on center, except 6 inches on center for spans greater than 32 inches.
c.
Panels conforming to DOC PS 1 or PS 2.
d. This table gives shear values for Cases 1 and 2 as shown in Table 2306.2(1). The values shown are applicable to Cases 3, 4, 5 and 6 as shown in Table 2306.2(1), providing fasten-
ers at all continuous panel edges are spaced in accordance with the boundary fastener spacing.
e.
The minimum nominal depth of framing members shall be 3 inches nominal. The minimum nominal width of framing members not located at boundaries or adjoining panel
edges shall be 2 inches.
f.
Staples shall have a minimum crown width of7/16 inch, and shall be installed with their crowns parallel to the long dimension of the framing members.
g.
High-load diaphragms shall be subject to special inspection in accordance with Section 1705.5.1.
h.
For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
i.
For fastener spacing diagrams see Figure 2306.2(2).

FIGURE 2306.2(2)—FASTENER SPACING DIAGRAMS FOR USE WITH TABLE 2306.2(2)

PANEL JOINT

3/8″
1 1/4″1/2″
2 1/2″ 3 3/ /8 8″ ″
1 1/4″1/2″
3/8″
TABLE

2 1/2~~″~~ 1 1/4″
 3/8″

1/2″		 3/8″

1/2″		 3/8″

1/2″		 3/8″

1/2″
2 1/2~~″~~ 1 1/4″
 3/8″
 3/8″
 3/8″
 3/8″
2 1/2~~″~~ 1 1/4″
 3/8″ 3/8″ 3/8″ 3/8″
2 1/2~~″~~ 1 1/4″
 1/2″ 1/2″ 1/2″ 1/2″
2 1/2~~″~~ 1 1/4″
 3/8″
 3/8″
 3/8″
 3/8″
TABLE

SPACING

3/8″

3 1/2 1 3/4″
″		 1/2″
3 1/2 1 3/4″
″		 1/2″
3 1/2 1 3/4″
″		 3/8″
3 1/2 1 3/4″
 3/8″
3 1/2 1 3/4″
 1/2″
3 1/2 1 3/4″
 1/2″
3 1/2 1 3/4″
 3/8″

SPACING

PANEL JOINT

PANEL EDGE

3 ″ NOMINAL — TWO LINES

4 ″ NOMINAL — TWO LINES

PANEL JOINT

2 1/2″ -3 1/2″ 5-7 EQUAL SPACES
2 1/2″ -3 1/2″ 5-7 EQUAL
SPACES
2 1/2″ -3 1/2″ 5-7 EQUAL
SPACES
2 1/2″ -3 1/2″ 5-7 EQUAL
SPACES
TABLE

1/2″
1 3/4″3/4″
1/2″
3 1/2″
1/2″
1 3/4″3/4″
1/2″
TABLE

3 1/2~~″~~ 1 3/4″
 1/2″ 1/2″ 1/2″ 1/2″
3 1/2~~″~~ 1 3/4″
 3/4″
3 1/2~~″~~ 1 3/4″
 1/2″
3 1/2~~″~~ 1 3/4″
 1 3/4″
3 1/2~~″~~ 1 3/4″
 3/4″
3 1/2~~″~~ 1 3/4″
 1/2″

SPACING

SPACING

TYPICAL BOUNDARY FASTENING 4 ″ NOMINAL —TWO LINES (Shown is two lines staggered.)

NOTE: SPACE PANEL END AND EDGE JOINT 1/8-INCH. REDUCE SPACING BETWEEN LINES OF NAILS AS NECESSARY TO MAINTAIN MINIMUM 3/8-INCH FASTENER EDGE MARGINS, MINIMUM SPACING BETWEEN LINES IS 3/8 INCH

For SI: 1 inch = 25.4 mm.

23-30 2025 CALIFORNIA BUILDING CODE

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

WOOD

2306.2.1 Gypsum board diaphragm ceilings. Gypsum board diaphragm ceilings shall be in accordance with Section 2508.6.

2306.3 Wood-frame shear walls.

Wood-frame shear walls shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.3(1), 2306.3(2) or 2306.3(3) shall be permitted. The allowable shear values in Tables 2306.3(1) and 2306.3(2) are permitted to be increased 40 percent for wind design. Panels complying with ANSI/APA PRP-210 shall be permitted to use design values for Plywood Siding in the AWC SDPWS.

aples, requirements and limitations of AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.3(1), 2306.3(2) or 2306.3(3) shall be permitted. The allowable shear values in Tables 2306.3(1) and 2306.3(2) are permitted to be increased 40 percent for wind design. Panels complying with ANSI/APA PRP-210 shall be permitted to use design values for Plywood Siding in the AWC SDPWS.

TABLE 2306.3(1)—ALLOWABLE SHEAR VALUES (POUNDS PER FOOT)
FOR WOOD STRUCTURAL PANEL SHEAR WALLS UTILIZING STAPLES WITH FRAMING
OF DOUGLAS FIR-LARCH OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGb, f, g, i

PANEL
GRADE		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 PANELS APPLIED DIRECT TO FRAMING PANELS APPLIED DIRECT TO FRAMING PANELS APPLIED DIRECT TO FRAMING PANELS APPLIED DIRECT TO FRAMING PANELS APPLIED DIRECT TO FRAMING PANELS APPLIED OVER1/2" OR
5/8" GYPSUM SHEATHING		 PANELS APPLIED OVER1/2" OR
5/8" GYPSUM SHEATHING		 PANELS APPLIED OVER1/2" OR
5/8" GYPSUM SHEATHING		 PANELS APPLIED OVER1/2" OR
5/8" GYPSUM SHEATHING		 PANELS APPLIED OVER1/2" OR
5/8" GYPSUM SHEATHING
PANEL
GRADE		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 Staple
length
and
gageh
(inches)		 Fastener spacing at panel edges
(inches)		 Fastener spacing at panel edges
(inches)		 Fastener spacing at panel edges
(inches)		 Fastener spacing at panel edges
(inches)		 Staple
length
and
gageh
(inches)		 Fastener spacing at panel edges
(inches)		 Fastener spacing at panel edges
(inches)		 Fastener spacing at panel edges
(inches)		 Fastener spacing at panel edges
(inches)
PANEL
GRADE		 MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)		 MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)		 Staple
length
and
gageh
(inches)		 6 4 3 2d 2d 6 4 3 2d
Structural I
sheathing		 3/8 1 11/2 16
Gage		 155 235 315 400 2 16
Gage		 155 235 310 400
Structural I
sheathing		 7/16 7/16 7/16 170 260 345 440 440 155 235 310 400
Structural I
sheathing		 15/32 15/32 15/32 185 280 375 475 475 155 235 300 400
Sheathing,
plywood
sidinge
except
Group 5
Species,
ANSI/APA
PRP 210
sidinge		 5/16
c or1/4
c		 1 11/2 16
Gage		 145 220 295 375 2 16
Gage		 110 165 220 285
Sheathing,
plywood
sidinge
except
Group 5
Species,
ANSI/APA
PRP 210
sidinge		 3/8 3/8 3/8 140 210 280 360 360 140 210 280 360
Sheathing,
plywood
sidinge
except
Group 5
Species,
ANSI/APA
PRP 210
sidinge		 7/16 7/16 7/16 155 230 310 395 395 140 210 280 360
Sheathing,
plywood
sidinge
except
Group 5
Species,
ANSI/APA
PRP 210
sidinge		 15/32 15/32 15/32 170 255 335 430 430 140 210 280 360
Sheathing,
plywood
sidinge
except
Group 5
Species,
ANSI/APA
PRP 210
sidinge		 19/32 19/32 13/4 16
Gage		 185 280 375 475 — — — — —

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
b. Panel edges backed with 2-inch nominal or wider framing. Install panels either horizontally or vertically. Space fasteners maximum 6 inches on center along intermediate
framing members for3/8-inch and7/16-inch panels installed on studs spaced 24 inches on center. For other conditions and panel thickness, space fasteners maximum 12 inches
on center on intermediate supports.
c. 3/8-inch panel thickness or siding with a span rating of 16 inches on center is the minimum recommended where applied directly to framing as exterior siding. For grooved
panel siding, the nominal panel thickness is the thickness of the panel measured at the point of fastening.
d. Framing at adjoining panel edges shall be 3 inches nominal or wider.
e. Values apply to all-veneer plywood. Thickness at point of fastening on panel edges governs shear values.
f. Where panels are applied on both faces of a wall and fastener spacing is less than 6 inches on center on either side, panel joints shall be offset to fall on different framing
members, or framing shall be 3 inches nominal or thicker at adjoining panel edges.
g. In Seismic Design Category D, E or F, where shear design values exceed 350 pounds per linear foot, all framing members receiving edge fastening from abutting panels shall be
not less than a single 3-inch nominal member, or two 2-inch nominal members fastened together in accordance with Section 2306.1 to transfer the design shear value
between framing members. Wood structural panel joint and sill plate nailing shall be staggered at all panel edges. See AWC SDPWS for sill plate size and anchorage
requirements.
h. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
i. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.

TABLE 2306.3(2)—ALLOWABLE SHEAR VALUES (plf) FOR WIND OR SEISMIC LOADING ON SHEAR WALLS OF
FIBERBOARD SHEATHING BOARD CONSTRUCTION UTILIZING STAPLES FOR TYPE V CONSTRUCTION ONLYa, b, c, d, e

THICKNESS AND GRADE
(inches)		 STAPLE GAGE AND DIMENSIONS ALLOWABLE SHEAR VALUE (pounds per linear foot)
STAPLE SPACING AT PANEL EDGES (inches)a		 ALLOWABLE SHEAR VALUE (pounds per linear foot)
STAPLE SPACING AT PANEL EDGES (inches)a		 ALLOWABLE SHEAR VALUE (pounds per linear foot)
STAPLE SPACING AT PANEL EDGES (inches)a
THICKNESS AND GRADE
(inches)		 STAPLE GAGE AND DIMENSIONS 4 3 2
1/2 or25/32 Structural No. 16 gage galvanized staple,
7/16″ crown 13/4 inches long		 150 200 225
1/2 or25/32 Structural No. 16 gage galvanized staple,
1″ crown 13/4 inches long		 220 290 325
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. Fiberboard sheathing shall not be used to brace concrete or masonry walls.
b. Panel edges shall be backed with 2-inch or wider framing of Douglas Fir-larch or Southern pine. For framing of other species: (1) Find specific gravity for species of framing
lumber in ANSI/AWC NDS. (2) For staples, multiply the shear value from the table by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
c. Values shown are for fiberboard sheathing on one side only with long panel dimension either parallel or perpendicular to studs.
d. Fastener shall be spaced 6 inches on center along intermediate framing members.
e. Values are not permitted in_Seismic Design Category_ D, E or F.

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

WOOD

TABLE 2306.3(3)—ALLOWABLE SHEAR VALUES FOR WIND OR SEISMIC FORCES FOR SHEAR WALLS OF LATH
AND PLASTER OR GYPSUM BOARD WOOD FRAMED WALL ASSEMBLIES UTILIZING STAPLES

TYPE OF MATERIAL THICKNESS OF
MATERIAL		 WALL
CONSTRUCTION		 **STAPLE SPACINGb **
MAXIMUM (inches)		 SHEAR VALUEa, c
(plf)		 MINIMUM
STAPLE SIZEf, g
1. Expanded metal or
woven wire lath and
Portland cement
plaster		 7/8″ Unblocked 6 180 No. 16 gage galv.
staple,7/8″ legs
2. Gypsum lath, plain
or perforated		 3/8″ lath and
1/2″ plaster		 Unblocked 5 100 No. 16 gage galv.
staple, 11/8″ long
3. Gypsum sheathing 1/2″ × 2′ × 8′ Unblocked 4 75 No. 16 gage galv.
staple, 13/4″ long
3. Gypsum sheathing 1/2″ ×4′ Blockedd
Unblocked		 4
7		 175
100		 175
100
4. Gypsum board,
gypsum veneer base
or water-resistant
gypsum backing
board		 1/2″ Unblockedd 7 75 No. 16 gage galv.
staple, 11/2″ long
4. Gypsum board,
gypsum veneer base
or water-resistant
gypsum backing
board		 1/2″ Unblockedd 4 110 110
4. Gypsum board,
gypsum veneer base
or water-resistant
gypsum backing
board		 1/2″ Unblocked 7 100 100
4. Gypsum board,
gypsum veneer base
or water-resistant
gypsum backing
board		 1/2″ Unblocked 4 125 125
4. Gypsum board,
gypsum veneer base
or water-resistant
gypsum backing
board		 1/2″ Blockede 7 125 125
4. Gypsum board,
gypsum veneer base
or water-resistant
gypsum backing
board		 1/2″ Blockede 4 150 150
4. Gypsum board,
gypsum veneer base
or water-resistant
gypsum backing
board		 5/8″ Unblockedd 7 115 No. 16 gage galv.
staple, 15/8″ long
4. Gypsum board,
gypsum veneer base
or water-resistant
gypsum backing
board		 5/8″ Unblockedd 4 145 145
4. Gypsum board,
gypsum veneer base
or water-resistant
gypsum backing
board		 5/8″ Blockede 7 145 145
4. Gypsum board,
gypsum veneer base
or water-resistant
gypsum backing
board		 5/8″ Blockede 4 175 175
4. Gypsum board,
gypsum veneer base
or water-resistant
gypsum backing
board		 5/8″ Blockede
Two-ply		 Base ply: 9
Face ply: 7		 250 No. 16 gage galv.
staple 15/8″ long
No. 15 gage galv.
staple, 21/4″ long

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per foot = 14.5939 N/m.
a. These shear walls shall not be used to resist loads imposed by masonry or concrete walls (see AWC SDPWS). Values shown are for short-term loading due to wind or seismic
loading. Walls resisting seismic loads shall be subject to the limitations in Section 12.2.1 of ASCE 7. Values shown shall be reduced 25 percent for normal loading.
b. Applies to fastening at studs, top and bottom plates and blocking.
c. Except as noted, shear values are based on a maximum framing spacing of 16 inches on center.
d. Maximum framing spacing of 24 inches on center.
e. All edges are blocked, and edge fastening is provided at all supports and all panel edges.
f. Staples shall have a minimum crown width of7/16 inch, measured outside the legs, and shall be installed with their crowns parallel to the long dimension of the framing
members.
g. Staples for the attachment of gypsum lath and woven-wire lath shall have a minimum crown width of3/4 inch, measured outside the legs.

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▸ Contents — 2025 California Building Code (Title 24, Part 2)
2025 California Building Code (Title 24, Part 2)
  1. Chapter 1 — ADMINISTRATION
  2. Chapter 2 — DEFINITIONS
  3. Chapter 3 — OCCUPANCY CLASSIFICATION AND USE
  4. Chapter 4 — SPECIAL DETAILED REQUIREMENTS BASED ON OCCUPANCY A…
  5. Chapter 5 — GENERAL BUILDING HEIGHTS AND AREAS
  6. Chapter 6 — TYPES OF CONSTRUCTION
  7. Chapter 7 — FIRE AND SMOKE PROTECTION FEATURES
  8. Chapter 7A — MATERIALS AND CONSTRUCTION METHODS FOR EXTERIOR W…
  9. Chapter 8 — INTERIOR FINISHES
  10. Chapter 9 — FIRE PROTECTION AND LIFE SAFETY SYSTEMS
  11. Chapter 10 — MEANS OF EGRESS
  12. Chapter 11 — RESERVED
  13. Chapter 11A — HOUSING ACCESSIBILITY
  14. Chapter 11B — ACCESSIBILITY TO PUBLIC BUILDINGS, PUBLIC ACCOMM…
  15. Chapter 12 — INTERIOR ENVIRONMENT
  16. Chapter 13 — ENERGY EFFICIENCY
  17. Chapter 14 — EXTERIOR WALLS
  18. Chapter 15 — ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
  19. Chapter 16 — STRUCTURAL DESIGN
  20. Chapter 16A — STRUCTURAL DESIGN
  21. Chapter 17 — SPECIAL INSPECTIONS AND TESTS
  22. Chapter 17A — SPECIAL INSPECTIONS AND TESTS
  23. Chapter 18 — SOILS AND FOUNDATIONS
  24. Chapter 18A — SOILS AND FOUNDATIONS
  25. Chapter 19 — CONCRETE
  26. Chapter 19A — CONCRETE
  27. Chapter 20 — ALUMINUM
  28. Chapter 21 — MASONRY
  29. Chapter 21A — MASONRY
  30. Chapter 22 — STEEL
  31. Chapter 22A — STEEL
  32. ▸ Chapter 23 — WOOD
    Overview
    1. Section 2301 — GENERAL
    2. Section 2302 — DESIGN REQUIREMENTS
    3. Section 2303 — MINIMUM STANDARDS AND QUALITY
    4. Section 2304 — GENERAL CONSTRUCTION REQUIREMENTS
    5. Section 2305 — GENERAL DESIGN REQUIREMENTS FOR LATERAL FORCE-R…
    6. Section 2306 — ALLOWABLE STRESS DESIGN
    7. Section 2307 — LOAD AND RESISTANCE FACTOR DESIGN
    8. Section 2308 — CONVENTIONAL LIGHT-FRAME CONSTRUCTION
    9. Section 2309 — WOOD FRAME CONSTRUCTION MANUAL
  33. Chapter 24 — GLASS AND GLAZING
  34. Chapter 25 — GYPSUM PANEL PRODUCTS AND PLASTER
  35. Chapter 26 — PLASTIC
  36. Chapter 27 — ELECTRICAL
  37. Chapter 28 — MECHANICAL SYSTEMS
  38. Chapter 29 — PLUMBING SYSTEMS
  39. Chapter 30 — ELEVATORS AND CONVEYING SYSTEMS
  40. Chapter 31 — SPECIAL CONSTRUCTION
  41. Chapter 31A — SYSTEMS FOR WINDOW CLEANING OR EXTERIOR BUILDING…
  42. Chapter 31B — PUBLIC POOLS
  43. Chapter 31C — RADIATION
  44. Chapter 31D — FOOD ESTABLISHMENTS
  45. Chapter 31F — MARINE OIL TERMINALS
  46. Chapter 32 — ENCROACHMENTS INTO THE PUBLIC RIGHT-OF-WAY
  47. Chapter 33 — SAFEGUARDS DURING CONSTRUCTION
  48. Chapter 34 — RESERVED
  49. Chapter 35 — REFERENCED STANDARDS
  50. Appendix A — EMPLOYEE QUALIFICATIONS
  51. Appendix B — BOARD OF APPEALS
  52. Appendix C — GROUP U—AGRICULTURAL BUILDINGS
  53. Appendix D — FIRE DISTRICTS
  54. Appendix E — RESERVED
  55. Appendix F — RODENTPROOFING
  56. Appendix G — FLOOD-RESISTANT CONSTRUCTION
  57. Appendix H — SIGNS
  58. Appendix I — PATIO COVERS
  59. Appendix J — GRADING
  60. Appendix K — GROUP R-3 AND GROUP R-3.1 OCCUPANCIES PROTECTED B…
  61. Appendix L — EARTHQUAKE RECORDING INSTRUMENTATION
  62. Appendix M — TSUNAMI-GENERATED FLOOD HAZARDS
  63. Appendix N — REPLICABLE BUILDINGS
  64. Appendix O — PERFORMANCE-BASED APPLICATION
  65. Appendix P — SLEEPING LOFTS
  66. Appendix Q — EMERGENCY HOUSING

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