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Division 96

Article 1.5 — , DIVISION 6

Los Angeles Building Code — LAMC Chapter IX · 2026-08 edition · updated 2026-09-09 · Los Angeles

[WALL CONSTRUCTION]

(Amended by Ord. No. 182,845, Eff. 1/3/14.)

Section 91.5.600 Basic Provisions.

SEC. 91.5.600. BASIC PROVISIONS.

(Amended by Ord. No. 187,719, Eff. 1/23/23.)

Chapter 6 of the CRC is hereby adopted by reference with the exceptions, modifications and additions set forth below.

Table 91.5.602.3(1)

Fastener Schedule for Structural Members

[Table R602.3(1) Fastening Schedule] (Amended by Ord. No. 184,692, Eff. 12/30/16.)

ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF
FASTENERa, b, c		 SPACING AND LOCATION
ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF
FASTENERa, b, c		 SPACING AND LOCATION
Roof
1 Blocking between ceiling joists or rafters to top
plate		 4-8d box (2 1/2" × 0.113") or
3-8d common (2 1/2" × 0131"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails		 Toe nail
2 Ceiling joists to plate, toe nail 4-8d box (2 1/2" × 0.113") or
3-8d common (2 1/2" × 0131"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails		 Per joist, toe nail
3 Ceiling joist not attached to parallel rafter, laps over
partitions [see Sections R802.3.1, R802.3.2 and
Table R802.5.1(9)]		 4-10d box (3" × 0.128"); or
3-16d common (3 1/2" × 0.162"); or
4-3" × 0.131" nails		 Face nail
4 Ceiling joist attached to parallel rafter (heel joint)
[see Sections R802.3.1 and R802.3.2 and Table
R802.5.1(9)]		 Table R802.5.1(9) Face nail
5 Collar tie to rafter, face nail or 1 1/4" × 20 ga. ridge
strap to rafter		 4-10d box (3" × 0.128"); or
3-10d common (3" × 0.148"); or
4-3" × 0.131" nails		 Face nail each rafter
6 Rafter or roof truss to plate 3-16d box nails (3 1/2" × 0.135"); or
3-10d common nails (3" × 0.148"); or
4-10d box (3" × 0.128"); or
4-3" × 0.131" nails		 2 toe nails on one side and 1 toe nail on
opposite side of each rafter or trussi
7 Roof rafters to ridge, valley or hip rafters or roof
rafter to minimum 2" ridge beam		 4-16d (3 1/2" × 0.135"); or
3-10d common (3 1/2" × 0.148"); or
4-10d box (3" × 0.128"); or
4-3" × 0.131" nails		 Toe nail
3-16d box (3 1/2" × 0.135"); or
2-16d common (3 1/2" × 0.162"); or
3-10d box (3" × 0.128"); or		 End nail

3-3" × 0.131" nails
Wall
8 Stud to stud (not at braced wall panels) 16d common (3 1/2" × 0.162") 24" o.c. face nail
10d box (3" × 0.128"); or
3" × 0.131" nails		 16" o.c. face nail
9 Stud to stud and abutting studs at intersecting wall
corners (at braced wall panels)		 16d box (3 1/2" × 0.135"); or
3" × 0.131" nails		 12" o.c. face nail
16d common (3 1/2" × 0.162") 16" o.c. face nail
10 Built-up header (2" to 2" header with 1/2" spacer) 16d common (3 1/2" × 0.162") 16" o.c. each edge face nail
16d box (3 1/2" × 0.135") 12" o.c. each edge face nail
11 Continuous header to stud 5-8d box (2 1/2" × 0.113"); or
4-8d common (2 1/2" × 0.131"); or
4-10d box (3" × 0.128")		 Toe nail
12 Top plate to top plate 16d common (3 1/2" × 0.162") 16" o.c. face nail
10d box (3" × 0.128"); or
3" × 0.131" nails		 12" o.c. face nail
13 Double top plate splice for SDCs A-D2 with seismic
braced wall line spacing < 25'		 8-16d common (3 1/2" × 0.162"); or
12-16d box (3 1/2" × 0.135"); or
12-10d box (3" × 0.128"); or
12-3" × 0.131" nails		 Face nail on each side of end joint
(minimum 24" lap splice length each side
of end joint)
Double top plate splice SDCs D0, D1, or D2; and
braced wall line spacing≥25'		 12-16d (3 1/2" × 0.135")
14 Bottom plate to joist, rim joist, band joist or 16d common (3 1/2" × 0.162") 16" o.c. face nail
blocking (not at braced wall panels) 16d box (3 1/2" × 0.135"); or
3" × 0.131" nails		 12" o.c. face nail
15 Bottom plate to joist, rim joist, band joist or
blocking (at braced wall panel)		 3-16d box (3 1/2" × 0.135"); or
2-16d common (3 1/2" x 0.162"); or
4-3" × 0.131" nails		 3 each 16" o.c. face nail
2 each 16" o.c. face nail
4 each 16" o.c. face nail
16 Top or bottom plate to stud 4-8d box (2 1/2" × 0.113"); or
3-16d box (3 1/2" × 0.135"); or
4-8d common (2 1/2" × 0.131"); or
4-10d box (3" × 0.128"); or
4-3" × 0.131" nails		 Toe nail
3-16d box (3 1/2" × 0.135"); or
2-16d common (3 1/2" × 0.162"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails		 End nail
17 Top plates, laps at corners and intersections 3-10d box (3" × 0.128"); or
2-16d common (3 1/2" × 0.162"); or
3-3" × 0.131" nails		 Face nail
18 1" brace to each stud and plate 3-8d box (2 1/2" × 0.113"); or
2-8d common (2 1/2" × 0.131"); or
2-10d box (3" × 0.128"); or
2 staples 1 3/4"		 Face nail
19 1" × 6" sheathing to each bearing 3-8d box (2 1/2" × 0.113"); or
2-8d common (2 1/2" × 0.131"); or
2-10d box (3" × 0.128"); or
2 staples, 1" crown, 16 ga., 1 3/4" long		 Face nail
20 1" × 8" and wider sheathing to each bearing 3-8d box (2 1/2" × 0.113"); or
3-8d common (2 1/2" × 0.131"); or
3-10d box (3" × 0.128"); or
3 staples, 1" crown, 16 ga., 1 3/4" long		 Face nail
Wider than 1" × 8"
4-8d box (2 1/2" × 0.113"); or
3-8d common (2 1/2" × 0.131"); or
3-10d box (3" × 0.128"); or

4 staples, 1" crown, 16 ga., 1 3/4" long
Floor
21 Joist to sill, top plate or girder 4-8d box (2 1/2" × 0.113"); or
3-8d common (2 1/2" × 0.131"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails		 Toe nail
22 Rim joist, band joist or blocking to sill or top plate 8d box (2 1/2" × 0.113") 4" o.c. toe nail
(roof applications also) 8d common (2 1/2" × 0.131"); or
10d box (3" × 0.128"); or
3" × 0.131" nails		 6" o.c. toe nail
23 1" × 6" subfoor or less to each joist 3-8d box (2 1/2" × 0.113"); or
2-8d common (2 1/2" × 0.131"); or
3-10d box (3" × 0.128"); or
2 staples, 1" crown, 16 ga., 1 3/4" long		 Face nail
24 2" subfoor to joist or girder 3-16d box (31/2" × 0.135"); or
2-16d common (3 1/2" × 0.162")		 Blind and face nail
25 2" planks (plank & beam - foor & roof) 3-16d box (3 1/2" × 0.135"); or
2-16d common (3 1/2" x 0.162")		 At each bearing, face nail
26 Band or rim joist to joist 3-16d common (3 1/2" × 0.162")
4-10 box (3" × 0.128"), or
4-3" × 0.131" nails; or
4-3" × 14 ga. staples, 7/16" crown		 End nail
ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF
FASTENERa, b, c		 SPACING AND LOCATION
27 Built-up girders and beams, 2-inch lumber layers 20d common (4" × 0.192"); or Nail each layer as follows: 32" o.c. at top
and bottom and staggered.
10d box (3" × 0.128"); or
3" × 0.131" nails		 24" o.c. face nail at top and bottom
staggered on opposite sides
And:
2-20d common (4" × 0.192"); or
3-10d box (3" × 0.128"); or
3-3" × 0.131" nails		 Face nail at ends and at each splice
28 Ledger strip supporting joists or rafters 4-16d box (3 1/2" × 0.135"); or
3-16d common (3 1/2" × 0.162"); or
4-10d box (3" × 0.128"); or
4-3" × 0.131" nails		 At each joist or rafter, face nail
29 Bridging to joist 2-10d (3" × 0.128") Each end, toe nail
ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERa,
b, c		 SPACING OF FASTENSERS
ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERa, SPACING OF FASTENSERS
Wood structural panels, subfoor, roof and interi
[see Table R602.3(3) for wood
 b, c
or wall sheathing to framing and particleboard
structural panel exterior wall sheathing to wall
 Edges
(inches) h
wall sheathing to f
framing]
 Intermediate
supportsc, e
(inches)
raming
30 3/8" - 1/2" 6d common (2" x 0.113") nail (subfoor,
wall)i
8d common (2 ½" × 0.131") nail (roof)		 6 12f
31 19/32" - 1" 8d common nail (2 1/2" × 0.131") 6 12f
32 1 1/8" - 1 1/4" 10d common (3" × 0.148") nail; or
8d 2 1/2" 0131" dfd il		 6 12
( × .) eorme na
Other wall sheathing
33 1/2" structural cellulosic fberboard sheathing 11/2" galvanized roofng nail, 7/16 " head
diameter, or 1" crown staple 16 a.,
11/4"long		 3 6
34 25/32" structural cellulosic fberboard sheathing 1 3/4" galvanized roofng nail, 7/16" head
diameter, or 1" crown staple 16 ga., 11/4"
long		 3 6
35 1/2" gypsum sheathingd, j 1 1/2" galvanized roofng nail; staple
galvanized, 1 1/2" long; 1 1/4" screws,
Type W or S		 7 7
36 5/8" gypsum sheathingd, j 1 3/4" galvanized roofng nail; staple
galvanized, 1 5/8" long; 1 5/8" screws,
Type W or S		 7 7
Wood structural panels
, combination subfoor underlayment to framin		 g
37 3/4" and less 6d deformed (2" × 0.120") nail; or
8d common (2 1/2" × 0.131") nail		 6 12
38 7/8" - 1" 8d common (2 1/2" × 0.131") nail; or
8d deformed (2 1/2" × 0.120") nail		 6 12
39
1 1/8" - 1 1/4 "		 10d common (3" × 0.148" ) nail; or
6
12
8d deformed (2 1/2" × 0.120") nail

  • a. Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (4.87 mm) (20d common nail), 90 ksi for shank diameters larger than 0.142 inch (3.60 mm) but not larger than 0.177 inch (4.49 mm), and 100 ksi for shank diameters of 0.142 inch (3.60 mm) or less.

  • b. Staples are 16 gage wire and have a minimum 7/16 inch (11.11 mm) on diameter crown width.

  • c. Nails shall be spaced at not more than 6 inches (152.4 mm) on center at all supports where spans are 48 inches (1219.2 mm) or greater.

  • d. 4 foot by 8 foot (1219.2 mm x 2438.1 mm) or 4 foot by 9 foot (1219.2 mm x 2743.2 mm) panels shall be applied vertically.

  • e. Spacing of fasteners not included in this table shall be based on LAMC Table 91.5.602.3(2).

  • f. Where the ultimate design wind speed is greater than 130 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48 inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing.

  • g. Gypsum sheathing shall conform to ASTM C 1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 208.

  • 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.

  • j. Use of staples in braced wall panels shall be prohibited in Seismic Design Category D0, D1, or D2.

Table 91.5.602.3(2)

Alternate Attachments to Table 91.5.602.3(1) (Amended by Ord. No. 184,692, Eff. 12/30/16.)

NOMINAL MATERIAL
THICKNESS
DESCRIPTIONa, bOF FASTENER
AND LENGTH		 SPACINGc
OF FASTENERS
(inches)

(inches)		 Edges
(inches)		 Intermediate
supports (inches)
Wood structural panels subfoor, roofgand wall sheathing to framing and p

 articleboard wall sheat
 hing to framing f
Up to 1/2
Staple 15 ga. 1 3/4		 4 8
0.097 - 0.099 Nail 2 1/4 3 6
Staple 16 ga. 1 3/4 3 6
19/32 and 5/8
0.113 Nail 2		 3 6
Staple 15 and 16 ga. 2 4 8
0.097 - 0.099 Nail 2 1/4 4 8
23/32 and 3/4
Staple 14 ga. 2		 4 6
Staple 15 ga. 1 3/4 3 8
0.097 - 0.099 Nail 2 1/4 4 8
Staple 16 ga. 2 4 8
1
Staple 14 ga. 2 1/4		 4 8
0.113 Nail 2 1/4 3 6
Staple 15 ga. 2 1/4 4 8
0.097 - 0.099 Nail 2 1/2 4 8
NOMINAL MATERIAL
THICKNESS
DESCRIPTIONa,bOF FASTENER
AND LENGTH		 SPACINGcO
 F FASTENERS
(inches)

(inches)		 Edges
(inches)		 Body of Paneld
(inches)
Floor underlayment; plywood - hardboard - particleboardf-
Fiber-cement

 fber - cementh
1/4
3d, corrosion-resistant, ring shank nails (fnished fooring		 3 6

other than tile)
Staple 18 ga., 7/8 long, 1/4 crown (fnished fooring
other than tile)		 3 6
1 1/4 long × .121 shank × .375 head diameter corrosion-
resistant (galvanized or stainless steel) roofng nails (for		 8 8
tile fnish)
1 1/4 long, No. 8 × .375 head diameter, ribbed wafer- 8 8
head screws (for tile fnish)
Plywood
1/4 and 5/16 1 1/4 ring or screw shank nail - minimum
12 1/2 ga. (0.099") shank diameter		 3 6
Staple 18 ga., 7/8, 3/16 crown width 2 5
11/32, 3/8, 15/32, and 1/2 1 1/4 ring or screw shank nail - minimum
12 1/2 ga. (0.099") shank diameter		 6 8e
19/32, 5/8, 23/32, and 3/4 1 1/2 ring or screw shank nail - minimum
12 1/2 ga. (0.099") shank diameter		 6 8
Staple 16 ga. 1 1/2 6 8
Hardboard f
0.200 1 1/2 long ring-grooved underlayment nail 6 6
4d cement-coated sinker nail 6 6
Staple 18 ga., 7/8 long (plastic coated) 3 6
Particleboard
1/4 4d ring-grooved underlayment nail 3 6
Staple 18 ga., 7/8 long, 3/16 crown 3 6
3/8 6d ring-grooved underlayment nail 6 10
Staple 16 ga., 1 1/8 long, 3/8 crown 3 6
1/2, 5/8 6d ring-grooved underlayment nail 6 10
Staple 16 ga., 1 5/8 long, 3/8 crown 3 6

For SI: 1 inch = 25.4 mm.

  • a. Nail is a general description and shall be permitted to be T-head, modified round head or round head.

  • b. Staples shall have a minimum crown width of 7/16-inch on diameter except as noted. Use of staples in roof, floor, subfloor, and braced wall panels shall be prohibited in Seismic Design Category D0, D1 or D2.

  • c. Nails or staples shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. Nails or staples shall be spaced at not more than 12 inches on center at intermediate supports for floors.

  • d. Fasteners shall be placed in a grid pattern throughout the body of the panel.

  • e. For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way.

  • f. Hardboard underlayment shall conform to CPA/ANSI A135.4

  • g. Specified alternate attachments for roof sheathing shall be permitted where the ultimate design wind speed is less than 130 mph. Fasteners attaching wood structural panel roof sheathing to gable end wall framing shall be installed using the spacing listed for panel edges.

  • h. Fiber-cement underlayment shall conform to ASTM C1288 or ISO 8336, Category C.

91.5.602.3.2. (Amended by Ord. No. 184,692, Eff. 12/30/16.) Wood stud walls shall be capped with a double top plate installed to provide overlapping at corners and intersections with bearing partitions. End joints in top plates shall be offset at least 24 inches (609.6 mm). Joints in plates need not occur over studs. Plates shall be not less than 2 inches (50.8 mm) nominal thickness and have a width at least equal to the width of the studs.

EXCEPTION: In other than Seismic Design Category Do, D1, or D2, a single top plate used as an alternative to a double top plate shall comply with the following:

  1. The single top plate shall be tied at the corners, intersecting walls, and at in-line splices in straight wall lines in accordance with LAMC Table 91.5.602.3.2.

  2. The rafters or joists are centered over the studs with a tolerance of no more than 1 inch (25 mm).

  3. Omission of the top plate is permitted over headers where the headers are adequately tied to adjacent wall sections in accordance with LAMC Table 91.5.602.3.2.

Table 91.5.602.3.2

Single Top-Plate Splice Connection Details (Added by Ord. No. 184,692, Eff. 12/30/16.)

CONDITION TOP-PLATE SPLIC
 E LOCATION
Corners and intersecting walls Buttjoints in straight walls
Splice plate size Minimum nails each side of Splice plate size Minimum nails each side of
joint joint
Structures in SDC A-C 3" x 6" x 0.036" (6) 8d box 3' × 12" × 0.036" (12) 8d box
galvanized steel plate or
equivalent		 (2 1/2" × 0.113") nails galvanized steel plate or
equivalent		 (2 1/2" × 0.113") nails

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

91.5.602.10.2.3. Minimum Number of Braced Wall Panels. (Added by Ord. No. 182,845, Eff. 1/3/14.) Braced wall lines with a length of 16 feet (4877 mm) or less shall have a minimum of two braced wall panels of any length or one braced wall panel equal to 48 inches (1219 mm) or more. Braced wall lines greater than 16 feet (4877 mm) shall have a minimum of two braced wall panels. No braced wall panel shall be less than 48 inches in length in Seismic Design Category D 0 , D 1 , or D 2 .

Table 91.5.602.10.3(3)

Bracing Requirements Based on Seismic Design Category (Added by Ord. No. 182,845, Eff. 1/3/14.)

• SOIL CLASS Db
• WALL HEIGHT = 10 FEET
• 10 PSF FLOOR DEAD LOAD
• 15 PSF ROOF/CEILING DEAD LOAD
• BRACED WALL LINE SPACING 25 FEET
BR
 MINIMUM TO
ACED WALL
EACH B		 TAL LENGT
PANELS REQ
RACED WAL
 H (FEET)
UIRED A
L LINEa
 OF
LONG
Seismic Design
Story Location
Braced Wall		 Method Method GBe Methods Method Methods CS-
Category
Line Length
(feet)		 LIBc DWB, SFB,
PBS, PCPe,
HPS, CS-
SFBd		 WSP WSP, CS-G
• SOIL CLASS Db
• WALL HEIGHT = 10 FEET
• 10 PSF FLOOR DEAD LOAD
• 15 PSF ROOF/CEILING DEAD LOAD
• BRACED WALL LINE SPACING 25 FEET
BR
 MINIMUM TO
ACED WALL
EACH B		 TAL LENGT
PANELS REQ
RACED WAL
 H (FEET)
UIRED A
L LINEa
 OF
LONG
Seismic Design
Story Location
Braced Wall		 Method Method GBe Methods Method Methods CS-
Category
Line Length
(feet)		 LIBc DWB, SFB,
PBS, PCPe,
HPS, CS-
 WSP WSP, CS-G
SFBd
C
10		 2.5 2.5 2.5 1.6 1.4
20 5.0 5.0 5.0 3.2 2.7
(townhouses only)
30		 7.5 7.5 7.5 4.8 4.1
40 10.0 10.0 10.0 6.4 5.4
50 12.5 12.5 12.5 8.0 6.8
10 NP 4.5 4.5 3.0 2.6
20 NP 9.0 9.0 6.0 5.1
30 NP 13.5 13.5 9.0 7.7
40 NP 18.0 18.0 12.0 10.2
50 NP 22.5 22.5 15.0 12.8
10 NP 6.0 6.0 4.5 3.8
20 NP 12.0 12.0 9.0 7.7
30 NP 18.0 18.0 13.5 11.5
40 NP 24.0 24.0 18.0 15.3
50 NP 30.0 30.0 22.5 19.1
D0 10 NP 5.6 5.6 1.8 1.6
20 NP 11.0 11.0 3.6 3.1
30 NP 16.6 16.6 5.4 4.6
40 NP 22.0 22.0 7.2 6.1
50 NP 27.6 27.6 9.0 7.7
10 NP NP NP 3.8 3.2
20 NP NP NP 7.5 6.4
30 NP NP NP 11.3 9.6
40 NP NP NP 15.0 12.8
50 NP NP NP 18.8 16.0
10 NP NP NP 5.3 4.5
20 NP NP NP 10.5 9.0
30 NP NP NP 15.8 13.4
40 NP NP NP 21.0 17.9
50 NP NP NP 26.3 22.3
D1 10 NP 6.0 6.0 2.0 1.7
20 NP 12.0 12.0 4.0 3.4
30 NP 18.0 18.0 6.0 5.1
40 NP 24.0 24.0 8.0 6.8
50 NP 30.0 30.0 10.0 8.5
10 NP NP NP 4.5 3.8
20 NP NP NP 9.0 7.7
30 NP NP NP 13.5 11.5
40 NP NP NP 18.0 15.3
50 NP NP NP 22.5 19.1
10 NP NP NP 6.0 5.1
20 NP NP NP 12.0 10.2
30 NP NP NP 18.0 15.3
40 NP NP NP 24.0 20.4
50 NP NP NP 30.0 25.5
D2 10 NP 8.0 8.0 2.5 2.1
20 NP 16.0 16.0 5.0 4.3
30 NP 24.0 24.0 7.5 6.4
40 NP 32.0 32.0 10.0 8.5
50 NP 40.0 40.0 12.5 10.6
10 NP NP NP 5.5 4.7
20 NP NP NP 11.0 9.4
30 NP NP NP 16.5 14.0
40 NP NP NP 22.0 18.7
50 NP NP NP 27.5 23.4
10 NP NP NP NP NP
20 NP NP NP NP NP
30 NP NP NP NP NP
40 NP NP NP NP NP
50 NP NP NP NP NP
Cripple wall below one- 10 NP NP NP 7.5 6.4
or two-story dwelling 20 NP NP NP 15.0 12.8
30 NP NP NP 22.5 19.1
40 NP NP NP 30.0 25.5
50 NP NP NP 37.5 31.9

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 pound per square foot = 0.0479 kPa.

  • a. Linear interpolation shall be permitted.

  • b. Wall bracing lengths are based on a soil site class "D". Interpolation of bracing length between the Sds values associated with the Seismic Design Categories shall be permitted when a site-specific Sds value is determined in accordance with CBC Section 1613.3. (Amended by Ord. No. 186,488, Eff. 12/27/19.)

  • c. Method LIB (methods defined by LAMC Table 91.5.602.10.4) shall have gypsum board fastened to at least one side with nails or screws per CRC Table R602.3(1) for exterior sheathing or CRC Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches (203.2 mm). (Amended by Ord. No. 185,587, Eff. 7/16/18.)

  • d. Method CS-SFB applies in SDC C only.

  • e. Methods GB and PCP braced wall panel h/w ratio shall not exceed 1:1 in SDC D0, D1, and D2. Methods DWB, SFB, PBS, and HPS are not permitted in SDC D0, D1, and D2.

Table 91.5.602.10.4

Bracing Methodsf

(Added by Ord. No. 182,845, Eff. 1/3/14.)

METHODS, MATERIAL MINIMUM
 FIGURE CONNECTION CRITERIAa
THICKNESS Fasteners Spacing
METHODS, MATERIAL MINIMUM
 FIGURE CONNECTION CRITERIAa
THICKNESS Fasteners Spacing
Intermittent
Bracing
Methods
LIB
Let-in-bracing		 1 × 4 wood or
approved
metal straps at
45° to 60°		 Wood: 2-8d common
nails or 3-8d (2 1/2"
long × 0.113" dia.) nails		 Wood: per stud and
top and bottom plates
angles for
maximum 16"
stud spacing		 Metal strap: per
manufacturer		 Metal: per
manufacturer
DWB
Diagonal wood
boards		 3/4"(1"
nominal) for
maximum 24"
stud spacing		 2-8d (2 1/2" long ×
0.113" dia.) nails or 2 -
1 3/4" long staples		 Per stud
WSP
Wood structural		 15/32" Exterior sheathing using
8d common nails (2.5”
× 0.131”) per Table
R602.3(3)		 6" edges 12" feld
panel
(See Section R604)		 Interior sheathing per
Table 91.5.602.3(1) or
91.5.602.3(2)		 Varies by fastener
BV-WSPe
Wood structural
Panels with stone or
masonry veneer
(See Section
R602.10.6.5)		 15/32" See Figure
R602.10.6.5		 8d common (2 1/2" ×
0.131) nails		 4" at panel
edges12"at
intermediate supports
4"at braced wall
panel end posts
SFB
Structural fberboard
sheathing		 1/2" or 25/32"
for maximum
16" stud
spacing		 1 1/2" long × 0.12" dia.
(for 1/2" thick
sheathing) 1 3/4" long ×
0.12" dia. (for 25/32"
thick sheathing)
galvanized roofng nails
or 8d common (2 1/2"
long × 0.131" dia.) nails		 3" edges 6" feld
GB
Gypsum board		 1/2" Nails or screws per
Table 91.5.602.3(1) for
exterior locations
Nails or screws per
Table R702.3.5 for
interior locations		 For all braced wall
panel locations: 7"
edges (including top
and bottom plates) 7"
feld
PBS
Particleboard
sheathing
(See Section R605)		 3/8" or 1/2"
for maximum
16" stud
spacing		 For 3/8", 6d common
(2" long × 0.113" dia.)
nails For 1/2", 8d
common (2 1/2" long ×
0.131" dia.) nails		 3" edges 6" feld
PCP
Portland cement
plaster		 See Section
R703.6 for
maximum 16"
stud spacing		 1 1/2" long, 11 gage,
7/16" dia. head nails		 6" o.c. on all framing
members
HPS
Hardboard panel
siding		 7/16" for
maximum 16"
stud spacing		 0.092" dia., 0.225" dia.
head nails with length
to accommodate
11/2"penetration into
studs		 4" edges 8" feld
ABW
Alternate braced
wall		 15/32" See Section
R602.10.6.1		 See Section
R602.10.6.1
PFH
Portal frame
with hold-downs		 15/32" See Section
R602.10.6.2		 See Section
R602.10.6.2
PFG
Portal frame
at garage		 15/32" See Section
R602.10.6.3		 See Section
R602.10.6.3
Continuous
Sheathing
Methods
CS-WSP
Continuously
sheathed wood
structural panel		 15/32" Exterior sheathing per
Table R602.3(3)		 6" edges 12" feld
Interior sheathing per
Table 91.5.602.3(1) or
91.5.602.3(2)		 Varies by fastener
CS-Gb, c
Continuously
sheathed wood
structural panel
adjacent to garage
openings		 15/32" See Method CS-WSP See Method CS-WSP
CS-PF
Continuously
sheathed portal		 15/32" See Section
R602.10.6.4		 See Section
R602.10.6.4
frame
CS-SFBd
Continuously		 1/2" or 25/32"
for maximum
16" stud
spacing		 1 1/2" long × 0.12" dia.
(for 1/2" thick
sheathing) 1 3/4" long ×
0.12" dia. (for 25/32"		 3" edges 6" feld

sheathed structural thick sheathing) fiberboard galvanized roofing nails or 8d common (2 1/2" long × 0.131" dia.) nails

  • For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 degree = 0.0175 rad, 1 pound per square foot = 47.8 N/m2 , 1 mile per hour = 0.447 m/s.

  • a. Adhesive attachment of wall sheathing, including Method GB, shall not be permitted in Seismic Design Categories C, D0, D1 and D2.

  • b. Applies to panels next to garage door opening when supporting gable end wall or roof load only. May only be used on one wall of the garage. In Seismic Design Categories D0, D1 and D2, roof covering dead load may not exceed 3 psf.

  • c. Garage openings adjacent to a Method CS-G panel shall be provided with a header in accordance with CRC Table 602.7(1). A full height clear opening shall not be permitted adjacent to a Method CS-G panel. (Amended by Ord. No. 185,587, Eff. 7/16/18.)

  • d. Method CS-SFB does not apply in Seismic Design Categories D0, D1 and D2 and in areas where the wind speed exceeds 100 mph.

  • e. Method applies to detached one- and two-family dwellings in Seismic Design Categories D0 through D2 only.

  • f. Methods GB and PCP braced wall panel h/d ratio shall not exceed 1:1 in SDC D0, D1, and, D2. Methods LIB, DWB, SFB, PBS, HPS, and PFG are not permitted in SDC D0, D1, and, D2.

Table 91.5.602.10.5

Minimum Length Of Braced Wall Panels (Amended by Ord. No. 184,692, Eff. 12/30/16.)

MET HOD (See Table R602.10.4) MIN IMUM LENG THa(in ches) CONTRIBUTING LENGTH
W all Hei ght
8 feet **9 feet ** **10 feet ** **11 feet ** 12 feet (inches)
MET HOD (See Table R602.10.4) MIN IMUM LENG THa (in ches) CONTRIBUTING LENGTH
W all Hei ght (inches)
8 feet **9 feet ** **10 feet ** **11 feet ** 12 feet
DWB, WS P, SFB, PBS, PCP, HPS, BV-WSP 48 48 48 53 58 Actualb
GB 48 48 48 53 58 Double sided = Actual
Single sided = 0.5 × Actual
LIB 55 62 69 NP NP Actualb
ABW SDC A, B and C,
wind speed < 110 mph		 28 32 34 38 42 48
SDC Do, D1 and D2, 32 32 34 NP NP
wind speed < 110 mph
PFH Supporting roof only 24 24 24 24c 24c 48
Supporting one story and roof 24 24 24 27c 29c 48
PFG 24 27 30 33d 36d 1.5 × Actualb
CS-G 24 27 30 33 36 Actualb
CS-PF 24 24 24 24e 24e Actualb
CS-WSP, Adjacent clear opening height
CS-SFB (inches)
64 24 27 30 33 36 Actualb
68 26 27 30 33 36
72 27 27 30 33 36
76 30 29 30 33 36
80 32 30 30 33 36
84 35 32 32 33 36
88 38 35 33 33 36
92 43 37 35 35 36
96 48 41 38 36 36
100 — 44 40 38 38
104 — 49 43 40 39
108 — 54 46 43 41
112 — — 50 45 43
116 — — 55 48 45
120 — — 60 52 48
124 — — — 56 51
128 — — — 61 54
132 — — — 66 58
136 — — — — 62
140 — — — — 66
144 — — — — 72

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.

NP = Not Permitted.

  • a. Linear interpolation shall be permitted.

  • b. Use the actual length when it is greater than or equal to the minimum length.

  • c. Maximum header height for PFH is 10 feet (3048 mm) in accordance with CRC Figure R602.10.6.2, but wall height may be increased to 12 feet (3657.6 mm) with pony wall.

  • d. Maximum opening height for PFG is 10 feet (3048 mm) in accordance with CRC Figure R602.10.6.3, but wall height may be increased to 12 feet (3657.6 mm) with pony wall.

  • e. Maximum opening height for CS-PF is 10 feet (3048 mm) in accordance with CRC Figure R602.10.6.4, but wall height may be increased to 12 feet (3657.6 mm) with pony wall.

Figure 91.5.602.10.6.1

Method ABW – Alternate Braced Wall Panel (Amended by Ord. No. 187,719, Eff. 1/23/23.) Figure 91.5.602.10.6.2

Method PFH – Portal Frame with Hold-downs at Garage Door Openings (Amended by Ord. No. 184,692, Eff. 12/30/16.) Figure 91.5.602.10.6.4

Method CS-PF – Continuously Sheathed Portal Frame Construction (Added by Ord. No. 182,845, Eff. 1/3/14.)

91.5.606.12.2.2.3. Reinforcement of Requirements for Masonry Elements. Masonry elements listed in CRC Section R606.12.2.2.2 shall be reinforced in either the horizontal or vertical direction as shown in CRC Figure R606.11(2) and in accordance with the following: (Amended by Ord. No. 184,692, Eff. 12/30/16.)

  1. Horizontal reinforcement. Horizontal joint reinforcement shall consist of at least one No. 4 bar spaced not more than 48 inches (1219 mm). Horizontal reinforcement shall be provided within 16 inches (406 mm) of the top and bottom of these masonry elements.

  2. Vertical reinforcement. Vertical reinforcement shall consist of at least one No. 4 bar spaced not more than 48 inches (1219 mm). Vertical reinforcement shall be within 16 inches (406 mm) of the ends of masonry walls.

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▸Contents — Los Angeles Building Code — LAMC Chapter IX
Los Angeles Building Code — LAMC Chapter IX
  1. Chapter IX
  2. Chapter IX — BUILDING REGULATIONS
  3. Division 1
  4. Division 2
  5. Division 3
  6. Division 4
  7. Division 5
  8. Division 6
  9. Division 7
  10. Division 8
  11. Division 9
  12. Division 10
  13. Division 11
  14. Division 12
  15. Division 13
  16. Division 14
  17. Division 15
  18. Division 16
  19. Division 17
  20. Division 18
  21. Division 19
  22. Division 20
  23. Division 21
  24. Division 22
  25. Division 23
  26. Division 24
  27. Division 25
  28. Division 26
  29. Division 27
  30. Division 28
  31. Division 29
  32. Division 30
  33. Division 31
  34. Division 32
  35. Division 33
  36. Division 34
  37. Division 35
  38. Division 61
  39. Division 62
  40. Division 63
  41. Division 67
  42. Division 70
  43. Division 71
  44. Division 72
  45. Division 82
  46. Division 83
  47. Division 85
  48. Division 88
  49. Division 89
  50. Division 90
  51. Division 91
  52. Division 92
  53. Division 93
  54. Division 94
  55. Division 95
  56. ▸Division 96
    Overview
    1. SEC. 91.9602. SCOPE.
    2. SEC. 91.9603. DEFINITIONS.
    3. SEC. 91.9604. ANALYSIS AND DESIGN.
    4. SEC. 91.9605. MATERIALS OF CONSTRUCTION.
    5. SEC. 91.9606. INFORMATION REQUIRED ON PLANS.
    6. SEC. 91.9701. TITLE.
    7. SEC. 91.9702. PURPOSE.
    8. SEC. 91.9703. SCOPE.
    9. SEC. 91.9704. DEFINITIONS.
    10. SEC. 91.9705. BENCHMARKING AND SELF-REPORTING OF ENERGY AND WA…
    11. SEC. 91.9706. ENERGY AND WATER AUDITS AND RETRO-COMMISSIONING.
    12. SEC. 91.9707. RECORD MAINTENANCE.
    13. SEC. 91.9708. SCHEDULE FOR COMPLIANCE.
    14. SEC. 91.9709. NONCOMPLIANCE FEE.
    15. SEC. 91.9710. SUBMITTAL FEES.
    16. SEC. 91.9711. BUILDING AND SAFETY DEVELOPMENT SURCHARGE.
    17. SEC. 91.9712. SEVERABILITY.
    18. Article 1.2
    19. Article 1.5
    20. Article 1.5 — , DIVISION 1
    21. Article 1.5 — , DIVISION 2
    22. Article 1.5 — , DIVISION 3
    23. Article 1.5 — , DIVISION 4
    24. Article 1.5 — , DIVISION 5
    25. Article 1.5 — , DIVISION 6
    26. Article 1.5 — , DIVISION 7
    27. Article 1.5 — , DIVISION 8
    28. Article 1.5 — , DIVISION 9
    29. Article 2
    30. Part 2
    31. Part 3
  57. Division 5 — REGISTRATION
  58. Division 16A
  59. Division 17
  60. Division 18
  61. Division 19
  62. Division 20
  63. Division 21
  64. Division 17
  65. Division 18
  66. Division C
  67. Division D

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