Los Angeles Municipal Code Art. 1.5 Los Angeles Residential Code

(Article 1.5, Chapter IX, Added by Ord. No. 181,756, Eff. 7/6/11;

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

Division 1 [Scope and Application] 2 [Definitions] 3 [Building Planning] 4 [Foundations] 5 [Floors] 6 [Wall Construction] 7 [Wall Covering] 8 [Roof-Ceiling Construction] 9 [Roof Assemblies] 10 [Chimneys and Fireplaces]

ARTICLE 1.5, DIVISION 1

[SCOPE AND APPLICATION]

Section

19/32 and 5/8 Staple 15 and 16 ga. 2 4 8

Staple 14 ga. 2 4 6

Staple 15 ga. 1 3/4 3 8
23/32 and 3/4

Staple 16 ga. 2 4 8

Staple 14 ga. 2 1/4 4 8

1 Staple 15 ga. 2 1/4 4 8

NOMINAL MATERIAL DESCRIPTION a,b OF FASTENER SPACING c OF FASTENERS THICKNESS AND LENGTH Edges Body of Panel d (inches) (inches) (inches) (inches) Floor underlayment; plywood - hardboard - particleboard f - fiber - cement h

Fiber-cement

3d, corrosion-resistant, ring shank nails (finished 3 6
flooring other than tile)

Staple 18 ga., 7/8 long, 1/4 crown (finished flooring 3 6
other than tile)
1/4 1 1/4 long × .121 shank × .375 head diameter corrosion-
resistant (galvanized or stainless steel) roofing nails (for 8 8
tile finish)

1 1/4 long, No. 8 × .375 head diameter, ribbed wafer- 8 8
head screws (for tile finish)

Plywood

1 1/4 ring or screw shank nail - minimum 3 6 12 1/2 ga. (0.099") shank diameter 1/4 and 5/16 Staple 18 ga., 7/8, 3/16 crown width 2 5 11/32, 3/8, 15/32, and 1/2 1 1/412ring1/2 orga.screw(0.099")shankshanknaildiameter- minimum 6 8 e

1 1/2 ring or screw shank nail - minimum 6 8
12 1/2 ga. (0.099") shank diameter 19/32, 5/8, 23/32, and 3/4
Staple 16 ga. 1 1/2 6 8
Hardboard f

1 1/2 long ring-grooved underlayment nail 6 6

0.200 4d cement-coated sinker nail 6 6

Staple 18 ga., 7/8 long (plastic coated) 3 6

Particleboard

4d ring-grooved underlayment nail 3 6
1/4
Staple 18 ga., 7/8 long, 3/16 crown 3 6

6d ring-grooved underlayment nail 6 10
3/8
Staple 16 ga., 1 1/8 long, 3/8 crown 3 6

6d ring-grooved underlayment nail 6 10 1/2, 5/8 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.

(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.)

TOP-PLATE SPLICE LOCATION
Corners and intersecting walls Butt joints in straight walls
CONDITION
Minimum nails each Minimum nails each
Splice plate size Splice plate size
side of joint side of joint
3" x 6" x 0.036" (6) 8d box 3' × 12" × 0.036" (12) 8d box

Structures in SDC A-C
galvanized steel plate (2 1/2" × 0.113") galvanized steel plate (2 1/2" × 0.113")
or equivalent nails or equivalent nails

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

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 MINIMUM TOTAL LENGTH (FEET) OF • 10 PSF FLOOR DEAD LOAD BRACED WALL PANELS REQUIRED ALONG • 15 PSF ROOF/CEILING DEAD LOAD EACH BRACED WALL LINEa

• BRACED WALL LINE SPACING 25 FEET Methods DWB, SFB, Braced Wall Method Seismic Design Story Location Line Length Method GBe PBS, PCPe, Method WSP Methods CS- Category (feet) LIBc HPS, CS- WSP, CS-G SFBd

• SOIL CLASS Db • WALL HEIGHT = 10 FEET MINIMUM TOTAL LENGTH (FEET) OF • 10 PSF FLOOR DEAD LOAD BRACED WALL PANELS REQUIRED ALONG • 15 PSF ROOF/CEILING DEAD LOAD EACH BRACED WALL LINEa

• BRACED WALL LINE SPACING 25 FEET Methods DWB, SFB, Wall Method Seismic Design Story Location BracedLine Length PBS, PCPe, Category Method WSP MethodsWSP, CS-GCS- LIBc Method GBe (feet) HPS, CS- SFBd 10 2.5 2.5 2.5 1.6 1.4 20 5.0 5.0 5.0 3.2 2.7 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 C 20 NP 9.0 9.0 6.0 5.1 30 NP 13.5 13.5 9.0 7.7 (townhouses only) 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 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 D0 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 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 D1 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 10 NP 8.0 8.0 2.5 2.1 20 NP 16.0 16.0 5.0 4.3

40 NP NP NP 24.0 20.4
50 NP NP NP 30.0 25.5
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

D2 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 10 NP NP NP 7.5 6.4 20 NP NP NP 15.0 12.8 Cripple wall below one- 30 NP NP NP 22.5 19.1 or two-story dwelling 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 Methods f (Added by Ord. No. 182,845, Eff. 1/3/14.)

METHODS, MATERIAL THICKNESSMINIMUM FIGURE FastenersCONNECTION CRITERIAaSpacing METHODS, MATERIAL THICKNESSMINIMUM FIGURE FastenersCONNECTION CRITERIAaSpacing 1 × 4 wood or Wood: 2-8d common Wood: per stud and approved nails or 3-8d (2 1/2" and bottom plates LIB metal straps at long × 0.113" dia.) nails top 45° to 60° Let-in-bracing angles for Metal strap: per Metal: per maximum 16" manufacturer manufacturer stud spacing DWB 3/4"(1" 2-8d (2 1/2" long × nominal) for dia.) nails or 2 - Per stud Diagonal wood maximum 24" 0.113" 1 3/4" long staples boards stud spacing WSP Exterior sheathing using 8d common nails (2.5” 6" edges 12" field × 0.131”) per Table Wood structural 15/32" R602.3(3) panel Interior sheathing per Table 91.5.602.3(1) or Varies by fastener (See Section R604) 91.5.602.3(2) BV-WSP e

Wood structural 4" at panel

supports Panels with stone or 15/32" R602.10.6.5See Figure 8d common0.131) nails(2 1/2" × intermediate4"atedges12"atbraced wall masonry veneer panel end posts (See Section R602.10.6.5) 1 1/2" long × 0.12" dia. (for 1/2" thick SFB 1/2" or 25/32" sheathing) 1 3/4" long × for maximum 0.12" dia. (for 25/32" 3" edges 6" field Structural fiberboard 16" stud thick sheathing) sheathing spacing galvanized roofing nails or 8d common (2 1/2" long × 0.131" dia.) nails Nails or screws per Table 91.5.602.3(1) for For all braced wall GB exterior locations panel locations: 7" 1/2" edges (including top Gypsum board Nails or screws per and bottom plates) 7" Intermittent Table R702.3.5 for field Bracing interior locations Methods PBS For 3/8", 6d common Particleboard 3/8" or 1/2" (2" long × 0.113" dia.) for maximum nails For 1/2", 8d 3" edges 6" field 16" sheathing stud common (2 1/2" long × spacing 0.131" dia.) nails (See Section R605)

(2 1/2" long × spacing 0.131" dia.) nails (See Section R605)

PCP See Section
Portland cement maximumR703.6 for16" 17/16"1/2" dia.long,head11 gage,nails 6" o.c.memberson all framing
plaster stud spacing
HPS 0.092" dia., 0.225" dia.
7/16" for head nails with length to
Hardboard panel maximum 16" accommodate 4" edges 8" field
stud spacing 11/2"penetration into
siding studs

ABW
Alternate braced 15/32" See Section R602.10.6.1 R602.10.6.1See Section

wall

PFH
Portal frame 15/32" See Section R602.10.6.2 R602.10.6.2See Section

with hold-downs

PFG
Portal frame 15/32" See Section R602.10.6.3 R602.10.6.3See Section

at garage

CS-WSP

Continuously 15/32" ExteriorTable sheathingR602.3(3)per 6" edges 12" field
sheathed wood
structural panel
Interior sheathing per
Table 91.5.602.3(1) or Varies by fastener
91.5.602.3(2)

CS-Gb, c

Continuously
15/32" See Method CS-WSP See Method CS-WSP

Continuous sheathed wood Sheathing structural panel Methods adjacent to garage openings CS-PF

Continuously
15/32" See Section R602.10.6.4 R602.10.6.4See Section
sheathed portal

frame 1 1/2" long × 0.12" dia. CS-SFBd (for 1/2" thick 1/2" or 25/32" sheathing) 1 3/4" long × maximum 0.12" dia. Continuously for (for 25/32" 3" edges 6" field 16" stud thick sheathing) sheathed structural spacing galvanized roofing nails fiberboard 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.)

MINIMUM LENGTHa (inches) CONTRIBUTING LENGTH METHOD (See Table R602.10.4) Wall Height 8 feet 9 feet 10 feet 11 feet 12 feet (inches) MINIMUM LENGTHa (inches) CONTRIBUTING LENGTH METHOD (See Table R602.10.4) Wall Height 8 feet 9 feet 10 feet 11 feet 12 feet (inches) DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP 48 48 48 53 58 Actualb Double sided = Actual GB 48 48 48 53 58 Single sided = 0.5 × Actual LIB 55 62 69 NP NP Actualb SDC A, B and C, 28 32 34 38 42 wind speed < 110 mph ABW SDC Do, D1 and D2, 48 wind speed < 110 mph Supporting roof only 24 24 24 24c 24c 48 PFH 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 Adjacent clear opening height

(inches)
64 24 27 30 33 36
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

CS-WSP, 96 48 41 38 36 36 CS-SFB 100 — 44 40 38 38 104 — 49 43 40 39 Actualb 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.)

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.

ARTICLE 1.5, DIVISION 7

[WALL COVERING]

Section

Chapter 7 of the CRC is hereby adopted by reference.

ARTICLE 1.5, DIVISION 8

[ROOF-CEILING CONSTRUCTION]

Section

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

Chapter 8 of the CRC is hereby adopted by reference with the following exceptions, modifications and additions.

Lateral Support. Roof framing members and ceiling joists having a depth-to-thickness ratio exceeding 2 to 1 based on nominal dimensions shall be provided with lateral support at points of bearing to prevent

rotation. For roof rafters with ceiling joists attached per CRC Table R602.3(1), the depth-thickness ratio for the total assembly shall be determined using the combined thickness of the rafter plus the attached ceiling joist. (Amended by Ord. No. 185,587, Eff. 7/16/18.)

Design. Wood trusses shall be designed in accordance with accepted engineering practice. The design and manufacture of metal-plate-connected wood trusses shall comply with ANSI/TPI 1. The truss

design drawings shall be prepared by a registered professional.

Openings in Horizontal Diaphragms. Openings in horizontal diaphragms shall conform to LAMC Paragraph 91.5.503.2.4. (Amended by Ord. No. 185,587, Eff. 7/16/18.)

ARTICLE 1.5, DIVISION 9

[ROOF ASSEMBLIES]

Section

(Amended by Ord. No. 186,488, Eff. 12/27/19.)

Chapter 9 of the CRC is hereby adopted by reference except as amended or modified herein. Section R902.2 of the 2019 California Residential Code is not adopted.

Fire-retardant-treated Shingles and Shakes. Fire-retardant-treated wood shakes and shingles are wood shakes and shingles complying with UBC Standard 15-3 or 15-4 which are impregnated by the full-cell

vacuum-pressure process with fire-retardant chemicals, and which have been qualified by UBC Standard 15-2 for use on Class A, B or C roofs. Fire-retardant-treated wood shakes and shingles shall comply with ICC-ES EG107 and with the weathering requirements contained in California Health and Safety Code Section 13132.7(j). Each bundle shall bear labels from an ICBO accredited quality control agency identifying their roof- covering classification and indicating their compliance with ICC-ES EG107 and with the weathering requirements contained in California Health and Safety Code Section 13132.7(j).

No wood shake or shingle roof covering is permitted as provided by LAMC Subsection 91.1505.1.

ARTICLE 1.5, DIVISION 10

[CHIMNEYS AND FIREPLACES]

Section

Chapter 10 of the CRC is hereby adopted by reference with the following exceptions, modifications and additions.

Vertical Reinforcing. (Amended by Ord. No. 186,488, Eff. 12/27/19.) For chimneys up to 40 inches (1016 mm) wide, four No. 4 continuous vertical bars adequately anchored into the concrete foundation

shall be placed between wythes of solid masonry or within the cells of hollow unit masonry and grouted in accordance with CRC Section R606. Grout shall be prevented from bonding with the flue liner so that the flue liner is free to move with thermal expansion. For chimneys more than 40 inches (1016 mm) wide, two additional No. 4 vertical bars adequately anchored into the concrete foundation shall be provided for each additional flue incorporated into the chimney or for each additional 40 inches (1016 mm) in width or fraction thereof.

ARTICLE 2

ELEVATOR CODE

(Article 2, Chapter IX, Amended by Ord. No. 179,328, Eff. 12/10/07, Oper. 1/1/08.

Incorporating by Reference Portions of the Elevator Safety Orders of Title 8 and the 2007 Edition of Part 7 of Title 24 of the California Code of Regulations.)

Division 1 Administration 2 General 3 Private Residence Inclined Elevators, Inclined Stairway Chairlifts, Inclined and Vertical Wheelchair Lifts and Private Residence Elevators 4 Manlifts