Los Angeles Municipal Code § 91.5 Los Angeles Residential Code

(Amended by Ord. No. 188,739, Eff. 9/23/25.)

The Los Angeles Residential Code adopts by reference portions of the California Residential Code (CRC). Chapter 1 of the CRC is not adopted and in lieu thereof Division 1, Article 1, Chapter IX of the Los Angeles Municipal Code is hereby adopted by reference with the following amendments. Appendix AS of the CRC is not adopted.

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

Title. Article 1.5, Chapter IX of the LAMC shall be known as the Los Angeles Residential Code or LARC, a portion of the Los Angeles Municipal Code (LAMC), and wherever the word Code is used in this

article, it shall mean the Los Angeles Residential Code.

Scope. (Amended by Ord. No. 187,719, Eff. 1/23/23.) The provisions of the LARC for one- and two-family dwellings shall apply to the construction, alteration, movement, enlargement, replacement, repair,

equipment, use and occupancy, location, removal, and demolition of detached one- and two-family dwellings, efficiency dwelling units, and townhouses not more than three stories above grade plane in height with a separate means of egress and their accessory structures. In addition to the LARC, Divisions 1, 11, 17, 31, 33, 63, 67, 70, 71, 72, 81, 89, 92, 93 and 96 of the LABC shall also be applicable to one- and two-family dwellings, efficiency dwelling units, and townhouses unless stated otherwise.

The LABC and LARC adopt by indicated reference portions of the 2022 California Building Code (CBC) or the 2022 California Residential Code (CRC) located at Title 24 of the California Code of Regulations (CCR).

EXCEPTION: The following shall be permitted to be constructed in accordance with this code where provided with a residential fire sprinkler system complying with Section R313:

1. Live/work units located in townhouses and complying with the requirements of Section 508.5 of the California Building Code.

2. Owner-occupied lodging houses with five or fewer guestrooms.

3. A care facility with five or fewer persons receiving custodial care within a dwelling unit.

4. A care facility with five or fewer persons receiving medical care within a dwelling unit.

5. A care facility for five or fewer persons receiving care that are within a single-family dwelling.

For additions, alterations, moving, and maintenance of buildings and structures, see Article 1.2, Chapter IX of the Los Angeles Municipal Code. For temporary buildings and structures, see CBC Section 3103.

ARTICLE 1.5, DIVISION 2

[DEFINITIONS]

Section

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

Chapter 2 of the CRC is hereby adopted by reference with the following exceptions, modifications and additions.

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

Chapter 202 of the CRC is adopted by reference, except that the following CRC definitions are not adopted:

ATTIC, HABITABLE.

BUILDING OFFICIAL.

LOT.

The following definitions are adopted:

BUILDING OFFICIAL. See Los Angeles Municipal Code Section 91.202.

LOT. See Los Angeles Municipal Code Section 12.03.

SUPERINTENDENT OF BUILDING. See Los Angeles Municipal Code Section 91.202.

ARTICLE 1.5, DIVISION 3

[BUILDING PLANNING]

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

Section

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

Chapter 3 of the CRC is adopted by reference except for the following Sections are not adopted: R301.1.3, R301.1.3.2, R301.2.2.6, R311.2, R313.1, R313.2, R321.1, R321.2, R322.1.4.1, and Table R301.2(1); and the following LAMC Sections are added: 91.5.301.1.3, 91.5.301.1.3.2, 91.5.301.1.5, 91.5.301.2.2.6, 91.5.301.2.2.11, 91.5.311.2, 91.5.313.1, 91.5.313.2, 91.5.321.1, 91.5.321.2, 91.5.322.1.4.1, and Table R301.2(1).

Engineered Design. (Amended by Ord. No. 186,488, Eff. 12/27/19.) Where a building of otherwise conventional construction contains structural elements exceeding the limits of CRC Section R301 or

otherwise not conforming to this Code, these elements shall be designed in accordance with accepted engineering practice. The extent of such design need only demonstrate compliance of nonconventional elements with other applicable provisions and shall be compatible with the performance of the conventional framed system. Engineered design in accordance with the Los Angeles Building Code is permitted for all buildings and structures, and parts thereof, included in the scope of this Code.

Buildings with masonry or concrete walls or of light frame construction exceeding two stories shall have an engineered design in accordance with the Los Angeles Building Code.

Woodframe Structures. (Amended by Ord. No. 186,488, Eff. 12/27/19.) The Building Official shall require construction documents to be approved and stamped by a California licensed architect or

engineer for all dwellings of wood frame construction more than two stories in height with basement located in Seismic Design Category A, B, or C. Notwithstanding other provisions of law, the law establishing these provisions is found in Business and Professions Code Sections 5537 and 6737.1.

The Building Official shall require construction documents to be approved and stamped by a California licensed architect or engineer for all dwellings of woodframe construction more than one story in height located in Seismic Design Category D0, D1, D2, or E.

Seismic Design Provisions for Buildings Constructed on or into Slopes Steeper than One Unit Vertical in Three Units Horizontal (33.3 Percent Slope). (Amended by Ord. No. 186,488, Eff.

12/27/19.) The design and construction of new buildings and additions to existing buildings when constructed on or into slopes steeper than one-unit vertical in three-units horizontal (33.3% slope) shall comply with LAMC Subsection 91.1613.8.

Table R301.2(1)

Climatic and Geographic Design Criteria

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

WIND DESIGN SUBJECT TO DAMAGE FROM SEISMIC WINTER ICE BARRIER AIR MEAN GROUND FLOOD DESIGN DESIGN UNDERLAYMENT ANNUAL SNOW Special wind Wind-borne Frost line g FREEZING a h HAZARDS i j f Weathering Termite c k b TEMP e REQUIRED INDEX TEMP LOAD Speed(mph)d Topographiceffects region l debris zone m CATEGORY depth 0 85 No No No D2/E Negligible 12" Yes 39 o to 44 o No See Flood Map 0 61.1 o

For SI: 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s. a. Where weathering requires a higher strength concrete or grade of masonry than necessary to satisfy the structural requirements of this Code, the frost line depth strength required for weathering shall govern. The weathering column shall be filled in with the weathering index (i.e., "negligible", "moderate" or "severe") for concrete as determined from the Weathering Probability Map [CRC Figure R301.2(4)]. b. The frost line depth may require deeper footings than indicated in CRC Figure R403.1(1). The jurisdiction shall fill in the frost line depth column with the minimum depth of footing below finish grade. c. The jurisdiction shall fill in this part of the table to indicate the need for protection depending on whether there has been a history of local subterranean termite damage. d. The jurisdiction shall fill in this part of the table with the wind speed from the basic wind speed map [CRC Figure R301.2 (5) A]. Wind exposure category shall be determined on a site-specific basis in accordance with CRC Section R301.2.1.4. e. Temperatures shall be permitted to reflect local climates or local weather experience as determined by the Building Official. f. The jurisdiction shall fill in this part of the table with the seismic design category determined from CRC Section R301.2.2.1. g. The jurisdiction shall fill in this part of the table with (a) the date of the jurisdiction's entry into the National Flood Insurance Program (date of adoption of the first code or ordinance for management of flood hazard areas), (b) the date(s) of the Flood Insurance Study and (c) the panel numbers and dates of all currently effective FIRMs and FBFMs or other flood hazard map adopted by the authority having jurisdiction, as amended. h. In accordance with CRC Sections R905.1.2, R905.4.3.1, R905.5.3.1, R905.7.3.1, and R905.8.3.1, where there has been a history of local damage from the effects of ice damming, the jurisdiction shall fill in this part of the table with "YES". Otherwise, the jurisdiction shall fill in this part of the table with "NO". i. The jurisdiction shall fill in this part of the table with the 100-year return period air freezing index (BF-days) from CRC Figure R403.3(2) or from the 100-year (99%) value on the National Climatic Data Center data table "Air Freezing Index - USA Method (Base 32°F)" at www.ncdc.noaa.gov/fpsf.html. j. The jurisdiction shall fill in this part of the table with the mean annual temperature from the National Climatic Data Center data table "Air Freezing Index - USA Method (Base 32°F)" at www.ncdc.noaa.gov/fpsf.html. k. In accordance with CRC Section R301.2.1.5, where there is local historical data documenting structural damage to buildings due to topographic wind speed-up effects, the jurisdiction shall fill in this part of the table with "YES". Otherwise, the jurisdiction shall indicate "NO" in this part of the table. l. In accordance with CRC Figure R301.2(5) A, where there is local historical data documenting unusual wind conditions, the jurisdiction shall fill in this part of the table with "YES" and identify any specific requirements. Otherwise, the jurisdiction shall indicate "NO" in this part of the table. m. In accordance with CRC Section R301.2.1.2, the jurisdiction shall indicate the wind-borne debris wind zone(s). Otherwise, the jurisdiction shall indicate "NO" in this part of the table.

Irregular Buildings. Prescriptive construction as regulated by this code shall not be used for irregular structures located in Seismic Design Categories C, D0, D1, and D2. Irregular portions of structures

shall be designed in accordance with accepted engineering practice to the extent the irregular features affect the performance of the remaining structural system. When the forces associated with the irregularity are resisted by a structural system designed in accordance with accepted engineering practice, design of the remainder of the building shall be permitted using the provisions of this code. A building or portion of a building shall be considered to be irregular when one or more of the following conditions occur:

1. When exterior shear wall lines or braced wall panels are not in one plane vertically from the foundation to the uppermost story in which they are required;

2. When a section of floor or roof is not laterally supported by shear walls or braced wall lines on all edges;

Exception: Portions of floors that do not support shear walls or braced wall panels above, or roofs, shall be permitted to extend no more than 6 feet (1829 mm) beyond a shear wall or braced wall line.

3. When the end of a braced wall panel occurs over an opening in the wall below;

4. When an opening in a floor or roof exceeds the lesser of 12 feet (3658 mm) or 50 percent of the least floor or roof dimension;

5. When portions of a floor level are vertically offset;

6. When shear walls and braced wall lines do not occur in two perpendicular directions;

7. When stories above-grade are partially or completely braced by wood wall framing in accordance with CRC Section R602 or steel wall framing in accordance with CRC Section R603 include masonry or

concrete construction; (Amended by Ord. No. 185,587, Eff. 7/16/18.)

Exception: Fireplaces, chimneys and masonry veneer as permitted by this code. When this irregularity applies, the entire story shall be designed in accordance with accepted engineering practice.

Anchorage of Mechanical, Electrical, or Plumbing Components and Equipment. (Renumbered and Amended by Ord. No. 186,488, Eff. 12/27/19.) Mechanical, electrical, or plumbing components

and equipment shall be anchored to the structure. Anchorage of the components and equipment shall be designed to resist loads in accordance with the International Building Code and ASCE 7, except where the component is positively attached to the structure and flexible connections are provided between the component and associated ductwork, piping, and conduit.

Egress Door. (Amended by Ord. No. 186,488, Eff. 12/27/19.) At least one egress door shall be provided for each dwelling unit. The egress door shall be side-hinged, and shall provide a minimum clear width

of 32 inches (813 mm) when measured between the face of the door and the stop, with the door open 90 degrees (1.57 rad). The minimum clear height of the door opening shall not be less than 78 inches (1981 mm) in height measured from the top of the threshold to the bottom of the stop. This is accomplished by providing a door not less than 3 feet in width and 6 feet 8 inches in height. Egress doors shall be readily openable from inside the dwelling without the use of a key or special knowledge or effort. Every interior door shall have a minimum width of 32 inches (813 mm), except for closets less than 10 square feet in size, which shall comply with CBC Section 1010.1.1, Exception 3.

Townhouse Automatic Fire Sprinkler Systems. (Added by Ord. No. 186,503, Eff. 3/11/20.) Every newly constructed townhouse must include an automatic residential fire sprinkler system. Where additions

or alterations are made to an existing townhouse that does not have an automatic residential fire sprinkler system, and the aggregate value of the additions and alterations within a one-year period equals or exceeds 50% of the replacement cost of the existing building, an automatic residential fire sprinkler system must be installed in the entire townhouse.

One and Two-family Dwelling Automatic Fire Sprinkler Systems. (Amended by Ord. No. 186,503, Eff. 3/11/20.) Every newly constructed one or two-family dwelling must include an automatic

residential fire sprinkler system. Where additions or alterations are made to an existing one or two-family dwelling, and the aggregate value of the additions and alterations within a one-year period equals or exceeds 50% of the replacement cost of the existing building, an automatic residential fire sprinkler system must be installed in the entire one or two-family dwelling.

An automatic residential fire sprinkler system is not required in an Accessory Dwelling Unit, provided that all of the following are met:

1. The unit meets the definition of an Accessory Dwelling Unit as defined in the Government Code Section 65852.2.

2. The existing primary residence does not have automatic fire sprinklers.

3. The detached accessory dwelling unit does not exceed 1,200 square feet in size.

4. The unit is on the same lot as the primary residence.

Determination of Design Flood Elevations. (Amended by Ord. No. 186,503, Eff. 3/11/20.) If design flood elevations are not specified, the building official is authorized to require the applicant to comply

with either of the following:

1. Obtain and reasonably use data available from a federal, state or other source; or

2. Determine the design flood elevation in accordance with accepted hydrologic and hydraulic engineering practices used to define special flood hazard areas. Determinations shall be undertaken by a registered

civil engineer who shall document that the technical methods used reflect currently accepted engineering practice. Studies, analyses and computations shall be submitted in sufficient detail to allow thorough review and approval.

ARTICLE 1.5, DIVISION 4

[FOUNDATIONS]

Section

Chapter 4 of the CRC is hereby adopted by reference with the following exceptions, modifications and additions.

Application. The provisions of this Division shall control the design and construction of the foundation and foundation spaces for all buildings. In addition to the provisions of this division, the design and

construction of foundations in flood hazard areas as established by CRC Table R301.2(1) shall meet the provisions of CRC Section R322. Wood foundations shall be designed and installed in accordance with AF&PA PWF. (Amended by Ord. No. 185,587, Eff. 7/16/18.)

Exception: The provisions of this Chapter shall be permitted to be used for wood foundations only in the following situations:

1. In buildings that have no more than two floors and a roof;

2. When interior basement and foundation walls are constructed at intervals not exceeding 50 feet (15 240 mm).

Wood foundations in Seismic Design Category D0, D1, or D2 shall not be permitted.

Exception: In non-occupied, single-story, detached storage sheds and similar uses other than carport or garage, provided the gross floor area does not exceed 200 square feet, the plate height does not exceed 12 feet in height above the grade at any point, and the maximum roof projection does not exceed 24 inches.

Continuous Footing in Seismic Design Categories D0, D1, D2. Exterior walls of buildings located in Seismic Design Categories D0, D1, and D2 shall be supported by continuous solid or fully grouted

masonry or concrete footings. All required interior braced wall panels in buildings located in Seismic Design Categories D0, D1, and D2 shall be supported on foundations. (Amended by Ord. No. 184,692, Eff. 12/30/16.)

Isolated Concrete Footings. In detached one- and two-family dwellings located in Seismic Design Category A, B or C that are three stories or less in height and constructed with stud bearing walls,

isolated plain concrete footings supporting columns or pedestals are permitted in accordance with CRC Section R403.1.3.4. (Added by Ord. No. 184,692, Eff. 12/30/16.)

Slope. The top surface of footings shall be level. The bottom surface of footings shall not have a slope exceeding one unit vertical in 10 units horizontal (10-percent slope). Footings shall be stepped where it is

necessary to change the elevation of the top surface of the footings or where the slope of the bottom surface of the footings will exceed one unit vertical in ten units horizontal (10-percent slope).

For structures located in Seismic Design Categories D0, D1, and D2, or E, stepped footings shall be reinforced with four 1/2-inch diameter (12.7 mm) deformed reinforcing bars. Two bars shall be placed at the top and bottom of the footing as shown in figure 91.5.403.1.5.

Figure 91.5.403.1.5 Stepped Footing

Wood Foundation Walls. Wood foundation walls shall be constructed in accordance with the provisions of CRC Sections R404.2.1 through R404.2.6 and with the details shown in CRC Figures R403.1(2) and

R403.1(3). Wood foundation walls shall not be used for structures located in Seismic Design Category D0, D1, or D2. (Amended by Ord. No. 185,587, Eff. 7/16/18.)

ARTICLE 1.5, DIVISION 5

[FLOORS]

Section

Chapter 5 of the CRC is hereby adopted by reference with the following exceptions, modifications and additions.

Application. (Amended by Ord. No. 186,488, Eff. 12/27/19.) The provisions of this division shall control the design and construction of the floors for buildings, including the floors of attic spaces used to

house mechanical or plumbing fixtures and equipment. Mechanical, plumbing fixtures, and equipment shall be attached (or anchored) to the structure in accordance with LAMC Subsection 91.5.301.2.2.11.

Openings in Horizontal Diaphragms. (Amended by Ord. No. 185,587, Eff. 7/16/18.) Openings in horizontal diaphragms with a dimension perpendicular to the joist that is greater than 4 feet (1219.2 mm)

shall be constructed in accordance with LAMC Figure 91.5.503.2.4.

Figure 91.5.503.2.4

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

a. Blockings shall be provided beyond headers. b. Metal ties not less than 0.058 inch [1.47 mm (16 galvanized gage)] by 1.5 inches (38 mm) wide with eight 16d common nails on each side of the header-joist intersection. The metal ties shall have a minimum yield of 33,000 psi (227 MPa). c. Openings in diaphragms shall be further limited in accordance with CRC Section R301.2.2.2.5.

ARTICLE 1.5, DIVISION 6

[WALL CONSTRUCTION]

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

Section

(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.)

NUMBER AND TYPE OF

ITEM DESCRIPTION OF BUILDING ELEMENTS FASTENERa, b, c SPACING AND LOCATION

NUMBER AND TYPE OF

ITEM DESCRIPTION OF BUILDING ELEMENTS FASTENERa, b, c SPACING AND LOCATION

Roof

4-8d box (2 1/2" × 0.113") or 1 Blockingplate between ceiling joists or rafters to top 3-8d3-10dcommonbox (3" ×(20.128");1/2" × 0131");or or Toe nail 3-3" × 0.131" nails

4-8d box (2 1/2" × 0.113") or

2 Ceiling joists to plate, toe nail 3-8d3-10dcommonbox (3" ×(20.128");1/2" × 0131");or or Per joist, toe nail 3-3" × 0.131" nails

Ceiling joist not attached to parallel rafter, laps 4-10d box (3" × 0.128"); or

3 over partitions [see Sections R802.3.1, R802.3.2 3-16d common (3 1/2" × 0.162"); or Face nail and Table R802.5.1(9)] 4-3" × 0.131" nails

Ceiling joist attached to parallel rafter (heel joint)

4 [see Sections R802.3.1 and R802.3.2 and Table Table R802.5.1(9) Face nail R802.5.1(9)]

(3" × 0.128"); or
common (3" × 0.148"); or Face nail each rafter 5 Collarridge straptie totorafter,rafter face nail or 1 1/4" × 20 ga. 4-10d3-10d4-3" × box 0.131" nails

3-16d box nails (3 1/2" × 0.135"); or

6 Rafter or roof truss to plate 3-10d4-10d commonbox (3" ×nails0.128");(3" ×or0.148"); or 2 oppositetoe nails sideon oneof eachside andrafter1 toeor trussnail oni 4-3" × 0.131" nails

4-16d (3 1/2" × 0.135"); or 3-10d common (3 1/2" × 0.148"); or Toe nail 4-10d box (3" × 0.128"); or 7 Roofrafter raftersto minimumto ridge,2" valleyridge beamor hip rafters or roof 4-3"3-16d× box0.131"(3 1/2"nails× 0.135"); or 2-16d common (3 1/2" × 0.162"); or End nail 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails

Wall

16d common (3 1/2" × 0.162") 24" o.c. face nail

8 Stud to stud (not at braced wall panels) 10d box (3" × 0.128"); or 16" o.c. face nail 3" × 0.131" nails

16d box (3 1/2" × 0.135"); or 12" o.c. face nail
3" × 0.131" nails 9 Studcornersto stud(at bracedand abuttingwall panels)studs at intersecting wall
16d common (3 1/2" × 0.162") 16" o.c. face nail

16d common (3 1/2" × 0.162") 16" o.c. each edge face nail

10 Built-up header (2" to 2" header with 1/2" spacer) 16d box (3 1/2" × 0.135") 12" o.c. each edge face nail

5-8d box (2 1/2" × 0.113"); or

11 Continuous header to stud 4-8d common (2 1/2" × 0.131"); or Toe nail 4-10d box (3" × 0.128")

16d common (3 1/2" × 0.162") 16" o.c. face nail

12 Top plate to top plate 10d box (3" × 0.128"); or 12" o.c. face nail 3" × 0.131" nails

8-16d common (3 1/2" × 0.162"); or
Double top plate splice for SDCs A-D 2 with 12-16d box (3 1/2" × 0.135"); or
seismic braced wall line spacing < 25' 12-10d box (3" × 0.128"); or Face nail on each side of end joint

13 12-3" × 0.131" nails (minimum 24" lap splice length each side Double top plate splice SDCs D0, D1, or D2; and 12-16d (3 1/2" × 0.135") of end joint) braced wall line spacing ≥ 25'

16d common (3 1/2" × 0.162") 16" o.c. face nail

box (3 1/2" 14 Bottomblockingplate(not toat joist,bracedrimwalljoist,panels)band joist or 16d × 0.135"); or 12" o.c. face nail 3" × 0.131" nails

(3 1/2" × 0.135"); or 3 each 16" o.c. face nail
common (3 1/2" x 0.162"); or 2 each 16" o.c. face nail 15 Bottomblockingplate(at bracedto joist,wallrimpanel)joist, band joist or 3-16d2-16d4-3" × box 0.131" nails 4 each 16" o.c. face nail

o.c. face nail

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 Toe nail
4-10d box (3" × 0.128"); or

16 Top or bottom plate to stud 4-3" × 0.131" nails 3-16d box (3 1/2" × 0.135"); or 2-16d common (3 1/2" × 0.162"); or End nail 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails

3-10d box (3" × 0.128"); or

17 Top plates, laps at corners and intersections 2-16d common (3 1/2" × 0.162"); or Face nail 3-3" × 0.131" nails

3-8d box (2 1/2" × 0.113"); or

18 1" brace to each stud and plate 2-8d2-10dcommonbox (3" ×(20.128");1/2" × 0.131");or or Face nail 2 staples 1 3/4"

3-8d box (2 1/2" × 0.113"); or

19 1" × 6" sheathing to each bearing 2-8d2-10dcommonbox (3" ×(20.128");1/2" × 0.131");or or Face nail 2 staples, 1" crown, 16 ga., 1 3/4" long

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 20 1" × 8" and wider sheathing to each bearing Wider than 1" × 8" Face nail 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

4-8d box (2 1/2" × 0.113"); or

21 Joist to sill, top plate or girder 3-8d3-10dcommonbox (3" ×(20.128");1/2" × 0.131");or or Toe nail 3-3" × 0.131" nails

8d box (2 1/2" × 0.113") 4" o.c. toe nail

22 Rim(roofjoist,applicationsband joistalso)or blocking to sill or top plate 8d10dcommonbox (3" ×(20.128");1/2" × 0.131");or or 6" o.c. toe nail 3" × 0.131" nails

3-8d box (2 1/2" × 0.113"); or

23 1" × 6" subfloor or less to each joist 2-8d3-10dcommonbox (3" ×(20.128");1/2" × 0.131");or or Face nail 2 staples, 1" crown, 16 ga., 1 3/4" long

3-16d box (31/2" × 0.135"); or

24 2" subfloor to joist or girder 2-16d common (3 1/2" × 0.162") Blind and face nail

25 2" planks (plank & beam - floor & roof) 3-16d2-16d boxcommon(3 1/2"(3 ×1/2"0.135");x 0.162")or At each bearing, face nail

3-16d common (3 1/2" × 0.162")

26 Band or rim joist to joist 4-104-3" ×box0.131"(3" ×nails;0.128"),or or End nail 4-3" × 14 ga. staples, 7/16" crown 20d common (4" × 0.192"); or Nail eachandlayerbottomas follows:and staggered.32" o.c. at top

10d box (3" × 0.128"); or 24" o.c. face nail at top and bottom

27 Built-up girders and beams, 2-inch lumber layers 3" × 0.131" nails staggered on opposite sides And: 2-20d common (4" × 0.192"); or Face nail at ends and at each splice 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails

4-16d box (3 1/2" × 0.135"); or

28 Ledger strip supporting joists or rafters 3-16d4-10d commonbox (3" ×(30.128");1/2" × or0.162"); or At each joist or rafter, face nail 4-3" × 0.131" nails

29 Bridging to joist 2-10d (3" × 0.128") Each end, toe nail

ITEM DESCRIPTIONELEMENTSOF BUILDING NUMBERFASTENERa,AND TYPEb, c OF SPACING OF FASTENSERS

SPACING OF FASTENSERS NUMBER AND TYPE OF IntermediateITEM DESCRIPTION OF BUILDING ELEMENTS Edges b, c c, e FASTENERa, h supports (inches) (inches)

Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing [see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]

6d common (2" x 0.113") nail (subfloor,

30 3/8" - 1/2" wall) i 6 12 f 8d common (2 ½" × 0.131") nail (roof) 31 19/32" - 1" 8d common nail (2 1/2" × 0.131") 6 12 f 32 1 1/8" - 1 1/4" 10d8d (2common1/2" × 0.131")(3" × 0.148")deformednail;nailor 6 12

Other wall sheathing

11/2" galvanized roofing nail, 7/16 " head
33 1/2" structural cellulosic fiberboard sheathing diameter, or 1" crown staple 16 a., 3 6
11/4"long

1 3/4" galvanized roofing nail, 7/16" head
34 25/32" structural cellulosic fiberboard sheathing diameter, or 1" crown staple 16 ga., 11/4" 3 6
long

1 1/2" galvanized roofing nail; staple
35 1/2" gypsum sheathing d, j galvanized, 1 1/2" long; 1 1/4" screws, 7 7
Type W or S

1 3/4" galvanized roofing nail; staple 36 5/8" gypsum sheathing d, j galvanized, 1 5/8" long; 1 5/8" screws, 7 7 Type W or S

Wood structural panels, combination subfloor underlayment to framing
37 3/4" and less 6d8d deformedcommon (2(2"1/2"× 0.120")× 0.131")nail;nailor 6 12
38 7/8" - 1" 8d8d commondeformed(2(21/2"1/2"××0.131")0.120")nail;nail or 6 12
39 1 1/8" - 1 1/4 " 10d8d deformedcommon (2(3"1/2"× 0.148"× 0.120")) nail;nailor 6 12

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 DESCRIPTION a, b OF FASTENER SPACING c OF FASTENERS THICKNESS AND LENGTH Edges Intermediate (inches) (inches) (inches) supports (inches) Wood structural panels subfloor, roof g and wall sheathing to framing and particleboard wall sheathing to framing f

Staple 15 ga. 1 3/4 4 8

Up to 1/2 0.097 - 0.099 Nail 2 1/4 3 6

Staple 16 ga. 1 3/4 3 6