§ 91.5

(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.)

91.5.101.1. 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.

91.5.101.2. 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]

91.5.200 Basic Provisions. 91.5.202 Definitions.

(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.)

91.5.300 Basic Provisions.

(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).

91.5.301.1.3. 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.

91.5.301.1.3.2. 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.

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

g INDEX i TEMP j l zone m b 39 o See 0 85 No No No D2/E Negligible 12" Yes to 44 No Flood 0 61.1 o o Map

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.

ting 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.

91.5.301.2.2.6. 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.

91.5.301.2.2.11. 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.

al, 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.

91.5.311.2. 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.

91.5.313.1. 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.

91.5.313.2. 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.

91.5.321. Elevator and Platform Lifts. (Added by Ord. No. 185,587, Eff. 7/16/ 18.)

91.5.321.1. Elevators. Where provided, passenger elevators, limited-use and limited-application elevators or private residence elevators shall comply with the City of Los Angeles Elevator Code.

91.5.321.2. Platform Lifts. Where provided, platform lifts shall comply with the City of Los Angeles Elevator Code.

91.5.322.1.4.1. 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]

91.5.400 Basic Provisions.

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

91.5.401.1. 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.

91.5.403.1.2. 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.)

91.5.403.1.3.6. 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.)

91.5.403.1.5. 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.

[https://export.amlegal.com/media/9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ IMAGES/0-0-0-17218.jpg] Figure 91.5.403.1.5 Stepped Footing

91.5.404.2. 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]

91.5.500 Basic Provisions.

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

91.5.501.1. 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.

91.5.503.2.4. 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.)

[https://export.amlegal.com/media/9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ IMAGES/0-0-0-17228.jpg]

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.)

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 NUMBER AND TYPE OF FASTENERa, SPACING AND LOCATION ELEMENTS b, c SPACING ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERa, b, c AND LOCATION Roof 4-8d box (2 1/2" × 0.113") or 1 Blocking between ceiling joists or rafters to top plate 3-8d common (2 1/2" × 0131"); or Toe nail 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails 4-8d box (2 1/2" × 0.113") or 2 Ceiling joists to plate, toe nail 3-8d common (2 1/2" × 0131"); or Per joist, 3-10d box (3" × 0.128"); or toe nail 3-3" × 0.131" nails Ceiling joist not attached to parallel rafter, laps over partitions [see 4-10d box (3" × 0.128"); or 3 Sections R802.3.1, R802.3.2 and Table R802.5.1(9)] 3-16d common (3 1/2" × 0.162"); or Face nail 4-3" × 0.131" nails 4 Ceiling joist attached to parallel rafter (heel joint) [see Sections Table R802.5.1(9) Face nail R802.3.1 and R802.3.2 and Table R802.5.1(9)] 4-10d box (3" × 0.128"); or Face nail 5 Collar tie to rafter, face nail or 1 1/4" × 20 ga. ridge strap to rafter 3-10d common (3" × 0.148"); or each 4-3" × 0.131" nails rafter 2 toe nails on one side 3-16d box nails (3 1/2" × 0.135"); orand 1 toe 6 Rafter or roof truss to plate 3-10d common nails (3" × 0.148"); or nail on 4-10d box (3" × 0.128"); or opposite 4-3" × 0.131" nails side of each rafter or truss i 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 Roof rafters to ridge, valley or hip rafters or roof rafter to minimum 2" 4-3" × 0.131" nails ridge beam 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 Wall 16d common (3 1/2" × 0.162") 24" o.c. 8 Stud to stud (not at braced wall panels) face nail 10d box (3" × 0.128"); or 16" o.c. 3" × 0.131" nails face nail 16d box (3 1/2" × 0.135"); or 12" o.c. 9 Stud to stud and abutting studs at intersecting wall corners (at braced wall 3" × 0.131" nails face nail panels) 16d common (3 1/2" × 0.162") 16" o.c. face nail 16" o.c. 16d common (3 1/2" × 0.162") each edge 10 Built-up header (2" to 2" header with 1/2" spacer) face nail

16" o.c. 16d common (3 1/2" × 0.162") each edge 10 Built-up header (2" to 2" header with 1/2" spacer) face nail

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

10 Built-up header (2" to 2" header with 1/2" spacer) face nail 12" o.c. 16d box (3 1/2" × 0.135") 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. 12 Top plate to top plate face nail 10d box (3" × 0.128"); or 12" o.c. 3" × 0.131" nails face nail 8-16d common (3 1/2" × 0.162"); or Double top plate splice for SDCs A-D2 with seismic braced wall line spacing 12-16d box (3 1/2" × 0.135"); or < 25' 12-10d box (3" × 0.128"); or Face nail 12-3" × 0.131" nails on each side of end joint (minimum 13 24" lap Double top plate splice SDCs D0, D1, or D2; and braced wall line spacing ≥ splice 25' 12-16d (3 1/2" × 0.135") length each side of end joint)

length each side of end joint)

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

14 Bottom plate to joist, rim joist, band joist or blocking (not at braced wall face nail panels) 16d box (3 1/2" × 0.135"); or 12" o.c. 3" × 0.131" nails face nail 3 each 16" o.c. face nail Bottom plate to joist, rim joist, band joist or blocking (at braced wall 3-16d box (3 1/2" × 0.135"); or 2 each 16" 15 panel) 2-16d common (3 1/2" x 0.162"); or o.c. face 4-3" × 0.131" nails nail 4 each 16" 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 2-8d common (2 1/2" × 0.131"); or Face nail 2-10d box (3" × 0.128"); or 2 staples 1 3/4" 3-8d box (2 1/2" × 0.113"); or 2-8d common (2 1/2" × 0.131"); or 19 1" × 6" sheathing to each bearing 2-10d box (3" × 0.128"); 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 3-8d common (2 1/2" × 0.131"); or Toe nail 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails 8d box (2 1/2" × 0.113") 4" o.c. Rim joist, band joist or blocking to sill or top plate (roof applications toe nail 22 also)

(3" × 0.128"); or 3-3" × 0.131" nails 8d box (2 1/2" × 0.113") 4" o.c. Rim joist, band joist or blocking to sill or top plate (roof applications toe nail 22 also)

(3" × 0.128"); or 3-3" × 0.131" nails 8d box (2 1/2" × 0.113") 4" o.c. Rim joist, band joist or blocking to sill or top plate (roof applications toe nail 22 also) 8d common (2 1/2" × 0.131"); or 6" o.c. 10d box (3" × 0.128"); or toe nail 3" × 0.131" nails 3-8d box (2 1/2" × 0.113"); or 2-8d common (2 1/2" × 0.131"); or 23 1" × 6" subfloor or less to each joist 3-10d box (3" × 0.128"); or Face nail 2 staples, 1" crown, 16 ga., 1 3/4" long 24 2" subfloor to joist or girder 3-16d box (31/2" × 0.135"); or Blind and 2-16d common (3 1/2" × 0.162") face nail 3-16d box (3 1/2" × 0.135"); or At each 25 2" planks (plank & beam - floor & roof) 2-16d common (3 1/2" x 0.162") bearing, face nail 3-16d common (3 1/2" × 0.162") 26 Band or rim joist to joist 4-10 box (3" × 0.128"), or End nail 4-3" × 0.131" nails; or 4-3" × 14 ga. staples, 7/16" crown Nail each layer as follows: 20d common (4" × 0.192"); or 32" o.c. at top and bottom and staggered. 24" o.c. face nail 27 Built-up girders and beams, 2-inch lumber layers at top and 10d box (3" × 0.128"); or bottom 3" × 0.131" nails staggered on opposite sides And: Face nail 2-20d common (4" × 0.192"); or at ends 3-10d box (3" × 0.128"); or and at 3-3" × 0.131" nails each splice 4-16d box (3 1/2" × 0.135"); or At each 28 Ledger strip supporting joists or rafters 3-16d common (3 1/2" × 0.162"); or joist or 4-10d box (3" × 0.128"); or rafter, 4-3" × 0.131" nails face nail 29 Bridging to joist 2-10d (3" × 0.128") Each end, toe nail

rafter, 4-3" × 0.131" nails face nail 29 Bridging to joist 2-10d (3" × 0.128") Each end, toe nail

ITEM DESCRIPTION OF BUILDING NUMBER AND TYPE OF SPACING OF FASTENSERS ELEMENTS FASTENERa, b, c SPACING OF FASTENSERS DESCRIPTION Intermediate ITEM OF BUILDING NUMBER AND TYPE OF FASTENERa, b, c Edges supports c, ELEMENTS (inches) h e (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 10d common (3" × 0.148") nail; or 6 12 1/4" 8d (2 1/2" × 0.131") deformed nail Other wall sheathing 1/2" structural 11/2" galvanized roofing nail, 7/16 " 33 cellulosic head diameter, or 1" crown staple 16 3 6 fiberboard a., 11/4"long sheathing 25/32" structural 1 3/4" galvanized roofing nail, 7/16" 34 cellulosic head diameter, or 1" crown staple 16 3 6 fiberboard ga., 11/4" long sheathing 1/2" gypsum 1 1/2" galvanized roofing nail; staple 35 sheathing galvanized, 1 1/2" long; 1 1/4" screws, 7 7 d, j Type W or S 5/8" gypsum 1 3/4" galvanized roofing nail; staple 36 sheathing galvanized, 1 5/8" long; 1 5/8" screws, 7 7 d, j Type W or S Wood structural panels, combination subfloor underlayment to framing 37 3/4" and 6d deformed (2" × 0.120") nail; or 6 12 less 8d common (2 1/2" × 0.131") nail 38 7/8" - 1" 8d common (2 1/2" × 0.131") nail; or 6 12 8d deformed (2 1/2" × 0.120") nail 39 1 1/8" - 1 10d common (3" × 0.148" ) nail; or 6 12 1/4 " 8d deformed (2 1/2" × 0.120") nail

subfloor underlayment to framing 37 3/4" and 6d deformed (2" × 0.120") nail; or 6 12 less 8d common (2 1/2" × 0.131") nail 38 7/8" - 1" 8d common (2 1/2" × 0.131") nail; or 6 12 8d deformed (2 1/2" × 0.120") nail 39 1 1/8" - 1 10d common (3" × 0.148" ) nail; or 6 12 1/4 " 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 DESCRIPTION a, b OF SPACING c OF FASTENERS THICKNESS FASTENER Edges Intermediate supports (inches) AND LENGTH (inches) (inches) (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 0.113 Nail 2 3 6 19/32 and 5/8 Staple 15 and 16 ga. 2 4 8 0.097 - 0.099 Nail 2 1/4 4 8 Staple 14 ga. 2 4 6 23/32 and 3/4 Staple 15 ga. 1 3/4 3 8 0.097 - 0.099 Nail 2 1/4 4 8 Staple 16 ga. 2 4 8 Staple 14 ga. 2 1/4 4 8 1 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

14 ga. 2 4 6 23/32 and 3/4 Staple 15 ga. 1 3/4 3 8 0.097 - 0.099 Nail 2 1/4 4 8 Staple 16 ga. 2 4 8 Staple 14 ga. 2 1/4 4 8 1 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 SPACING c OF MATERIAL DESCRIPTION a,b OF FASTENER FASTENERS THICKNESS AND LENGTH Edges Body of (inches) (inches) (inches) Panel d (inches) Floor underlayment; plywood - hardboard - particleboard f - fiber - cement h Fiber-cement 3d, corrosion-resistant, ring shank nails (finished flooring other than tile) 3 6 Staple 18 ga., 7/8 long, 1/4 crown (finished flooring other than tile) 3 6 1/4 1 1/4 long × .121 shank × .375 head diameter corrosion-resistant (galvanized 8 8 or stainless steel) roofing nails (for tile finish) 1 1/4 long, No. 8 × .375 head diameter, ribbed wafer-head screws (for tile 8 8 finish) Plywood 1/4 and 1 1/4 ring or screw shank nail - minimum 3 6 5/16 12 1/2 ga. (0.099") shank diameter Staple 18 ga., 7/8, 3/16 crown width 2 5 11/32, 3/ 1 1/4 ring or screw shank nail - minimum 8, 15/32, 12 1/2 ga. (0.099") shank diameter 6 8 e and 1/2 19/32, 5/ 1 1/2 ring or screw shank nail - minimum 6 8 8, 23/32, 12 1/2 ga. (0.099") shank diameter 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 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

/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.)

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

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 MINIMUM TOTAL LENGTH (FEET) OF • 10 PSF FLOOR DEAD LOAD BRACED WALL PANELS REQUIRED ALONG • 15 PSF ROOF/CEILING DEAD LOAEACH BRACED WALL LINEa • BRACED WALL LINE SPACING 25 FEET Methods Seismic Story Braced Wall Method DWB, SFB, Methods Design Location Line Length LIBc Method GBe PBS, PCPe, Method WSP CS-WSP, Category (feet) HPS, CS- 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 Braced DWB, Seismic Wall Method Method SFB, Method Methods Design Story Location Line LIBc GBe PBS, WSP CS-WSP, Category Length PCPe, CS-G (feet) HPS, CS-SFBd 10 2.5 2.5 2.5 1.6 1.4 [https://export.amlegal.com/media/ 20 5.0 5.0 5.0 3.2 2.7 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 30 7.5 7.5 7.5 4.8 4.1 IMAGES/0-0-0-21383.gif] 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 [https://export.amlegal.com/media/ 20 NP 9.0 9.0 6.0 5.1 (townhouses 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 30 NP 13.5 13.5 9.0 7.7 only) IMAGES/0-0-0-21385.gif] 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 [https://export.amlegal.com/media/ 20 NP 12.0 12.0 9.0 7.7 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 30 NP 18.0 18.0 13.5 11.5 IMAGES/0-0-0-21387.gif] 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 [https://export.amlegal.com/media/ 20 NP 11.0 11.0 3.6 3.1 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 30 NP 16.6 16.6 5.4 4.6 IMAGES/0-0-0-21383.gif] 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 [https://export.amlegal.com/media/ 20 NP NP NP 7.5 6.4 D0 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 30 NP NP NP 11.3 9.6 IMAGES/0-0-0-21385.gif] 40 NP NP NP 15.0 12.8 50 NP NP NP 18.8 16.0 10 NP NP NP 5.3 4.5 [https://export.amlegal.com/media/ 20 NP NP NP 10.5 9.0 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 30 NP NP NP 15.8 13.4 IMAGES/0-0-0-21387.gif] 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 [https://export.amlegal.com/media/ 20 NP 12.0 12.0 4.0 3.4 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 30 NP 18.0 18.0 6.0 5.1 IMAGES/0-0-0-21383.gif] 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 [https://export.amlegal.com/media/ 20 NP NP NP 9.0 7.7 D1 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 30 NP NP NP 13.5 11.5 IMAGES/0-0-0-21385.gif] 40 NP NP NP 18.0 15.3 50 NP NP NP 22.5 19.1 10 NP NP NP 6.0 5.1 [https://export.amlegal.com/media/ 20 NP NP NP 12.0 10.2 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 30 NP NP NP 18.0 15.3 IMAGES/0-0-0-21387.gif] 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 [https://export.amlegal.com/media/ 20 NP 16.0 16.0 5.0 4.3 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/

gif] 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 [https://export.amlegal.com/media/ 20 NP 16.0 16.0 5.0 4.3 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/

gif] 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 [https://export.amlegal.com/media/ 20 NP 16.0 16.0 5.0 4.3 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 30 NP 24.0 24.0 7.5 6.4 IMAGES/0-0-0-21383.gif] 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 [https://export.amlegal.com/media/ 20 NP NP NP 11.0 9.4 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 30 NP NP NP 16.5 14.0 IMAGES/0-0-0-21385.gif] 40 NP NP NP 22.0 18.7 D2 50 NP NP NP 27.5 23.4 10 NP NP NP NP NP [https://export.amlegal.com/media/ 20 NP NP NP NP NP 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 30 NP NP NP NP NP IMAGES/0-0-0-21387.gif] 40 NP NP NP NP NP 50 NP NP NP NP NP 10 NP NP NP 7.5 6.4 Cripple wall below one- or two-story 20 NP NP NP 15.0 12.8 dwelling 30 NP NP NP 22.5 19.1 40 NP NP NP 30.0 25.5 50 NP NP NP 37.5 31.9

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

METHODS, MATERIAL MINIMUM THICKNESS FIGURE CONNECTION CRITERIAa Fasteners Spacing METHODS, MATERIAL MINIMUM THICKNESS FIGURE CONNECTION CRITERIAa Fasteners Spacing Wood: per LIB [https://export.amlegal.com/media/ Wood: 2-8d common nails or 3-8d (2 1/2" long × 0.113" dia.) nails stud and top Let-in- 1 × 4 wood or approved metal straps at 45° to 60° angles for maximum 16" 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ and bottom bracing stud spacing IMAGES/0-0-0-21398.gif] plates Metal strap: per manufacturer Metal: per manufacturer DWB [https://export.amlegal.com/media/ Diagonal wood 3/4"(1" nominal) for maximum 24" stud spacing 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 2-8d (2 1/2" long × 0.113" dia.) nails or 2 - 1 3/4" long staples Per stud boards IMAGES/0-0-0-21400.gif] WSP Exterior sheathing using 8d common nails (2.5” × 0.131”) per Table R602.3(6" edges 12" Wood [https://export.amlegal.com/media/ field structural 15/32" 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ panel IMAGES/0-0-0-21402.gif] Interior sheathing per Table 91.5.602.3(1) or 91.5.602.3(2) Varies by (See Section fastener R604) BV-WSP e Wood 4" at panel structural edges12"at Panels with intermediate stone or 15/32" See Figure R602.10.6.5 8d common (2 1/2" × 0.131) nails supports masonry 4"at braced veneer wall panel (See Section end posts R602.10.6.5) SFB [https://export.amlegal.com/media/ 1 1/2" long × 0.12" dia. (for 1/2" thick sheathing) 1 3/4" long × 0.12" dia. Structural 1/2" or 25/32" for maximum 16" stud spacing 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ (for 25/32" thick sheathing) galvanized roofing nails or 8d common (2 1/2" 3" edges 6" fiberboard IMAGES/0-0-0-21404.gif] long × 0.131" dia.) nails field sheathing

thing) galvanized roofing nails or 8d common (2 1/2" 3" edges 6" fiberboard IMAGES/0-0-0-21404.gif] long × 0.131" dia.) nails field sheathing

thing) galvanized roofing nails or 8d common (2 1/2" 3" edges 6" fiberboard IMAGES/0-0-0-21404.gif] long × 0.131" dia.) nails field sheathing Nails or screws per Table 91.5.602.3(1) for exterior locations For all braced wall panel Intermittent locations: Bracing GB [https://export.amlegal.com/media/ 7" edges Methods Gypsum board 1/2" 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ Nails or screws per Table R702.3.5 for interior locations (including IMAGES/0-0-0-21406.gif] top and bottom plates) 7" field

plates) 7" field

         PBS
         Particleboard                                                                             [https://export.amlegal.com/media/        For 3/8", 6d common (2" long × 0.113" dia.) nails For 1/2", 8d common (2 1/2" 3" edges 6"
         sheathing     3/8" or 1/2" for maximum 16" stud spacing                                   9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ long × 0.131" dia.) nails                                                     field
         (See Section                                                                              IMAGES/0-0-0-21408.gif]
         R605)
         PCP                                                                                       [https://export.amlegal.com/media/                                                                                       6" o.c. on
         Portland      See Section R703.6 for maximum 16" stud spacing                             9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 1 1/2" long, 11 gage, 7/16" dia. head nails                                    all framing
         cement                                                                                    IMAGES/0-0-0-21410.gif]                                                                                                  members
         plaster
         HPS                                                                                       [https://export.amlegal.com/media/
         Hardboard     7/16" for maximum 16" stud spacing                                          9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ 0.092" dia., 0.225" dia. head nails with length to accommodate 11/             4" edges 8"
         panel                                                                                     IMAGES/0-0-0-21412.gif]                   2"penetration into studs                                                       field
         siding

         ABW                                                                                       [https://export.amlegal.com/media/                                                                                       See Section
         Alternate     15/32"                                                                      9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ See Section R602.10.6.1                                                        R602.10.6.1
         braced                                                                                    IMAGES/0-0-0-21414.gif]
         wall

See Section Alternate 15/32" 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ See Section R602.10.6.1 R602.10.6.1 braced IMAGES/0-0-0-21414.gif] wall

         PFH                                                                                       [https://export.amlegal.com/media/                                                                                       See Section
         Portal frame  15/32"                                                                      9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ See Section R602.10.6.2                                                        R602.10.6.2
         with hold-                                                                                IMAGES/0-0-0-21416.gif]
         downs
                                                                                                   [https://export.amlegal.com/media/
         PFG           15/32"                                                                      9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ See Section R602.10.6.3                                                        See Section
         Portal frame                                                                              IMAGES/0-0-0-21418.gif]                                                                                                  R602.10.6.3
         at garage
         CS-WSP
         Continuously                                                                              [https://export.amlegal.com/media/                                                                                       6" edges 12"
         sheathed wood 15/32"                                                                      9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ Exterior sheathing per Table R602.3(3)                                         field
         structural                                                                                IMAGES/0-0-0-21420.gif]
         panel
                                                                                                                                             Interior sheathing per Table 91.5.602.3(1) or 91.5.602.3(2)                    Varies by
                                                                                                                                                                                                                            fastener
         CS-Gb, c
         Continuously
         sheathed wood                                                                             [https://export.amlegal.com/media/
         structural    15/32"                                                                      9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ See Method CS-WSP                                                              See Method

Continuous panel IMAGES/0-0-0-21422.gif] CS-WSP Sheathing adjacent to Methods garage openings CS-PF Continuously [https://export.amlegal.com/media/ See Section sheathed 15/32" 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ See Section R602.10.6.4 R602.10.6.4 portal IMAGES/0-0-0-21424.gif] frame CS-SFBd Continuously [https://export.amlegal.com/media/ 1 1/2" long × 0.12" dia. (for 1/2" thick sheathing) 1 3/4" long × 0.12" dia. 3" edges 6" sheathed 1/2" or 25/32" for maximum 16" stud spacing 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ (for 25/32" thick sheathing) galvanized roofing nails or 8d common (2 1/2" field structural IMAGES/0-0-0-21426.gif] long × 0.131" dia.) nails fiberboard

1/2" or 25/32" for maximum 16" stud spacing 9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ (for 25/32" thick sheathing) galvanized roofing nails or 8d common (2 1/2" field structural IMAGES/0-0-0-21426.gif] long × 0.131" dia.) nails fiberboard

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.)

METHOD (See Table MINIMUM LENGTHa (inches) CONTRIBUTING LENGTH R602.10.4) Wall Height (inches) 8 feet 9 feet 10 feet 11 feet 12 feet MINIMUM LENGTHa (inches) METHOD (See Table Wall Height CONTRIBUTING LENGTH R602.10.4) 8 feet 9 feet 10 11 12 feet (inches) feet feet DWB, WSP, SFB, PBS, PCP, HPS, 48 48 48 53 58 Actualb BV-WSP GB 48 48 48 53 58 Double sided = Actual Single sided = 0.5 × Actual LIB 55 62 69 NP NP Actualb SDC A, B and C, 28 32 34 38 42 wind speed ABW < 110 mph 48 SDC Do, D1 and D2, 32 32 34 NP NP wind speed < 110 mph Supporting 24 24 24 24c 24c 48 roof only PFH Supporting one story 24 24 24 27c 29c 48 and roof 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 CS- 88 38 35 33 33 36 WSP, 92 43 37 35 35 36 CS-SFB 96 48 41 38 36 36 100 — 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.

ay 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.

[https://export.amlegal.com/media/9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ IMAGES/0-0-0-21363.jpg] Figure 91.5.602.10.6.1 Method ABW – Alternate Braced Wall Panel (Amended by Ord. No. 187,719, Eff. 1/23/23.) [https://export.amlegal.com/media/9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ IMAGES/0-0-0-22939.jpg] 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.) [https://export.amlegal.com/media/9fc1cbc9c3e12e95c80c2e8b69dc90857ba2cf19/ IMAGES/0-0-0-21443.png] 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.

ARTICLE 1.5, DIVISION 7 [WALL COVERING]

91.5.700 Basic Provisions.

Chapter 7 of the CRC is hereby adopted by reference.

ARTICLE 1.5, DIVISION 8 [ROOF-CEILING CONSTRUCTION]

91.5.800 Basic Provisions.

(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.

91.5.802.8. 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.)

91.5.802.10.2. 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.

91.5.803.2.4. 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]

91.5.900 Basic Provisions.

(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.

91.5.902.2. 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]

91.5.1000 Basic Provisions.

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

91.5.1001.3.1. 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