Where is ASCE 7 referenced in the CEBC?

Grounded in the retrieved California Existing Building Code — click a citation to read the verbatim passage:

• CEBC § 1.11. High relevance — show source text

  41—2023|X|||X|X|||X|X|X|X|X||X|X|||||||||| |ASTM A615—15 22||||||||||X||||||||||||||| |ICC A117.1—2017||||†|†|†||||||||||||||||||| |ICC CBC—25||||||||||X||||||||||||||| |NFPA 72—24|||X||||||||||||||||||||||

  The state agency does not adopt sections identified with the following symbol: The Office of the State Fire Marshal’s adoption of this chapter or individual sections is applicable to structures regulated by other state agencies pursuant to Section 1.11.

  2025 CALIFORNIA EXISTING BUILDING CODE 16-1

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

  16-2 2025 CALIFORNIA EXISTING BUILDING CODE

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

  16 REFERENCED STANDARDS

  User notes:

  About this chapter: This code contains numerous references to standards that are used to regulate materials and methods of construction. Chapter 16 contains a comprehensive list of all standards that are referenced in the code, including the appendices. The standards are part of the code to the extent of the reference to the standard. Compliance with the referenced standard is necessary for compliance with this code. By providing specifically adopted standards, the construction and installation requirements necessary for compliance with the code can be readily determined. The basis for code compliance is, therefore, established and available on an equal basis to the building code official, contractor, designer and owner.

  This chapter lists the standards that are referenced in various sections of this document. The standards are listed herein by the promulgating agency of the standard, the standard identification, the effective date and title, and the section or sections of this document that reference the standard. The application of the referenced standards shall be as specified in Section 102.4 , or California Administration Division 1, as applicable. [OSHPD 1] Reference to other chapters. In addition to the code sections referenced, the standards listed in this chapter are applicable to the respective code sections in Chapters 3A, 4A and 5A.

  ACI American Concrete Institute, 38800 Country Club Drive, Farmington Hills, MI 48331-3439

  562—21: Assessment, Repair, and Rehabilitation of Existing Concrete Structures—Code Requirements

  405.1.1

  ASCE/SEI American Society of Civil Engineers Structural Engineering Institute, 1801 Alexander Bell Drive, Reston, VA 20191-4400

  7—1988: Minimum Design Loads and Associated Criteria for Buildings and Other Structures

  503.12, 706.3.2

  7—1993: Minimum Design Loads and Associated Criteria for Buildings and Other Structures

  503.12, 706.3.2

  7—1995: Minimum Design Loads and Associated Criteria for Buildings and Other Structures

  503.12, 706.3.2

  7—1998: Minimum Design Loads and Associated Criteria for Buildings and Other Structures

  503.12, 706.3.2

  7—2002: Minimum Design Loads and Associated Criteria for Buildings and Other Structures

  503.12, 706.3.2

  7—2005: Minimum Design Loads and Associated Criteria for Buildings and Other Structures

  503.12, 706.3.2

  7—2010: Minimum Design Loads and Associated Criteria for Buildings and Other Structures

• CEBC § 5A-5 High relevance — show source text

  503 A .3 Existing structural elements carrying gravity load. Any existing gravity load-carrying structural element for which an alteration causes an increase in design dead, live or snow load, including snow drift effects, of more than 5 percent shall be replaced or altered as needed to carry the gravity loads required by the California Building Code for new structures. Any existing gravity loadcarrying structural element whose gravity load-carrying capacity is decreased as part of the alteration shall be shown to have the capacity to resist the applicable design dead, live and snow loads including snow drift effects required by the California Building Code for new structures.

  503 A .4 Existing structural elements carrying lateral load. Except as permitted by Section 503 A .13, where the alteration increases design lateral loads, results in a prohibited structural irregularity as defined in the California Building Code, ASCE 7, or decreases the

  2025 CALIFORNIA EXISTING BUILDING CODE 5A-5

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

  �

  PRESCRIPTIVE COMPLIANCE METHOD

  capacity of any existing lateral load-carrying structural element, the lateral force-resisting system of the altered building or structure shall meet the requirements of Section s 1609 A and 1613A of the California Building Code .

  Exceptions: For incidental and minor alterations:

  1. Any existing lateral load-carrying structural element whose demand-capacity ratio with the alteration considered is not more than 10 percent greater than its demand-capacity ratio with the alteration ignored shall be permitted to remain unaltered. For purposes of calculating demand-capacity ratios, the demand shall consider applicable load combinations with design lateral loads or forces in accordance with Section s 1609 A and 1613A of the California Building Code . Reduced seismic forces, to 75 percent of those in Section 1613A, shall be permitted. The same methodology shall be used for the altered and unaltered structures. For purposes of this exception, comparisons of demand-capacity ratios and calculation of design lateral loads, forces and capacities shall account for the cumulative effects of additions and alterations since original construction. When calculating demand-capacity ratios for wind, the date of original construction shall be permitted to be taken as the date of completion of a prior addition, alteration or repair in compliance with Section 1609 A of the California Building Code or the code wind forces in effect at the time. When calculating demand-capacity ratios for earthquake, the date of original construction shall be permitted to be taken as the date of completion of a prior addition, alteration or repair in compliance with Section 304A.3.4 of this code, or the full or reduced seismic forces in effect at the time.

  2. Buildings in which the increase in the demand-capacity ratio is due entirely to the addition of rooftop-supported mechanical equipment individually having an operating weight less than 400 pounds (181.4 kg) and where the total additional weight of all rooftop equipment placed after initial construction of the building is less than 10 percent of the roof dead load. For purposes of this exception, “roof” shall mean the roof level above a particular story.
• CEBC § 1011.11 High relevance — show source text

  2. Drift limits based on original design code shall be permitted to be used in lieu of the drift limits required by ASCE 7.

  SECTION 503 A —ALTERATIONS

  503 A .1 General. Alterations to any building or structure shall comply with the requirements of the California Building Code for new construction. Alterations shall be such that the existing building or structure is not less complying with the provisions of the Califor- nia Building Code than the existing building or structure was prior to the alteration.

  Exceptions:

  1. An existing stairway shall not be required to comply with the requirements of Section 1011 of the California Building Code where the existing space and construction does not allow a reduction in pitch or slope.
  2. Handrails otherwise required to comply with Section 1011.11 of the California Building Code shall not be required to comply with the requirements of Section 1014.7 of the California Building Code regarding full extension of the handrails where such extensions would be hazardous because of plan configuration.

  503 A .2 Flood hazard areas. For buildings and structures in flood hazard areas established in Section 1612 A .3 of the California Build- ing Code, any alteration that constitutes substantial improvement of the existing structure , as defined in Chapter 2, shall comply with the flood design requirements for new construction, and all aspects of the existing structure shall be brought into compliance with the requirements for new construction for flood design.

  For buildings and structures in flood hazard areas established in Section 1612 A .3 of the California Building Code any alterations that do not constitute substantial improvement of the existing structure , as defined in Chapter 2, are not required to comply with the flood design requirements for new construction.

  503 A .3 Existing structural elements carrying gravity load. Any existing gravity load-carrying structural element for which an alteration causes an increase in design dead, live or snow load, including snow drift effects, of more than 5 percent shall be replaced or altered as needed to carry the gravity loads required by the California Building Code for new structures. Any existing gravity loadcarrying structural element whose gravity load-carrying capacity is decreased as part of the alteration shall be shown to have the capacity to resist the applicable design dead, live and snow loads including snow drift effects required by the California Building Code for new structures.

  503 A .4 Existing structural elements carrying lateral load. Except as permitted by Section 503 A .13, where the alteration increases design lateral loads, results in a prohibited structural irregularity as defined in the California Building Code, ASCE 7, or decreases the

  2025 CALIFORNIA EXISTING BUILDING CODE 5A-5

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  PRESCRIPTIVE COMPLIANCE METHOD

  capacity of any existing lateral load-carrying structural element, the lateral force-resisting system of the altered building or structure shall meet the requirements of Section s 1609 A and 1613A of the California Building Code .

  Exceptions: For incidental and minor alterations:

  1. Any existing lateral load-carrying structural element whose demand-capacity ratio with the alteration considered is not more than 10 percent greater than its demand-capacity ratio with the alteration ignored shall be permitted to remain unaltered.
• CEBC § 71.4 High relevance — show source text

  reinforcement: verti-
  cal, four5/8″ rebars; horizontal,3/8″ ties at
  7″ pitch; cover: 11/2″.|71.4
  tons|2 hrs|||7|2, 7|2| |C-11-RC-20|11″|11″ square columns; gravel concrete (4530
  psi); reinforcement: vertical, four5/8″
  rebars; horizontal,3/8″ ties at 7″ pitch;
  cover: 11/2″ with1/2″ plaster.|58.8
  tons|2 hrs|||7|2, 3, 9|2| |C-11-RC-21|11″|11″ square columns; gravel concrete (3520
  psi); reinforcement: vertical, four5/8″
  rebars; horizontal,3/8″ ties at 7″ pitch;
  cover: 11/2″.|Vari-
  able|1 hr
  24 min|||7|1, 8|11/4| |C-11-RC-22|11″|11″ square columns; aggregate concrete
  (3710 psi); reinforcement: vertical, four5/8″
  rebars; horizontal,3/8″ ties at 7″ pitch;
  cover: 11/2″.|58.8
  tons|2 hrs|||7|2, 3,
  10|2| |C-11-RC-23|11″|11″ square columns; aggregate concrete
  (3190 psi); reinforcement: vertical, four5/8″
  rebars; horizontal,3/8″ ties at 7″ pitch;
  cover: 11/2″.|58.8
  tons|2 hrs|||7|2, 3,
  10|2| |C-11-RC-24|11″|11″ square columns; aggregate concrete
  (4860 psi); reinforcement: vertical, four
  5/8″ rebars; horizontal,3/8″ ties at 7″ pitch;
  cover: 11/2″.|86.1
  tons|1 hr
  20 min|||7|1|11/3| |C-11-RC-25|11″|11″ square columns; aggregate concrete
  (4850 psi); reinforcement: vertical, four 5/8″
  rebars; horizontal,3/8″ ties at 7″ pitch;
  cover: 11/2″.|58.8
  tons|1 hr
  59 min|||7|1|13/4| |C-11-RC-26|11″|11″ square columns; aggregate concrete
  (3834 psi); reinforcement: vertical, four 5/8″
  rebars; horizontal,5/16″ ties at 41/2″ pitch;
  cover: 11/2″.|71.4
  tons|53 min|||7|1|3/4|

  For SI: 1 inch = 25.4 mm, 1 pound per square inch = 0.00689 MPa, 1 ton = 8.896 kN.

• CEBC § 503.13 High relevance — show source text

  PRESCRIPTIVE COMPLIANCE METHOD

  Building Code, roof diaphragms, connections of the roof diaphragm to roof framing members, and roof-to-wall connections shall be evaluated for the wind loads specified in Section 1609 of the California Building Code, including wind uplift. If the diaphragms and connections in their current condition are not capable of resisting 75 percent of those wind loads, they shall be replaced or strengthened in accordance with the loads specified in Section 1609 of the California Building Code .

  Exception: Buildings that have been demonstrated to comply with the wind load provisions in ASCE 7—88 or later editions.

  [BS] 503.13 Voluntary lateral force-resisting system alterations. Structural alterations that are intended exclusively to improve the lateral force-resisting system and are not required by other sections of this code shall not be subject to the structural requirements of Section 503, provided that all of the following apply:

  1. With the alteration complete, the capacity of existing structural systems to resist forces is not reduced.
  2. New structural elements are detailed and connected to existing or new structural elements as required by the selected design criteria. Exception: New lateral force-resisting systems designed in accordance with the California Building Code are permitted to be of a type designated as “Ordinary” or “Intermediate” where ASCE 7 Table 12.2-1 states these types of systems are not permitted.
  3. Supports and attachments for nonstructural elements removed and reinstalled to facilitate the work comply with the Cali- fornia Building Code for new construction.
  4. The alterations do not create a structural irregularity as defined in ASCE 7 or make an existing structural irregularity more

  severe.

  Exception: Condition 4 need not be satisfied where the work complies with Section 304.3.2, Item 3.

  503.14 Smoke compartments. In Group I-2 occupancies where the alteration is on a story used for sleeping rooms for more than 30 care recipients, the story shall be divided into not less than two compartments by smoke barrier walls in accordance with Section 407.5 of the California Building Code as required for new construction.

  503.15 Refuge areas. Where alterations affect the configuration of an area utilized as a refuge area, the capacity of the refuge area shall not be reduced below the required capacity of the refuge area for horizontal exits in accordance with Section 1026.4 of the Cali- fornia Building Code .

  Where the horizontal exit also forms a smoke compartment, the capacity of the refuge area for Group I-2 and I-3 occupancies and ambulatory care facilities shall not be reduced below that required in Sections 407.5.3, 408.6.2, 420.6.1 and 422.3.2 of the California Building Code, as applicable.

  503.16 Group R-2.1 occupancies. Group R-2.1 occupancies that are being altered and where the work area is greater than 50 percent of the aggregate building area shall be classified in accordance with Section 310.3.1 of the California Building Code .

  503.16.1 Smoke Barriers in Group R-2.1 , Condition 2. In Group R-2.1 occupancies where the work area is on a story used for sleeping rooms for more than 30 care recipients, the story shall be divided into not less than two compartments by smoke barrier walls in accordance with Section 420.6 of the California Building Code .

• CEBC § 25.4 High relevance — show source text

  
  single floor
  and other
  grades
  covered in
  DOC PS 1
  and PS 2|11/2 16
  gage|1|19/32|2|175|235|350|400|155|115| |Sheathing,
  single floor
  and other
  grades
  covered in
  DOC PS 1
  and PS 2|11/2 16
  gage|1|19/32|3|200|265|395|450|175|130| |For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
  a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
  actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
  b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
  c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
  d. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
  e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
  f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
  g. For Case 1 through 6 descriptions see Figure 2306.2(1).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
  a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
  actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
  b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
  c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
  d. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
  e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
  f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
  g. For Case 1 through 6 descriptions see Figure 2306.2(1).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
  a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS.

• CEBC § 25.4 High relevance — show source text

  @48|4@48| |140|119|110|8|4@43|4@34|4@48|4@48|4@48|4@48|4@48|4@48| |140|119|110|9|4@34|4@34|4@48|4@48|4@48|4@48|4@48|4@48| |140|119|110|10|4@34|4@31|4@48|4@48|4@48|4@48|4@48|4@48| |150|127|117|8|4@37|4@34|4@48|4@48|4@48|4@48|4@48|4@48| |150|127|117|9|4@34|4@33|4@48|4@48|4@48|4@48|4@48|4@48| |150|127|117|10|4@31|4@27|4@48|4@48|4@48|4@48|4@48|4@48| |160|136|125|8|4@34|4@34|4@48|4@48|4@48|4@48|4@48|4@48| |160|136|125|9|4@34|4@29|4@48|4@48|4@48|4@48|4@48|4@48| |160|136|125|10|4@27|4@24|4@48|4@48|4@48|4@48|4@48|4@48| |For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2.
  a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of
  10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II.
  b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi.
  c. See Section R608.6.5 for location of reinforcement in wall.
  d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches.
  e. Interpolation is not permitted.
  f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000
  psi is permitted.
  g. Other than for No.

• CEBC § 3.4 High relevance — show source text

  Any existing element that will form part of the lateral load path for any part of the addition shall be considered to be an existing lateral load-carrying structural element subject to the requirements of Section 502A.4 .

  502 A .4 Existing structural elements carrying lateral load. Where the addition is structurally independent of the existing structure, existing lateral load-carrying structural elements shall be permitted to remain unaltered. Where the addition is not structurally independent of the existing structure, the lateral force-resisting system of the existing structure and its addition acting together as a single structure shall comply with Section 1609 A and 1613A of the California Building Code .

  Exceptions: For incidental and minor additions:

  1. Any existing lateral load-carrying structural element whose demand-capacity ratio with the addition considered is not more than 10 percent greater than its demand-capacity ratio with the addition ignored shall be permitted to remain unaltered. For purposes of calculating demand-capacity ratios, the demand shall consider applicable load combinations with design lateral loads or forces in accordance with Sections 1609 A and 1613 A of the California Building Code . For purposes of this exception, comparisons of demand-capacity ratios and calculation of design lateral loads, forces and capacities shall account for the cumulative effects of additions and alterations since original construction. When calculating demand-capacity ratios for wind, the date of original construction shall be permitted to be taken as the date of completion of a prior addition, alteration or repair in compliance with Section 1609 A of the California Building Code or the code wind forces in effect at the time. When calculating demand-capacity ratios for earthquake, the date of original construction shall be permitted to be taken as the date of completion of a prior addition, alteration or repair in compliance with Section 304A.3.4 of this code or the full seismic forces in effect at the time.

  2. Drift limits based on original design code shall be permitted to be used in lieu of the drift limits required by ASCE 7.

  SECTION 503 A —ALTERATIONS

  503 A .1 General. Alterations to any building or structure shall comply with the requirements of the California Building Code for new construction. Alterations shall be such that the existing building or structure is not less complying with the provisions of the Califor- nia Building Code than the existing building or structure was prior to the alteration.

  Exceptions:

  1. An existing stairway shall not be required to comply with the requirements of Section 1011 of the California Building Code where the existing space and construction does not allow a reduction in pitch or slope.
  2. Handrails otherwise required to comply with Section 1011.11 of the California Building Code shall not be required to comply with the requirements of Section 1014.7 of the California Building Code regarding full extension of the handrails where such extensions would be hazardous because of plan configuration.

  503 A .2 Flood hazard areas. For buildings and structures in flood hazard areas established in Section 1612 A .3 of the California Build- ing Code, any alteration that constitutes substantial improvement of the existing structure , as defined in Chapter 2, shall comply with the flood design requirements for new construction, and all aspects of the existing structure shall be brought into compliance with the requirements for new construction for flood design.

• CEBC § 1.1.1 High relevance — show source text

  TABLE OF CONTENTS

  Purpose and Procedure RESOURCE A-19

  Section I—Walls

  1.1.1 Masonry 0 in. to less than 4 in. thick RESOURCE A-20

  1.1.2 Masonry 4 in. to less than 6 in. thick RESOURCE A-23

  1.1.3 Masonry 6 in. to less than 8 in. thick RESOURCE A-29

  1.1.4 Masonry 8 in. to less than 10 in. thick RESOURCE A-33

  1.1.5 Masonry 10 in. to less than 12 in. thick RESOURCE A-40

  1.1.6 Masonry 12 in. to less than 14 in. thick RESOURCE A-43

  1.1.7 Masonry 14 in. or more thick RESOURCE A-48

  1.2.1 Metal Frame 0 in. to less than 4 in. thick RESOURCE A-51

  1.2.2 Metal Frame 4 in. to less than 6 in. thick RESOURCE A-54

  1.2.3 Metal Frame 6 in. to less than 8 in. thick RESOURCE A-55

  1.2.4 Metal Frame 8 in. to less than 10 in. thick RESOURCE A-56

  1.3.1 Wood Frame 0 in. to less than 4 in. thick RESOURCE A-56

  1.3.2 Wood Frame 4 in. to less than 6 in. thick RESOURCE A-57

  1.3.3 Wood Frame 6 in. to less than 8 in. thick RESOURCE A-63

  1.4.1 Miscellaneous Materials 0 in. to less than 4 in. thick RESOURCE A-64

  1.4.2 Miscellaneous Materials 4 in. to less than 6 in. thick RESOURCE A-64

  1.5.1 Finish Ratings—Inorganic Materials RESOURCE A-65

  1.5.2 Finish Ratings—Organic Materials RESOURCE A-66

  Section II—Columns

  2.1.1 Reinforced Concrete Minimum Dimension 0 in. to less than 6 in. RESOURCE A-67

  2.1.2 Reinforced Concrete Minimum Dimension 10 in. to less than 12 in. RESOURCE A-67

  2.1.3 Reinforced Concrete Minimum Dimension 12 in. to less than 14 in. RESOURCE A-70

  2.1.4 Reinforced Concrete Minimum Dimension 14 in. to less than 16 in. RESOURCE A-70

  2.1.5 Reinforced Concrete Minimum Dimension 16 in. to less than 18 in. RESOURCE A-71

  2.1.6 Reinforced Concrete Minimum Dimension 18 in. to less than 20 in. RESOURCE A-73

  2.1.7 Reinforced Concrete Minimum Dimension 20 in. to less than 22 in. RESOURCE A-74

  2.1.8 Hexagonal Reinforced Concrete Minimum Dimension 12 in. to less than 14 in. RESOURCE A-75

  2.1.9 Hexagonal Reinforced Concrete Minimum Dimension 14 in. to less than 16 in. RESOURCE A-75

  2.1.10 Hexagonal Reinforced Concrete Minimum Dimension 16 in. to less than 18 in. RESOURCE A-76

  2.1.11 Hexagonal Reinforced Concrete Minimum Dimension 20 in. to less than 22 in. RESOURCE A-76

  2.2 Round Cast Iron Columns Minimum Dimension RESOURCE A-76

  2.3 Steel Columns—Gypsum Encasements Minimum Area of Solid Material RESOURCE A-77

  2.4 Timber Minimum Dimension RESOURCE A-78

• California Existing Building Code High relevance — show source text

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• CEBC § 1.2 High relevance — show source text

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

  How to Distinguish Between Model Code Language and California Amendments

  To distinguish between model code language and the incorporated California amendments, including exclusive California standards, California amendments will appear in italics.

  [BSC] This is an example of a state agency acronym used to identify an adoption or amendment by the agency. The acronyms will appear at California Amendments and in the Matrix Adoption Tables. Sections 1.2 through 1.14 in Chapter 1, Division 1 of the Cali- fornia Building Code, explain the used acronyms, the application of state agency adoptions to building occupancies or building features, the enforcement agency as designated by state law (may be the state adopting agency or local building or fire official), the authority in state law for the state agency to make the adoption, and the specific state law being implemented by the agency’s adoption. The following acronyms are used in Title 24 to identify the state adopting agency making an adoption.

  Legend of Acronyms of Adopting State Agencies

  BSC California Building Standards Commission (see Section 1.2)

  BSC-CG California Building Standards Commission-CALGreen (see Section 1.2.2)

  BSCC Board of State and Community Corrections (see Section 1.3)

  SFM Office of the State Fire Marshal (see Section 1.11)

  HCD 1 Department of Housing and Community Development (see Section 1.8.2.1.1)

  HCD 2 Department of Housing and Community Development (see Section 1.8.2.1.3)

  HCD 1/AC Department of Housing and Community Development (see Section 1.8.2.1.2)

  DSA-AC Division of the State Architect-Access Compliance (see Section 1.9.1)

  DSA-SS Division of the State Architect-Structural Safety (see Section 1.9.2)

  DSA-SS/CC Division of the State Architect-Structural Safety/Community Colleges (see Section 1.9.2.2)

  OSHPD 1 Office of Statewide Hospital Planning and Development (see Section 1.10.1)

  OSHPD 1R Office of Statewide Hospital Planning and Development (see Section 1.10.1)

  OSHPD 2 Office of Statewide Hospital Planning and Development (see Section 1.10.2)

  OSHPD 3 Office of Statewide Hospital Planning and Development (see Section 1.10.3)

  OSHPD 4 Office of Statewide Hospital Planning and Development (see Section 1.10.4)

  OSHPD 5 Office of Statewide Hospital Planning and Development (see Section 1.10.5)

  OSHPD 6 Office of Statewide Hospital Planning and Development (see Section 1.10.6)

  DPH Department of Public Health (see Section 1.7)

  AGR Department of Food and Agriculture (see Section 1.6)

  CEC California Energy Commission (see Section 100 in Part 6, the California Energy Code)

• CEBC § 1.10.1.3 High relevance — show source text

  1.10.1.3 Adopting Agency Identification. The provisions of this code applicable to buildings identified in this Subsection 1.10.1 will be identified in the Matrix Adop- tion Tables under the acronym OSHPD 1, and OSHPD 1R.

  1.10.2 OSHPD 2. Specific scope of application of the agency responsible for enforcement, enforcement agency, specific authority to adopt and enforce such provisions of this code, unless otherwise stated.

  OSHPD 2

  – Application Skilled nursing facilities and intermediate care facility buildings.

  Enforcing Agency – Health Care Access and Informa- tion/Office of Statewide Hospital Planning and Devel-

  opment (OSHPD). The office shall also enforce the Divi- sion of the State Architect access compliance regulations and the regulations of the Office of the State Fire Marshal for the above stated facility type.

  1.10.2.1 Applicable Administrative Standards:

  (1) Title 24, Part 1, California Code of Regulations: Chapter 7.

  (2) Title 24, Part 2, California Code of Regulations: Sections 1.1.0 and 1.10.0, Chapter 1, Division I, and as indicated in the adoption matrix for Chapter 1, Division II.

  1.10.2.2 Applicable Building Standards. California Building Standards Code, Title 24, Parts 2, 3, 4, 5, 6, 9, 10, and 11.

  – Authority Cited Health and Safety Code Sections 127010, 127015, 1275, and 129850.

  – References Health and Safety Code Sections 127010, 127015, 1275, and 129680.

  1.10.2.3 Adopting Agency Identification. The provisions of this code applicable to buildings identified in this Subsection 1.10.2 will be identified in the Matrix Adop- tion Tables under the acronym OSHPD 2.

  1.10.3 OSHPD 3. Specific scope of application of the agency responsible for enforcement, enforcement agency, specific authority to adopt and enforce such provisions of this code, unless otherwise stated.

  OSHPD 3

  – Application Licensed clinics and any freestanding building under a hospital license where outpatient clin- ical services are provided.

  – Enforcing Agency Local building department.

  1.10.3.1 Applicable Administrative Standards.

  (1) Title 24, Part 1, California Code of Regulations: Chapter 7.

  (2) Title 24, Part 2, California Code of Regulations: Sections 1.1.0 and 1.10.0, Chapter 1, Division I, and as indicated in the adoption matrix for Chapter 1, Division II.

  1.10.3.2 Applicable Building Standards. California Building Standards Code, Title 24, Parts 2, 3, 4, 5, 6, 9, 10, and 11.

• CEC § M102 High relevance — show source text

  M101.3 Establishment of tsunami design zone. Where applicable, the Tsunami Design Zone Map shall meet or exceed the inundation limit given by the ASCE 7 Tsunami Design Geodatabase .

  M101.4 Planning of tsunami vertical evacuation refuge structures within the tsunami design zone. Tsunami Vertical Evacuation Refuge Structures located within a tsunami hazard design zone shall be planned, sited, and developed in general accordance with the planning criteria of the FEMA P646 guidelines.

  Exception: These criteria shall not be considered mandatory for evaluation of existing buildings for evacuation planning

  purposes.

  SECTION M102—REFERENCED STANDARDS

  M102.1 General. See Table M102.1 for standards that are referenced in various sections of this appendix. Standards are listed by the standard identification with the effective date, standard title, and the section or sections of this appendix that reference the standard.

  TABLE M102.1—REFERENCED STANDARDS	Col2	Col3
  STANDARD ACRONYM	STANDARD NAME	SECTIONS HEREIN REFERENCED
  ASCE 7—22	Minimum Design Load and Associated Criteria for Buildings and Other Structures	M101.2, M101.3
  FEMA P646—12	Guidelines for Design of Structures for Vertical Evacuation from Tsunamis	M101.4

  APPENDIX M-2 2025 CALIFORNIA BUILDING CODE

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

  CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLE

  APPENDIX N – REPLICABLE BUILDINGS

  (Not adopted by state agencies)

  Adopting agency	BSC	BSC- CG	SFM	HCD	Col6	Col7	DSA	Col9	Col10	OSHPD	Col12	Col13	Col14	Col15	Col16	Col17	BSCC	DPH	AGR	DWR	CEC	CA	SL	SLC
  Adopting agency	BSC	BSC- CG	SFM	1	2	1/AC	AC	SS	SS/CC	1	1R	2	3	4	5	6	6	6	6	6	6	6	6	6
  Adopt entire chapter
  Adopt entire chapter as amended (amended sections listed below)
  Adopt only those sections that are listed below
  Chapter / Section

  2025 CALIFORNIA BUILDING CODE APPENDIX N-1

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

  N REPLICABLE BUILDINGS

  The provisions contained in this appendix are not mandatory unless specifically adopted by a state agency or referenced in the adopting ordinance.

  User notes:

• CBC § M101 High relevance — show source text

  2025 CALIFORNIA BUILDING CODE APPENDIX M-1

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

  M TSUNAMI-GENERATED FLOOD HAZARDS

  The provisions contained in this appendix are not mandatory unless specifically adopted by a state agency or referenced in the adopting ordinance.

  User notes:

  About this appendix: Appendix M allows the adoption of guidelines for constructing vertical evacuation refuge structures within areas that are considered tsunami hazard zones.

  ICC code development note: Code change proposals to this appendix will be considered by the IBC—Structural Code Development Committee during the

  2025 (Group B) Code Development Cycle.

  SECTION M101—REFUGE STRUCTURES FOR VERTICAL EVACUATION FROM TSUNAMI-GENERATED FLOOD HAZARDS

  M101.1 General. The purpose of this appendix is to provide tsunami vertical evacuation planning criteria for those coastal communities that have a tsunami hazard as shown in a Tsunami Design Zone Map.

  M101.2 Definitions. The following term shall, for the purposes of this appendix, have the meaning shown herein. Refer to Chapter 2 of this code for general definitions.

  TSUNAMI DESIGN ZONE MAP. A map that designates the extent of inundation by a Maximum Considered Tsunami, as defined by Chapter 6 of ASCE 7.

  M101.3 Establishment of tsunami design zone. Where applicable, the Tsunami Design Zone Map shall meet or exceed the inundation limit given by the ASCE 7 Tsunami Design Geodatabase .

  M101.4 Planning of tsunami vertical evacuation refuge structures within the tsunami design zone. Tsunami Vertical Evacuation Refuge Structures located within a tsunami hazard design zone shall be planned, sited, and developed in general accordance with the planning criteria of the FEMA P646 guidelines.

  Exception: These criteria shall not be considered mandatory for evaluation of existing buildings for evacuation planning

  purposes.

  SECTION M102—REFERENCED STANDARDS

  M102.1 General. See Table M102.1 for standards that are referenced in various sections of this appendix. Standards are listed by the standard identification with the effective date, standard title, and the section or sections of this appendix that reference the standard.

  TABLE M102.1—REFERENCED STANDARDS	Col2	Col3
  STANDARD ACRONYM	STANDARD NAME	SECTIONS HEREIN REFERENCED
  ASCE 7—22	Minimum Design Load and Associated Criteria for Buildings and Other Structures	M101.2, M101.3
  FEMA P646—12	Guidelines for Design of Structures for Vertical Evacuation from Tsunamis	M101.4

  APPENDIX M-2 2025 CALIFORNIA BUILDING CODE

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

  CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLE

  APPENDIX N – REPLICABLE BUILDINGS

  (Not adopted by state agencies)

• CEBC § 1617A.1.14 High relevance — show source text

  1617A.1.14 Reserved.

  1617A.1.15 ASCE 7, Section 12.13.1. Modify ASCE 7, Section 12.13.1 by adding Section 12.13.1.1 as follows:

  12.13.1.1 Foundations and superstructure-to-foundation connections. The foundation shall be capable of transmitting the design base shear and the overturning forces from the structure into the supporting soil. Stability against overturning and sliding shall be in accordance with Section 1605A.1.1.

  In addition, the foundation and the connection of the superstructure elements to the foundation shall have the strength to resist, in addition to gravity loads, the lesser of the following seismic loads: 1. The strength of the superstructure elements. 2. The maximum forces that can be delivered to the foundation in a fully yielded structural system. 3. Forces from the load combinations with overstrength factor in accordance with ASCE 7, Section 12.4.3.1.

  Exceptions: 1. Where referenced standards specify the use of higher design loads. 2. When it can be demonstrated that inelastic deformation of the foundation and superstructure-to-foundation connec- tion will not result in a weak story or cause collapse of the structure. 3. Where seismic force-resisting system consists of light framed walls with shear panels, unless the reference standard specifies the use of higher design loads.

  2025 CALIFORNIA BUILDING CODE 16A-37

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

  STRUCTURAL DESIGN

  Where the computation of the seismic overturning moment is by the equivalent lateral-force method or the modal analysis method, reduction in overturning moment permitted by section 12.13.4 of ASCE 7 may be used.

  Where moment resistance is assumed at the base of the superstructure elements, the rotation and flexural deformation of the foundation as well as deformation of the superstructure-to-foundation connection shall be considered in the drift and deforma- tion compatibility analyses.

  1617A.1.16 ASCE 7, Section 12.13.9.2. Modify ASCE 7, Section 12.13.9.2 by adding the following sentence at the end of the exception:

  Seismic load effects determined in accordance with Section 12.4 need not be considered in this check.

  1617A.1.17 ASCE 7, Section 13.1.3. [OSHPD 1 & 4] Modify ASCE 7, Section 13.1.3 by the following: All nonstructural components shall have a component importance factor, I p , equal to 1.5. Exception: Hospital buildings rated SPC-1 and SPC-2 not providing services/systems, utilities or access/egress to general acute care buildings designated as SPC 3 or higher in accordance with Chapter 6 of the California Administrative Code, shall be permit- ted to use component importance factor, I p , as given in ASCE 7, Section 13.1.3. 1617A.1.18 ASCE 7, Section 13.1.4. Replace ASCE 7, Section 13.1.4, with the following:

  13.1.4 _**.

• CEBC § 1605.1 High relevance — show source text

  SECTION 1605—LOAD COMBINATIONS

  1605.1 General. Buildings and other structures and portions thereof shall be designed to resist the strength load combinations specified in ASCE 7, Section 2.3, the allowable stress design load combinations specified in ASCE 7, Section 2.4, or the alternative allowable stress design load combinations of Section 1605.2.

  Exceptions:

  1. The modifications to load combinations of ASCE 7, Section 2.3, ASCE 7, Section 2.4 and Section 1605.2 specified in ASCE 7 Chapters 18 and 19 shall apply.

  16-8 2025 CALIFORNIA BUILDING CODE

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  STRUCTURAL DESIGN

  2. Where the allowable stress design load combinations of ASCE 7, Section 2.4 are used, flat roof snow loads of 45 pounds per square foot (2.15 kN/m [2] ) and roof live loads of 30 pounds per square foot (1.44 kN/m [2] ) or less need not be combined with seismic load. Where flat roof snow loads exceed 45 pounds per square foot (2.15 kN/m [2] ), 15 percent shall be combined with seismic loads.

  3. Where the allowable stress design load combinations of ASCE 7 Section 2.4 are used, crane hook loads need not be combined with roof live loads or with more than three-fourths of the snow load or one-half of the wind loads.

  4. Where design for tornado loads is required, the alternative allowable stress design load combinations of Section 1605.2 shall not apply when tornado loads govern the design.

  1605.1.1 Stability. Regardless of which load combinations are used to design for strength, where overall structure stability (such as stability against overturning, sliding, or buoyancy) is being verified, use of the load combinations specified in Section 2.3 or 2.4 of ASCE 7, and in Section 1605.2 shall be permitted. Where the load combinations specified in ASCE 7, Section 2.3 are used, strength reduction factors applicable to soil resistance shall be provided by a registered design professional. The stability of retaining walls shall be verified in accordance with Section 1807.2.3.

  1605.2 Alternative allowable stress design load combinations. In lieu of the load combinations in ASCE 7, Section 2.4, structures and portions thereof shall be permitted to be designed for the most critical effects resulting from the following combinations. Where using these alternative allowable stress load combinations that include wind or seismic loads, allowable stresses are permitted to be increased or load combinations reduced where permitted by the material chapter of this code or the referenced standards. For load combinations that include the counteracting effects of dead and wind loads, only two-thirds of the minimum dead load likely to be in place during a design wind event shall be used. Where using these alternative load combinations to evaluate sliding, overturning and soil bearing at the soil-structure interface, the reduction of foundation overturning from Section 12.13.4 in ASCE 7 shall not be used. Where using these alternative basic load combinations for proportioning foundations for loadings, which include seismic loads, the vertical seismic load effect, E v, in Equation 12.4-4 of ASCE 7 is permitted to be taken equal to zero.

• CEBC § 13.6.12. High relevance — show source text

  2. Determined in accordance with ASCE 7.

  Where Site Class DE, E or F soils are present, the seismic design category shall be determined in accordance with ASCE 7.

  1613 A .3 Simplified design procedure. Not permitted by DSA-SS and OSHPD.

  1613 A .4 Ballasted photovoltaic panel systems. Ballasted, roof-mounted photovoltaic panel systems need not be rigidly attached to the roof or supporting structure.

  [DSA-SS] Ballasted, roof-mounted photovoltaic panel systems shall comply with ASCE 7, Section 13.6.12. [OSHPD 1 & 4] Ballasted photovoltaic panel systems shall be considered as an alternative system.

  1613 A .5 Elevators, escalators and other conveying systems. Elevators, escalators and other conveying systems and their components shall satisfy the seismic requirements of ASCE 7 and ASME A17.1/CSA B44 as applicable.

  1613 A .6 Automatic sprinkler systems. Where required, automatic sprinkler systems, including anchorage and bracing, shall comply with ASCE 7 and Section 903.3.1.1.

  SECTION 1614 A —ATMOSPHERIC ICE LOADS

  1614 A .1 General. Ice-sensitive structures shall be designed for atmospheric ice loads in accordance with Chapter 10 of ASCE 7.

  Exception: Temporary structures complying with Section 3103.6.1.5.

  SECTION 1615 A —TSUNAMI LOADS

  1615 A .1 General. The design and construction of Risk Category III and IV buildings and structures located in the Tsunami Design Zones defined in the ASCE Tsunami Design Geodatabase, or other data determined applicable by the enforcement agency, shall be in accordance with Chapter 6 of ASCE 7, except as modified by this code. [DSA-SS] Tsunami Risk Category for public school, community college and state-owned or state-leased essential services buildings and structures shall be identified and submitted for acceptance by DSA. Determination of the Tsunami Risk Category shall be proposed by the design professional in general responsible charge in coordi- nation with the owner and local community based upon the relative importance of that facility to provide vital services, provide important functions and protect special populations. The determination of relative importance shall include consideration of a tsunami warning and evacuation plan and procedure when adopted by the local community.

  Exception: Temporary structures complying with Section 3103.6.1.6.

  SECTION 1616 A —STRUCTURAL INTEGRITY

  1616 A .1 General. High-rise buildings that are assigned to Risk Category III or IV shall comply with the requirements of Section 1616 A .2 if they are frame structures, or Section 1616 A .3 if they are bearing wall structures.

  1616 A .2 Frame structures. Frame structures shall comply with the requirements of this section.

• CEBC § 503A.4 High relevance — show source text

  4. Drift limits based on original design code shall be permitted to be used in lieu of the drift limits required by ASCE 7.

  503 A .5 Seismic Design Category F. Not permitted by OSHPD.

  503 A .6 Bracing for unreinforced masonry parapets on reroofing. Not permitted by OSHPD.

  503 A .7 Anchorage for concrete and reinforced masonry walls. Not permitted by OSHPD.

  503 A .8 Anchorage for unreinforced masonry walls in major alterations. Not permitted by OSHPD.

  503 A .9 Bracing for unreinforced masonry parapets in major alterations. Not permitted by OSHPD.

  503 A .10 Anchorage of unreinforced masonry partitions in major alterations. Not permitted by OSHPD.

  503 A .11 Substantial structural alteration. Not permitted by OSHPD.

  503 A .12 Roof diaphragms resisting wind loads in high-wind regions. Not permitted by OSHPD.

  503 A .13 Voluntary lateral force-resisting system alterations. Structural alterations that are intended exclusively to improve the lateral force-resisting system and are not required by other sections of this code shall not be subject to the structural requirements of Section 503 A except as described below, provided that all of the following apply:

  1. With the alteration complete, the capacity of existing structural systems to resist forces is not reduced.
  2. New structural elements are detailed and connected to existing or new structural elements as required by the selected design criteria in accordance with Section 503A.4 or 304A.3.4 of this code. Exception: New lateral force-resisting systems designed in accordance with the California Building Code are permitted to be of a type designated as “Ordinary” or “Intermediate” where ASCE 7 Table 12.2-1 states these types of systems are not permitted.
  3. Supports and attachments for nonstructural elements removed and reinstalled to facilitate the work comply with the Cali- fornia Building Code for new construction.
  4. The alterations do not create a structural irregularity as defined in ASCE 7 or make an existing structural irregularity more

  severe.

  Exception: Condition 4 need not be satisfied where the work complies with Section 304A.3.4 of this code.

  503 A .14 Smoke compartments. Shall comply with California Building Standards Code.

  503 A .15 Refuge areas. Shall comply with California Building Standards Code.

  503 A .16 Reserved.

• CEBC § 503A.4 High relevance — show source text

  503 A .13 Voluntary lateral force-resisting system alterations. Structural alterations that are intended exclusively to improve the lateral force-resisting system and are not required by other sections of this code shall not be subject to the structural requirements of Section 503 A except as described below, provided that all of the following apply:

  1. With the alteration complete, the capacity of existing structural systems to resist forces is not reduced.
  2. New structural elements are detailed and connected to existing or new structural elements as required by the selected design criteria in accordance with Section 503A.4 or 304A.3.4 of this code. Exception: New lateral force-resisting systems designed in accordance with the California Building Code are permitted to be of a type designated as “Ordinary” or “Intermediate” where ASCE 7 Table 12.2-1 states these types of systems are not permitted.
  3. Supports and attachments for nonstructural elements removed and reinstalled to facilitate the work comply with the Cali- fornia Building Code for new construction.
  4. The alterations do not create a structural irregularity as defined in ASCE 7 or make an existing structural irregularity more

  severe.

  Exception: Condition 4 need not be satisfied where the work complies with Section 304A.3.4 of this code.

  503 A .14 Smoke compartments. Shall comply with California Building Standards Code.

  503 A .15 Refuge areas. Shall comply with California Building Standards Code.

  503 A .16 Reserved.

  503 A .17 Ambulatory care facilities. Where a work area exceeds 50 percent of the building area and the work area includes an existing ambulatory care facility, the following shall be provided:

  1. A smoke compartment in accordance with Section 422.3 of the California Building Code where the alteration results in an ambulatory care facility greater than 10,000 square feet on one story.
  2. Separation from adjacent spaces in accordance with Section 422.2 of the California Building Code, where any such facility has the potential for four or more care recipients are to be incapable of self-preservation at any time.

  5A-6 2025 CALIFORNIA EXISTING BUILDING CODE

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  PRESCRIPTIVE COMPLIANCE METHOD

  503 A .18 Reserved.

  503 A .19 Reserved.

  503 A .20 Two-way communications systems. Where the work area for alterations exceeds 50 percent of the building area and the building has elevator service, a two-way communication systems shall be provided where required by Section 1009.8 of the Califor- nia Building Code.

  SECTION 504 A

  RESERVED

  SECTION 505 A

  RESERVED

  SECTION 506 A —CHANGE OF OCCUPANCY

• CEBC § 3.4 Medium relevance — show source text

  For purposes of calculating demand-capacity ratios, the demand shall consider applicable load combinations with design lateral loads or forces in accordance with Section s 1609 A and 1613A of the California Building Code . Reduced seismic forces, to 75 percent of those in Section 1613A, shall be permitted. The same methodology shall be used for the altered and unaltered structures. For purposes of this exception, comparisons of demand-capacity ratios and calculation of design lateral loads, forces and capacities shall account for the cumulative effects of additions and alterations since original construction. When calculating demand-capacity ratios for wind, the date of original construction shall be permitted to be taken as the date of completion of a prior addition, alteration or repair in compliance with Section 1609 A of the California Building Code or the code wind forces in effect at the time. When calculating demand-capacity ratios for earthquake, the date of original construction shall be permitted to be taken as the date of completion of a prior addition, alteration or repair in compliance with Section 304A.3.4 of this code, or the full or reduced seismic forces in effect at the time.

  2. Buildings in which the increase in the demand-capacity ratio is due entirely to the addition of rooftop-supported mechanical equipment individually having an operating weight less than 400 pounds (181.4 kg) and where the total additional weight of all rooftop equipment placed after initial construction of the building is less than 10 percent of the roof dead load. For purposes of this exception, “roof” shall mean the roof level above a particular story.
  3. Increases in the demand-capacity ratio due to lateral loads from seismic forces need not be evaluated for the installation of rooftop photovoltaic panel systems where the additional roof dead load due to the system, including ballast where applicable, does not exceed 5 pounds per square foot (psf) (0.2394 kN/m [2] ) and does not exceed 10 percent of the dead load of the existing roof. 4. Drift limits based on original design code shall be permitted to be used in lieu of the drift limits required by ASCE 7.

  503 A .5 Seismic Design Category F. Not permitted by OSHPD.

  503 A .6 Bracing for unreinforced masonry parapets on reroofing. Not permitted by OSHPD.

  503 A .7 Anchorage for concrete and reinforced masonry walls. Not permitted by OSHPD.

  503 A .8 Anchorage for unreinforced masonry walls in major alterations. Not permitted by OSHPD.

  503 A .9 Bracing for unreinforced masonry parapets in major alterations. Not permitted by OSHPD.

  503 A .10 Anchorage of unreinforced masonry partitions in major alterations. Not permitted by OSHPD.

  503 A .11 Substantial structural alteration. Not permitted by OSHPD.

  503 A .12 Roof diaphragms resisting wind loads in high-wind regions. Not permitted by OSHPD.

  503 A **.13 Voluntary lateral force-resisting system alterations.

• CEBC § 17.44 Medium relevance — show source text

  85| |60|30|7:12|17.44|18.99|22.29|25.85|29.67|33.76|12.54| |60|30|12:12|24.62|26.81|31.46|36.49|41.89|47.66|14.48| |60|45|< 1:12|10.27|11.18|13.12|15.21|17.47|19.87|10.50| |60|45|5:12|14.26|15.52|18.22|21.13|24.26|27.60|12.82| |60|45|7:12|20.21|22.01|25.83|29.95|34.39|39.12|13.86| |60|45|12:12|31.20|33.97|39.87|46.23|53.07|60.39|16.76| |60|60|< 1:12|10.64|11.59|13.60|15.77|18.11|20.60|10.70| |60|60|5:12|14.77|16.09|18.88|21.90|25.14|28.60|13.79| |60|60|7:12|23.05|25.09|29.45|34.15|39.21|44.61|15.18| |60|60|12:12|37.97|41.34|48.52|56.27|64.60|73.49|19.05| |For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa.
  a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic
  factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were
  used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of
  840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall
  not exceed the least horizontal dimension of the building.
  b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum
  pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed
  wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c,
  d and e. See Section R608.7.1.1.
  c.

• CEBC § 1617.12.17 Medium relevance — show source text

  1617.12.17 ASCE 7, Section 13.6.11.1. Modify ASCE 7, Section 13.6.11.1 by adding Section 13.6.11.1.1, as follows:

  13.6.11.1.1 Elevators guide rail support. The design of guide rail support bracket fastenings and the supporting structural fram- ing shall use the weight of the counterweight or maximum weight of the car plus not more than 40 percent of its rated load. The seismic forces shall be assumed to be distributed one-third to the top guiding members and two-thirds to the bottom guiding members of cars and counterweights, unless other substantiating data are provided. In addition to the requirements of ASCE 7, Section 13.6.11.1, the minimum seismic forces shall be 0.5g allowable stress design load acting in any horizontal direction.

  1617.12.18 ASCE 7, Section 13.6.11.4. Replace ASCE 7, Section 13.6.11.4, as follows:

  13.6.11.4 Retainer plates. Retainer plates are required at the top and bottom of the car and counterweight, except where safety devices acceptable to the enforcement agency are provided which meet all requirements of the retainer plates, including full engagement of the machined portion of the rail. The design of the car, cab stabilizers, counterweight guide rails and counter- weight frames for seismic forces shall be based on the following requirements: 1. The seismic force shall be computed per the requirements of ASCE 7, Section 13.6.11.1. The minimum horizontal acceler- ation shall be 0.5g allowable stress design load for all buildings. 2. W p shall equal the weight of the counterweight or the maximum weight of the car plus not less than 40 percent of its rated load.

  3. With the car or counterweight located in the most adverse position, the stress in the rail shall not exceed the limitations specified in these regulations, nor shall the deflection of the rail relative to its supports exceed the deflection listed below.

  RAIL SIZE (weight per foot of length, pounds)	WIDTH OF MACHINED SURFACE (inches)	ALLOWABLE RAIL DEFLECTION (inches)
  8	11/4	0.20
  11	11/2	0.30
  12	13/4	0.40
  15	131/32	0.50
  181/2	131/32	0.50
  221/2	2	0.50
  30	21/4	0.50
  For SI: 1 inch = 25 mm, 1 foot = 305 mm, 1 pound = 0.454 kg. Note: Deflection limitations are given to maintain a consistent factor of safety against disengagement of retainer plates from the guide rails during an earthquake.	For SI: 1 inch = 25 mm, 1 foot = 305 mm, 1 pound = 0.454 kg. Note: Deflection limitations are given to maintain a consistent factor of safety against disengagement of retainer plates from the guide rails during an _earthquake.

• CEBC § 504.9 Medium relevance — show source text

  E2707—2022: Standard Test Method for Determining Fire Penetration of Exterior Wall Assemblies Using a Direct Flame Impingement Exposure

  504.5, 504.9, 504.9.3

  E2726/E2726M—2012a(2017): Standard Test Method for Evaluating the Fire Test Response of Deck Structures to Burning Brands

  504.7.3.2, 504.7.3.3, 504.7.3.3.2

  E2768—11(2018): Standard Test Method for Extended Duration Surface Burning Characteristics of Building Materials (30 min Tunnel Test)

  503.2.4

  2025 CALIFORNIA WILDLAND-URBAN INTERFACE CODE 7-3

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

  REFERENCED STANDARDS

  E2886/E2886M—20: Standard Test Method for Evaluating the Ability of Exterior Vents to Resist the Entry of Embers and Direct Flame Impingement

  504.10.1

  E2957—2017 : Standard Test Method for Resistance to Wildfire Penetration of Eaves, Soffits and Other Projections

  504.3, 504.7, 504.7.1, 504.7.2

  G155—2021: Standard Practice for Operating Xenon Arc Lamp Apparatus for Exposure of Materials

  504.9.2

  ICC International Code Council, Inc., 200 Massachusetts Avenue, NW, Suite 250, Washington, DC 20001

  CBC—2025: California Building Code

  1.1.7.3.1, 1.11.2.1.2, 1.11.3.4, 1.11.6 – 1.11.10, 101.3.1, 102.8, 105.1, 105.3, 106.3, 202, 404.10.3, 501.1, 501.3, 503.1, 503.2.2, 503.2.3, 504.2.1.2, 504.3, 504.3.1, 504.5, 504.5.2, 504.6, 504.7, 504.7.3.2, 504.8, 504.11, 504.11.1

  CEBC—2025: California Existing Building Code

  1.11.3.4, 102.8, 201.3

  CFC—2025: California Fire Code

  1.11.3.4, 1.11.9, 1.11.10, 102.8, 105.1, 201.3, 202, 402.1.1, 402.1.2, 402.2.1, 402.2.2, 403.2.4, 404.2, 404.4, 404.5, 404.10.3, 606.1, 606.2

  CRC—2025: California Residential Code

  1.1.7.3.1, 102.8

  NFPA National Fire Protection Association, 1 Batterymarch Park, Quincy, MA 02169-7471

• CEBC § 304A.3.4.6 Medium relevance — show source text

  2) The structures are capable of resisting all required vertical and lateral forces considering the loss of any elements or components damaged by impact of the structures.

  304A.3.4.6 SPC 5 using ASCE 41-23. Structures shall be considered to comply with SPC 5 requirements of Table 2.5.3, Chapter 6 of the California Administrative Code where all of the following are satisfied: 1. Immediate Occupancy Structural Performance Level (S-1) in accordance with ASCE 41-23 Table 2-1 at BSE-1N; 2. Life Safety Performance Level S-3 in accordance with ASCE 41-23 Table 2-1 at BSE-2N; and 3. Items identified in Chapter 6, Article 10 of the California Administrative Code, satisfying the requirements of Operational Nonstructural Performance Level (N-A) in accordance with ASCE 41-23 Table 2-2 at BSE-1N.

  304A.3.4.7 NPC-2 and NPC-3 using ASCE 41-23: Operational Nonstructural Performance Level (N-A) and Position Retention Nonstructural Performance Level (N-B) of ASCE 41-23 at BSE-1N shall be considered equivalent to NPC 3/NPC 2 requirements, respectively, of Table 11.1, Chapter 6 of the California Administrative Code. For NPC 3/NPC 2, only components listed in Table 11.1, Chapter 6 of the California Administrative Code for NPC 3 / NPC 2 need to satisfy the requirements specified above.

  Exception: Evaluation procedure of Article 11, Chapter 6 of the California Administrative Code shall be used for seismic evalua- tion of NPC 2, NPC 3, NPC 4 or NPC 4D and NPC 5, where specific procedure is not outlined in ASCE 41-23. Administrative and permitting provisions outlined in Article 11, Chapter 6 of the California Administrative Code shall apply.

  304A.3.4.8 NPC-4 or NPC 4D and NPC-5 using ASCE 41-23: Nonstructural components for Operational Nonstructural Perfor- mance Level (N-A) in ASCE 41-23 Table 2-2 or NPC-4/NPC 4D shall satisfy the requirements of the California Building Code for new construction. Nonstructural components for NPC-5 shall satisfy Operational Performance Level N-A/NPC-4/NPC 4D and California Building Code Section 1617A.1.40 Items 1 & 2.

  304A.3.5 Modifications to ASCE 41-13 for SPC-2 and SPC-4D. The text of ASCE 41-13 shall be modified as indicated in Sections 304A.3.5.1 through 304A.3.5.17.

  304A.3.5.1 ASCE 41-13 Section 1.1. Modify ASCE 41-13 Section 1.1 with the following:

  Seismic evaluations shall be performed for performance objective specified in Section 304A.3.4 of this code (CEBC) using proce- dure of this standard (ASCE 41) as follows:

• CEBC § 41-23. Medium relevance — show source text

  Exception: Evaluation procedure of Article 11, Chapter 6 of the California Administrative Code shall be used for seismic evalua- tion of NPC 2, NPC 3, NPC 4 or NPC 4D and NPC 5, where specific procedure is not outlined in ASCE 41-23. Administrative and permitting provisions outlined in Article 11, Chapter 6 of the California Administrative Code shall apply.

  304A.3.4.8 NPC-4 or NPC 4D and NPC-5 using ASCE 41-23: Nonstructural components for Operational Nonstructural Perfor- mance Level (N-A) in ASCE 41-23 Table 2-2 or NPC-4/NPC 4D shall satisfy the requirements of the California Building Code for new construction. Nonstructural components for NPC-5 shall satisfy Operational Performance Level N-A/NPC-4/NPC 4D and California Building Code Section 1617A.1.40 Items 1 & 2.

  304A.3.5 Modifications to ASCE 41-13 for SPC-2 and SPC-4D. The text of ASCE 41-13 shall be modified as indicated in Sections 304A.3.5.1 through 304A.3.5.17.

  304A.3.5.1 ASCE 41-13 Section 1.1. Modify ASCE 41-13 Section 1.1 with the following:

  Seismic evaluations shall be performed for performance objective specified in Section 304A.3.4 of this code (CEBC) using proce- dure of this standard (ASCE 41) as follows:

  1. Structural components shall be evaluated in accordance with Tier 3 systematic evaluations procedure in Chapter 6. 2. Nonstructural components shall be evaluated in accordance with Chapter 13.

  Exception: For general acute care hospitals, seismic evaluation shall be permitted to be in accordance with Chapter 6 of the California Administrative Code (CAC) when required by provisions of that chapter.

  304A.3.5.2 ASCE 41-13 Section 2.4 Seismic Hazard. Modify ASCE 41-13 Section 2.4 with the following:

  Response spectra and acceleration time histories shall be constructed in accordance with 2016 California Building Code (CBC) Sections 1613A, 1616A, and 1803A.6 or equivalent provision in later versions of the CBC.

  304A.3.5.3 ASCE 41-13 Section 6.2. Modify ASCE 41-13 Section 6.2 with the following:

  Data Collection Requirements. The extent of data collection shall be at Comprehensive level for all structures, including struc- tures upgraded to SPC-4D. A testing program for materials properties shall be approved by the enforcement agent prior to

  3A-6 2025 CALIFORNIA EXISTING BUILDING CODE

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  PROVISIONS FOR ALL COMPLIANCE METHODS

  commencement of material testing work. Previously approved material test results shall be permitted to be used to satisfy part of the comprehensive data collection requirements.

  Exception: Data collection at Usual level shall be permitted for structures with SPC-2 or lower target performance objective.

• CEBC § 304A.3.5.17 Medium relevance — show source text

  Scope: For buildings located in Seismic Design Category F, verification of the interstory lateral displacements, the strength adequacy of the seismic force-resisting system and anchorage to the foundation shall be accomplished using the Nonlinear Dynamic Procedure.

  304A.3.5.17 ASCE 41-13 Chapter 15 and 16. Not permitted by OSHPD.

  304A.3.6 Modifications to ASCE 41-23. The text of ASCE 41-23 shall be modified as indicated in Sections 304A.3.6.1 through 304A.3.6.9.

  304A.3.6.1 ASCE 41-23 Section 2.1. Modify ASCE 41-23 Section 2.1 with the following:

  Seismic evaluations shall be performed for performance objective specified in Section 304A.3.4 of this code (CEBC) using proce- dure of this standard (ASCE 41-23) as follows:

  1. Structural components shall be evaluated in accordance with Tier 3 systematic evaluations procedure in Chapter 6.

  2. Nonstructural components shall be evaluated in accordance with Chapter 13.

  Exception: For general acute care hospitals, seismic evaluation shall be permitted to be in accordance with Chapter 6 of the California Administrative Code (CAC) when required by provisions of that chapter.

  304A.3.6.2 ASCE 41-23 Section 6.2. Modify ASCE 41-23 Section 6.2 with the following:

  Data Collection Requirements. The extent of data collection shall be at Comprehensive level for all structures, including struc- tures upgraded to SPC-4D. A testing program for materials properties shall be approved by the enforcement agent prior to commencement of material testing work. Previously approved material test results shall be permitted to be used to satisfy part of the comprehensive data collection requirements.

  3A-8 2025 CALIFORNIA EXISTING BUILDING CODE

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  PROVISIONS FOR ALL COMPLIANCE METHODS

  Tension testing of reinforcing bars shall be in accordance with ASTM A615. All test specimens shall be the full section of the bar as rolled (8-in. gage length) and shall not be reduced.

  At test sample locations, structural members, slabs and walls shall be repaired to a state that is equivalent to their original condition.

  For buildings built under an OSHPD permit based on the 1976 or later edition of the CBC, where materials properties are shown on design drawings and original materials test data are available, no materials testing shall be required when approved by the enforcement agent.

  304A.3.6.3 ASCE 41-23 Section 7.2.9.1. Modify ASCE 41-23 Section 7.2.9.1 with the following:

  For the evaluation of one-story light-framed walls with or without hold-downs, ASCE 41-23 Equation 7-6 is permitted to be used. If Equation 7-6 is satisfied, no further evaluation or retrofit of the existing hold-down, if any, is required. If Equation 7-6 is not _satisfied, hold-down shall be provided or retrofitted using ASCE 41-23 Equations 7-39 and 7-40.

• CEBC § 17.2.5.4. Medium relevance — show source text

  3. Special reinforced concrete moment frames—Not permitted by OSHPD.

  Exceptions: 1. Systems listed in this section can be used as an alternative system when preapproved by the enforcement agency. 2. Rooftop or other supported structures not exceeding two stories in height and 10 percent of the total structure weight can use the systems in this section when designed as components per ASCE 7, Chapter 13. 3. Systems listed in this section can be used for seismically isolated buildings, when permitted by ASCE 7, Section 17.2.5.4.

  1617A.1.5 Reserved.

  1617A.1.6 Reserved.

  1617A.1.7 ASCE 7, Section 12.2.5.6.1 [DSA-SS] The exception after the first paragraph is not permitted by DSA-SS.

  1617A.1.8 ASCE 7, Section 12.2.5.7.1 [DSA-SS] The exception after the first paragraph is not permitted by DSA-SS.

  1617A.1.9 ASCE 7, Section 12.2.5.7.2 [DSA-SS] The exception after the first paragraph is not permitted by DSA-SS.

  1617A.1.10 ASCE 7, Section 12.3.3.1. Replace ASCE 7, Section 12.3.3.1 by the following:

  12.3.3.1 Prohibited vertical irregularities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category D, E or F that have vertical irregularities Type 1b, 4a or 4b of Table 12.3-2 shall not be permitted.

  Exception: Structures assigned to Seismic Design Category D, E or F that have vertical irregularity Type 4a shall be permitted where the story lateral strength is not less than 80% of that in the story above.

  1617A.1.11 ASCE 7, Section 12.7.2. Modify ASCE 7, Section 12.7.2, by adding Item 7 to read as follows: 7. Where buildings provide lateral support for walls retaining earth, and the exterior grades on opposite sides of the building differ by more than 6 feet (1829 mm), the load combination of the seismic increment of earth pressure due to earthquake acting on the higher side, as determined by a geotechnical engineer qualified in soils engineering plus the difference in earth pressures shall be added to the lateral forces provided in this section.

  1617A.1.12 ASCE 7, Section 12.10.2.1. Replace Exception to ASCE 7, Section 12.10.2.1 by the following:

  Exception: In light-frame structures or portions thereof braced entirely by wood light-frame shear walls, collector elements and their connections, including connections to vertical elements, need only be designed to resist forces using the load combinations of Section 2.3.6 with seismic forces determined in accordance with Section 12.10.1.1.

  1617A.1.13 ASCE 7, Section 12.13.5.2. Modify ASCE 7, Section 12.13.5.2 by the following:

• CEBC § 1617.12.7 Medium relevance — show source text

  Exception: Structures assigned to Seismic Design Category E or F that have vertical irregularity Type 4a shall be permitted where the story lateral strength is not less than 80 percent of that in the story above.

  1617.12.7 ASCE 7, Section 12.7.2. Modify ASCE 7, Section 12.7.2 by adding Item 7 to read as follows: 7. Where buildings provide lateral support for walls retaining earth, and the exterior grades on opposite sides of the building differ by more than 6 feet (1829 mm), the load combination of the seismic increment of earth pressure due to earthquake acting on the higher side, as determined by a Geotechnical engineer qualified in soils engineering, plus the difference in earth pressures shall be added to the lateral forces provided in this section.

  1617.12.8 ASCE 7, Section 12.10.2.1. Replace Exception to ASCE 7, Section 12.10.2.1 by the following:

  Exception: In light-frame structures or portions thereof braced entirely by wood light-frame shear walls, collector elements and their connections, including connections to vertical elements, need only be designed to resist forces using the load combinations of Section 2.3.6 with seismic forces determined in accordance with Section 12.10.1.1.

  1617.12.9 ASCE 7, Section 12.13.1. Modify ASCE 7, Section 12.13.1 by adding Section 12.13.1.1 as follows:

  12.13.1.1 Foundations and superstructure-to-foundation connections. The foundation shall be capable of transmitting the design base shear and the overturning forces from the structure into the supporting soil. Stability against overturning and sliding shall be in accordance with Section 1605.1.1.

  In addition, the foundation and the connection of the superstructure elements to the foundation shall have the strength to resist, in addition to gravity loads, the lesser of the following seismic loads: 1. The strength of the superstructure elements. 2. The maximum forces that can be delivered to the foundation in a fully yielded structural system. 3. Forces from the Load Combinations with overstrength factor in accordance with ASCE 7, Section 12.4.3.1. Exceptions: 1. Where referenced standards specify the use of higher design loads. 2. When it can be demonstrated that inelastic deformation of the foundation and superstructure-to-foundation connection will not result in a weak story or cause collapse of the structure. 3. Where seismic force-resisting system consists of light-framed walls with shear panels, unless the reference standard specifies the use of higher design loads.

  Where the computation of the seismic overturning moment is by the equivalent lateral-force method or the modal analysis method, reduction in overturning moment permitted by Section 12.13.4 of ASCE 7 may be used.

  Where moment resistance is assumed at the base of the superstructure elements, the rotation and flexural deformation of the foundation as well as deformation of the superstructure-to-foundation connection shall be considered in the drift and deforma- tion compatibility analyses.

  1617.12.10 ASCE 7, Section 12.13.5.2. Modify ASCE 7, Section 12.13.5.2 by the following:

• CEBC § 13.5.7 Medium relevance — show source text

  [OSHPD 1 & 4]**_ Modify ASCE 7, Section 13.5.7, by the following:

  All access floors shall be special access floors in accordance with Section 13.5.7.2, except for raised roof or exterior floor paver systems.

  1617A.1.23 ASCE 7, Section 13.6.2.1. [OSHPD 1 & 4] Modify ASCE 7 Section 13.6.2.1 by adding the following to the end of the section:

  Use of this section shall be considered as an alternative system. Alternatively, HVACR systems shall require special seismic certifica- tion in accordance with Section 1705A.14.3 of this code.

  1617A.1.24 ASCE 7, Section 13.6.5. Replace ASCE 7, Section 13.6.5 as follows:

  13.6.5 Distribution Systems: Conduit, Cable Tray and Raceways. Cable trays and raceways shall be designed for seismic forces and seismic relative displacements as required in Section 13.3. Conduit equal to or greater than 2.5 inches (64 mm) trade size and attached to panels, cabinets or other equipment subject to seismic relative displacement, D pI, shall be provided with flexible connections or designed for seismic forces and seismic relative displacements as required in Section 13.3.

  Exceptions:

  1. Design for the seismic forces and relative displacements of Section 13.3 shall not be required for raceways where flexible connections or other assemblies are provided between the cable tray or raceway and associated components to accommodate the relative displacement, where the cable tray or raceway is positively attached to the structure, and one of the following apply: a. Trapeze assemblies with [3] / 8 inch (10 mm) or [1] / 2 inch (13-mm) in diameter rod hangers not exceeding 12 inches (305 mm) in length from the conduit, cable tray or raceway support point to the connection at the supporting structure are used to support the cable tray or raceway, and the total weight supported by any single trapeze is 100 pounds (445 N) or less; or b . The conduit, cable tray or raceway is supported by individual rod hangers [3] / 8 inch (10 mm) or [1] / 2 inch (13 mm) in diameter, and each hanger in the raceway run is 12 inches (305 mm) or less in length from the conduit, cable tray or raceway support point connection to the supporting structure, and the total weight supported by any single rod is 50 pounds (220 N) or less.
  2. Design for the seismic forces and relative displacements of Section 13.3 shall not be required for conduit, regardless of the value of I p, where the conduit is less than 2.5 inches (64 mm) trade size. Design for the displacements across seismic joints shall be required for conduit, cable trays and raceways with I p = 1.5 without consideration of conduit size.

  1617A.1.25 ASCE 7, Section 13.6.6. Replace ASCE 7, Section 13.6.6 with the following:

  13.6.6 Distribution Systems: Duct Systems . HVACR and other duct systems shall be designed for seismic forces and seismic relative displacements as required in Section 13.3.

• CEBC § 8-706 Medium relevance — show source text

  SECTION 8-706 — LATERAL LOAD REGULATIONS

  8-706.1 Seismic forces. Strength-level seismic forces used to evaluate the structure for resistance to seismic loads shall be based on the R -values tabulated in the regular code for similar lateral-force-resisting systems including consideration of the structural detailing of the members where such R -values exist. Where such R -values do not exist, an appropriate R -value shall be rationally assigned considering the structural detailing of the members.

  Exceptions:

  1. The forces need not exceed 0.75 times the seismic forces prescribed by the regular code requirements.
  2. For Risk Category I, II or III structures, near-fault increases in ground motion (maximum considered earthquake ground motion of 0.2 second spectral response greater than 150 percent at 5 percent damping) need not be considered when the fundamental period of the building is 0.5 seconds in the direction under consideration.
  3. For Risk Category I or II structures, the seismic base shear need not exceed 0.30W.
  4. For Risk Category III or IV structures, the seismic base shear need not exceed 0.40W.

  8-706.1.1 When a building is to be strengthened with the addition of a new lateral force resisting system, the R -value of the new system can be used when the new lateral force resisting system resists at least 75 percent of the building’s base shear regardless of its relative rigidity.

  8-706.1.2 Evaluation and seismic improvement of unreinforced masonry bearing wall buildings shall comply with the California Existing Building Code (CEBC), Appendix Chapter A1 2013 Edition, and as modified by the CHBC.

  Exceptions:

  1. Alternative standards may be used on a case-by-case basis when approved by the authority having jurisdiction. It shall be permitted to exceed the strength limitation of 100 psi in Section A108.2 of the CEBC when test data and building configuration supports higher values subject to the approval of the authority having jurisdiction.
  2. CEBC Section A102.2 shall not apply to Qualified Historical Buildings in Risk Category III buildings and other structures whose primary occupancies are public assembly with an occupancy load greater than 300.

  8-706.1.3 All deviations from the detailing provisions of the lateral-force-resisting systems shall be evaluated for stability and the ability to maintain load-carrying capacity at the expected inelastic deformations.

  8-706.2 Existing building performance. The seismic resistance may be based upon the ultimate capacity of the structure to perform, giving due consideration to ductility and reserve strength of the lateral-force-resisting system and materials while maintaining a reasonable factor of safety. Broad judgment may be exercised regarding the strength and performance of materials not recognized by regular code requirements. (See Chapter 8-8, Archaic Materials and Methods of Construction.)

  8-706.2.1 All structural materials or members that do not comply with detailing and proportioning requirements of the regular code shall be evaluated for potential seismic performance and the consequence of non-compliance. All members that would be reasonably expected to fail and lead to collapse or life threatening injury when subjected to seismic demands shall be judged unacceptable, and appropriate structural strengthening shall be developed.

  8-706.3 Load path. A complete and continuous load path, including connections, from every part or portion of the structure to the ground shall be provided for the required forces. It shall be verified that the structure is adequately tied together to perform as a unit when subjected to earthquake forces.

• CEBC § 8-705.1 Medium relevance — show source text

  8-705.1 Gravity loads. The capacity of the structure to resist gravity loads shall be evaluated and the structure strengthened as necessary. The evaluation shall include all parts of the load path. Where no distress is evident, and a complete load path is present, the structure may be assumed adequate by having withstood the test of time if anticipated dead and live loads will not exceed those historically present.

  8-705.2 Wind and seismic loads. The ability of the structure to resist wind and seismic loads shall be evaluated. Wind loads shall be considered when appropriate, but need not exceed 75 percent of the wind loads prescribed by the regular code. The evaluation shall be based on the requirements of Section 8-706.

  8.705.2.1 Any unsafe conditions in the lateral-load-resisting system shall be corrected, or alternative resistance shall be provided. When strengthening is required, additional resistance shall be provided to meet the minimum requirements of the CHBC. The strengthening measures shall be selected with the intent of meeting the performance objectives set forth in Section 8-701.2. The evaluation of structural members and structural systems for seismic loads shall consider the inelastic performance of structural members and their ability to maintain load-carrying capacity during the seismic loadings prescribed by the regular code.

  8.705.2.2 The architect or engineer shall consider additional measures with minimal loss of, and impact to, historical materials which will reduce damage and needed repairs in future earthquakes to better preserve the historical structure in perpetuity. These additional measures shall be presented to the owner for consideration as part of the rehabilitation or restoration.

  2025 CALIFORNIA HISTORICAL BUILDING CODE 13

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  STRUCTURAL REGULATIONS

  SECTION 8-706 — LATERAL LOAD REGULATIONS

  8-706.1 Seismic forces. Strength-level seismic forces used to evaluate the structure for resistance to seismic loads shall be based on the R -values tabulated in the regular code for similar lateral-force-resisting systems including consideration of the structural detailing of the members where such R -values exist. Where such R -values do not exist, an appropriate R -value shall be rationally assigned considering the structural detailing of the members.

  Exceptions:

  1. The forces need not exceed 0.75 times the seismic forces prescribed by the regular code requirements.
  2. For Risk Category I, II or III structures, near-fault increases in ground motion (maximum considered earthquake ground motion of 0.2 second spectral response greater than 150 percent at 5 percent damping) need not be considered when the fundamental period of the building is 0.5 seconds in the direction under consideration.
  3. For Risk Category I or II structures, the seismic base shear need not exceed 0.30W.
  4. For Risk Category III or IV structures, the seismic base shear need not exceed 0.40W.

  8-706.1.1 When a building is to be strengthened with the addition of a new lateral force resisting system, the R -value of the new system can be used when the new lateral force resisting system resists at least 75 percent of the building’s base shear regardless of its relative rigidity.

  8-706.1.2 Evaluation and seismic improvement of unreinforced masonry bearing wall buildings shall comply with the California Existing Building Code (CEBC), Appendix Chapter A1 2013 Edition, and as modified by the CHBC.

  Exceptions:

• CEBC § 5003.8.3.2 Medium relevance — show source text

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

  HAZARDOUS MATERIALS—GENERAL PROVISIONS

  TABLE 5003.8.3.2—DESIGN AND NUMBER OF CONTROL AREAS	Col2	Col3	Col4	Col5
  STORY	STORY	PERCENTAGE OF THE MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREAa	NUMBER OF CONTROL AREAS PER STORY	FIRE-RESISTANCE RATING FOR FIRE BARRIERS IN HOURSb
  Above grade plane	Higher than 9 7–9 6 5 4 3 2 1	5 5 12.5 12.5 12.5 50 75 100	1 2 2 2 2 2 3 4	2 2 2 2 2 1 1 1
  Below grade plane	1 2 Lower than 2	75 50 Not Allowed	3 2 Not Allowed	1 1 Not Allowed
  a. Percentages shall be of the maximum allowable quantity per control area shown in Tables 5003.1.1(1) and 5003.1.1(2), with all increases allowed in the footnotes to those tables. b. Separation shall include fire barriers and horizontal assemblies as necessary to provide separation from other portions of the building.	a. Percentages shall be of the maximum allowable quantity per control area shown in Tables 5003.1.1(1) and 5003.1.1(2), with all increases allowed in the footnotes to those tables. b. Separation shall include fire barriers and horizontal assemblies as necessary to provide separation from other portions of the building.	a. Percentages shall be of the maximum allowable quantity per control area shown in Tables 5003.1.1(1) and 5003.1.1(2), with all increases allowed in the footnotes to those tables. b. Separation shall include fire barriers and horizontal assemblies as necessary to provide separation from other portions of the building.	a. Percentages shall be of the maximum allowable quantity per control area shown in Tables 5003.1.1(1) and 5003.1.1(2), with all increases allowed in the footnotes to those tables. b. Separation shall include fire barriers and horizontal assemblies as necessary to provide separation from other portions of the building.	a. Percentages shall be of the maximum allowable quantity per control area shown in Tables 5003.1.1(1) and 5003.1.1(2), with all increases allowed in the footnotes to those tables. b. Separation shall include fire barriers and horizontal assemblies as necessary to provide separation from other portions of the building.

  5003.8.3.3 Number. The maximum number of control areas per floor within a building shall be in accordance with Table 5003.8.3.2. For the purposes of determining the number of control areas within a building, each portion of a building separated by one or more fire walls complying with Section 706 of the California Building Code shall be considered a separate building.

• CEBC § 1.5 Medium relevance — show source text

  ; clips C, E; reinforcement: none;1/2″ plas-
  ter, 1.5:2.5 mill mix.|N/A|55 min|||3|5, 8|3/4|

  RESOURCE A-96 2025 CALIFORNIA EXISTING BUILDING CODE

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  RESOURCE A—GUIDELINES ON FIRE RATINGS OF ARCHAIC MATERIALS AND ASSEMBLIES

  TABLE 3.2—continued FLOOR/CEILING ASSEMBLIES—STEEL STRUCTURAL ELEMENTS	Col2	Col3	Col4	Col5	Col6	Col7	Col8	Col9	Col10
  ITEM CODE	MEMBRANE THICKNESS	CONSTRUCTION DETAILS	PERFORMANCE	PERFORMANCE	REFERENCE NUMBER	REFERENCE NUMBER	REFERENCE NUMBER	NOTES	REC. HOURS
  ITEM CODE	MEMBRANE THICKNESS	CONSTRUCTION DETAILS	LOAD	TIME	PRE-BMS-92	BMS-92	POST-BMS-92	POST-BMS-92	POST-BMS-92
  F/C-S-8	1/2″	Spec. 9′ × 4′4″; S.J. 103 bar joists, 18″ o.c.; deck: 4 lbs rib lath base; 6″ × 6″ 10 × 10 gage reinforcement; 2″ deck 1:2:4 gravel concrete; membrane: furring,3/4″ C.R.S., 16″ o.c.; clips C, E; reinforcement: none;1/2″ plaster, 1.5:2.5 mill mix.	300 psf	1 hr 10 min			3	2, 3, 8	1
  F/C-S-9	5/8″	10′ × 13′6″; S.J. 103, 24″ o.c.; deck: 2″ concrete, 1:2:4; membrane: furring 12″ o.c.; clips A, B, G; Extra “A” clips reinforcement;5/8″ plaster, 1.5:2, 1.5:3.	145 psf	3 hrs			3	6, 8	3
  F/C-S-10	5/8″	18′ × 13′6″; joists, S.J. 103, 24″ o.c.; deck: 4 lbs rib lath; 6″ × 6″ 10 × 10 gage reinforcement; 2″ deck, 1:2:3.5 gravel concrete; membrane: furring, spacing 16″ o.c.

• CEBC § 803.13 Medium relevance — show source text

  Interior finishes Table 803.13, 804 Live load Table 1607.1

  Live/work units 508.5 Means of egress Aisles 1018.5

  Corridors 1020.2, 1020.3

  Doors 1010.1.1 Emergency escape and rescue 1031.2

  Exit signs 1013.1, 1013.2 Single exits 1006.3 Stairway, exit access 1019 Travel distance 1006.3.3, 1017.2,

  1006.2.1

  Mixed occupancies 508.3, 508.4 Accessory 508.2, G112.1 Live/work units 508.5 Parking, private 406.2.8, 406.3 Parking below/above 510.4, 510.7, 510.9

  Special mixed 510.2

  INDEX-16 2025 CALIFORNIA BUILDING CODE

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  INDEX

  Means of egress 3310 Protection of pedestrians 3306 Sanitary facilities 3305 Site work 3304

  Sprinkler protection 3312 Standpipes 3308.1.1, 3311 Temporary use of streets, alleys and public property 3308 Safety Glazing 716.1.2.1, 2406 Sallyport 408.3.7 Schools

  [see Educational Occupancy (Group E)] Seating Accessibility Chapter 11B Tables 1030.9, 1030.13.1 Seating, Fixed 1030 Accessibility Chapter 11B Aisles 1030.9, 1030.13 Bleachers (see Bleachers) Grandstands (see Grandstands) Guards 1030.17

  Live load Table 1607.1

  Occupant load 1004.6 Stability 1030.15 Temporary 108 Security Glazing 408.7 Security Grilles 402.8.8, 1010.3.4 Seismic 1613

  Cold-formed steel 2204.2, 2206.1.1 Construction documents 107,

  1603.1.5 Earthquake recording equipment Appendix L Fire resistance 704.11 Geotechnical investigation 1803.5.11, 1803.5.12 Glazing 2404 Loads 1613

  Masonry 2106 Membrane structure 3102.7 Seismic design category 1613.2 Seismic detailing 1604 Site class 1613.2

  Special inspection 1705.13 Statement of special inspections 1704.3.2

  Steel 2202.2, 2206.2 Structural observations 1704.6.1 Structural testing 1705.14 Wood 2305, 2308.10.10, 2308.10.6,

  2308.10.8 Service Sinks 11B-606, Chapter 29 Service Station (see Motor Fuel-Dispensing Facilities) Shaft Enclosure (see Vertical Opening Protection) 713 Continuity 713.11, 713.12, 713.5 Elevators 713.14

  Exceptions 712.1, 1019, 1023 Exterior walls 713.6

• CEBC § 101.2.2 Medium relevance — show source text

  CFC—25: California Fire Code

  101.2.2, 101.4.2, 301.3.1, 302.2, 307.1, 308.1, 802.2.1, 802.2.3, 803.2.3, 803.4.1.1, 803.4.1.2, 803.4.1.3, 803.4.1.4, 803.4.1.5, 803.4.1.6, Table 804.5.1.1(1), 904.1.5, 1011.6.1.1, 1303.1.2, 1305.2.8.1, 1305.2.14, 1305.2.14.1, 1401.2, 1501.1, 1501.5, 1502.1, 1502.1.1, 1502.2, 1502.3, 1504.1, 1507.1, 1507.2

  CMC—25: California Mechanical Code

  302.2, 702.7, 807.1, 902.1.1, 1008.1, 1305.2.7.1, 1305.2.8, 1305.2.8.1

  CPC—25: California Plumbing Code

  302.2, 408.1, 702.7, 1009.1, 1009.2, 1009.3, 1009.5, 1302.1.6, 1503.1

  16-4 2025 CALIFORNIA EXISTING BUILDING CODE

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

  REFERENCED STANDARDS

  CRC—25: California Residential Code

  101.2, 101.4.1, 104.3.1, 109.3.3, 109.3.10, 302.2, 307.1, 308.1, 401.3, 402.1, 405.2.6, 502.2, 502.3, 502.4, 503.2, 503.3, 503.11, 505.2, 505.3, 507.3, 701.3, 702.4, 702.5, 706.2, 708.1, 805.2, 806.4, 809.1, 906.2, 907.1, 1011.2.1, 1103.1, 1103.2, 1103.3, 1104.1, 1201.4, 1302.1.2, 1302.1.3, 1302.1.3, 1303.1.3, 1401.2, 1402.1, 1402.2, 1402.2.1, 1402.3, 1402.4, 1402.5, 1402.6

  ICC 300—2023: ICC Standard on Bleachers, Folding and Telescopic Seating and Grandstands

  301.1.1, 401.1.1, 1401.1.1

  ICC A117.1—2017: Accessible and Usable Buildings and Facilities

• CEBC § 3.2.2 Medium relevance — show source text

  1810 A .3.2.2 Prestressing steel. Prestressing steel shall conform to ASTM A416.

  1810 A .3.2.3 Steel. Structural steel H-piles and structural steel sheet piling shall conform to the material requirements in ASTM A6. Steel pipe piles shall conform to the material requirements in ASTM A252. Fully welded steel piles shall be fabricated from plates that conform to the material requirements in ASTM A36, ASTM A283, ASTM A572, ASTM A588 or ASTM A690.

  1810 A .3.2.4 Timber. Not permitted by DSA-SS, DSA-SS/CC or OSHPD.

  1810 A .3.2.5 Protection of materials. Where boring records or site conditions indicate possible deleterious action on the materials used in deep foundation elements because of soil constituents, changing water levels or other factors, the elements shall be adequately protected by materials, methods or processes approved by the building official. Protective materials shall be applied to the elements so as not to be rendered ineffective by installation. The effectiveness of such protective measures for the particular purpose shall have been thoroughly established by satisfactory service records or other evidence.

  1810 A .3.2.6 Allowable stresses. The allowable stresses for materials used in deep foundation elements shall not exceed those specified in Table 1810 A .3.2.6.

  TABLE 1810A.3.2.6—ALLOWABLE STRESSES FOR MATERIALS USED IN DEEP FOUNDATION ELEMENTS	Col2
  MATERIAL TYPE AND CONDITION	MAXIMUM ALLOWABLE STRESSa
  1. Concrete or grout in compressionb Cast-in-place with a permanent casing in accordance with Section 1810_A_.3.2.7 or Section 1810_A_.3.5.3.4 Cast-in-place in other permanent casing or rock Cast-in-place without a permanent casing Precast nonprestressed Precast prestressed	0.4_f ′c_ 0.33_f ′c_ 0.3_f ′c_ 0.33_f ′c_ 0.33_f ′c_ - 0.27_fpc_
  2. Nonprestressed reinforcement in compression	0.4_fy_ ≤ 30,000 psi
  3. Steel in compression Cores within concrete-filled pipes or tubes Pipes, tubes or H-piles, where justified in accordance with Section 1810.3.2.8 Pipes or tubes for micropiles Other pipes, tubes or H-piles Helical piles	0.5_Fy_ ≤ 32,000 psi 0.5_Fy ≤ 32,000 psi 0.4_Fy ≤ 32,000 psi 0.35_Fy_ ≤ 24,000 psi 0.6_Fy_ ≤ 0.5_Fu_
  4. Nonprestressed reinforcement in tension Within micropiles Other conditions For load combinations that do not include wind or seismic loads For load combinations that include wind or seismic loads	0.6_fy_ 0.5_fy_ ≤ 30,000 psi 0.5_fy_ ≤ 40,000 psi
  5.

• CEBC § 1.5 Medium relevance — show source text

  9′ × 4′4″; S.J. 103 bar joists, 18″ o.c.;
  deck: 4 lbs rib lath base; 6″ × 6″ 10 × 10 gage
  reinforcement; 2″ deck 1:2:4 gravel concrete;
  membrane: furring,3/4″ C.R.S., 16″ o.c.; clips C,
  E; reinforcement: none;1/2″ plaster, 1.5:2.5
  mill mix.|300 psf|1 hr
  10 min|||3|2, 3, 8|1| |F/C-S-9|5/8″|10′ × 13′6″; S.J. 103, 24″ o.c.; deck: 2″
  concrete, 1:2:4; membrane: furring 12″ o.c.;
  clips A, B, G; Extra “A” clips reinforcement;5/8″
  plaster, 1.5:2, 1.5:3.|145 psf|3 hrs|||3|6, 8|3| |F/C-S-10|5/8″|18′ × 13′6″; joists, S.J. 103, 24″ o.c.; deck: 4 lbs
  rib lath; 6″ × 6″ 10 × 10 gage reinforcement; 2″
  deck, 1:2:3.5 gravel concrete; membrane:
  furring, spacing 16″ o.c.; clips C, E; reinforce-
  ment: none;5/8″ plaster, 1.5:2.5 mill mix.|145 psf|1 hr
  25 min|||3|2, 3, 8|11/3| |F/C-S-11|5/8″|10′ × 13′6″; S.J. 103, 24″ o.c.; deck: 2″
  concrete, 1:2:4; membrane: furring 12″ o.c.;
  clips D, E, F, G; diagonal wire reinforcement;
  5/8″ plaster, 1.5:2; 0.5:3.|145 psf|3 hrs
  15 min|||3|2, 4, 8|31/4| |F/C-S-12|5/8″|10′ × 13′6″; joists, S.J. 103, 24″ o.c.; deck: 3.4
  lbs rib lath; 6″ × 6″ 10 × 10 gage reinforcement;
  2″ deck, 1:2:4 gravel concrete; membrane:
  furring 16″ o.c.; clips D, E, F, G; reinforcement:
  none;5/8″ plaster, 1.5:2.5.|145 psf|1 hr|||3|7, 8|1| |F/C-S-13|3/4″|Spec. 9′ × 4′4″; S.J. 103, 18″ o.c.; deck: 4 lbs rib
  lath; 6″ × 6″ 10 × 10 gage reinforcement; 2″
  deck, 1:2:4 gravel concrete; membrane:
  furring,3/4″ C.R.S., 16″ o.c.

• CEBC § 7-3 Medium relevance — show source text

  702 Building Elements and Materials . . . . . . . . . . . . . . . . . 7-3

  703 Fire Protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-4

  704 Means of Egress . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-4

  705 Reroofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-4

  706 Structural. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-5

  707 Reserved . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-6

  708 Energy Conservation. . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-6

  CHAPTER 8 ALTERATIONS—LEVEL 2 . . . . . . . . . . . . . . . . . .8-3

  801 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-3

  802 Building Elements and Materials . . . . . . . . . . . . . . . . . 8-3

  803 Fire Protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-5

  804 Means of Egress . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-5

  805 Structural. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-9

  806 Electrical . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-10

  807 Mechanical. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-10

  808 Reserved . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-10

  809 Energy Conservation. . . . . . . . . . . . . . . . . . . . . . . . . . . 8-10

  CHAPTER 9 ALTERATIONS—LEVEL 3 . . . . . . . . . . . . . . . . . .9-3

  901 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-3

• CEBC § 1.3.8 High relevance — show source text

  1.3.8 Structural design criteria. Where design is based on ASCE 7, Chapters 16, 17, 18 or 31, the seismic ground motion, wind tunnel test-based design recommendations, analysis and design methods, material assumptions, testing requirements and acceptance criteria shall be submitted to the enforcement agency as an alternative system.

  [DSA-SS] Peer review requirements in Section 322 of the California Existing Building Code shall apply to design reviews required by ASCE 7, Chapters 17, 18, 31 and ASCE 49.

  [OSHPD 1 & 4] Peer review requirements in Section 1617A.1.41 of this code shall apply to design reviews required by ASCE 7, Chap- ters 17 and 18.

  1617A.1.2 ASCE 7, Section 11.1.3. Replace last paragraph of ASCE 7, Section 11.1.3, by the following:

  Non-building structures similar to buildings shall be designed and detailed in accordance with Chapter 12.

  1617A.1.3 Reserved.

  1617A.1.4 ASCE 7, Table 12.2-1. Modify ASCE 7, Table 12.2-1 as follows:

  A. BEARING WALL SYSTEMS

  6. Intermediate Precast Shear Walls —Not permitted by OSHPD.

  18 . Light-framed walls with shear panels of all other materials —Not permitted by OSHPD and DSA-SS.

  B. BUILDING FRAME SYSTEMS

  3. Steel ordinary concentrically braced frames— Not permitted by OSHPD.

  9 . Intermediate Precast Shear Walls —Not permitted by OSHPD.

  25 . Light-framed walls with shear panels of all other materials —Not permitted by OSHPD and DSA-SS.

  27 . Special steel plate shear wall —Not permitted by OSHPD.

  16A-36 2025 CALIFORNIA BUILDING CODE

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

  STRUCTURAL DESIGN

  C . MOMENT-RESISTING FRAME SYSTEMS

  2. Steel special truss moment frames —Not permitted by OSHPD.

  3. Steel intermediate moment frames —Not permitted by OSHPD except for single-story canopies and independent covered walkways where R, C d and Ω 0 = 1.5 and the roof dead load is less than 20 psf.

  4. Steel ordinary moment frames —Not permitted by OSHPD except for single-story canopies and independent covered walk- ways where R, C d and Ω 0 = 1.5 and the roof dead load is less than 20 psf.

  5. Cold-formed steel–special bolted moment frame —Not permitted by DSA-SS and OSHPD.

  G. CANTILEVER COLUMN SYSTEMS DETAILED TO CONFORM WITH THE REQUIREMENTS FOR:

  1. Steel special cantilever column systems —Not permitted by OSHPD except for single-story canopies and independent covered walkways where R, C d and Ω 0 = 1.5 and roof dead load is less than 20 psf.
• CEBC § 1.1 Medium relevance — show source text

  1605 A .1.1 Stability. Regardless of which load combinations are used to design for strength, where overall structure stability (such as stability against overturning, sliding, or buoyancy) is being verified, use of the load combinations specified in Section 2.3 or 2.4 of ASCE 7, and in Section 1605 A .2 shall be permitted. Where the load combinations specified in ASCE 7, Section 2.3 are used, strength reduction factors applicable to soil resistance shall be provided by a registered design professional. The stability of retaining walls shall be verified in accordance with Section 1807 A .2.3. When using allowable stress design, factor of safety for soil bearing values shall not be less than the overstrength factor of the structures supported.

  1605A.1.2 Foundation resistance. [OSHPD 1 & 4] Strength design for foundation geotechnical capacity shall be in accordance with ASCE 7, Section 12.13.5 for all strength design load combinations, except that Resistance Factor (Ø) shall be permitted to be 1.0 for load combinations with amplified seismic forces in accordance with Section 1617A.1.15. Allowable stress design for founda- tion geotechnical capacity shall be in accordance with ASCE 7, Section 12.13.6 for all allowable stress design load combinations, and shall be established to be consistent with strength design requirements in ASCE 7, Section 12.13.5.

  1605 A .2 Alternative allowable stress design load combinations. In lieu of the load combinations in ASCE 7, Section 2.4, structures and portions thereof shall be permitted to be designed for the most critical effects resulting from the following combinations. Where using these alternative allowable stress load combinations that include wind or seismic loads, allowable stresses are permitted to be increased or load combinations reduced where permitted by the material chapter of this code or the referenced standards. For load combinations that include the counteracting effects of dead and wind loads, only two-thirds of the minimum dead load likely to be in place during a design wind event shall be used. Where using these alternative load combinations to evaluate sliding, overturning and soil bearing at the soil-structure interface, the reduction of foundation overturning from Section 12.13.4 in ASCE 7 shall not be used. Where using these alternative basic load combinations for proportioning foundations for loadings, which include seismic loads, the vertical seismic load effect, E v , in Equation 12.4-4 of ASCE 7 is permitted to be taken equal to zero. Where required by ASCE 7, Chapters 12, 13 and 15, the load combinations including overstrength of ASCE 7, Section 2.4.5 shall be used. Each load combination shall be investigated with one or more of the variable loads set to zero.

  Equation 16 A -1 D + L + ( L r or 0.7 S or R )

  Equation 16 A -2 D + L + 0.6 W

  Equation 16 A -3 D + L + 0.6 W + 0.7 S /2

• CEBC § 705.5 Medium relevance — show source text

  [BS] 705.5 Flashings. Flashings shall be reconstructed in accordance with approved manufacturer’s installation instructions. Metal flashing to which bituminous materials are to be adhered shall be primed prior to installation.

  SECTION 706—STRUCTURAL

  [BS] 706.1 General. Where alteration work includes replacement of equipment that is supported by the building or where a reroofing permit is required, the provisions of this section shall apply.

  [BS] 706.2 Addition or replacement of roofing or replacement of equipment. Any existing gravity load-carrying structural element for which an alteration causes an increase in design dead, live or snow load, including snow drift effects, of more than 5 percent shall be replaced or altered as needed to carry the gravity loads required by the California Building Code for new structures.

  Exceptions:

  1. Buildings of Group R occupancy with not more than five dwelling or sleeping units used solely for residential purposes where the altered building complies with the conventional light-frame construction methods of the California Building Code or the provisions of the California Residential Code .
  2. Buildings in which the increased dead load is due entirely to the addition of a second layer of roof covering weighing 3 pounds per square foot (0.1437 kN/m [2] ) or less over an existing single layer of roof covering.

  [BS] 706.3 Additional requirements for reroof permits. The requirements of this section shall apply to alteration work requiring reroof permits.

  [BS] 706.3.1 Bracing for unreinforced masonry bearing wall parapets. Where a permit is issued for reroofing for more than 25 percent of the roof area of a building assigned to Seismic Design Category D, E or F that has parapets constructed of unreinforced masonry, the work shall comply with Section 304.3.2 by evaluation of the existing condition or by installation of parapet bracing.

  [BS] 706.3.2 Roof diaphragms resisting wind loads in high-wind regions. Where roofing materials are removed from more than 50 percent of the roof diaphragm or section of a building located where the basic wind speed, V, is greater than 130 mph (58 m/s), in accordance with Figure 1609.3(2) of the California Building Code, roof diaphragms, connections of the roof diaphragm to roof

  2025 CALIFORNIA EXISTING BUILDING CODE 7-5

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

  ALTERATIONS—LEVEL 1

  framing members, and roof-to-wall connections shall be evaluated for the wind loads specified in the California Building Code, including wind uplift. If the diaphragms and connections in their current condition are not capable of resisting 75 percent of those wind loads, they shall be replaced or strengthened in accordance with the loads specified in the California Building Code.

  Exception: Buildings that have been demonstrated to comply with the wind load provisions in ASCE 7—88 or later editions.

  SECTION 707— RESERVED

  SECTION 708—ENERGY CONSERVATION

  708.1 Minimum requirements. Level 1 alterations to existing buildings or structures shall comply with applicable provisions of the California Energy Code (Part 6, Title 24, C.C.R).

  7-6 2025 CALIFORNIA EXISTING BUILDING CODE

• California Existing Building Code Medium relevance — show source text

  3/8″
  main reinforcement bars at 57/8″ pitch
  with7/8″ concrete cover;3/8″ main rein-
  forcement bars at 41/2″ pitch
  perpendicular with1/2″ concrete cover;
  13′1″ span restrained.|195 psf|4 hrs|||7|1, 7|4| |F/C-4-RC-7|4″|4″ (5025 psi) concrete deck;1/4″ reinforce-
  ment bars at 71/2″ pitch with3/4″ cover;3/8″
  main reinforcement bars at 33/4″ pitch
  perpendicular with1/2″ cover; 13′1″ span
  restrained.|140 psf|1 hr
  16 min|||7|1, 2|11/4| |F/C-4-RC-8|4″|4″ thick (4905 psi) deck;1/4″ reinforce-
  ment bars at 71/2″ pitch with7/8″ cover;3/8″
  main reinforcement bars at 33/4″ pitch
  perpendicular with1/2″ cover; 13′1″ span
  restrained.|100 psf|1 hr
  23 min|||7|1, 2|11/3| |F/C-4-RC-9|4″|4″ deep (4370 psi);1/4″ reinforcement bars
  at 6″ pitch with3/4″ cover;1/4″ main rein-
  forcement bars at 4″ pitch perpendicular
  with1/2″ cover; 13′1″ span restrained.|150 psf|2 hrs|||7|1, 3|2| |F/C-4-RC-10|4″|4″ thick (5140 psi) deck;1/4″ reinforce-
  ment bars at 71/2″ pitch with7/8″ cover;3/8″
  main reinforcement bars at 33/4″ pitch
  perpendicular with1/2″ cover; 13′1″ span
  restrained.|140 psf|1 hr
  16 min|||7|1, 5|11/4| |F/C-4-RC-11|4″|4″ thick (4000 psi) concrete deck;
  3″ × 11/2″ × 4 lbs R.S.J.; 2′6″ C.R.S.; flush
  with top surface; 4″ × 6″ x 13 SWG mesh
  reinforcement 1″ from bottom of slab; 6′6″
  span restrained.|150 psf|2 hrs|||7|1, 3|2| |F/C-4-RC-12|4″|4″ deep (2380 psi) concrete deck;
  3″ × 11/2″ × 4 lbs R.S.J.; 2′6″ C.R.S.

• CEBC § 2.3 Medium relevance — show source text

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

  �

  STRUCTURAL DESIGN

  SECTION 1605 A —LOAD COMBINATIONS

  1605 A .1 General. Buildings and other structures and portions thereof shall be designed to resist the strength load combinations specified in ASCE 7, Section 2.3, the allowable stress design load combinations specified in ASCE 7, Section 2.4, or the alternative allowable stress design load combinations of Section 1605 A .2. Exceptions:

  1. The modifications to load combinations of ASCE 7, Section 2.3, ASCE 7, Section 2.4 and Section 1605 A .2 specified in ASCE 7 Chapters 18 and 19 shall apply.

  2. Where the allowable stress design load combinations of ASCE 7, Section 2.4 are used, flat roof snow loads of 45 pounds per square foot (2.15 kN/m [2] ) and roof live loads of 30 pounds per square foot (1.44 kN/m [2] ) or less need not be combined with seismic load. Where flat roof snow loads exceed 45 pounds per square foot (2.15 kN/m [2] ), 15 percent shall be combined with seismic loads.

  3. Where the allowable stress design load combinations of ASCE 7 Section 2.4 are used, crane hook loads need not be combined with roof live loads or with more than three-fourths of the snow load or one-half of the wind loads.

  4. Where design for tornado loads is required, the alternative allowable stress design load combinations of Section 1605 A .2 shall not apply when tornado loads govern the design.

  1605 A .1.1 Stability. Regardless of which load combinations are used to design for strength, where overall structure stability (such as stability against overturning, sliding, or buoyancy) is being verified, use of the load combinations specified in Section 2.3 or 2.4 of ASCE 7, and in Section 1605 A .2 shall be permitted. Where the load combinations specified in ASCE 7, Section 2.3 are used, strength reduction factors applicable to soil resistance shall be provided by a registered design professional. The stability of retaining walls shall be verified in accordance with Section 1807 A .2.3. When using allowable stress design, factor of safety for soil bearing values shall not be less than the overstrength factor of the structures supported.

  1605A.1.2 Foundation resistance. [OSHPD 1 & 4] Strength design for foundation geotechnical capacity shall be in accordance with ASCE 7, Section 12.13.5 for all strength design load combinations, except that Resistance Factor (Ø) shall be permitted to be 1.0 for load combinations with amplified seismic forces in accordance with Section 1617A.1.15. Allowable stress design for founda- tion geotechnical capacity shall be in accordance with ASCE 7, Section 12.13.6 for all allowable stress design load combinations, and shall be established to be consistent with strength design requirements in ASCE 7, Section 12.13.5.

  1605 A **.2 Alternative allowable stress design load combinations.

• California Existing Building Code Medium relevance — show source text

  ; 2′ C.R.S. with 1″ cover on
  both top and bottom flanges; 13′1″ span
  restrained.|60 psf|2 hrs|||7|1, 3|2| |F/C-6-RC-34|61/4″|61/4″ thick; 43/4″ (5120 psi) concrete core;
  1″ T&G board flooring;1/2″ plaster under-
  coat; 4″ × 3″ × 10 lbs R.S.J.; 3′ C.R.S. flush
  with top surface concrete; 12′ span simply
  supported; 2″ × 1′3″ clinker concrete
  insert.|100 psf|4 hrs|||7|1, 7|4| |F/C-6-RC-35|61/4″|43/4″ (3600 psi) concrete core; 1″ T&G
  board flooring;1/2″ plaster undercoat; 4″ ×
  3″ × 10 lbs R.S.J.; 3′ C.R.S. flush with top
  surface concrete; 12′ span simply
  supported; 2″ × 1′3″ clinker concrete
  insert.|100 psf|2 hrs
  30 min|||7|1, 5|21/2| |F/C-6-RC-36|61/4″|43/4″ (2800 psi) concrete core; 1″ T&G
  board flooring;1/2″ plaster undercoat; 4″ ×
  3″ × 10 lbs R.S.J.; 3′ C.R.S. flush with top
  surface concrete; 12″ span simply
  supported; 2″ × 1′3″ clinker concrete
  insert.|80 psf|4 hrs|||7|1, 7|4| |F/C-7-RC-37|7″|(3640 psi) concrete deck;1/4″ reinforce-
  ment bars at 6″ pitch with 11/2″ cover;1/4″
  reinforcement bars at 5″ pitch perpendic-
  ular with 11/2″ cover; 13′1″ span
  restrained.|169 psf|6 hrs|||7|1, 14|6| |F/C-7-RC-38|7″|(4060 psi) concrete deck; 4″ × 3″ × 10 lbs
  R.S.J.; 2′6″ C.R.S. with 11/2″ cover on both
  top and bottom flanges; 4″ × 6″ × 13 SWG
  mesh reinforcement 11/2″ from bottom of
  slab; 13′1″ span restrained.|175 psf|6 hrs|||7|1, 14|6| |F/C-7-RC-39|71/4″|53/4″ (4010 psi) concrete core; 1″ T&G
  board flooring;1/2″ plaster undercoat;
  4″ × 3″ × 10 lbs R.S.J.; 2′6″ C.R.S.

• CEBC § 7-3 Medium relevance — show source text

  702 Multiple-Use Fire Assemblies . . . . . . . . . . . . . . . . . . . . 7-3

  703 Fire-Resistance Ratings and Fire Tests . . . . . . . . . . . . 7-3

  704 Fire-Resistance Rating of Structural Members . . . . . 7-4

  705 Exterior Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-6

  706 Fire Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-12

  707 Fire Barriers. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-14

  708 Fire Partitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-16

  709 Smoke Barriers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-17

  710 Smoke Partitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-18

  711 Floor and Roof Assemblies. . . . . . . . . . . . . . . . . . . . . . 7-19

  712 Vertical Openings. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-20

  713 Shaft Enclosures. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-21

  714 Penetrations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-23

  715 Joints and Voids . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-26

  716 Opening Protectives . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-27

  717 Ducts and Air Transfer Openings . . . . . . . . . . . . . . . . 7-34

  718 Concealed Spaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-40

  719 Fire-Resistance Requirements for Plaster . . . . . . . . 7-42

  720 Thermal- and Sound-Insulating Materials . . . . . . . . 7-42

  721 Prescriptive Fire Resistance. . . . . . . . . . . . . . . . . . . . . 7-43

  722 Calculated Fire Resistance. . . . . . . . . . . . . . . . . . . . . . 7-66

  CHAPTER 7A [SFM] MATERIALS AND CONSTRUCTION

  METHODS FOR EXTERIOR WILDFIRE EXPOSURE . . . . . . . 7A-1

• CEBC § 120.10 Medium relevance — show source text

  4(f)2 Variable Air volume (VAV) 120.10(a), 140.4(c)2, 140.4(d), 140.9(c)4, 141.0(a)2, 141.0(b)3, 160.2(c)7, 170.2(c)4A, 170.2(c)4B, Table 170.2-B, Table 170.2-C, Table 180.2-D Capacity heat pump (VCHP) 150.1(b)3, 170.1(d)2 Exhaust 140.9(c)3 Flow control 140.4(k)6, 160.3(d), 170.2(c)4I Fluid flow 140.4(k)1, 170.2(c)4I Speed 120.6(a), 120.6(b)5 Speed compressor 120.6(a)3, 120.6(a)7, 150.0(m)13, 160.3(b)5L Speed control 140.4(k)6, 140.9(b) Speed drive 120.6(e), 120.9(b), 140.4(c)1, 140.4(k)6, 160.4(e), 170.2(c)4I Speed fan 120.6(a)4, 120.6(a)8, 120.6(b)1, 150.0(o), 160.2(b)2 Ventilation 150.0(o), 160.2(b)2A Vending Machine 140.6(a)3J, K, L Vent Damper 110.2(d), 110.2(f) Vented Attic 150.0(a), 150.0(g), 150.2(b)1J, 160.1(a), 160.1(d), 180.2(b)1 Vented Range Hood 150.0(o), Table 150.0-E, 150.0(v), 160.2(b)2B, Table 160.2-E Ventilated Attic 150.1(c)9, 170.2(c), 180.2(a)1 Ventilation 120.1, 140.4(b)4, 150.0(o), 160.3(d)2 Air 120.1(d), 120.2(e), 130.1(f), 140.4(e), 140.4(m), 140.9(b), 150.0(o), 150.1(b), 150.2(a)2C, 160.2(b)2B, 160.2(c), 160.5(b), 170.1(d), 170.2(c), 180.1(a), 180.3(a) And indoor air quality 120.1, 150.0(o), 160.2(b)2 Cooling 150.1(b)3, 150.1(c)12, 150.2(a), 170.1(d) Dampers 150.0(m)8, 160.3(b) Device 10-103(b), 120.1(d), 160.2(c)5 Doors 120.6(f) Fan 120.6(f), 150.2(b)1L, 180.2(b) Load 140.4(b)4, 170.2(c) Only 120.1(h)

• CEBC § 9.1 Medium relevance — show source text

  For ceiling and roof systems of wood-framed construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(9) and R608.9(10), where permitted by the tables accompanying those figures. Portions of connections of wood-framed ceiling and roof systems not noted in the figures shall be in accordance with Section R802, or AWC WFCM, if applicable. Wood framing members shall be of a species having a specific gravity equal to or greater than 0.42. 2. For ceiling and roof systems of cold-formed steel construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(11) and R608.9(12), where permitted by the tables accompanying those figures. Portions of

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  WALL CONSTRUCTION

  connections of cold-formed steel-framed ceiling and roof systems not noted in the figures shall be in accordance with Section R804, or AISI S230, if applicable. 3. Proprietary connectors selected to resist loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100. 4. An engineered design using loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100.

  5. An engineered design using loads and material design provisions in accordance with this code, or in accordance with ASCE 7, ACI 318, and AWC NDS for wood-framed construction or AISI S100 for cold-formed steel-framed construction.

  R608.10 Floor, roof and ceiling diaphragms. Floors and roofs in buildings with exterior walls of concrete shall be designed and constructed as diaphragms. Where gable-end walls occur, ceilings shall be designed and constructed as diaphragms. The design and construction of floors, roofs and ceilings of wood framing or cold-formed-steel framing serving as diaphragms shall comply with the applicable requirements of this code, or AWC WFCM or AISI S230, if applicable. Wood framing members shall be of a species having a specific gravity equal to or greater than 0.42.

  SECTION R609—EXTERIOR WINDOWS AND DOORS

  R609.1 General. This section prescribes performance and construction requirements for exterior windows, doors and garage doors installed in walls. Windows and doors shall be installed in accordance with the fenestration manufacturer’s written instructions. Window and door openings shall be flashed in accordance with Section R703.4. Written installation instructions shall be provided by the fenestration manufacturer for each window or door.

  R609.2 Performance. Exterior windows and doors shall be capable of resisting the design wind loads specified in Table R301.2.1(1) adjusted for height and exposure in accordance with Table R301.2.1(2) or determined in accordance with ASCE 7 using the allowable stress design load combinations of ASCE 7. For exterior windows and doors tested in accordance with Sections R609.3 and R609.5, required design wind pressures determined from ASCE 7 using the ultimate strength design (USD) are permitted to be multiplied by 0.6. Design wind loads for exterior glazing not part of a labeled assembly shall be permitted to be determined in accordance with Chapter 24 of the California Building Code .

• CEBC § 0.7 Medium relevance — show source text

  For steel structural members, the deflection due to creep component of long-term dead load shall be permitted to be taken as zero.
  h. For aluminum structural members or aluminum panels used in skylights and sloped glazing framing, roofs or walls of sunroom additions or patio covers not supporting edge
  of glass or aluminum sandwich panels, the total load deflection shall not exceed_l_/60. For continuous aluminum structural members supporting edge of glass, the total load
  deflection shall not exceed_l_/175 for each glass lite or_l_/60 for the entire length of the member, whichever is more stringent. For aluminum sandwich panels used in roofs or
  walls of sunroom additions or patio covers, the total load deflection shall not exceed_l_/120.
  i._ l_ = Length of the member between supports. For cantilever members,l shall be taken as twice the length of the cantilever.
  j. The snow load shall be permitted to be taken as 0.7 times the design snow load determined in accordance with Section 1608_A_.1 for the purpose of determining deflection
  limits in Table 1604_A_.3.|For SI: 1 foot = 304.8 mm.
  a. For structural roofing and siding made of formed metal sheets, the total load deflection shall not exceed_l_/60. For secondary roof structural members supporting formed
  metal roofing, the live load deflection shall not exceed_l_/150. For secondary wall members supporting formed metal siding, the design wind load deflection shall not exceed
  l/90. For roofs, this exception only applies when the metal sheets have no roof covering.
  b. Flexible, folding and portable partitions are not governed by the provisions of this section. The deflection criterion for interior partitions is based on the horizontal load
  defined in Section 1607_A_.16.
  c. See Section 2403 for glass supports.
  d. The deflection limit for the_D_ + (L or_Lr_) load combination only applies to the deflection due to the creep component of long-term dead load deflection plus the short-term live load
  deflection. For lumber, structural glued laminated timber, prefabricated wood I-joists and structural composite lumber members that are dry at time of installation and used under
  dry conditions in accordance with the ANSI/AWC NDS, the creep component of the long-term deflection shall be permitted to be estimated as the immediate dead load deflection
  resulting from 0.5_D_. For lumber and glued laminated timber members installed or used at all other moisture conditions or cross laminated timber and wood structural panels that
  are dry at time of installation and used under dry conditions in accordance with the ANSI/AWC NDS, the creep component of the long-term deflection is permitted to be estimated
  as the immediate dead load deflection resulting from_D_. The value of 0.5_D_ shall not be used in combination with ANSI/AWC NDS provisions for long-term loading.
  e. The preceding deflections do not ensure against ponding. Roofs that do not have sufficient slope or camber to ensure adequate drainage shall be investigated for ponding.
  See Chapter 8 of ASCE 7.
  f. The wind load shall be permitted to be taken as 0.42 times the “component and cladding” loads or directly calculated using the 10-year mean return interval basic wind
  speed,V, for the purpose of determining deflection limits in Table 1604_A_.3. Where framing members support glass, the deflection limit therein shall not exceed that specified
  in Section 1604_A_.3.7
  g.

• CEBC § 706.3.2 Medium relevance — show source text

  [BS] 706.3.2 Roof diaphragms resisting wind loads in high-wind regions. Where roofing materials are removed from more than 50 percent of the roof diaphragm or section of a building located where the basic wind speed, V, is greater than 130 mph (58 m/s), in accordance with Figure 1609.3(2) of the California Building Code, roof diaphragms, connections of the roof diaphragm to roof

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  ALTERATIONS—LEVEL 1

  framing members, and roof-to-wall connections shall be evaluated for the wind loads specified in the California Building Code, including wind uplift. If the diaphragms and connections in their current condition are not capable of resisting 75 percent of those wind loads, they shall be replaced or strengthened in accordance with the loads specified in the California Building Code.

  Exception: Buildings that have been demonstrated to comply with the wind load provisions in ASCE 7—88 or later editions.

  SECTION 707— RESERVED

  SECTION 708—ENERGY CONSERVATION

  708.1 Minimum requirements. Level 1 alterations to existing buildings or structures shall comply with applicable provisions of the California Energy Code (Part 6, Title 24, C.C.R).

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  CALIFORNIA EXISTING BUILDING CODE – MATRIX ADOPTION TABLE

  CHAPTER 8 – ALTERATIONS—LEVEL 2

  (Matrix Adoption Tables are nonregulatory, intended only as an aid to the code user. See Chapter 1 for state agency authority and building applications.)

  Adopting Agency	BSC	BSC- CG	SFM	HCD	Col6	Col7	DSA	Col9	Col10	OSHPD	Col12	Col13	Col14	Col15	Col16	Col17	BSCC	DPH	AGR	DWR	CEC	CA	SL	SLC
  Adopting Agency	BSC	BSC- CG	SFM	1	2	1/AC	AC	SS	SS/CC	1	1R	2	3	4	5	6	6	6	6	6	6	6	6	6
  Adopt Entire Chapter				X	X
  Adopt Entire Chapter as amended (amended sections listed below)			X
  Adopt only those sections that are listed below
  Chapter / Section
  802.2.1			X
  802.2.

• CEBC § 503.11 Medium relevance — show source text

  [BS] 503.11 Substantial structural alteration. Where the work area exceeds 50 percent of the building area and where work involves a substantial structural alteration, the lateral load-resisting system of the altered building shall satisfy the requirements of Section 1609 of the California Building Code and Section 304.3.2 of this code. Where the building is assigned to Seismic Design Category D or F, supports and attachments for nonstructural components required to serve any portion of the building with a use included in Risk Category IV shall comply with Section 1613 of the California Building Code or shall comply with ASCE 41 using an objective of Position Retention nonstructural performance with the BSE-1E earthquake hazard level.

  Exceptions:

  1. Buildings of Group R occupancy with not more than five dwelling or sleeping units used solely for residential purposes that are altered based on the conventional light-frame construction methods of the California Building Code or in compliance with the provisions of the California Residential Code .
  2. Where the intended alteration involves structural components of the lowest story of a building, only the lateral loadresisting system above that story need not comply with this section.

  [BS] 503.12 Roof diaphragms resisting wind loads in high-wind regions. Where the intended alteration requires a permit for reroofing and involves removal of roofing materials from more than 50 percent of the roof diaphragm of a building or section of a building located where the basic wind speed, V, is greater than 130 mph (58 m/s) in accordance with Figure 1609.3(2) of the California

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  PRESCRIPTIVE COMPLIANCE METHOD

  Building Code, roof diaphragms, connections of the roof diaphragm to roof framing members, and roof-to-wall connections shall be evaluated for the wind loads specified in Section 1609 of the California Building Code, including wind uplift. If the diaphragms and connections in their current condition are not capable of resisting 75 percent of those wind loads, they shall be replaced or strengthened in accordance with the loads specified in Section 1609 of the California Building Code .

  Exception: Buildings that have been demonstrated to comply with the wind load provisions in ASCE 7—88 or later editions.

  [BS] 503.13 Voluntary lateral force-resisting system alterations. Structural alterations that are intended exclusively to improve the lateral force-resisting system and are not required by other sections of this code shall not be subject to the structural requirements of Section 503, provided that all of the following apply:

  1. With the alteration complete, the capacity of existing structural systems to resist forces is not reduced.
  2. New structural elements are detailed and connected to existing or new structural elements as required by the selected design criteria. Exception: New lateral force-resisting systems designed in accordance with the California Building Code are permitted to be of a type designated as “Ordinary” or “Intermediate” where ASCE 7 Table 12.2-1 states these types of systems are not permitted.
  3. Supports and attachments for nonstructural elements removed and reinstalled to facilitate the work comply with the Cali- fornia Building Code for new construction.
  4. The alterations do not create a structural irregularity as defined in ASCE 7 or make an existing structural irregularity more

  severe.

• CEBC § 2.5.4. Medium relevance — show source text

  agency. 2. Rooftop or other supported structures not exceeding two stories in height and 10 percent of the total struc- ture weight can use the systems in this section when designed as components per ASCE 7, Chapter 13. 3. Systems listed in this section can be used for seismically isolated buildings when permitted by ASCE 7, Section 17.2.5.4.

  1617.12.3 ASCE 7, Section 12.2.5.6.1. The exception in Item a is not permitted by DSA-SS/CC.

  1617.12.4 ASCE 7, Section 12.2.5.7.1. The exception in Item a is not permitted by DSA-SS/CC.

  1617.12.5 ASCE 7, Section 12.2.5.7.2. The exception in Item a is not permitted by DSA-SS/CC.

  1617.12.6 ASCE 7, Section 12.3.3.1. Replace ASCE 7, Section 12.3.3.1 by the following:

  12.3.3.1 Prohibited vertical irregularities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category E or F that have vertical irregularities Type 1b, 4a or 4b of Table 12.3-2 shall not be permitted. Structures assigned to Seismic Design Category D having vertical irregularity Type 1b or 4b of Table 12.3-2 shall not be permitted.

  Exception: Structures assigned to Seismic Design Category E or F that have vertical irregularity Type 4a shall be permitted where the story lateral strength is not less than 80 percent of that in the story above.

  1617.12.7 ASCE 7, Section 12.7.2. Modify ASCE 7, Section 12.7.2 by adding Item 7 to read as follows: 7. Where buildings provide lateral support for walls retaining earth, and the exterior grades on opposite sides of the building differ by more than 6 feet (1829 mm), the load combination of the seismic increment of earth pressure due to earthquake acting on the higher side, as determined by a Geotechnical engineer qualified in soils engineering, plus the difference in earth pressures shall be added to the lateral forces provided in this section.

  1617.12.8 ASCE 7, Section 12.10.2.1. Replace Exception to ASCE 7, Section 12.10.2.1 by the following:

  Exception: In light-frame structures or portions thereof braced entirely by wood light-frame shear walls, collector elements and their connections, including connections to vertical elements, need only be designed to resist forces using the load combinations of Section 2.3.6 with seismic forces determined in accordance with Section 12.10.1.1.

  1617.12.9 ASCE 7, Section 12.13.1. Modify ASCE 7, Section 12.13.1 by adding Section 12.13.1.1 as follows:

• CEBC § 0.42. Medium relevance — show source text

  R608.10 Floor, roof and ceiling diaphragms. Floors and roofs in buildings with exterior walls of concrete shall be designed and constructed as diaphragms. Where gable-end walls occur, ceilings shall be designed and constructed as diaphragms. The design and construction of floors, roofs and ceilings of wood framing or cold-formed-steel framing serving as diaphragms shall comply with the applicable requirements of this code, or AWC WFCM or AISI S230, if applicable. Wood framing members shall be of a species having a specific gravity equal to or greater than 0.42.

  SECTION R609—EXTERIOR WINDOWS AND DOORS

  R609.1 General. This section prescribes performance and construction requirements for exterior windows, doors and garage doors installed in walls. Windows and doors shall be installed in accordance with the fenestration manufacturer’s written instructions. Window and door openings shall be flashed in accordance with Section R703.4. Written installation instructions shall be provided by the fenestration manufacturer for each window or door.

  R609.2 Performance. Exterior windows and doors shall be capable of resisting the design wind loads specified in Table R301.2.1(1) adjusted for height and exposure in accordance with Table R301.2.1(2) or determined in accordance with ASCE 7 using the allowable stress design load combinations of ASCE 7. For exterior windows and doors tested in accordance with Sections R609.3 and R609.5, required design wind pressures determined from ASCE 7 using the ultimate strength design (USD) are permitted to be multiplied by 0.6. Design wind loads for exterior glazing not part of a labeled assembly shall be permitted to be determined in accordance with Chapter 24 of the California Building Code . Design wind loads for exterior glazing not part of a labeled assembly shall be permitted to be determined in accordance with Chapter 24 of the California Building Code .

  R609.3 Testing and labeling. ANSI WMA 100Exterior windows and sliding doors shall be tested by an approved independent laboratory, and bear a label identifying manufacturer, performance characteristics and approved inspection agency to indicate compliance with AAMA/WDMA/CSA 101/I.S.2/A440. Exterior side-hinged doors shall be tested and labeled as conforming to AAMA/WDMA/CSA 101/I.S.2/A440 or ANSI WMA 100, or comply with Section R609.5.

  Exception: Decorative glazed openings.

  R609.3.1 Comparative analysis. Structural wind load design pressures for window and door units different than the size tested in accordance with Section R609.3 shall be permitted to be different than the design value of the tested unit where determined in accordance with one of the following comparative analysis methods:

  1. Structural wind load design pressures for window and door units smaller than the size tested in accordance with Section R609.3 shall be permitted to be higher than the design value of the tested unit provided such higher pressures are determined by accepted engineering analysis. Components of the smaller unit shall be the same as those of the tested unit. Where such calculated design pressures are used, they shall be validated by an additional test of the window or door unit having the highest allowable design pressure.

  2. In accordance with WDMA I.S.11.

  R609.4 Garage doors. Garage doors shall be tested in accordance with either ASTM E330 or ANSI/DASMA 108, and shall meet the pass/fail criteria of ANSI/DASMA 108.

• CEBC § 1705.12.2 Medium relevance — show source text

  1705.12.2 Cold-formed steel light-frame construction. Periodic special inspection is required for welding operations of elements of the main windforce-resisting system. Periodic special inspection is required for screw attachment, bolting, anchoring and other fastening of elements of the main windforce-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs.

  Exception: Special inspections are not required for cold-formed steel light-frame shear walls and diaphragms, including screwing, bolting, anchoring and other fastening to components of the windforce-resisting system, where either of the following applies:

  1. The sheathing is gypsum board or fiberboard.
  2. The sheathing is wood structural panel or steel sheets on only one side of the shear wall, shear panel or diaphragm assembly and the specified fastener spacing at the panel or sheet edges is more than 4 inches (102 mm) on center (o.c.).

  1705.12.3 Wind-resisting components. Periodic special inspection is required for fastening of the following systems and components:

  1. Roof covering, roof deck and roof framing connections.
  2. Exterior wall covering and wall connections to roof and floor diaphragms and framing.

  1705.13 Special inspections for seismic resistance. Special inspections for seismic resistance shall be required as specified in Sections 1705.13.1 through 1705.13.9, unless exempted by the exceptions of Section 1704.2.

  Exception: The special inspections specified in Sections 1705.13.1 through 1705.13.9 are not required for structures designed and constructed in accordance with one of the following:

  1. The structure consists of light-frame construction; the design spectral response acceleration at short periods, S DS, as determined in Section 1613.2.4, does not exceed 0.5; and the building height of the structure does not exceed 35 feet (10 668 mm).
  2. The seismic force-resisting system of the structure consists of reinforced masonry or reinforced concrete; the design spectral response acceleration at short periods, S DS, as determined in Section 1613.2.4, does not exceed 0.5; and the building height of the structure does not exceed 25 feet (7620 mm).
  3. The structure is a detached one- or two-family dwelling not exceeding two stories above grade plane and does not have any of the following horizontal or vertical irregularities in accordance with Section 12.3 of ASCE 7: 3.1. Torsional or extreme torsional irregularity. 3.2. Nonparallel systems irregularity. 3.3. Stiffness-soft story or stiffness-extreme soft story irregularity. 3.4. Discontinuity in lateral strength-weak story irregularity.

  1705.13.1 Structural steel. Special inspections for seismic resistance shall be in accordance with Section 1705.13.1.1 or 1705.13.1.2, as applicable.

  1705.13.1.1 Seismic force-resisting systems. Special inspections of structural steel in the seismic force-resisting systems in buildings and structures assigned to Seismic Design Category B, C, D, E or F shall be performed in accordance with the quality assurance requirements of AISC 341. [OSHPD 1R, 2 & 5] and this code.