Structural Design

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

• CBC § 1.9.2.1 High relevance — show source text

  Verify compliance with accessibility provisions. In order to be considered as accessible, buildings and their individual elements must comply with the applicable scoping and technical provisions of Chapter 11A and/or Chapter 11B.

  Chapter 12 Interior Environment.

  Chapter 12 provides minimum standards for the interior environment of a building. The standards address the minimum sizes of spaces, as well as minimums for temperature, light and ventilation. Concerns for sound transmission and acoustics are addressed. Finally, the chapter provides minimum standards for toilet and bathroom construction.

  Chapter 13 Energy Efficiency.

  Chapter 13 is not adopted in California. Refer to California Energy Code, Title 24, Part 6.

  Chapter 14 Exterior Walls.

  Chapter 14 addresses requirements for exterior walls of buildings. Minimum standards for wall covering materials, installation of wall coverings and the ability of the wall to provide weather protection are provided.

  Chapter 15 Roof Assemblies and Rooftop Structures.

  Chapter 15 provides standards for both roof assemblies and structures that sit on top of the roofs of buildings. The criteria address roof construction and covering, including the weather-protective barrier at the roof and, in most circumstances, a fire-resistant barrier.

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  Chapter 16 Structural Design.

  Chapter 16 prescribes minimum structural loading requirements for use in the design and construction of buildings and structural components. The chapter references and relies on many nationally recognized design standards, including the American Society of Civil Engineers’ Minimum Design Loads for Buildings and Other Structures (ASCE 7).

  Chapter 16A Structural Design.

  Chapter 16A prescribes minimum structural loading requirements for use in the design and construction of structures regulated by the Division of the State Architect—Structural Safety, which include public elementary and secondary schools, community colleges, and state-owned or state-leased essential services buildings (applications listed in Section 1.9.2.1 (DSA-SS)), and by the Department of Health Care Access and Information/Office of Statewide Hospital Planning and Development, which include hospitals and correctional treatment centers (applications listed in Sections 1.10.1 (OSHPD 1) and 1.10.4 (OSHPD 4)).

  Chapter 17 Special Inspections and Tests.

  Chapter 17 provides a variety of procedures and criteria for testing materials and assemblies, labeling materials and assemblies and special inspection of structural assemblies. This chapter expands on the inspections of Chapter 1 by requiring special inspection where indicated and, in some cases, structural observation.

  Chapter 17A Special Inspections and Tests.

  Chapter 17A provides a variety of procedures and criteria for testing materials and assemblies, labeling materials and assemblies, and special inspection of structural assemblies. Chapter 17A is applicable to structures regulated by the Division of the State Architect— Structural Safety, which include public elementary and secondary schools, community colleges, and state-owned or state-leased essen- tial services buildings (applications listed in Sections 1.9.2.1 (DSA-SS) and 1.9.2.2 (DSA-SS/CC)), and by the Department of Health Care Access and Information/Office of Statewide Hospital Planning and Development, which include hospitals and correctional treatment centers (applications listed in Sections 1.10.1 (OSHPD 1) and 1.10.4 (OSHPD 4)).

  Chapter 18 Soils and Foundations.

• CBC § 1604.8.3 High relevance — show source text

  See Sections 1609 for wind design requirements and 1613 for earthquake design requirements. 1604.8.3 Decks. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads as applicable. Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting. Connections of decks with cantilevered framing members to exterior walls or other framing members shall be designed for both of the following:

  1. The reactions resulting from the dead load and live load specified in Table 1607.1, or the snow load specified in Section 1608, in accordance with Section 1605, acting on all portions of the deck.
  2. The reactions resulting from the dead load and live load specified in Table 1607.1, or the snow load specified in Section 1608, in accordance with Section 1605, acting on the cantilevered portion of the deck, and no live load or snow load on the remaining portion of the deck. 1604.9 Wind and seismic detailing. Lateral force-resisting systems shall meet seismic detailing requirements and limitations prescribed in this code and ASCE 7 Chapters 11, 12, 13, 15, 17 and 18 as applicable, even where wind load effects are greater than seismic load effects.

  Exception: References within ASCE 7 to Chapter 14 shall not apply, except as specifically required herein.

  1604.10 Loads on storm shelters. Loads and load combinations on storm shelters shall be determined in accordance with ICC 500.

  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.

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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.

• CBC § 2.25 High relevance — show source text

  00|2.25|0.70|DR|3.70|1.05|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|33 mil cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|16|3.85|1.45|DR|DR|3.40|DR|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|33 mil cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|24|3.40|DR|DR|DR|2.70|DR|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#8 Screw|Steel thick-
  ness plus 3
  threads|12|3.00|1.80|DR|DR|3.00|0.65|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#8 Screw|Steel thick-
  ness plus 3
  threads|16|3.00|1.00|DR|DR|2.85|DR|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#8 Screw|Steel thick-
  ness plus 3
  threads|24|2.85|DR|DR|DR|2.20|DR|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|12|4.00|3.85|2.80|1.80|4.00|3.05|1.50|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|16|4.00|3.30|1.95|0.60|4.00|2.25|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|24|4.00|2.25|DR|DR|4.00|0.65|DR|DR| |For SI: 1 inch = 25.4 mm, 1 pound per square foot (psf) = 0.0479 kPa, 1 pound per square inch = 0.00689 MPa.
  DR = Design Required, o.c. = on center.
  a. Wood furring shall be spruce-pine-fir or any softwood species with a specific gravity of 0.42 or greater.

• CBC § 2.2. High relevance — show source text

  2.2. Construction documents shall include a statement that the building is designed in accordance with ASCE 24, including that the pile or column foundation and building or structure to be attached thereto is designed to be anchored to resist flotation, collapse and lateral movement due to the effects of wind and flood loads acting simultaneously on all building components, and other load requirements of Chapter 16. 2.3. For breakaway walls designed to have a resistance of more than 20 psf (0.96 kN/m [2] ) determined using allowable stress design or a resistance to an ultimate load of more than 33 pounds per square foot (1.58 kN/m [2] ), construction documents shall include a statement that the breakaway wall is designed in accordance with ASCE 24. 2.4 For breakaway walls where provisions to allow for the automatic entry and exit of floodwaters do not meet the minimum requirements in Section 2.7.2.1 of ASCE 24, construction documents shall include a statement that the design will provide for equalization of hydrostatic flood forces in accordance with Section 2.7.2.2 of ASCE 24.

  SECTION 1613 A —EARTHQUAKE LOADS

  1613 A .1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with Chapters 11, 12, 13, 15, 17 and 18 of ASCE 7, as applicable. The seismic design category for a structure is permitted to be determined in accordance with Section 1613 A or ASCE 7.

  1613 A .2 Determination of seismic design category. Structures shall be assigned to a Seismic Design Category D or higher based on one of the following methods unless the authority having jurisdiction or geotechnical data determines that Site Class DE, E or F soils are present at the site:

  1. Based on the structure risk category using Figure 1613.2(1).

  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

• CBC § 16A-23 High relevance — show source text

  STRUCTURAL DESIGN

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  1608 A .2.1 Ground snow conversion. Where required, the ground snow loads, p g, of Figures 1608 A .2(1) through 1608 A .2(4) and Table 1608 A .2 shall be converted to allowable stress design ground snow loads, p g(asd), using Equation 16 A -17. Equation 16 A -17 p g(asd) = 0.7 p g

  where:

  p g(asd) = Allowable stress design ground snow load. p g = Ground snow load determined from Figures 1608 A .2(1) through 1608 A .2(4) and Table 1608 A .2. 1608 A .3 Ponding instability. Ponding instability on roofs shall be evaluated in accordance with ASCE 7.

  1608A.4 Determination of snow loads. [DSA-SS] The ground snow load or the design snow load for roofs shall conform with the adopted ordinance of the city, county, or city and county in which the project site is located, and shall be approved by DSA. See Section 106.1.2 for snow load posting requirements.

  SECTION 1609 A —WIND LOADS

  1609 A .1 Applications. Buildings, structures and parts thereof shall be designed to withstand the minimum wind loads prescribed herein. Decreases in wind loads shall not be made for the effect of shielding by other structures.

  1609 A .1.1 Determination of wind loads. Wind loads on every building or structure shall be determined in accordance with Chapters 26 to 30 of ASCE 7. The type of opening protection required, the basic wind speed, V, and the exposure category for a site is permitted to be determined in accordance with Section 1609 A or ASCE 7. Wind shall be assumed to come from any horizontal direction and wind pressures shall be assumed to act normal to the surface considered.

  Exceptions:

  1. Subject to the limitations of Section 1609 A .1.1.1, the provisions of ICC 600 shall be permitted for applicable Group R-2 and R-3 buildings.

  2. Subject to the limitations of Section 1609 A .1.1.1, residential structures using the provisions of AWC WFCM.

  3. Subject to the limitations of Section 1609 A .1.1.1, residential structures using the provisions of AISI S230.

  4. Designs using NAAMM FP 1001.

  5. Designs using TIA-222 for antenna-supporting structures and antennas, provided that the horizontal extent of Topographic Category 2 escarpments in Section 2.6.6.2 of TIA-222 shall be 16 times the height of the escarpment.

  6. Wind tunnel tests in accordance with ASCE 49 and Sections 31.4 and 31.7 of ASCE 7.

  7. Temporary structures complying with Section 3103.6.1.2.

• CBC § 1.1 High relevance — show source text

  1.1_|||||||||X||X|X|||X|||||||||| |1601.1.2|||||||||X||X|X|||X|||||||||| |1601.1.3|||||||||X|||||||||||||||| |1601.1.4|||||||||X||X|X|||X|||||||||| |1601.1.5|||||||||X||X|X|||X|||||||||| |1601.2|||||||||X||X|X|||X|||||||||| |1603.1|||||||||||X|X|||X|||||||||| |Table 1604.5||||||||||||X|||X|||||||||| |1605.2|||||||||||X|X|||X|||||||||| |Table 1607.1|||||||||||X|X|||X|||||||||| |1607.9||||||X||||||||||||||||||| |1607.9.2||||||X|X|||||||||||||||||| |1607.12.4|X|||||||||||||||||||||||| |1607.14.3.5|||||||||||X|X|||X|||||||||| |1612.3.2|||||||||||X|X|||X|||||||||| |1613.1|||||||||||X|X|||X|||||||||| |1613.1.1|||||||||||||||||||||||X|| |1613.1.2|X|||||||||||||||||||||||| |1613.1.3|X|||||||||||||||||||||||| |1613.2|||||||||||X|X|||X|||||||||| |1613.4|||||||||||X|X|||X|||||||||| |1613.7|||||||||||X|X|||X|||||||||| |1617|||||||||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.

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  16 STRUCTURAL DESIGN

  User notes:

  About this chapter: Chapter 16 establishes minimum design requirements so that the structural components of buildings are proportioned to resist the loads that are likely to be encountered. In addition, this chapter assigns buildings and structures to risk categories that are indicative of their intended use. The loads specified herein along with the required load combinations have been established through research and service performance of buildings and structures. The application of these loads and adherence to the serviceability criteria enhance the protection of life and property.

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

  2025 (Group B) Code Development Cycle.

  SECTION 1601—GENERAL

  1601.1 Scope. The provisions of this chapter shall govern the structural design of buildings, structures and portions thereof.

• CBC § 15-20 High relevance — show source text

  1508 Roof Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-20

  1509 Roof Coatings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-20

  1510 Radiant Barriers Installed Above Deck . . . . . . . . . .15-21

  1511 Rooftop Structures . . . . . . . . . . . . . . . . . . . . . . . . . . .15-21

  1512 Reroofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15-24

  1513 [DSA-SS & DSA-SS/CC, OSHPD 1, 1R, 2, 4 & 5] Seismic Anchorage of Slate Shingle, Clay and Concrete Tile Roof Coverings. . . . . . . 15-25

  INDEX . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . INDEX-1

  HISTORY NOTE TO VOLUME 1 . . . . . . . . . . . . . . . . . . . . . .HIST-1

  VOLUME 2

  CHAPTER 16 STRUCTURAL DESIGN . . . . . . . . . . . . . . . . . .16-1

  1601 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16-3

  1602 Notations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16-3

  1603 Construction Documents . . . . . . . . . . . . . . . . . . . . . . . 16-4

  1604 General Design Requirements. . . . . . . . . . . . . . . . . . . 16-5

  1605 Load Combinations . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16-8

  1606 Dead Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16-9

  1607 Live Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-10

  1608 Snow Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-18

  1609 Wind Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-24

  1610 Soil Loads and Hydrostatic Pressure. . . . . . . . . . . .16-31

• CFC § 2025 Medium relevance — show source text

  In addition, the special fire protection system requirements based on use and occupancy found in CBC Chapter 4 are duplicated in CFC Chapter 9 as a user convenience.

  Chapter 10 Means of Egress.

  The criteria in Chapter 10 regulating the design of the means of egress system are established as the primary method for protection of occupants by allowing timely relocation or evacuation. Both prescriptive and performance language is utilized for determination of a safe exiting system. It addresses all portions of the means of egress system (i.e., exit access, exits and exit discharge) and includes design requirements as well as provisions regulating individual components. The requirements detail the size, arrangement, number and protection of means of egress components. The means of egress protection requirements work in coordination with other sections of the code, such as protection of vertical openings (see Chapter 7), interior finish (see Chapter 8), fire suppression and detection systems (see Chapter 9) and numerous others, all having an impact on life safety. Chapter 10 of the CBC is duplicated in Chapter 10 of the CFC; however, the CFC contains one additional section on the maintenance of the means of egress system in existing buildings.

  Chapter 11 Reserved.

  Chapter 11A Housing Accessibility. Chapter 11B Accessibility to Public Buildings, Public Accommodations, Commercial Buildings and Public Housing.

  Verify compliance with accessibility provisions. In order to be considered as accessible, buildings and their individual elements must comply with the applicable scoping and technical provisions of Chapter 11A and/or Chapter 11B.

  Chapter 12 Interior Environment.

  Chapter 12 provides minimum standards for the interior environment of a building. The standards address the minimum sizes of spaces, as well as minimums for temperature, light and ventilation. Concerns for sound transmission and acoustics are addressed. Finally, the chapter provides minimum standards for toilet and bathroom construction.

  Chapter 13 Energy Efficiency.

  Chapter 13 is not adopted in California. Refer to California Energy Code, Title 24, Part 6.

  Chapter 14 Exterior Walls.

  Chapter 14 addresses requirements for exterior walls of buildings. Minimum standards for wall covering materials, installation of wall coverings and the ability of the wall to provide weather protection are provided.

  Chapter 15 Roof Assemblies and Rooftop Structures.

  Chapter 15 provides standards for both roof assemblies and structures that sit on top of the roofs of buildings. The criteria address roof construction and covering, including the weather-protective barrier at the roof and, in most circumstances, a fire-resistant barrier.

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  Chapter 16 Structural Design.

  Chapter 16 prescribes minimum structural loading requirements for use in the design and construction of buildings and structural components. The chapter references and relies on many nationally recognized design standards, including the American Society of Civil Engineers’ Minimum Design Loads for Buildings and Other Structures (ASCE 7).

  Chapter 16A Structural Design.

• CBC § 4.09 Medium relevance — show source text

  For anchorage of concrete or masonry walls to roof and floor diaphragms, the out-of-plane strength design force shall not be less than 280 lb/linear ft (4.09 kN/m) of wall. Required anchors in masonry walls of hollow units or cavity walls shall be embedded in a reinforced grouted structural element of the wall. See Sections 1609 for wind design requirements and 1613 A for earthquake design requirements. 1604 A .8.3 Decks. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads as applicable. Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting. Connections of decks with cantilevered framing members to exterior walls or other framing members shall be designed for both of the following:

  1. The reactions resulting from the dead load and live load specified in Table 1607 A .1, or the snow load specified in Section 1608, in accordance with Section 1605 A, acting on all portions of the deck.
  2. The reactions resulting from the dead load and live load specified in Table 1607 A .1, or the snow load specified in Section 1608 A, in accordance with Section 1605 A, acting on the cantilevered portion of the deck, and no live load or snow load on the remaining portion of the deck. 1604 A .9 Wind and seismic detailing. Lateral force-resisting systems shall meet seismic detailing requirements and limitations prescribed in this code and ASCE 7 Chapters 11, 12, 13, 15, 17 and 18 as applicable, even where wind load effects are greater than seismic load effects.

  Exception: References within ASCE 7 to Chapter 14 shall not apply, except as specifically required herein.

  1604 A .10 Loads on storm shelters. Loads and load combinations on storm shelters shall be determined in accordance with ICC 500.

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  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:

• CBC § 3.1 Medium relevance — show source text

  Exception: Construction documents for buildings constructed in accordance with the conventional light-frame construction provisions of Section 2308 shall indicate the following structural design information:

  1. Floor and roof dead and live loads.

  2. Ground snow load, p g, and allowable stress design ground snow load, p g(asd) .

  3. Basic wind speed, V, mph (m/s), and allowable stress design wind speed, V asd , as determined in accordance with Section 1609 A .3.1 and wind exposure.

  4. Seismic design category and site class.

  5. Flood design data, if located in flood hazard areas established in Section 1612 A .3.

  6. Design load-bearing values of soils.

  7. Rain load data.

  [DSA-SS] Additional requirements are included in Section 4-210 and 4-317 of the California Administrative Code (Part 1, Title 24, C.C.R).

  [OSHPD 1] Additional requirements are included in Section 7-115 and 7-125 of the California Administrative Code.

  1603 A .1.1 Floor live load. The uniformly distributed, concentrated and impact floor live load used in the design shall be indicated for floor areas. Use of live load reduction in accordance with Section 1607 A .13 shall be indicated for each type of live load used in the design.

  1603 A .1.2 Roof live load. The roof live load used in the design shall be indicated for roof areas. 1603 A .1.3 Roof snow load data. The ground snow load, p g, shall be indicated. In areas where the ground snow load, p g , exceeds 15 pounds per square foot (psf) (0.72 kN/m [2] ), the following additional information shall also be provided, regardless of whether snow loads govern the design of the roof:

  1. Flat-roof snow load, p f .
  2. Snow exposure factor, C e .
  3. Risk category.
  4. Thermal factor, C t .
  5. Slope factor(s), C s .
  6. Drift surcharge load(s), p d , where the sum of p d and p f exceeds 30 psf (1.44 kN/m [2] ) .
  7. Width of snow drift(s), w .
  8. Winter wind parameter for snow drift, W 2 .

  1603 A .1.4 Wind and tornado design data. The following information related to wind loads and, where required by Section 1609 A .5, tornado loads shall be shown, regardless of whether wind or tornado loads govern the design of the lateral force-resisting system of the structure:

  1. Basic wind speed, V, mph (m/s), tornado speed, V T, mph (m/s), and allowable stress design wind speed, V asd, mph (m/s), as determined in accordance with Section 1609 A .3.1.
• CBC § 1.4. Medium relevance — show source text

  1.4. For dry floodproofed nonresidential buildings, the elevation to which the building is dry floodproofed as required for the final inspection in Section 110.3.12.1. 2. For construction in coastal high hazard areas and coastal A zones: 2.1. The elevation of the bottom of the lowest horizontal structural member as required by the lowest floor elevation inspection in Section 110.3.3 and for the final inspection in Section 110.3.12.1. 2.2. Construction documents shall include a statement that the building is designed in accordance with ASCE 24, including that the pile or column foundation and building or structure to be attached thereto is designed to be anchored to resist flotation, collapse and lateral movement due to the effects of wind and flood loads acting simultaneously on all building components, and other load requirements of Chapter 16. 2.3. For breakaway walls designed to have a resistance of more than 20 psf (0.96 kN/m [2] ) determined using allowable stress design or a resistance to an ultimate load of more than 33 pounds per square foot (1.58 kN/m [2] ), construction documents shall include a statement that the breakaway wall is designed in accordance with ASCE 24. 2.4 For breakaway walls where provisions to allow for the automatic entry and exit of floodwaters do not meet the minimum requirements in Section 2.7.2.1 of ASCE 24, construction documents shall include a statement that the design will provide for equalization of hydrostatic flood forces in accordance with Section 2.7.2.2 of ASCE 24.

  SECTION 1613—EARTHQUAKE LOADS

  1613.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with Chapters 11, 12, 13, 15, 17 and 18 of ASCE 7, as applicable. The seismic design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7.

  Exceptions:

  1. Detached one- and two-family dwellings, assigned to Seismic Design Category A, B or C.
  2. The seismic force-resisting system of wood-frame buildings that conform to the provisions of Section 2308 are not required to be analyzed as specified in this section. [OSHPD 1R, 2 & 5] Not permitted by OSHPD, see Section 2308.
  3. Agricultural storage structures intended only for incidental human occupancy.
  4. Structures that require special consideration of their response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria, such as vehicular bridges, electrical transmission towers, hydraulic structures, buried utility lines and their appurtenances and nuclear reactors.
  5. References within ASCE 7 to Chapter 14 shall not apply, except as specifically required herein.
  6. Temporary structures complying with Section 3103.6.1.4.

  1613.1.1 Scope. [SL] For applications listed in Section 1.12 regulated by the State Librarian, only the provisions of ASCE 7 Tables 13.5- 1 and 1607.1, as amended, of this code shall apply.

• CBC § 1608.2 Medium relevance — show source text

  L = Live load.

  L r = Roof live load.

  p g(asd) = Allowable stress design ground snow load.

  p g = Ground snow load determined from Figures 1608.2(1) through 1608.2(4) and Table 1608.2.

  R = Rain load.

  S = Snow load.

  T = Cumulative effects of self-straining load forces and effects.

  V asd = Allowable stress design wind speed, mph (m/s) where applicable.

  V = Basic wind speed, V, mph (m/s) determined from Figures 1609 A .3(1) through 1609 A .3(4) or ASCE 7.

  V T = Tornado speed, mph (m/s) determined from Chapter 32 of ASCE 7.

  W = Load due to wind pressure.

  W i = Wind-on-ice in accordance with Chapter 10 of ASCE 7.

  2025 CALIFORNIA BUILDING CODE 16A-3

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

  STRUCTURAL DESIGN

  SECTION 1603 A —CONSTRUCTION DOCUMENTS

  1603 A .1 General. Construction documents shall show the material, size, section and relative locations of structural members with floor levels, column centers and offsets dimensioned. The design loads and other information pertinent to the structural design required by Sections 1603 A .1.1 through 1603 A .1.10 shall be indicated on the construction documents.

  Exception: Construction documents for buildings constructed in accordance with the conventional light-frame construction provisions of Section 2308 shall indicate the following structural design information:

  1. Floor and roof dead and live loads.

  2. Ground snow load, p g, and allowable stress design ground snow load, p g(asd) .

  3. Basic wind speed, V, mph (m/s), and allowable stress design wind speed, V asd , as determined in accordance with Section 1609 A .3.1 and wind exposure.

  4. Seismic design category and site class.

  5. Flood design data, if located in flood hazard areas established in Section 1612 A .3.

  6. Design load-bearing values of soils.

  7. Rain load data.

  [DSA-SS] Additional requirements are included in Section 4-210 and 4-317 of the California Administrative Code (Part 1, Title 24, C.C.R).

  [OSHPD 1] Additional requirements are included in Section 7-115 and 7-125 of the California Administrative Code.

  1603 A .1.1 Floor live load. The uniformly distributed, concentrated and impact floor live load used in the design shall be indicated for floor areas. Use of live load reduction in accordance with Section 1607 A .13 shall be indicated for each type of live load used in the design.