Wind, Snow, Flood, Tsunami & Other Environmental Loads

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

• CBC § 12.4 High relevance — show source text

  D = Dead load.

  D i = Weight of ice in accordance with Chapter 10 of ASCE 7.

  E = Combined effect of horizontal and vertical earthquake induced forces as defined in Section 12.4 of ASCE 7.

  F = Load due to fluids with well-defined pressures and maximum heights.

  F a = Flood load in accordance with Chapter 5 of ASCE 7.

  H = Load due to lateral earth pressures, ground water pressure or pressure of bulk materials.

  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.

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  STRUCTURAL DESIGN

  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 1609.3(1) through 1609.3(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.

  SECTION 1603—CONSTRUCTION DOCUMENTS

  1603.1 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 1603.1.1 through 1603.1.9 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 1609.3.1 and wind exposure.

  4. Seismic design category and site class.

  5. Flood design data, if located in flood hazard areas established in Section 1612.3.

  6. Design load-bearing values of soils.

  7. Rain load data.

  [OSHPD 1R, 2 & 5] Additional requirements are included in Sections 7-115 and 7-125 of the California Administrative Code (Part 1, Title 24, C.C.R).

  1603.1.1 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 1607.13 shall be indicated for each type of live load used in the design.

• CBC § 16A-5 High relevance — show source text

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

  1605A Load Combinations . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-10

  1606A Dead Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-10

  1607A Live Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-11

  1608A Snow Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-19

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

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

  1611A Rain Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-32

  1612A Flood Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-33

  1613A Earthquake Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-34

  1614A Atmospheric Ice Loads . . . . . . . . . . . . . . . . . . . . . . . . 16A-34

  1615A Tsunami Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-34

  1616A Structural Integrity . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-34

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  1617A Modifications to ASCE 7 . . . . . . . . . . . . . . . . . . . . . . . .16A-36

  CHAPTER 17 SPECIAL INSPECTIONS AND TESTS . . . . . . 17-1

  1701 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-3

  1702 New Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-3

  1703 Approvals . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17-3

• CBC § 3.1 High 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 § 3103.8 Medium relevance — show source text

  Where the public-occupancy temporary structure is not subject to snow loads or not constructed and occupied during times when snow is to be expected, snow loads need not be considered, provided that where the period of time when the public-occupancy temporary structure is in service shifts to include times when snow is to be expected, one of the following conditions is met:

  1. The design is reviewed and modified, as appropriate, to account for snow loads.
  2. Controlled occupancy procedures in accordance with Section 3103.8 are implemented.

  TABLE 3103.6.1.1—REDUCTION FACTORS FOR GROUND SNOW LOADS FOR PUBLIC-OCCUPANCY TEMPORARY STRUCTURES	Col2	Col3
  RISK CATEGORY	SERVICE LIFE	SERVICE LIFE
  RISK CATEGORY	≤ 10 yr	>10 yr
  II	0.7	1.0
  III	0.8	1.0
  IV	1.0	1.0

  3103.6.1.2 Wind loads. The design wind load on public-occupancy temporary structures shall be permitted to be modified in accordance with the wind load reduction factors in Table 3103.6.1.2.

  Exceptions:

  1. Design wind loads for public-occupancy temporary structures that implement controlled occupancy procedures per Section 3103.8 shall be permitted to be modified using a wind load reduction factor of 0.65.

  2025 CALIFORNIA BUILDING CODE 31-5

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  SPECIAL CONSTRUCTION

  2. For public-occupancy temporary structures erected in a hurricane-prone region outside of hurricane season, the basic wind speed, V, shall be permitted to be set as follows, depending on risk category: 2.1. Risk Category II: 115 mph. 2.2. Risk Category III: 120 mph. 2.3. Risk Category IV: 125 mph.

  TABLE 3103.6.1.2—REDUCTION FACTORS FOR WIND LOADS FOR PUBLIC-OCCUPANCY TEMPORARY STRUCTURES	Col2	Col3
  RISK CATEGORY	SERVICE LIFE	SERVICE LIFE
  RISK CATEGORY	≤ 10 yr	>10 yr
  II	0.8	1.0
  III	0.9	1.0
  IV	1.0	1.0

  3103.6.1.3 Flood loads. Public-occupancy temporary structures need not be designed for flood loads specified in Section 1612. Controlled occupancy procedures in accordance with Section 3103.8 shall be implemented.

  3103.6.1.4 Seismic loads. Seismic loads on public-occupancy temporary structures assigned to Seismic Design Categories C through F shall be permitted to be taken as 75 percent of those determined by Section 1613. Public-occupancy temporary structures assigned to Seismic Design Categories A and B are not required to be designed for seismic loads.

• CBC § 16-33 Medium relevance — show source text

  1612 Flood Loads. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-33

  1613 Earthquake Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-34

  1614 Atmospheric Ice Loads . . . . . . . . . . . . . . . . . . . . . . . .16-36

  1615 Tsunami Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-36

  1616 Structural Integrity . . . . . . . . . . . . . . . . . . . . . . . . . . .16-36

  1617 Additional Requirements for Community Colleges [DSA-SS/CC] . . . . . . . . . . . . . 16-38

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

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

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

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

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

  1605A Load Combinations . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-10

  1606A Dead Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-10

  1607A Live Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-11

  1608A Snow Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-19

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

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

  1611A Rain Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-32

  1612A Flood Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16A-33

• CBC § 1603.1 Medium relevance — show source text

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

  SECTION 1603—CONSTRUCTION DOCUMENTS

  1603.1 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 1603.1.1 through 1603.1.9 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 1609.3.1 and wind exposure.

  4. Seismic design category and site class.

  5. Flood design data, if located in flood hazard areas established in Section 1612.3.

  6. Design load-bearing values of soils.

  7. Rain load data.

  [OSHPD 1R, 2 & 5] Additional requirements are included in Sections 7-115 and 7-125 of the California Administrative Code (Part 1, Title 24, C.C.R).

  1603.1.1 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 1607.13 shall be indicated for each type of live load used in the design.

  1603.1.2 Roof live load. The roof live load used in the design shall be indicated for roof areas. 1603.1.3 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 .

  1603.1.4 Wind and tornado design data. The following information related to wind loads and, where required by Section 1609.5, 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 1609.3.1.

  2. Risk category.
• CBC § 16-3 Medium relevance — show source text

  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

  1611 Rain Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-32

  1612 Flood Loads. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-33

  1613 Earthquake Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-34

  1614 Atmospheric Ice Loads . . . . . . . . . . . . . . . . . . . . . . . .16-36

  1615 Tsunami Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .16-36

  1616 Structural Integrity . . . . . . . . . . . . . . . . . . . . . . . . . . .16-36

  1617 Additional Requirements for Community Colleges [DSA-SS/CC] . . . . . . . . . . . . . 16-38

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

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

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

• CBC § 31-6 Medium relevance — show source text

  Any loads in excess of the design snow or ice load shall be removed prior to its occupancy, or the public-occupancy temporary structure shall be vacated in the event that either the design snow or ice load is exceeded during its occupancy.

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  SPECIAL CONSTRUCTION

  2. Wind speeds associated with the design wind loads shall be monitored before and during occupancy of the public-occupancy temporary structure. The public-occupancy temporary structure shall be vacated in the event that the design wind speed is expected to be exceeded during its occupancy.
  3. Criteria for initiating occupant evacuation procedures for flood and tsunami events.
  4. Occupant evacuation procedures shall be specified for each environmental hazard where the occupant management plan specifies the public-occupancy temporary structure is to be evacuated.
  5. Procedures for anchoring or removal of the public-occupancy temporary structure, or other additional measures or procedures to be implemented to mitigate hazards in snow, wind, flood, ice or tsunami events.

  SECTION 3104—PEDESTRIAN WALKWAYS AND TUNNELS

  3104.1 General. This section shall apply to connections between buildings such as pedestrian walkways or tunnels, located at, above or below grade level, that are used as a means of travel by persons. The pedestrian walkway shall not contribute to the building area or the number of stories or height of connected buildings.

  3104.1.1 Application. Pedestrian walkways shall be designed and constructed in accordance with Sections 3104.2 through 3104.9. Tunnels shall be designed and constructed in accordance with Sections 3104.2 and 3104.10.

  3104.2 Separate structures. Buildings connected by pedestrian walkways or tunnels shall be considered to be separate structures.

  Exceptions:

  1. Buildings that are on the same lot and considered as portions of a single building in accordance with Section 503.1.2.
  2. [DSA-AC and HCD 1-AC] For purposes of accessibility in residential facilities as required by Chapters 11A and 11B, structur- ally connected buildings, buildings connected by stairs, walkways or roofs, and buildings with multiple wings shall be considered one structure.

  3104.3 Construction. The pedestrian walkway shall be of noncombustible construction.

  Exceptions:

  1. Combustible construction shall be permitted where connected buildings are of combustible construction.
  2. Fire-retardant-treated wood, in accordance with Section 603.1, Item 1.3, shall be permitted for the roof construction of the pedestrian walkway where connected buildings are not less than Type I or II construction.

  3104.4 Contents. Only materials and decorations approved by the building official shall be located in the pedestrian walkway.

  3104.5 Connections of pedestrian walkways to buildings. The connection of a pedestrian walkway to a building shall comply with Section 3104.5.1, 3104.5.2, 3104.5.3 or 3104.5.4.

  Exception: Buildings that are on the same lot and considered as portions of a single building in accordance with Section 503.1.2.

  3104.5.1 Fire barriers. Pedestrian walkways shall be separated from the interior of the building by not less than 2-hour fire barriers constructed in accordance with Section 707 and Sections 3104.5.1.1 through 3104.5.1.3.

• CBC § 31-5 Medium relevance — show source text

  2025 CALIFORNIA BUILDING CODE 31-5

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  SPECIAL CONSTRUCTION

  2. For public-occupancy temporary structures erected in a hurricane-prone region outside of hurricane season, the basic wind speed, V, shall be permitted to be set as follows, depending on risk category: 2.1. Risk Category II: 115 mph. 2.2. Risk Category III: 120 mph. 2.3. Risk Category IV: 125 mph.

  TABLE 3103.6.1.2—REDUCTION FACTORS FOR WIND LOADS FOR PUBLIC-OCCUPANCY TEMPORARY STRUCTURES	Col2	Col3
  RISK CATEGORY	SERVICE LIFE	SERVICE LIFE
  RISK CATEGORY	≤ 10 yr	>10 yr
  II	0.8	1.0
  III	0.9	1.0
  IV	1.0	1.0

  3103.6.1.3 Flood loads. Public-occupancy temporary structures need not be designed for flood loads specified in Section 1612. Controlled occupancy procedures in accordance with Section 3103.8 shall be implemented.

  3103.6.1.4 Seismic loads. Seismic loads on public-occupancy temporary structures assigned to Seismic Design Categories C through F shall be permitted to be taken as 75 percent of those determined by Section 1613. Public-occupancy temporary structures assigned to Seismic Design Categories A and B are not required to be designed for seismic loads.

  3103.6.1.5 Ice loads. Ice loads on public-occupancy temporary structures shall be permitted to be determined with a maximum nominal thickness of 0.5 inch (13 mm), for all risk categories. Where the public-occupancy temporary structure is not subject to ice loads or not constructed and occupied during times when ice is to be expected, ice loads need not be considered, provided that where the period of time when the public-occupancy temporary structure is in service shifts to include times when ice is to be expected, one of the following conditions is met:

  1. The design is reviewed and modified, as appropriate, to account for ice loads.
  2. Controlled occupancy procedures in accordance with Section 3103.8 are implemented.

  3103.6.1.6 Tsunami loads. Public-occupancy temporary structures in a tsunami design zone are not required to be designed for tsunami loads specified in Section 1615. Controlled occupancy procedures in accordance with Section 3103.8 shall be implemented.

  3103.6.2 Foundations. Public-occupancy temporary structures shall be permitted to be supported on the ground with temporary foundations where approved by the building official. Consideration shall be given for the impacts of differential settlement where foundations do not extend below the ground or where foundations are supported on compressible materials. The presumptive load-bearing value for public-occupancy temporary structures supported on a pavement, slab on grade or on other collapsible or controlled low-strength substrate soils such as beach sand or grass shall be assumed not to exceed 1,000 pounds per square foot (47.88 kPa) unless determined through testing and evaluation by a registered design professional. The presumptive load-bearing values listed in Table 1806.2 shall be permitted to be used for other supporting soil conditions.

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

  STRUCTURAL DESIGN

  2025 CALIFORNIA BUILDING CODE 16A-23

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

  STRUCTURAL DESIGN

  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 § 2404.1 Medium relevance — show source text

  SECTION 2404—WIND, SNOW, SEISMIC AND DEAD LOADS ON GLASS

  2404.1 Vertical glass. Glass sloped 15 degrees (0.26 rad) or less from vertical in windows, curtain and window walls, doors and other exterior applications shall be designed to resist the wind loads due to basic wind speed, V, in Section 1609 for components and cladding. Glass in glazed curtain walls, glazed storefronts and glazed partitions shall meet the seismic requirements of ASCE 7, Section 13.5.9. The load resistance of glass under uniform load shall be determined in accordance with ASTM E1300.

  The design of vertical glazing shall be based on Equation 24-1. Equation 24-1 0.6 F gw ≤ F ga

  where:

  F gw = Wind load on the glass due to basic wind speed, V, computed in accordance with Section 1609. F ga = Short duration load on the glass as determined in accordance with ASTM E1300. 2404.2 Sloped glass. Glass sloped more than 15 degrees (0.26 rad) from vertical in skylights, sunrooms, sloped roofs and other exterior applications shall be designed to resist the most critical combinations of loads determined by Equations 24-2, 24-3 and 24-4. Equation 24-2 F g = 0.6 W o – D

  24-4 2025 CALIFORNIA BUILDING CODE

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  GLASS AND GLAZING

  Equation 24-3 F g = 0.6 W i + D + 0.35 S Equation 24-4 F g = 0.3 W i + D + 0.7 S

  where:

  D = Glass dead load psf (kN/m [2] ). For glass sloped 30 degrees (0.52 rad) or less from horizontal, = 13 t g (For SI: 0.0245 t g ). For glass sloped more than 30 degrees (0.52 rad) from horizontal, = 13 t g cos θ (For SI: 0.0245 t g cos θ ). F g = Total load, psf (kN/m [2] ) on glass. S = Snow load, psf (kN/m [2] ) as determined in Section 1608 from the reliability-targeted (strength-based) maps in Figures 1608.2(1) through 1608.2(4). t g = Total glass thickness, inches (mm) of glass panes and plies. W i = Inward wind force, psf (kN/m [2] ) due to basic wind speed, V, as calculated in Section 1609. W o = Outward wind force, psf (kN/m [2] ) due to basic wind speed, V, as calculated in Section 1609.

  θ = Angle of slope from horizontal.

  Exception: The performance grade rating of unit skylights and tubular daylighting devices shall be determined in accordance with Section 2405.5.

• CBC § 1.1. Medium relevance — show source text

  1612 A .4 Flood hazard documentation. The following documentation shall be prepared and sealed by a registered design professional and submitted to the building official:

  1. For construction in flood hazard areas other than coastal high hazard areas or coastal A zones: 1.1. The elevation of the lowest floor, including the basement, as required by the lowest floor elevation inspection in Section 110.3.3 and for the final inspection in Section 110.3.12.1. 1.2. For fully enclosed areas below the design flood elevation 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.

  1.3. For dry floodproofed nonresidential buildings, construction documents shall include a statement that the dry floodproofing is designed in accordance with ASCE 24 and shall include the flood emergency plan specified in Chapter 6 of ASCE 24. 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.

  2025 CALIFORNIA BUILDING CODE 16A-33

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

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  STRUCTURAL DESIGN

  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 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.