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Chapter 16A — STRUCTURAL DESIGN

Section 1605A

California Building Code (Title 24, Part 2) · 2019 edition · updated 2026-09-12 · California

Italicized text is a California amendment to the model code, as printed in the official publication.

LOAD COMBINATIONS

1605 A .1 General. Buildings and other structures and portions thereof shall be designed to resist all of the following:

  1. The load combinations specified in Section 1605 A .2, 1605 A .3.1 or 1605 A .3.2.

  2. The load combinations specified in Chapters 18 through 23.

Copyright © 2019 ICC. ALL RIGHTS RESERVED. Accessed by Kevin Day (kevin.day@dgs.ca.gov), (California Building Standards Commission) Order Number #100735044 on Jul 24, 2019 03:54 PM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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STRUCTURAL DESIGN

1.2( D + F ) + 1.6( Lr or S or R ) + 1.6 H + ( ƒ 1 L or 0.5 W ) (Equation 16 A -3)

1.2( D + F ) + 1.0 W + ƒ 1 L + 1.6 H + 0.5( Lr or S or R ) (Equation 16 A -4)

1.2( D + F ) + 1.0 E + ƒ 1 L + 1.6 H + ƒ 2 S (Equation 16 A -5)

0.9 D + 1.0 W + 1.6 H (Equation 16 A -6)

0.9( D + F ) + 1.0 E + 1.6 H (Equation 16 A -7)

where:

f 1 = 1 for places of public assembly live loads in excess of

100 pounds per square foot (4.79 kN/m 2 ), and parking garages; and 0.5 for other live loads.

f 2 = 0.7 for roof configurations (such as saw tooth) that do

not shed snow off the structure, and 0.2 for other roof configurations.

Exceptions:

  1. Where other factored load combinations are specifically required by other provisions of this code, such combinations shall take precedence.

  2. Where the effect of H resists the primary variable load effect, a load factor of 0.9 shall be included with H where H is permanent and H shall be set to zero for all other conditions.

1605 A .2.1 Other loads. Where flood loads, Fa, are to be considered in the design, the load combinations of Section 2.3.2 of ASCE 7 shall be used. Where self-straining loads, T, are considered in design, their structural effects in combination with other loads shall be determined in accordance with Section 2.3.4 of ASCE 7. Where an icesensitive structure is subjected to loads due to atmospheric icing, the load combinations of Section 2.3.3 of ASCE 7 shall be considered.

1605 A .3 Load combinations using allowable stress design. Load combinations for allowable stress design shall be in accordance with Section 1605 A .3.1 or 1605 A .3.2.

1605 A .3.1 Basic load combinations. Where allowable stress design (working stress design), as permitted by this code, is used, structures and portions thereof shall resist the most critical effects resulting from the following combinations of loads:

D + F (Equation 16 A -8)

D + H + F + L (Equation 16 A -9)

D + H + F + ( Lr or S or R ) (Equation 16 A -10)

D + H + F + 0.75( L ) + 0.75( Lr or S or R ) (Equation 16 A -11)

D + H + F + (0.6 W or 0.7 E ) (Equation 16 A -12)

D + H + F + 0.75(0.6 W ) + 0.75 L + 0.75( Lr or S or R )

(Equation 16 A -13)

D + H + F + 0.75 (0.7 E ) + 0.75 L + 0.75 S

(Equation 16 A -14)

0.6 D + 0.6 W + H (Equation 16 A -15)

0.6( D + F) + 0.7 E + H (Equation 16 A -16)

Exceptions:

  1. Crane hook loads need not be combined with roof live load or with more than three-fourths of the snow load or one-half of the wind load.

  2. Flat roof snow loads of 30 psf (1.44 kN/m 2 ) or less and roof live loads of 30 psf (1.44 kN/m 2 ) or less need not be combined with seismic loads. Where flat roof snow loads exceed 30 psf (1.44 kN/m 2 ), 20 percent shall be combined with seismic loads.

  3. Where the effect of H resists the primary variable load effect, a load factor of 0.6 shall be included with H where H is permanent and H shall be set to zero for all other conditions.

  4. In Equation 16 A -15, the wind load, W, is permitted to be reduced in accordance with Exception 2 of Section 2.4.1 of ASCE 7.

  5. In Equation 16 A -16, 0.6 D is permitted to be increased to 0.9 D for the design of special reinforced masonry shear walls complying with Chapter 21.

1605 A .3.1.1 Stress increases. Increases in allowable stresses specified in the appropriate material chapter or the referenced standards shall not be used with the load combinations of Section 1605 A .3.1, except that increases shall be permitted in accordance with Chapter 23. 1605 A .3.1.2 Other loads. Where flood loads, Fa, are to be considered in design, the load combinations of Section 2.4.2 of ASCE 7 shall be used. Where self-straining loads, T, are considered in design, their structural effects in combination with other loads shall be determined in accordance with Section 2.4.4 of ASCE 7. Where an ice-sensitive structure is subjected to loads due to atmospheric icing, the load combinations of Section 2.4.3 of ASCE 7 shall be considered.

sign, the load combinations of Section 2.4.2 of ASCE 7 shall be used. Where self-straining loads, T, are considered in design, their structural effects in combination with other loads shall be determined in accordance with Section 2.4.4 of ASCE 7. Where an ice-sensitive structure is subjected to loads due to atmospheric icing, the load combinations of Section 2.4.3 of ASCE 7 shall be considered.

1605 A .3.2 Alternative basic load combinations. In lieu of the basic load combinations specified in Section 1605 A .3.1, structures and portions thereof shall be permitted to be designed for the most critical effects resulting from the following combinations. Where using these alternative basic 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 allowable stresses that have been increased or load combinations that have been reduced as permitted by the material chapter of this code or the referenced standards, where wind loads are calculated in accordance with Chapters 26 through 31 of ASCE 7, the coefficient (ω) in

64 2019 CALIFORNIA BUILDING CODE

Copyright © 2019 ICC. ALL RIGHTS RESERVED. Accessed by Kevin Day (kevin.day@dgs.ca.gov), (California Building Standards Commission) Order Number #100735044 on Jul 24, 2019 03:54 PM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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the following equations shall be taken as 1.3. For other wind loads, (ω) shall be taken as 1. Where allowable stresses have not been increased or load combinations have not been reduced as permitted by the material chapter of this code or the referenced standards, (ω) shall be taken as 1. 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.

D + L + ( Lr or S or R ) (Equation 16 A -17)

D + L + 0.6 ω W (Equation 16 A -18)

D + L + 0.6 ω W + S /2 (Equation 16 A -19)

D + L + S + 0.6 ω W /2 (Equation 16 A -20)

D + L + S + E /1.4 (Equation 16 A -21)

0.9 D + E /1.4 (Equation 16 A -22)

Exceptions:

  1. 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 load.

  2. Flat roof snow loads of 30 psf (1.44 kN/m 2 ) or less and roof live loads of 30 psf (1.44 kN/m 2 ) or less need not be combined with seismic loads. Where flat roof snow loads exceed 30 psf (1.44 kN/m 2 ), 20 percent shall be combined with seismic loads.

1605 A .3.2.1 Other loads. Where F, H or T are to be considered in the design, each applicable load shall be added to the combinations specified in Section 1605.3.2. Where self-straining loads, T, are considered in the design, their structural effects in combination with other loads shall be determined in accordance with Section 2.4.4 of ASCE 7.

1605A.4 Modifications to load combinations in ICC 300.

The text of ICC 300 shall be modified as indicated in Section 1605A.4.1 through 1605A.4.3.

1605A.4.1 ICC 300, Section 303.5.1. Modify Section 303.5.1 by adding Equation 3-1a and replacing Equation 3-2 as follows:

0.9D + 0.4L + 1.6Z (Equation 3-1a) 1.2D + 1.6L + 1.6Rr (Equation 3-2) 1605A.4.2 ICC 300, Section 303.5.2. Modify Section 303.5.2 by adding Equation 3-3a, adding Equation 3-3b, and replacing Equation 3-4 as follows:

D + 0.4L + Z (Equation 3-3a)

0.6D + 0.3L + Z (Equation 3-3b) D + L + Rr (Equation 3-4)

STRUCTURAL DESIGN

1605A.4.3 ICC 300, Section 303.5.3. Modify Section 303.5.3 as follows:

The uniform live load L used in Equation 3-2 and 3-4 may be taken as zero when evaluating elements supporting the handrail/guard provided those elements do not also sup- port L.

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▸Contents — California Building Code (Title 24, Part 2)
California Building Code (Title 24, Part 2)
  1. Chapter 2 — DEFINITIONS AND ABBREVIATIONS
  2. Appendix G — FLOOD-RESISTANT
  3. Appendix L — EARTHQUAKE RECORDING
  4. Appendix M — TSUNAMI-GENERATED
  5. Chapter 1 — SCOPE AND ADMINISTRATION
  6. Chapter 3 — OCCUPANCY CLASSIFICATION AND USE
  7. Chapter 4 — SPECIAL DETAILED REQUIREMENTS BASED
  8. Chapter 5 — GENERAL BUILDING HEIGHTS AND AREAS
  9. Chapter 6 — TYPES OF CONSTRUCTION
  10. Chapter 7 — FIRE AND SMOKE PROTECTION FEATURES
  11. Chapter 7A — MATERIALS AND CONSTRUCTION
  12. Chapter 8 — INTERIOR FINISHES
  13. Chapter 9 — FIRE PROTECTION AND LIFE SAFETY SYSTEMS
  14. Chapter 10 — MEANS OF EGRESS
  15. Chapter 11A — HOUSING ACCESSIBILITY
  16. Chapter 11B — ACCESSIBILITY TO PUBLIC BUILDINGS, PUBLIC ACCOMM…
  17. Chapter 12 — INTERIOR ENVIRONMENT
  18. Chapter 14 — EXTERIOR WALLS
  19. Chapter 15 — ROOF ASSEMBLIES AND ROOFTOP STRUCTURES
  20. Chapter 16 — STRUCTURAL DESIGN
  21. ▸Chapter 16A — STRUCTURAL DESIGN
    Overview
    1. Section 1603A
    2. Section 1601A
    3. Section 1602A
    4. Section 1604A
    5. Section 1605A
    6. Section 1606A
    7. Section 1607A
    8. Section 1608A
    9. Section 1609A
    10. Section 1610A
    11. Section 1611A
    12. Section 1612A
    13. Section 1613A
    14. Section 1616A
    15. Section 1614A
    16. Section 1615A
  22. Chapter 17 — SPECIAL INSPECTIONS AND TESTS
  23. Chapter 18 — SOILS AND FOUNDATIONS
  24. Chapter 19 — CONCRETE
  25. Chapter 20 — ALUMINUM
  26. Chapter 21 — MASONRY
  27. Chapter 22 — STEEL
  28. Chapter 23 — WOOD
  29. Chapter 24 — GLASS AND GLAZING
  30. Chapter 25 — GYPSUM BOARD, GYPSUM PANEL PRODUCTS AND PLASTER
  31. Chapter 26 — PLASTIC
  32. Chapter 27 — ELECTRICAL
  33. Chapter 28 — MECHANICAL SYSTEMS
  34. Chapter 30 — ELEVATORS AND CONVEYING SYSTEMS
  35. Chapter 31 — SPECIAL CONSTRUCTION
  36. Chapter 31B — PUBLIC POOLS
  37. Chapter 31C — RADIATION
  38. Chapter 31D — FOOD ESTABLISHMENTS
  39. Chapter 31F — MARINE OIL TERMINALS
  40. Chapter 32 — ENCROACHMENTS INTO THE PUBLIC RIGHT-OF-WAY
  41. Chapter 33 — SAFEGUARDS DURING CONSTRUCTION
  42. Chapter 35 — REFERENCED STANDARDS
  43. Appendix A — EMPLOYEE QUALIFICATIONS
  44. Appendix B — BOARD OF APPEALS
  45. Appendix C — GROUP U – AGRICULTURAL BUILDINGS
  46. Appendix D — FIRE DISTRICTS
  47. Appendix F — RODENTPROOFING
  48. Appendix H — SIGNS
  49. Appendix I — PATIO COVERS
  50. Appendix J — GRADING
  51. Appendix K — GROUP R-3 AND GROUP R-3.1 OCCUPANCIES
  52. Appendix N — REPLICABLE BUILDINGS
  53. Appendix O — EMERGENCY HOUSING

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