CBC · California Building Code

What are the dead, live and roof load requirements (including Table values)?

The CBC requires you to design for dead loads (actual material weights, fixed equipment, PV, and vegetative roofs) under §1606 and to use Table 1607.1 for minimum live loads (floors, balconies, corridors, etc.) under §1607/§1607.1. Live loads may be reduced by the CBC’s formulas in §1607.A.13 (floors) and roof live loads have a separate reduction method in §1607.A.14.1; always use the exact Table row for the occupancy and follow the code’s minimums and continuity rules when applying reductions. filefile

Ask a question free See coverage

Last reviewed: July 5, 2026

What the code requires — 2-4 sentences

The California Building Code (CBC) requires structures be designed for dead loads (weights of materials, fixed equipment, PV, vegetative roofing, etc.) in accordance with Section §1606, using actual material weights or approved values, and including fixed service equipment and roof-covering provisions as specified in §1606.2–§1606.6 . Minimum uniformly distributed live loads and concentrated live loads for occupancies and uses are specified in Table 1607.1 and the general live‑load rule is in §1607 and §1607.1; roof live loads appear in Table 1607.1 (as L_o) and may be reduced per the roof-load reduction rules in §1607.A.14.1 and related equations .

Requirements in detail

Dead loads (what to include and where)

  • General rule: design for the effects of dead loads; actual material weights shall be used, or values approved by the building official (§1606.1–§1606.2) .
  • Fixed service equipment: include the weight of fixed equipment and the maximum weight of its contents when determining dead load; variable components are treated per the exceptions in §1606.3 (§1606.3) .
  • Photovoltaic systems: PV panels, supports and ballast are considered dead load (§1606.4) .
  • Vegetative/landscaped roofs: include weights of soil, drainage layers and hardscape considering fully saturated and fully dry conditions; design for the most severe condition (§1606.5) .
  • Roof dead‑load allowance: where new roofing may be installed over existing roofing, the design dead load must provide for at least one additional roof covering per §1606A.6 (§1606A.6) .

Live loads (Table values and rules)

  • General: buildings and parts shall be designed to resist live loads (§1607 and §1607.1) .
  • Minimum uniformly distributed and concentrated live loads are tabulated in Table 1607.1 (Table 1607A.1 in the accessible/alternate text) for specific occupancies and uses; designers use the row for the applicable occupancy (§1607.1 and Table 1607.1) .
  • Live‑load reduction: non‑roof live loads may be reduced per the procedures in §1607.A.13 (Equation 16A‑7 and limits) for members with large tributary areas; roof live loads have a separate reduction procedure (§1607.A.13 and §1607.A.14) file.
  • Concentrated loads: where specified, concentrated loads in Table 1607.1 govern if they produce greater effects (§1607.A.4) .

Below are selected, decision‑relevant Table 1607.1 values (use the exact table row applicable to your occupancy for final design):

Use / item (common) Uniform live load (psf) Concentrated (lb) Code reference
Access floor systems — office 50 2,000 §1607.1 Table 1607.1
Access floor systems — computer 100 2,000 §1607.1 Table 1607.1
Armories / drill rooms 150 — §1607.1 Table 1607.1
Assembly — fixed seats 60 — §1607.1 Table 1607.1
Balconies / decks 1.5 × area live load (not to exceed 100) — §1607.1 Table 1607.1
Catwalks (maintenance access) 40 300 §1607.1 Table 1607.1
Cornices 60 — §1607.1 Table 1607.1
Corridors (first floor) 100 — §1607.1 Table 1607.1
Dining rooms / restaurants 100 — §1607.1 Table 1607.1
Fire escapes (general) 100 (on single‑family: 40) — §1607.1 Table 1607.1
Passenger vehicle garages 40 see §1607.1 §1607.1 Table 1607.1 and §1607.1 notes

Notes:

  • Table 1607.1 contains many occupancy‑specific rows; always use the row that matches the intended occupancy or the “same as occupancy served” rule where shown (§1607.1 Table 1607.1) .
  • Definitions: L = live load, L_r = roof live load, L_o = unreduced roof live load (as taken from Table 1607.1) — see the symbol list in the CBC (§1607 definitions) .

Roof live loads and reductions

  • Roof live loads are given as unreduced values L_o in Table 1607.1; ordinary roofs, awnings and canopies may be designed for a reduced roof live load L_r calculated per the reduction equations in §1607.A.14.1 (Equations 16A‑10 through 16A‑16). The reduced roof load L_r is bound between 12 psf and 20 psf by the CBC rules when reductions are used (§1607.A.14.1) .
  • When reduced roof live loads are applied to continuous members, reduced loads shall be applied to adjacent or alternate spans in the most unfavorable way (continuity rule) (§1607.A.14.1) .
  • Special minimums: greenhouses and similar structures with scaffolded maintenance cannot use reduced roof loads below 12 psf unless approved (§1607.A.14.1) .

Exceptions & special cases

  • Variable contents of fixed service equipment: may be used where their presence causes force effects, but structure must be verified both with and without those components as required by §1606.3 exceptions .
  • Photovoltaics and rooftop landscaping are explicitly dead loads and must consider saturated vs dry weights for vegetative roofs (§1606.4–§1606.5) .
  • Live‑load reduction limitations: reductions are limited (e.g., not allowed where live load > 100 psf except limited exceptions; reductions have percentage caps for members supporting one or more floors) — see §1607.A.13 and Equation 16A‑9 for limits and K_LL factors .
  • Combination rules: roof live loads below certain thresholds (30 psf) and flat roof snow loads below 45 psf have special treatment in seismic load combinations (see the load combination exceptions in the CBC) (§16‑series load combinations) .

Common mistakes

  • Omitting PV or saturated‑soil weight when sizing framing for roofs; both are dead loads under §1606 and must be included in design calculations .
  • Applying live‑load reductions improperly to partition loads — partition loads have a minimum 15 psf and reductions per §1607.A.13 are not permitted for partition loads (§1607.A.5) .
  • Using reduced roof live loads without verifying tributary area, slope factor (F) and continuity rules required by §1607.A.14.1 and associated equations .
  • Forgetting to show the roof and floor dead/live loads on construction documents per §1603.1 requirements (§1603.1.1–§1603.1.2) .

Worked example — live‑load reduction on an office beam (numeric)

Goal: compute reduced design live load L for an interior beam supporting an office floor where Table 1607.1 gives L_o = 50 psf for “access floor — office” (use this Table row per §1607.1) and the tributary area A_t = 500 sf. Use the live‑load element factor K_LL from Table 1607A.13.1 for an interior beam (K_LL = 2) and Equation 16A‑7 (§1607.A.13.1 / Equation 16A‑7).

Steps (CBC references: Equation 16A‑7, Table 1607A.13.1, §1607.1) file:

  1. Given: L_o = 50 psf (Table 1607.1), K_LL = 2 (interior beams per Table 1607A.13.1), A_t = 500 sf.
  2. Equation 16A‑7 (as presented in §1607.A.13.1) (use consistent units):
    L = L_o × 0.25 × (15 / (K_LL × A_t))^0.25 — (this is the CBC formula form; see §1607.A.13.1 Equation 16A‑7) .
  3. Compute the denominator: K_LL × A_t = 2 × 500 = 1000. Then 15 / 1000 = 0.015. Take 0.015^0.25 ≈ 0.398 (fourth root).
  4. Multiply: L = 50 × 0.25 × 0.398 ≈ 50 × 0.0995 ≈ 4.98 psf.
  5. Apply lower limits: CBC requires L not less than 0.50 L_o for members supporting one floor, so minimum L = 0.50 × 50 = 25 psf. Therefore reduced design live load L used = 25 psf (the algebraic reduction computed is below the allowed floor limit, so the code minimum governs) (§1607.A.13.1) .

Result: For this interior beam supporting one floor, the allowable code reduction would still leave you with L = 25 psf (50% of L_o) because Equation 16A‑7 result is below the code minimum; always check the code’s minimum reduction limits in §1607.A.13.1 .

(If the member supported two or more floors, the minimum could be 40% of L_o per §1607.A.13.1. Always follow the specific minimums and K_LL from the CBC.)

Related provisions (quick list)

  • §1603 — Construction documents: show floor and roof dead and live loads (§1603.1.1–§1603.1.2)
  • §1605 / §1617 — Load combinations and modifications that affect how dead/live/roof loads combine with wind, snow, seismic (see CBC load combination equations and exceptions) file
  • §1606.3–§1606.5 — Fixed equipment, photovoltaic systems, vegetative roofs (dead‑load specifics)
  • §1607.A.13 — Reduction in uniform live loads (floor live‑load reduction rules and Equation 16A‑7)
  • §1607.A.14 / §1607.A.14.1 — Reduction in uniform roof live loads and the roof reduction equations (16A‑10 through 16A‑16)
  • Table 1607.1 (Table 1607A.1 in CBC text) — Minimum uniformly distributed and concentrated live loads for occupancies (§1607.1 Table 1607.1)

Code references

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

  • CBC § 2.1 High relevance — show source text


    a. Design assumptions:
    Maximum deflection criterion: L/240.
    Maximum roof dead load: 10 psf.
    Maximum ceiling load: 5 psf.
    Maximum ceiling live load: 20 psf.
    Maximum second-floor live load: 30 psf.
    Maximum second-floor dead load: 10 psf.
    Maximum second-floor dead load from walls: 10 psf.
    Maximum first floor dead load: 10 psf.
    Wind loads based on Table R301.2.1(1).
    Strength axis of facing material applied horizontally.
    b. Building width is in the direction of horizontal framing members supported by the header.
    c. The table provides for roof slopes between 3:12 and 12:12.
    d. The maximum roof overhang is 24 inches (610 mm).|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
    DR = Design Required.
    a. Design assumptions:
    Maximum deflection criterion: L/240.
    Maximum roof dead load: 10 psf.
    Maximum ceiling load: 5 psf.
    Maximum ceiling live load: 20 psf.
    Maximum second-floor live load: 30 psf.
    Maximum second-floor dead load: 10 psf.
    Maximum second-floor dead load from walls: 10 psf.
    Maximum first floor dead load: 10 psf.
    Wind loads based on Table R301.2.1(1).
    Strength axis of facing material applied horizontally.
    b. Building width is in the direction of horizontal framing members supported by the header.
    c. The table provides for roof slopes between 3:12 and 12:12.
    d. The maximum roof overhang is 24 inches (610 mm).|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
    DR = Design Required.
    a. Design assumptions:
    Maximum deflection criterion: L/240.
    Maximum roof dead load: 10 psf.
    Maximum ceiling load: 5 psf.
    Maximum ceiling live load: 20 psf.
    Maximum second-floor live load: 30 psf.
    Maximum second-floor dead load: 10 psf.
    Maximum second-floor dead load from walls: 10 psf.
    Maximum first floor dead load: 10 psf.
    Wind loads based on Table R301.2.1(1).
    Strength axis of facing material applied horizontally.
    b. Building width is in the direction of horizontal framing members supported by the header.
    c. The table provides for roof slopes between 3:12 and 12:12.
    d. The maximum roof overhang is 24 inches (610 mm).|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
    DR = Design Required.
    a.

  • CBC § 25.4 High relevance — show source text

    Building width is in the direction of horizontal framing members supported by the header.
    c. The table provides for roof slopes between 3:12 and 12:12.
    d. The maximum roof overhang is 24 inches (610 mm).|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
    DR = Design Required.
    a. Design assumptions:
    Maximum deflection criterion: L/240.
    Maximum roof dead load: 10 psf.
    Maximum ceiling load: 5 psf.
    Maximum ceiling live load: 20 psf.
    Maximum second-floor live load: 30 psf.
    Maximum second-floor dead load: 10 psf.
    Maximum second-floor dead load from walls: 10 psf.
    Maximum first floor dead load: 10 psf.
    Wind loads based on Table R301.2.1(1).
    Strength axis of facing material applied horizontally.
    b. Building width is in the direction of horizontal framing members supported by the header.
    c. The table provides for roof slopes between 3:12 and 12:12.
    d. The maximum roof overhang is 24 inches (610 mm).|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
    DR = Design Required.
    a. Design assumptions:
    Maximum deflection criterion: L/240.
    Maximum roof dead load: 10 psf.
    Maximum ceiling load: 5 psf.
    Maximum ceiling live load: 20 psf.
    Maximum second-floor live load: 30 psf.
    Maximum second-floor dead load: 10 psf.
    Maximum second-floor dead load from walls: 10 psf.
    Maximum first floor dead load: 10 psf.
    Wind loads based on Table R301.2.1(1).
    Strength axis of facing material applied horizontally.
    b. Building width is in the direction of horizontal framing members supported by the header.
    c. The table provides for roof slopes between 3:12 and 12:12.
    d. The maximum roof overhang is 24 inches (610 mm).|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
    DR = Design Required.
    a. Design assumptions:
    Maximum deflection criterion: L/240.
    Maximum roof dead load: 10 psf.
    Maximum ceiling load: 5 psf.
    Maximum ceiling live load: 20 psf.
    Maximum second-floor live load: 30 psf.
    Maximum second-floor dead load: 10 psf.
    Maximum second-floor dead load from walls: 10 psf.
    Maximum first floor dead load: 10 psf.
    Wind loads based on Table R301.2.1(1).
    Strength axis of facing material applied horizontally.
    b. Building width is in the direction of horizontal framing members supported by the header.
    c. The table provides for roof slopes between 3:12 and 12:12.
    d. The maximum roof overhang is 24 inches (610 mm).|

    6-182 2025 CALIFORNIA RESIDENTIAL CODE

  • CBC § 0.447 High relevance — show source text

    0479 kPa, 1 mile per hour = 0.447 m/s.
    DR = Design Required.
    a.
    Design assumptions:
    Maximum deflection criteria: L/240.
    Maximum roof dead load: 10 psf.
    Maximum roof live load: 70 psf.
    Maximum ceiling dead load: 5 psf.
    Maximum ceiling live load: 20 psf.
    Wind loads based on Table R301.2.1(1).
    Strength axis of facing material applied vertically.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
    DR = Design Required.
    a.
    Design assumptions:
    Maximum deflection criteria: L/240.
    Maximum roof dead load: 10 psf.
    Maximum roof live load: 70 psf.
    Maximum ceiling dead load: 5 psf.
    Maximum ceiling live load: 20 psf.
    Wind loads based on Table R301.2.1(1).
    Strength axis of facing material applied vertically.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
    DR = Design Required.
    a.
    Design assumptions:
    Maximum deflection criteria: L/240.
    Maximum roof dead load: 10 psf.
    Maximum roof live load: 70 psf.
    Maximum ceiling dead load: 5 psf.
    Maximum ceiling live load: 20 psf.
    Wind loads based on Table R301.2.1(1).
    Strength axis of facing material applied vertically.|

    TABLE R610.5(2)—MINIMUM THICKNESS FOR SIP WALL
    SUPPORTING SIP OR LIGHT-FRAME ONE STORY AND ROOF ONLY (inches)a    		 Col2 Col3 Col4 Col5 Col6 Col7 Col8 Col9 Col10 Col11 Col12 Col13 Col14 Col15 Col16 Col17 Col18
    ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)** ** BUILDING WIDTH (ft)**
    ULTIMATE DESIGN
    WIND SPEEDV ult
    (mph)    		 ULTIMATE DESIGN
    WIND SPEEDV ult
    (mph)    		 GROUND
    **SNOW
  • CBC § 2.1 High relevance — show source text

    Design assumptions:
    Maximum deflection criteria: L/240.
    Maximum roof dead load: 10 psf.
    Maximum roof live load: 70 psf.
    Maximum ceiling dead load: 5 psf.
    Maximum ceiling live load: 20 psf.
    Maximum second-floor dead load: 10 psf.
    Maximum second-floor live load: 30 psf.
    Maximum second-floor dead load from walls: 10 psf.
    Maximum first-floor dead load: 10 psf.
    Maximum first-floor live load: 40 psf.
    Wind loads based on Table R301.2.1(1).
    Strength axis of facing material applied vertically.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
    DR = Design Required.
    a. Design assumptions:
    Maximum deflection criteria: L/240.
    Maximum roof dead load: 10 psf.
    Maximum roof live load: 70 psf.
    Maximum ceiling dead load: 5 psf.
    Maximum ceiling live load: 20 psf.
    Maximum second-floor dead load: 10 psf.
    Maximum second-floor live load: 30 psf.
    Maximum second-floor dead load from walls: 10 psf.
    Maximum first-floor dead load: 10 psf.
    Maximum first-floor live load: 40 psf.
    Wind loads based on Table R301.2.1(1).
    Strength axis of facing material applied vertically.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.
    DR = Design Required.
    a. Design assumptions:
    Maximum deflection criteria: L/240.
    Maximum roof dead load: 10 psf.
    Maximum roof live load: 70 psf.
    Maximum ceiling dead load: 5 psf.
    Maximum ceiling live load: 20 psf.
    Maximum second-floor dead load: 10 psf.
    Maximum second-floor live load: 30 psf.
    Maximum second-floor dead load from walls: 10 psf.
    Maximum first-floor dead load: 10 psf.
    Maximum first-floor live load: 40 psf.
    Wind loads based on Table R301.2.1(1).
    Strength axis of facing material applied vertically.|

    2025 CALIFORNIA RESIDENTIAL CODE 6-177

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

    WALL CONSTRUCTION

    For SI: 1 foot = 304.8 mm.

    FIGURE R610.5(1)—MAXIMUM ALLOWABLE HEIGHT OF SIP WALLS

    SEE FIGURE R610.5(3)

    SIP WALL

    SEE

    FIGURE

    R610.5.2

    FOUNDATION

    OR SLAB

    Note: Figure illustrates SIP-specific attachment requirements. Other connections shall be made in acc ordance with Tables R602.3(1) and R602.3(2), as appropriate.

    SEE FIGURE R610.5(3)

    SIP OR LIGHT

    FRAME WALL

    SEE FIGURES R610.5(4) AND R610.5(5)

    SIP WALL

  • CBC § 1.3.6 High relevance — show source text

    STRUCTURAL DESIGN

    1606 A .2 Weights of materials of construction. For purposes of design, the actual weights of materials of construction shall be used. In the absence of definite information, values used shall be subject to the approval of the building official.

    1606 A .3 Weight of fixed service equipment. In determining dead loads for purposes of design, the weight of fixed service equipment, including the maximum weight of the contents of fixed service equipment, shall be included. The components of fixed service equipment that are variable, such as liquid contents and movable trays, shall not be used to counteract forces causing overturning, sliding, and uplift conditions in accordance with Section 1.3.6 of ASCE 7.

    Exceptions:

    1. Where force effects are the result of the presence of the variable components, the components are permitted to be used to counter those load effects. In such cases, the structure shall be designed for force effects with the variable components present and with them absent.
    2. For the calculation of seismic force effects, the components of fixed service equipment that are variable, such as liquid contents and movable trays, need not exceed those expected during normal operation.

    1606 A .4 Photovoltaic panel systems. The weight of photovoltaic panel systems, their support system, and ballast shall be considered as dead load.

    1606 A .5 Vegetative and landscaped roofs. The weight of all landscaping and hardscaping materials for vegetative and landscaped roofs shall be considered as dead load. The weight shall be computed considering both fully saturated soil and drainage layer materials and fully dry soil and drainage layer materials to determine the most severe load effects on the structure.

    1606A.6 Roof dead loads. The design dead load shall provide for the weight of at least one additional roof covering in addition to other applicable loadings if the new roof covering is permitted to be applied over the original roofing without its removal, in accordance with Section 1512.

    SECTION 1607 A —LIVE LOADS

    1607 A .1 General. Buildings, structures, and parts thereof shall be designed to resist the effects of live loads.

    TABLE 1607A.1—MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L, AND MINIMUM CONCENTRATED LIVE LOADS
    0    		 Col2 Col3 Col4 Col5 Col6
    OCCUPANCY OR USE OCCUPANCY OR USE OCCUPANCY OR USE UNIFORM
    (psf)    		 CONCENTRATE
    D (pounds)    		 ALSO SEE
    SECTION
    1. Apartments (see residential) Apartments (see residential) — — —
    2. Access floor systems Office use 50 2,000 —
    2. Access floor systems Computer use 100 2,000 —
    3. Armories and drill rooms Armories and drill rooms 150a — —
    4. Assembly areas_c, e_ Fixed seats (fastened to floor) 60a — —
    4. Assembly areas_c, e_ Lobbies 100a
    4. Assembly areas_c, e_ Movable seats 100a
    4. Assembly areas_c,
  • 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.

    2025 CALIFORNIA BUILDING CODE 16-3

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

    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 § 1617.3 High relevance — show source text

    1617.3 Load combinations.

    1617.3.1 Stability. When checking stability under the provisions of Section 1605.1.1 using allowable stress design, the factor of safety for soil bearing values shall not be less than the overstrength factor of the structures supported.

    1617.3.2 Alternative allowable stress design load combinations. Where the alternative allowable stress design load combinations of Section 1605.2 are used, each load combination shall be investigated with one or more of the variable loads set to zero.

    1617.3.3 Modifications to load combinations in ICC 300. Modify the text of ICC 300 as follows:

    1617.3.3.1 ICC 300, Section 303.5.3. Modify Section 303.5.3 as follows:

    The uniform live load, L, used in Equations 3-4 and 3-9 shall be permitted to be taken as zero when evaluating elements support- ing the handrail/guardrail provided those elements do not also support L.

    1617.4 Roof dead loads. The design dead load shall provide for the weight of at least one additional roof covering in addition to other applicable loadings if the new roof covering is permitted to be applied over the original roofing without its removal, in accordance with Section 1512.

    1617.5 Live loads.

    1617.5.1 Modifications to Table 1607.1.

    1617.5.1.1 Item 4. Assembly areas. The following minimum loads for stage accessories apply: 1. Gridirons and fly galleries: 75 pounds per square foot uniform live load. 2. Loft block wells: 250 pounds per lineal foot vertical load and lateral load. 3. Head block wells and sheave beams: 250 pounds per lineal foot vertical load and lateral load. Head block wells and sheave beams shall be designed for all tributary loft block well loads. Sheave blocks shall be designed with a safety factor of five.

    4. Scenery beams where there is no gridiron: 300 pounds per lineal foot vertical load and lateral load. 5. Ceiling framing over stages shall be designed for a uniform live load of 20 pounds per square foot. For members supporting a tributary area of 200 square feet or more, this additional load may be reduced to 15 pounds per square foot (0.72 kN/m [2] ).

    1617.5.1.2 Reserved.

    1617.5.1.3 Item 4. Bleachers, folding and telescopic seating and grandstands. The minimum uniform live load for a press box floor or accessible roof with railing is 100 psf.

    1617.5.1.4 Item 38. Yards and terraces, pedestrians. Item 38 applies to pedestrian bridges and walkways that are not subjected to uncontrolled vehicle access.

    1617.5.1.5 Item 39. Storage racks and wall-hung cabinets. The minimum vertical design live load shall be as follows:

    Paper media:

    12-inch-deep (305 mm) shelf - 33 pounds per lineal foot (482 N/m)

    16-38 2025 CALIFORNIA BUILDING CODE

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

  • CBC § 16-1 High relevance — show source text

    [OSHPD 1R, 2 & 5] Each load combination shall be investigated with one or more of the variable loads set to zero.

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

    Equation 16-2 D + L + 0.6 W

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

    Equation 16-4 D + L + 0.7 S + 0.6 W /2

    Equation 16-5 D + L + 0.7 S + E /1.4

    Equation 16-6 0.9 D + E /1.4

    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 45 pounds per square foot (2.15 kN/m [2] ) or less and roof live loads of 30 pounds per square foot (1.44 kN/m [2] ) or less need not be combined with seismic loads. Where flat roof snow loads exceed 45 pounds per square foot (2.15 kN/m [2] ), 15 percent shall be combined with seismic loads.

    SECTION 1606—DEAD LOADS

    1606.1 General. Buildings, structures, and parts thereof shall be designed to resist the effects of dead loads.

    1606.2 Weights of materials of construction. For purposes of design, the actual weights of materials of construction shall be used. In the absence of definite information, values used shall be subject to the approval of the building official.

    1606.3 Weight of fixed service equipment. In determining dead loads for purposes of design, the weight of fixed service equipment, including the maximum weight of the contents of fixed service equipment, shall be included. The components of fixed service equipment that are variable, such as liquid contents and movable trays, shall not be used to counteract forces causing overturning, sliding, and uplift conditions in accordance with Section 1.3.6 of ASCE 7.

    Exceptions:

    1. Where force effects are the result of the presence of the variable components, the components are permitted to be used to counter those load effects. In such cases, the structure shall be designed for force effects with the variable components present and with them absent.
    2. For the calculation of seismic force effects, the components of fixed service equipment that are variable, such as liquid contents and movable trays, need not exceed those expected during normal operation.

    1606.4 Photovoltaic panel systems. The weight of photovoltaic panel systems, their support system, and ballast shall be considered as dead load.

    1606.5 Vegetative and landscaped roofs. The weight of all landscaping and hardscaping materials for vegetative and landscaped roofs shall be considered as dead load. The weight shall be computed considering both fully saturated soil and drainage layer materials and fully dry soil and drainage layer materials to determine the most severe load effects on the structure.

    2025 CALIFORNIA BUILDING CODE 16-9

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

    STRUCTURAL DESIGN

  • CBC § 1608.2 High 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.

  • CBC § 0.7 Medium relevance — show source text

    Equation 16 A -5 D + L + 0.7 S + E /1.4

    Equation 16 A -6 0.9 D + E /1.4

    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.

    1. Flat roof snow loads of 45 pounds per square foot (2.15 kN/m [2] ) or less and roof live loads of 30 pounds per square foot (1.44 kN/m [2] ) or less need not be combined with seismic loads. Where flat roof snow loads exceed 45 pounds per square foot (2.15 kN/m [2] ), 15 percent shall be combined with seismic loads.

    1605A.3 Modifications to load combinations in ICC 300. Modify the text of ICC 300 as follows:

    1605A.3.1 ICC 300, Section 303.5.3. Modify Section 303.5.3 as follows:

    The uniform live load L used in Equations 3-4 and 3-9 shall be permitted to be taken as zero when evaluating elements supporting the handrail/guard provided those elements do not also support L.

    SECTION 1606 A —DEAD LOADS

    1606 A .1 General. Buildings, structures, and parts thereof shall be designed to resist the effects of dead loads.

    16A-10 2025 CALIFORNIA BUILDING CODE

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

    STRUCTURAL DESIGN

    1606 A .2 Weights of materials of construction. For purposes of design, the actual weights of materials of construction shall be used. In the absence of definite information, values used shall be subject to the approval of the building official.

    1606 A .3 Weight of fixed service equipment. In determining dead loads for purposes of design, the weight of fixed service equipment, including the maximum weight of the contents of fixed service equipment, shall be included. The components of fixed service equipment that are variable, such as liquid contents and movable trays, shall not be used to counteract forces causing overturning, sliding, and uplift conditions in accordance with Section 1.3.6 of ASCE 7.

    Exceptions:

    1. Where force effects are the result of the presence of the variable components, the components are permitted to be used to counter those load effects. In such cases, the structure shall be designed for force effects with the variable components present and with them absent.
    2. For the calculation of seismic force effects, the components of fixed service equipment that are variable, such as liquid contents and movable trays, need not exceed those expected during normal operation.

    1606 A .4 Photovoltaic panel systems. The weight of photovoltaic panel systems, their support system, and ballast shall be considered as dead load.

    1606 A .5 Vegetative and landscaped roofs. The weight of all landscaping and hardscaping materials for vegetative and landscaped roofs shall be considered as dead load. The weight shall be computed considering both fully saturated soil and drainage layer materials and fully dry soil and drainage layer materials to determine the most severe load effects on the structure.

  • CBC § 2109.2.4.9 Medium relevance — show source text

    Adobe 2109.2.4.9

    Fire resistance 704.10 Masonry, wood support 2304.13 Liquefied Petroleum Gas Table 414.5.1,

    415.9.2 Listed (definition) 202 Listing Agency (definition) 202 Live Load 1607

    Construction Documents 1603.1.1

    Posting of 106.1 Roof 1607

    Live/Work Units 310.3, 508.5 Accessibility Chapters 11A and 11B Separation 508.2 Load and Resistance Factor Design (LRFD) 1602.1

    Factored load 1604.2

    Limit state 1604.2

    Load combinations 1605 Wood design 2302.1, 2307 Load Combinations 1605 Allowable stress design 1605, 1605.2 Alternative allowable stress load

    combinations 1605.2 Load and resistance factor design 1605 Strength design 1605 Loads 106, 202 Atmospheric ice 1614 Combinations 1605

    Dead 1606

    Factored load 402.8.2.1, 1604.2,

    1709.2

    Flood 1603.1.7, 1612 Impact 1607.12 Live 508.5.8, 1603.1.1, 1607 Load effects 1604.4

    Nominal load 1604.2 Partial loading 1607.3.1, 1607.3.2 Rain 1603.1.9, 1611 Seismic 1603.1.5, 1613 Snow 1603.1.3, 1608 Soil lateral 1610

    Tornado 1603.1.4, 1609.5, 1609.6.3.2 Tsunami 1615

    Wind 1603.1.4, 1609 Lobbies Assembly occupancy 1030.4 Elevator 405.4.3, 1009.2.1, 1009.4, 3006, 3007.6, 3008.6 Exit discharge 1028.2 Underground buildings 405.4.3 Lobby 202 Local Enforcing Agency 1.8.3 Locks and Latches 1010.2, 1010.2.8 Delayed egress locks 1010.2.12 Electromagnetically locked 1010.2.10 Fire Exit Hardware 1010.2.10, 1010.2.8 Group I-2 407.4.1.1, 1010.2.13 Group I-3 408.4 High-rise 403.5.3 Sensor release 1010.2.11

    Toilet rooms Chapter 29 Lodging Houses 310.4, 310.4.2 Lowest Floor 1603.1.7, 1612.4 Lumber

    General provisions Chapter 23 Quality standards 2303

  • CBC § 2303.1.4 Medium relevance — show source text

    2303.1.4

    Floors 2304.11.3.1

    Roofs 2304.11.4.1 Cryogenic Table 307.1(1), 307.4, 307.5, Table 414.5.1, Table 415.11.1.1 Custodial Care [see Institutional I-1, Institutional I-4 and Residential Occupancy (Group R)] 308.2, 308.5,

    310.5

    Dampproofing and Waterproofing 1805 Required 1805.2, 1805.3 Subsoil drainage system 1805.4 Dangerous 202 Day Care 305.2, 308.5, 310.4.1 Accessibility Chapter 11B Adult care 308.5

    Child care 308.5, 310.4.1 Egress 308.5, Table 1004.5 Dead End 415.11.3.3, 1020.5, 1021.1 Dead Load 1606

    Deck Anchorage 1604.8.3 Live loads Table 1607.1 Decorative Glazing 2406.4.1, 2406.4.2, 2406.4.3 Deep Foundation 1808.8.3, 1810 Defend-in-place 407.4, 422.3, 1020.3 Deflections 1604.3.1 Framing supporting glass 2403.3 Preconstruction load tests 1709.3.1 Wood diaphragms 2305 Wood shear walls 2305

    Demolition 3303 Design Flood 1612 Design Strength Column splice 1616.2.2.1 Conformance to standards 1706.1

    New materials 1706.2 Designated Seismic System 1704.3.2, 1704.4, 1704.5 Seismic certification 1705.14.3

    Special inspection 1705.13.4 Detached Single-family Dwelling 202 Detectable Warning 202 Diaphragms 202 Analysis 1604.4 Ceilings 2508.6

    Penetrations 714

    Permit application 105.1 Relocation 107.2.8

    Retention 107.5

    Review 107.3

    Roof assemblies 1503

    Roof live load 1603.1.2

    Roof rain load data 1603.1.9

    Roof snow load 1603.1.3

    Seismic 1603.1.5, 1705.14.2, 1705.14.3 Site plan 107.2.6 Special loads 1603.1.8 Temporary structures 3103.2 Wind data 1603.1.4 Construction Types 202, Chapter 6 Aircraft-related occupancies 412.2.1, Table 412.3.6, 412.5.2 Classification 602 Combustible material in Type I and Type II construction 603, 805 Covered and open mall buildings 402.4.1 Fire district D102.2.3

  • 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 § 1607.1 Medium relevance — show source text

    STRUCTURAL DESIGN

    SECTION 1607—LIVE LOADS

    1607.1 General. Buildings, structures, and parts thereof shall be designed to resist the effects of live loads.

    TABLE 1607.1—MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L, AND MINIMUM CONCENTRATED LIVE LOADS
    0    		 Col2 Col3 Col4 Col5 Col6
    OCCUPANCY OR USE OCCUPANCY OR USE OCCUPANCY OR USE UNIFORM
    (psf)    		 CONCENTRATE
    D (pounds)    		 ALSO SEE
    SECTION
    1. Apartments (see residential) Apartments (see residential) — — —
    2. Access floor systems Office use 50 2,000 —
    2. Access floor systems Computer use 100 2,000 —
    3. Armories and drill rooms Armories and drill rooms 150a — —
    4. Assembly areas Fixed seats (fastened to floor) 60a — —
    4. Assembly areas Lobbies 100a
    4. Assembly areas Movable seats 100a
    4. Assembly areas Stage floors 150a
    4. Assembly areas Platforms (assembly) 100a
    4. Assembly areas Bleachers, folding and telescopic seat-
    ing and grandstands    		 100a (See Section 1607.18)
    4. Assembly areas Stadiums and arenas with fixed seats
    (fastened to the floor)    		 60a (See Section 1607.18)
    4. Assembly areas Other assembly areas 100a
    5. Balconies and decks Balconies and decks 1.5 times the live load for the area
    served, not required to exceed 100    		 — —
    6. Catwalks for maintenance and service access Catwalks for maintenance and service access 40 300 —
    7. Cornices Cornices 60 — —
    8. Corridors First floor 100 — —
    8. Corridors Other floors Same as occupancy
    served except as indicated    		 Same as occupancy
    served except as indicated    		 Same as occupancy
    served except as indicated
    9. Dining rooms and restaurants Dining rooms and restaurants 100a — —
    10. Dwellings (see residential) Dwellings (see residential) — — —
    11. Elevator machine room and control room grating
    (on area of 2 inches by 2 inches)    		 Elevator machine room and control room grating
    (on area of 2 inches by 2 inches)    		 — 300 —
    12. Finish light floor plate construction (on area of 1 inch by 1 inch) Finish light floor plate construction (on area of 1 inch by 1 inch) — 200 —
    13. Fire escapes Fire escapes 100 — —
    13. On single-family dwellings only 40 40 40
    14. Fixed ladders Fixed ladders See Section 1607.10 See Section 1607.10 —
    15.

Frequently asked questions

What is included in dead load?

Dead load includes actual weights of materials, fixed service equipment (including maximum contents where required), photovoltaic arrays/supports/ballast, and the full weight of vegetative roofs (saturated and dry) — see §1606 and subsections for specifics .

Where do I find the live loads to use for a given space?

Use Table 1607.1 (the CBC’s Table of minimum uniformly distributed and concentrated live loads) and the corresponding §1607.1 guidance; pick the row matching your occupancy and apply any applicable reductions per §1607.A.13 or §1607.A.14 as allowed file.

Can I reduce roof live loads for large roof areas?

Yes — ordinary roofs may use the roof reduction equations in §1607.A.14.1 to compute a reduced roof live load L_r (bounded by 12–20 psf in the CBC when reductions are used). You must compute R1 and R2 per the equations and respect continuity and minimum limits (§1607.A.14.1) .

Do I need to show loads on the permit drawings?

Yes. Construction documents must indicate floor and roof dead and live loads and other load data required by §1603.1 (e.g., ground snow load, wind speed, seismic design category) §1603.1.1–§1603.1.4 .

Are vegetative roof weights treated differently?

They are treated as dead loads and must be computed for both saturated and dry conditions; design must consider the most severe load effect (§1606.5) .

More in California Building Code

Ask about the CBC

Get cited, plain-English answers on the California Building Code for your project — any code section, any scenario.

Start Free Trial

Related in the CBC

When and how can live load reductions or partial loading be used?

How do I determine required load combinations for design?

Loads & Load Combinations

California Building Code