REVISION RECORD FOR THE STATE OF CALIFORNIA EMERGENCY SUPPLEMENT Effective January 30, 2017 2016 Title 24, Part 2, Vol. 2 California Building Code General Information: 1. This supplement provides emergency building standards that were adopted by the Building Standards Commission on January 27, 2017, filed with Secretary of State, and became effective January 30, 2017. The Building Standards Commission issued Information Bulletin 17-01 announcing the emergency regulations. Clarification: Emergency building standards become effective upon filing with Secretary of State after commission adop- tion. They remain in place and enforceable for only 180 days, pursuant to Government Code, Sections 11346.2 to 11347.3. For the emergency building standards to become a permanent adoption, the state agency initiating the emergency adoption must complete the required rulemaking process before the 180-day expiration date. The required process includes an oppor- tunity for the public to review and comment on the initially adopted regulatory language of the building standard. 2. This Emergency Supplement provides new or replacement blue supplement pages with building standards approved by the Cali- fornia Building Standards Commission on an emergency basis for insertion in the California Code of Regulations, Title 24, Part 2, Vol. 2, of the 2016 California Building Standards Code. Existing Part 2 pages should be replaced by pages provided with this supplement. Instructions are provided below. 3. Health and Safety Code, Section 18938.5, establishes that only building standards in effect at the time of the application for a building permit may be applied to the project plans and construction. This rule applies to both adoptions of building standards for Title 24 by the California Building Standards Commission, and local adoptions and ordinances imposing building standards. 4. Not all code text on the enclosed blue Emergency Supplement pages is a new or amended building standard. New, amended, or repealed building standards are identified by margin symbols. An explanation of margin symbols is provided in the front of the code. 5. You may wish to retain the superseded material with this revision record so that the prior wording of any section can be easily ascertained. Remove Existing Pages Insert Blue-Colored Pages 1 and 2 1 and 2 9 and 10 9 and 10 47 and 48 47 and 48 63 and 64 63 and 64 267 and 268 267 and 268 285 and 286 285 and 286 655 and 656 655 and 656 Item No. 5520S1623
Transcript
REVISION RECORDFOR THE STATE OF CALIFORNIA
EMERGENCY SUPPLEMENT
Effective January 30, 2017
2016 Title 24, Part 2, Vol. 2California Building Code
General Information:
1. This supplement provides emergency building standards that were adopted by the Building Standards Commission on January27, 2017, filed with Secretary of State, and became effective January 30, 2017. The Building Standards Commission issuedInformation Bulletin 17-01 announcing the emergency regulations.
Clarification: Emergency building standards become effective upon filing with Secretary of State after commission adop-tion. They remain in place and enforceable for only 180 days, pursuant to Government Code, Sections 11346.2 to 11347.3.For the emergency building standards to become a permanent adoption, the state agency initiating the emergency adoptionmust complete the required rulemaking process before the 180-day expiration date. The required process includes an oppor-tunity for the public to review and comment on the initially adopted regulatory language of the building standard.
2. This Emergency Supplement provides new or replacement blue supplement pages with building standards approved by the Cali-fornia Building Standards Commission on an emergency basis for insertion in the California Code of Regulations, Title 24, Part2, Vol. 2, of the 2016 California Building Standards Code. Existing Part 2 pages should be replaced by pages provided with thissupplement. Instructions are provided below.
3. Health and Safety Code, Section 18938.5, establishes that only building standards in effect at the time of the application for abuilding permit may be applied to the project plans and construction. This rule applies to both adoptions of building standards forTitle 24 by the California Building Standards Commission, and local adoptions and ordinances imposing building standards.
4. Not all code text on the enclosed blue Emergency Supplement pages is a new or amended building standard. New, amended, orrepealed building standards are identified by margin symbols. An explanation of margin symbols is provided in the front of thecode.
5. You may wish to retain the superseded material with this revision record so that the prior wording of any section can be easilyascertained.
Remove Existing Pages Insert Blue-Colored Pages1 and 2 1 and 2
9 and 10 9 and 10
47 and 48 47 and 48
63 and 64 63 and 64
267 and 268 267 and 268
285 and 286 285 and 286
655 and 656 655 and 656
Item No. 5520S1623
2016 CALIFORNIA BUILDING CODE 1
CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLECHAPTER 16 – STRUCTURAL DESIGN
(Matrix Adoption Tables are non-regulatory, intended only as an aid to the user. See Chapter 1 for state agency authority and building applications.)
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.
Adopting agency BSC BSC-CG SFM
HCD DSA OSHPDBSCC DPH AGR DWR CEC CA SL SLC
1 2 1/AC AC SS SS/CC 1 2 3 4
Adopt entire chapter X
Adopt entire chapter as amended (amended sections listed below)
X X X X X
Adopt only those sections that are listed below X X X
Chapter / Section
1601.1.1 X
1601.1.2 X
1601.1.3 X
1601.1.4 X
1601.2 X X
1603.1 X
1607.1, Table 1607.1 X
Table 1607.1 X X X
1607.8 X
1607.8.2 X X
1612.3, Exception X
1613.1 X
1613.1.1 X
1613.1.2 X
1613.1.3 X
1613.3.1, Exception X
1613.3.5, Exception X
1613.3.5.1, Exception X
1613.3.5.2, Exception X
1613.5 X X
1613.5.1, Exception X
1616 X
EMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
2 2016 CALIFORNIA BUILDING CODEEMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
STRUCTURAL DESIGN
2016 CALIFORNIA BUILDING CODE 9
0.6D + 0.6W+H (Equation 16-15)
0.6(D + F) + 0.7E+H (Equation 16-16)
Exceptions:
1. Crane hook loads need not be combined with rooflive load or with more than three-fourths of thesnow load or one-half of the wind load.
2. Flat roof snow loads of 30 psf (1.44 kN/m2) orless and roof live loads of 30 psf (1.44 kN/m2) orless need not be combined with seismic loads.Where flat roof snow loads exceed 30 psf (1.44kN/m2), 20 percent shall be combined with seis-mic loads.
3. Where the effect of H resists the primary variableload effect, a load factor of 0.6 shall be includedwith H where H is permanent and H shall be setto zero for all other conditions.
4. In Equation 16-15, the wind load, W, is permittedto be reduced in accordance with Exception 2 ofSection 2.4.1 of ASCE 7.
5. In Equation 16-16, 0.6 D is permitted to beincreased to 0.9 D for the design of special rein-forced masonry shear walls complying withChapter 21.
1605.3.1.1 Stress increases. Increases in allowablestresses specified in the appropriate material chapter orthe referenced standards shall not be used with the loadcombinations of Section 1605.3.1, except that increasesshall be permitted in accordance with Chapter 23.
1605.3.1.2 Other loads. Where flood loads, Fa, are tobe considered in design, the load combinations of Sec-tion 2.4.2 of ASCE 7 shall be used. Where self-strain-ing loads, T, are considered in design, their structuraleffects in combination with other loads shall be deter-mined in accordance with Section 2.4.4 of ASCE 7.Where an ice-sensitive structure is subjected to loadsdue to atmospheric icing, the load combinations of Sec-tion 2.4.3 of ASCE 7 shall be considered.
1605.3.2 Alternative basic load combinations. In lieu ofthe basic load combinations specified in Section 1605.3.1,structures and portions thereof shall be permitted to bedesigned for the most critical effects resulting from thefollowing combinations. When using these alternativebasic load combinations that include wind or seismicloads, allowable stresses are permitted to be increased orload combinations reduced where permitted by the mate-rial chapter of this code or the referenced standards. Forload combinations that include the counteracting effects ofdead and wind loads, only two-thirds of the minimumdead load likely to be in place during a design wind eventshall be used. When using allowable stresses that havebeen increased or load combinations that have beenreduced as permitted by the material chapter of this codeor the referenced standards, where wind loads are calcu-lated in accordance with Chapters 26 through 31 of ASCE7, the coefficient (ω) in the following equations shall betaken as 1.3. For other wind loads, (ω) shall be taken as 1.When allowable stresses have not been increased or load
combinations have not been reduced as permitted by thematerial chapter of this code or the referenced standards,(ω) shall be taken as 1. When using these alternative loadcombinations to evaluate sliding, overturning and soilbearing at the soil-structure interface, the reduction offoundation overturning from Section 12.13.4 in ASCE 7shall not be used. When using these alternative basic loadcombinations for proportioning foundations for loadings,which include seismic loads, the vertical seismic loadeffect, Ev, in Equation 12.4-4 of ASCE 7 is permitted to betaken equal to zero.
D + L + (Lr or S or R) (Equation 16-17)
D + L + 0.6 ωW (Equation 16-18)
D + L + 0.6 ωW + S/2 (Equation 16-19)
D + L + S + 0.6 ωW/2 (Equation 16-20)
D + L + S + E/1.4 (Equation 16-21)
0.9D + E/1.4 (Equation 16-22)
Exceptions:
1. Crane hook loads need not be combined with rooflive loads or with more than three-fourths of thesnow load or one-half of the wind load.
2. Flat roof snow loads of 30 psf (1.44 kN/m2) orless and roof live loads of 30 psf (1.44 kN/m2) orless need not be combined with seismic loads.Where flat roof snow loads exceed 30 psf (1.44kN/m2), 20 percent shall be combined with seis-mic loads.
1605.3.2.1 Other loads. Where F, H or T are to be con-sidered in the design, each applicable load shall beadded to the combinations specified in Section1605.3.2. Where self-straining loads, T, are consideredin design, their structural effects in combination withother loads shall be determined in accordance with Sec-tion 2.4.4 of ASCE 7.
SECTION 1606DEAD LOADS
1606.1 General. Dead loads are those loads defined in Sec-tion 1602.1. Dead loads shall be considered permanent loads.
1606.2 Design dead load. For purposes of design, the actualweights of materials of construction and fixed service equip-ment shall be used. In the absence of definite information,values used shall be subject to the approval of the buildingofficial.
SECTION 1607LIVE LOADS
1607.1 General. Live loads are those loads defined in Sec-tion 1602.1.
1607.2 Loads not specified. For occupancies or uses not des-ignated in Table 1607.1, the live load shall be determined inaccordance with a method approved by the building official.
EMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
STRUCTURAL DESIGN
10 2016 CALIFORNIA BUILDING CODE
TABLE 1607.1MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, Lo,
AND MINIMUM CONCENTRATED LIVE LOADSg
(continued)
OCCUPANCY OR USE UNIFORM (psf)
CONCENTRATED (lbs.)
1. Apartments (see residential) — —
2. Access floor systemsOffice useComputer use
50100
2,0002,000
3. Armories and drill rooms 150m —
4. Assembly areasFixed seats (fastened to floor)Follow spot, projections and
control roomsLobbiesMovable seatsStage floorsPlatforms (assembly)Other assembly areas
60m
50100m
100m
150m
100m
100m
—
5. Balconies and decksh
[BSC, HCD 1, HCD 2] 1.5
times the live load for the area served.
Not required to exceed 100 psf.
—
6. Catwalks 40 300
7. Cornices 60 —
8. CorridorsFirst floorOther floors 100
Same as occupancy
served except as indicated
—
9. Dining rooms and restaurants 100m —
10. Dwellings (see residential) — —
11. 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) — 200
13. Fire escapesOn single-family dwellings only
10040 —
14. Garages (passenger vehicles only)Trucks and buses
40m Note a
See Section 1607.7
15. Handrails, guards and grab bars See Section 1607.8
16. Helipads See Section 1607.6
17. HospitalsCorridors above first floorOperating rooms, laboratoriesPatient rooms
806040
1,0001,0001,000
18. Hotels (see residential) — —
19. LibrariesCorridors above first floorReading roomsStack rooms
8060
150b, m
1,0001,0001,000
20. ManufacturingHeavyLight
250m
125m3,0002,000
21. Marquees, except one- and two-family dwellings 75 —
TABLE 1607.1—continuedMINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, Lo,
AND MINIMUM CONCENTRATED LIVE LOADSg
(continued)
OCCUPANCY OR USE UNIFORM(psf)
CONCENTRATED(lbs.)
22. Office buildingsCorridors above first floorFile and computer rooms shall be
designed for heavier loads basedon anticipated occupancy
Lobbies and first-floor corridorsOffices
80—
10050
2,000—
2,0002,000
23. Penal institutionsCell blocksCorridors
40100
—
24. Recreational uses:Bowling alleys, poolrooms and
similar usesDance halls and ballroomsGymnasiumsIce skating rinkReviewing stands, grandstands and
bleachersRoller skating rinkStadiums and arenas with fixed
seats (fastened to floor)
75m
100m
100m
250m
100c, m
100m
60c, m
—
25. ResidentialOne- and two-family dwellingsUninhabitable attics without
storagei
Uninhabitable attics with storagei, j, k
Habitable attics and sleeping areask
Canopies, including marqueesAll other areas
Hotels and multifamily dwellingsPrivate rooms and corridors serving
themPublic roomsm and corridors serving
them
1020302040
40
100
—
26. RoofsAll roof surfaces subject to main-tenance workers
Awnings and canopies:Fabric construction supported by
a skeleton structureAll other construction, except one-
and two-family dwellingsOrdinary flat, pitched, and curved roofs (that are not occupiable)
Primary roof members exposed to a work floor:
Single panel point of lower chord of roof trusses or any point along primary structural memberssupporting roofs over manufac-turing, storage warehouses, andrepair garagesAll other primary roof members
Occupiable roofs:Roof gardensAssembly areasAll other similar areas
5 Nonreducible
20
20
100100m
Note 1
300
2,000300
Note 1
27. SchoolsClassroomsCorridors above first floorFirst-floor corridors
4080
100
1,0001,0001,000
28. Scuttles, skylight ribs and accessible ceilings — 200
29. Sidewalks, vehicular driveways and and yards, subject to trucking 250d, m 8,000e
EMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
STRUCTURAL DESIGN
2016 CALIFORNIA BUILDING CODE 47
1615.4.2.1 Longitudinal ties. Longitudinal ties shallconsist of continuous reinforcement in slabs; continu-ous or spliced decks or sheathing; continuous or splicedmembers framing to, within or across walls; or connec-tions of continuous framing members to walls. Longi-tudinal ties shall extend across interior load-bearingwalls and shall connect to exterior load-bearing wallsand shall be spaced at not greater than 10 feet (3038mm) on center. Ties shall have a minimum nominaltensile strength, TT, given by Equation 16-41. For ASDthe minimum nominal tensile strength shall be permit-ted to be taken as 1.5 times the allowable tensile stresstimes the area of the tie.
TT = w LS ≤ αT S (Equation 16-41)
where:
L = The span of the horizontal element in thedirection of the tie, between bearing walls, feet(m).
w = The weight per unit area of the floor or roof in thespan being tied to or across the wall, psf (N/m2).
S = The spacing between ties, feet (m).
αT = A coefficient with a value of 1,500 pounds perfoot (2.25 kN/m) for masonry bearing wallstructures and a value of 375 pounds per foot (0.6kN/m) for structures with bearing walls of cold-formed steel light-frame construction.
1615.4.2.2 Transverse ties. Transverse ties shall con-sist of continuous reinforcement in slabs; continuous orspliced decks or sheathing; continuous or spliced mem-
bers framing to, within or across walls; or connectionsof continuous framing members to walls. Transverseties shall be placed no farther apart than the spacing ofload-bearing walls. Transverse ties shall have minimumnominal tensile strength TT, given by Equation 16-41.For ASD the minimum nominal tensile strength shallbe permitted to be taken as 1.5 times the allowable ten-sile stress times the area of the tie.
1615.4.2.3 Perimeter ties. Perimeter ties shall consistof continuous reinforcement in slabs; continuous orspliced decks or sheathing; continuous or splicedmembers framing to, within or across walls; or con-nections of continuous framing members to walls.Ties around the perimeter of each floor and roof shallbe located within 4 feet (1219 mm) of the edge andshall provide a nominal strength in tension not lessthan Tp, given by Equation 16-42. For ASD the mini-mum nominal tensile strength shall be permitted to betaken as 1.5 times the allowable tensile stress timesthe area of the tie.
Tp = 200w ≤ βT (Equation 16-42)
For SI: Tp= 90.7w ≤ βT
where:
w = As defined in Section 1615.4.2.1.
βT = A coefficient with a value of 16,000 pounds(7200 kN) for structures with masonry bearingwalls and a value of 4,000 pounds (1300 kN) forstructures with bearing walls of cold-formed steellight-frame construction.
FIGURE 1615.4LONGITUDINAL, PERIMETER, TRANSVERSE AND VERTICAL TIES
EMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
STRUCTURAL DESIGN
48 2016 CALIFORNIA BUILDING CODE
1615.4.2.4 Vertical ties. Vertical ties shall consist ofcontinuous or spliced reinforcing, continuous or splicedmembers, wall sheathing or other engineered systems.Vertical tension ties shall be provided in bearing wallsand shall be continuous over the height of the building.The minimum nominal tensile strength for vertical tieswithin a bearing wall shall be equal to the weight of thewall within that story plus the weight of the diaphragmtributary to the wall in the story below. No fewer thantwo ties shall be provided for each wall. The strength ofeach tie need not exceed 3,000 pounds per foot (450kN/m) of wall tributary to the tie for walls of masonryconstruction or 750 pounds per foot (140 kN/m) of walltributary to the tie for walls of cold-formed steel light-frame construction.
SECTION 1616ADDITIONAL REQUIREMENTS FOR
COMMUNITY COLLEGES [DSA-SS/CC]1616.1 Construction documents.
1616.1.1 Additional requirements for construction docu-ments are included in Sections 4-210 and 4-317 of theCalifornia Administrative Code (Part 1, Title 24, C.C.R).
1616.1.2 Connections. Connections that resist designseismic forces shall be designed and detailed on thedesign drawings.
1616.1.3 Construction procedures. Where unusual erec-tion or construction procedures are considered essentialby the project structural engineer or architect in order toaccomplish the intent of the design or influence the con-struction, such procedure shall be indicated on the plansor in the specifications.
1616.2 General design requirements.
1616.2.1 Lateral load deflections.
1616.2.1.1 Horizontal diaphragms. The maximumspan-depth ratio for any roof or floor diaphragm con-sisting of steel and composite steel slab decking or con-crete shall be based on test data and designcalculations acceptable to the enforcement agency.
1616.2.1.2 Veneers. The deflection shall not exceed l/600for veneered walls, anchored veneers and adheredveneers over 1 inch (25 mm) thick, including the mortarbacking.
1616.2.1.3 Risk Category of buildings and other struc-tures. Risk Category IV includes structures as definedin the California Administrative Code, Section 4-207and all structures required for their continuous opera-tion or access/egress.
1616.2.1.4 Analysis. Structural analysis shall explicitlyinclude consideration of stiffness of diaphragm inaccordance with ASCE 7 Section 12.3.1. A diaphragmis rigid for the purpose of distribution of story shearand torsional moment where so indicated in Section12.3.1 of ASCE 7.
1616.2.2 Structural walls. For anchorage of concrete ormasonry 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.
1616.3 Load combinations.
1616.3.1 Stability. When checking stability under theprovisions of Section 1605.1.1 using allowable stressdesign, the factor of safety for soil bearing values shallnot be less than the overstrength factor of the structuressupported.
1616.4 Roof dead loads. The design dead load shall providefor the weight of at least one additional roof covering in addi-tion to other applicable loadings if the new roof covering ispermitted to be applied over the original roofing without itsremoval, in accordance with Section 1511.
1616.5 Live loads.
1616.5.1 Modifications to Table 1607.1.
1616.5.1.1 Item 4. Assembly areas. The following min-imum loads for stage accessories apply:
1. Gridirons and fly galleries: 75 pounds per squarefoot uniform live load.
2. Loft block wells: 250 pounds per lineal foot verti-cal load and lateral load.
3. Head block wells and sheave beams: 250 poundsper lineal foot vertical load and lateral load.Head block wells and sheave beams shall bedesigned for all tributary loft block well loads.Sheave blocks shall be designed with a safety fac-tor of five.
4. Scenery beams where there is no gridiron: 300pounds per lineal foot vertical load and lateralload.
5. Ceiling framing over stages shall be designed for auniform live load of 20 pounds per square foot. Formembers supporting a tributary area of 200 squarefeet or more, this additional load may be reduced to15 pounds per square foot (0.72 kN/m2).
1616.5.1.2 Item 5. Balconies and decks. The minimumuniform live load for balconies and decks is 1.5 timesthe live load for the area served. Not required to exceed100 psf.
1616.5.1.3 Item 24. Reviewing stands, grandstandsand bleachers. The minimum uniform live load for apress box floor or accessible roof with railing is 100psf.
1616.5.1.4 Item 35. Yards and terraces, pedestrians.Item 35 applies to pedestrian bridges and walkwaysthat are not subjected to uncontrolled vehicle access.
1616.5.1.5 Item 36. Storage racks and wall-hung cab-inets. The minimum vertical design live load shall be asfollows:
15-inch-deep (381 mm) shelf - 41 pounds per lin-eal foot (598 N/m), or 33 pounds per cubic foot
EMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
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2016 CALIFORNIA BUILDING CODE 63
1605A.3.1.2 Other loads. Where flood loads, Fa, are tobe considered in design, the load combinations of Sec-tion 2.4.2 of ASCE 7 shall be used. Where self-strain-ing loads, T, are considered in design, their structuraleffects in combination with other loads shall be deter-mined in accordance with Section 2.4.4 of ASCE 7.Where an ice-sensitive structure is subjected to loadsdue to atmospheric icing, the load combinations of Sec-tion 2.4.3 of ASCE 7 shall be considered.
1605A.3.2 Alternative basic load combinations. In lieuof the basic load combinations specified in Section1605A.3.1, structures and portions thereof shall be per-mitted to be designed for the most critical effects result-ing from the following combinations. When using thesealternative basic load combinations that include wind orseismic loads, allowable stresses are permitted to beincreased or load combinations reduced where permittedby the material chapter of this code or the referencedstandards. For load combinations that include the coun-teracting effects of dead and wind loads, only two-thirdsof the minimum dead load likely to be in place during adesign wind event shall be used. When using allowablestresses that have been increased or load combinationsthat have been reduced as permitted by the materialchapter of this code or the referenced standards, wherewind loads are calculated in accordance with Chapters 26through 31 of ASCE 7, the coefficient (ω) in the follow-ing equations shall be taken as 1.3. For other wind loads,(ω) shall be taken as 1. When allowable stresses have notbeen increased or load combinations have not beenreduced as permitted by the material chapter of this codeor the referenced standards, (ω) shall be taken as 1. Whenusing these alternative load combinations to evaluatesliding, overturning and soil bearing at the soil-structureinterface, the reduction of foundation overturning fromSection 12.13.4 in ASCE 7 shall not be used. When usingthese alternative basic load combinations for proportion-ing foundations for loadings, which include seismicloads, the vertical seismic load effect, Ev, in Equation12.4-4 of ASCE 7 is permitted to be taken equal to zero.
D + L + (Lr or S or R) (Equation 16A-17)
D + L + 0.6 ωW (Equation 16A-18)
D + L + 0.6 ωW + S/2 (Equation 16A-19)
D + L + S + 0.6 ωW/2 (Equation 16A-20)
D + L + S + E/1.4 (Equation 16A-21)
0.9D + E/1.4 (Equation 16A-22)
Exceptions:
1. Crane hook loads need not be combined with rooflive loads or with more than three-fourths of thesnow load or one-half of the wind load.
2. Flat roof snow loads of 30 psf (1.44 kN/m2) orless and roof live loads of 30 psf (1.44 kN/m2) orless need not be combined with seismic loads.Where flat roof snow loads exceed 30 psf (1.44
kN/m2), 20 percent shall be combined with seis-mic loads.
1605A.3.2.1 Other loads. Where F, H or T are to beconsidered in the design, each applicable load shall beadded to the combinations specified in Section1605A.3.2. Where self-straining loads, T, are consid-ered in design, their structural effects in combinationwith other loads shall be determined in accordance withSection 2.4.4 of ASCE 7.
SECTION 1606ADEAD LOADS
1606A.1 General. Dead loads are those loads defined inChapter 2 of this code. Dead loads shall be considered perma-nent loads.
1606A.2 Design dead load. For purposes of design, theactual weights of materials of construction and fixed serviceequipment shall be used. In the absence of definite informa-tion, values used shall be subject to the approval of the build-ing official.
1606A.3 Roof dead loads. The design dead load shall pro-vide for the weight of at least one additional roof covering inaddition to other applicable loadings if the new roof coveringis permitted to be applied over the original roofing without itsremoval, in accordance with Section 1511.
SECTION 1607ALIVE LOADS
1607A.1 General. Live loads are those loads defined inChapter 2 and Section 1602A.1 of this code.
1607A.2 Loads not specified. For occupancies or uses notdesignated in Table 1607A.1, the live load shall be deter-mined in accordance with a method approved by the buildingofficial.
1607A.3 Uniform live loads. The live loads used in thedesign of buildings and other structures shall be the maxi-mum loads expected by the intended use or occupancy butshall in no case be less than the minimum uniformly distrib-uted live loads given in Table 1607A.1.
1607A.4 Concentrated live loads. Floors and other similarsurfaces shall be designed to support the uniformly distrib-uted live loads prescribed in Section 1607A.3 or the concen-trated live loads, given in Table 1607A.1, whichever producesthe greater load effects. Unless otherwise specified, the indi-cated concentration shall be assumed to be uniformly distrib-uted over an area of 21/2 feet by 21/2 feet (762 mm by 762mm) and shall be located so as to produce the maximum loadeffects in the structural members.
1607A.5 Partition loads. In office buildings and in otherbuildings where partition locations are subject to change, pro-visions for partition weight shall be made, whether or not par-titions are shown on the construction documents, unless thespecified live load is 80 psf (3.83 kN/m2) or greater. The par-tition load shall be not less than a uniformly distributed liveload of 15 psf (0.72 kN/m2).
EMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
STRUCTURAL DESIGN
64 2016 CALIFORNIA BUILDING CODE
TABLE 1607A.1MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, Lo,
AND MINIMUM CONCENTRATED LIVE LOADSg
(continued)
OCCUPANCY OR USE UNIFORM (psf)
CONCENTRATED (lbs.)
1. Apartments (see residential) — —2. Access floor systems
Office useComputer use
50100
2,0002,000
3. Armories and drill rooms 150m —
4. Assembly areaso, q
Fixed seats (fastened to floor)Follow spot, projections and
control roomsLobbiesMovable seatsStage floorsPlatforms (assembly)Other assembly areas
60 m
50100 m
100 m
150 m
100 m
100 m
—
5. Balconies and decksh
[DSA-SS] 1.5 times the live load for the area served.
Not required to exceed 100 psf.
—
6. Catwalks 40 300
7. Cornices 60 —
8. CorridorsFirst floorOther floors
100Same as
occupancy served except as indicated
—
9. Dining rooms and restaurants 100m —10. Dwellings (see residential) — —11. 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) — 200
13. Fire escapesOn single-family dwellings only
10040 —
14. Garages (passenger vehicles only)Trucks and buses
40m Note a
See Section 1607.715. Handrails, guards and grab bars See Section 1607.816. Helipads See Section 1607.6
17. Hospitals [OSHPD 1 & 4]Corridors above first floorOperating rooms, laboratoriesPatient roomsMechanical and electrical equipment areas including open areas around equipmentStorage Light HeavyDining Area (not used for assembly)Kitchen and serving areas
80604050
12525010050
1,0001,0001,000
1,0001,000
18. Hotels (see residential) — —19. Librariesn
Corridors above first floorReading roomsStack rooms
8060m
150b, m
1,0001,0001,000
20. ManufacturingHeavyLight
250m
125m3,0002,000
21. Marquees, except one- and two-family dwellings 75 —
TABLE 1607A.1—continuedMINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, Lo,
AND MINIMUM CONCENTRATED LIVE LOADSg
(continued)
OCCUPANCY OR USE UNIFORM(psf)
CONCENTRATED(lbs.)
22. Office buildingsn
Corridors above first floorFile and computer rooms shall
be designed for heavier loadsbased on anticipated occupancy
Lobbies and first-floor corridorsOffices
80—
10050
2,000—
2,0002,000
23. Penal institutionsCell blocksCorridors
40100
—
24. Recreational uses:Bowling alleys, poolrooms and
similar usesDance halls and ballroomsGymnasiumsIce skating rinkReviewing stands, grandstands and
bleachersq
Roller skating rinkStadiums and arenas with fixed
seats (fastened to floor)
75m
100m
100m
250m
100c, m
100m
60c, m
—
25. ResidentialOne- and two-family dwellingsUninhabitable attics without
storagei
Uninhabitable attics with storagei, j, k
Habitable attics and sleeping areask
Canopies, including marqueesAll other areas
Hotels and multifamily dwellingsPrivate rooms and corridors serving
themPublic roomsm and corridors serving
them
1020302040
40
100
—
26. RoofsAll roof surfaces subject to main-tenance workers
Awnings and canopies:Fabric construction supported by a
skeleton structureAll other construction, except one-
and two-family dwellingsOrdinary flat, pitched, and curved roofs (that are not occupiable)
Primary roof members exposed to a work floor
Single panel point of lower chord of roof trusses or any point along primary structural memberssupporting roofs over manufac-turing, storage warehouses, andrepair garagesAll other primary roof members
Occupiable roofs:Roof gardensAssembly areasAll other similar areas
5 Nonreducible
20
20
100100m
Note 1
300
2,000300
Note 1
27. Schoolsn
ClassroomsCorridors above first floorFirst-floor corridors
40 p
80100
1,0001,0001,000
28. Scuttles, skylight ribs and accessibleceilings — 200
29. Sidewalks, vehicular drive ways andyards, subject to trucking 250d, m 8,000e
EMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
2016 CALIFORNIA BUILDING CODE 267
CHAPTER 23
WOOD
SECTION 2301GENERAL
2301.1 Scope. The provisions of this chapter shall govern thematerials, design, construction and quality of wood membersand their fasteners.
[HCD 1] For limited-density owner-built rural dwellings,owner-produced or used materials and appliances may be
utilized unless found not to be of sufficient strength ordurability to perform the intended function; owner-pro-duced or used lumber, or shakes and shingles may be uti-lized unless found to contain dry rot, excessive splitting orother defects obviously rendering the material unfit instrength or durability for the intended purpose.
CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLECHAPTER 23 – WOOD
(Matrix Adoption Tables are non-regulatory, intended only as an aid to the user. See Chapter 1 for state agency authority and building applications.)
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.
Adopting agency BSC BSC-CG SFM
HCD DSA OSHPDBSCC DPH AGR DWR CEC CA SL SLC
1 2 1/AC AC SS SS/CC 1 2 3 4
Adopt entire chapter X
Adopt entire chapter as amended (amended sections listed below)
X X X X X X X
Adopt only those sections that are listed below X X
Chapter / Section
2301.1 X
2301.1.1 X X X X X
2301.1.2 X X X X X
2301.1.3 X X X X X
2301.1.3.1 X X X X
2301.1.3.2 X
2301.1.4 X X X X X
2301.2, Item 4, Exception X X X
2303.1.3.1 X X X X X
2303.1.4.1 X X X X X
2303.2 – 2303.2.9 X
2303.4.1.4.1, Exception 3 X X X X X
2303.4.3.1 X X X X X
2304.3.1.1 X
2304.3.4 X X X X X
2304.4.1 X X
2304.5
2304.6.1 X X
2304.10.1.1 X X X X
2304.12.1.1.1 X
2304.12.1.2, Exception X X X X
2304.12.1.4.1 X X X X
2304.12.2.5 X X X X X
2304.12.2.6 X X X X X
2304.12.8 X
2304.12.9 X
2305.1.2 X X X X X
2308.1 X X
2308.2.7 X X X
2309.1.1 X X X
EMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
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268 2016 CALIFORNIA BUILDING CODE
2301.1.1 Application. [DSA-SS, DSA-SS/CC & OSHPD1, 2 & 4] The scope of application of Chapter 23 is as fol-lows:
1. Applications listed in Sections 1.9.2.1 and 1.9.2.2,regulated by the Division of the State Architect-Structural Safety (DSA-SS, and DSA-SS/CC). Theseapplications include public elementary and second-ary schools, community colleges and state-owned orstate-leased essential services buildings.
2. Applications listed in Section 1.10, regulated by theOffice of Statewide Health Planning and Develop-ment (OSHPD). These applications include hospi-tals, skilled nursing facilities, intermediate carefacilities and correctional treatment centers.
Exception: For applications listed in Section1.10.3 (Licensed Clinics), the provisions of thischapter without OSHPD amendments identifiedin accordance with Section 2301.1.2 shall apply.
2301.1.2 Identification of amendments. [DSA-SS, DSA-SS/CC & OSHPD 1, 2 & 4] Amendments appear in thischapter preceded with the appropriate acronym, as fol-lows:
1. Division of the State Architect - Structural Safety:
[DSA-SS] - For applications listed in Section 1.9.2.1.
[DSA-SS/CC] - For applications listed in Section1.9.2.2
2. Office of Statewide Health Planning and Develop-ment:
[OSHPD 1] - For applications listed in Section 1.10.1.
[OSHPD 2] - For applications listed in Section 1.10.2.
[OSHPD 4] - For applications listed in Section 1.10.4.
2301.1.3 Reference to other chapters.
2301.1.3.1 [DSA-SS and OSHPD 1 & 4] Where refer-ence within this chapter is made to sections in Chapters16, 17, 18, 19, 21, and 22, the provisions in Chapters16A, 17A, 18A, 19A, 21A, and 22A, respectively shallapply instead.
2301.1.3.2 [DSA-SS/CC] Where reference within thischapter is made to sections in Chapters 17 and 18, theprovisions in Chapters 17A and 18A respectively shallapply instead.
2301.1.4 Prohibition. [DSA-SS & DSA-SS/CC &OSHPD 1, 2 & 4] The following design methods, systems,and materials are not permitted by DSA and OSHPD:
2. Gypsum-based sheathing shear walls and portlandcement plaster shear walls.
3. Shear wall foundation anchor bolt washers inaccordance with exception to AWC SDPWS Section4.3.6.4.3.
4. Wood structural panel shear walls and diaphragmsusing staples as fasteners.
5. Unblocked shear walls.
6. Any wood structural panel sheathing used for dia-phragms and shear walls that are part of the seismicforce-resisting system, not applied directly to fram-ing members.
7. Single and double diagonally sheathed lumber wallsused to resist seismic forces.
8. Log structures in accordance with ICC 400.
9. Cross-laminated timber used as part of the seismicforce-resisting system, unless approved as an alter-native system in accordance with Section 104.11.
2301.2 General design requirements. The design of struc-tural elements or systems, constructed partially or wholly ofwood or wood-based products, shall be in accordance withone of the following methods:
1. Allowable stress design in accordance with Sections2304, 2305 and 2306.
2. Load and resistance factor design in accordance withSections 2304, 2305 and 2307.
3. Conventional light-frame construction in accordancewith Sections 2304 and 2308.
4. AWC WFCM in accordance with Section 2309.
5. The design and construction of log structures in accor-dance with the provisions of ICC 400.
2301.3 Nominal sizes. For the purposes of this chapter,where dimensions of lumber are specified, they shall bedeemed to be nominal dimensions unless specifically desig-nated as actual dimensions (see Section 2304.2).
SECTION 2302DEFINITIONS
2302.1 Definitions. The following terms are defined in Chap-ter 2:
ACCREDITATION BODY.
BRACED WALL LINE.
BRACED WALL PANEL.
COLLECTOR.
CONVENTIONAL LIGHT-FRAME CONSTRUCTION.
CRIPPLE WALL.
CROSS-LAMINATED TIMBER.
DIAPHRAGM, UNBLOCKED.
DRAG STRUT.
ENGINEERED WOOD RIM BOARD.
FIBERBOARD.
GABLE.
GRADE (LUMBER).
HARDBOARD.
NAILING, BOUNDARY.
NAILING, EDGE.
NAILING, FIELD.
EMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
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2016 CALIFORNIA BUILDING CODE 285
2304.12.2.4 Laminated timbers. The portions ofglued-laminated timbers that form the structural sup-ports of a building or other structure and are exposed toweather and not fully protected from moisture by aroof, eave or similar covering shall be pressure treatedwith preservative or be manufactured from naturallydurable or preservative-treated wood.
2304.12.2.5 Supporting members for permeablefloors and roofs. Wood structural members that sup-port moisture-permeable floors or roofs that areexposed to the weather, such as concrete or masonryslabs, shall be of naturally durable or preservative-treated wood unless separated from such floors or roofsby an impervious moisture barrier. [BSC, DSA-SS,DSA-SS/CC, HCD 1, HCD 2] The impervious moisturebarrier system protecting the structure supportingfloors shall provide positive drainage of water thatinfiltrates the moisture-permeable floor topping.
2304.12.2.6 Ventilation required beneath balcony orelevated walking surfaces. [BSC, DSA-SS, DSA-SS/CC, HCD 1, HCD 2] Enclosed framing in exterior bal-conies and elevated walking surfaces that are exposedto rain, snow, or drainage from irrigation, shall be pro-vided with openings that provide a net free cross venti-lation area not less than 1/150 of the area of eachseparate space.
2304.12.3 Wood in contact with the ground or freshwater. Wood used in contact with exposed earth shall benaturally durable for both decay and termite resistance orpreservative treated in accordance with AWPA U1 for soilor fresh water use.
Exception: Untreated wood is permitted where suchwood is continuously and entirely below the ground-water level or submerged in fresh water.
2304.12.3.1 Posts or columns. Posts and columns thatare supporting permanent structures and embedded inconcrete that is exposed to the weather or in direct con-tact with the earth shall be of preservative-treatedwood.
2304.12.4 Termite protection. In geographical areaswhere hazard of termite damage is known to be veryheavy, wood floor framing in the locations specified inSection 2304.12.2.1 and exposed framing of exteriordecks or balconies shall be of naturally durable species(termite resistant) or preservative treated in accordancewith AWPA U1 for the species, product preservative andend use or provided with approved methods of termite pro-tection.
2304.12.5 Wood used in retaining walls and cribs.Wood installed in retaining or crib walls shall be preserva-tive treated in accordance with AWPA U1 for soil andfresh water use.
2304.12.6 Attic ventilation. For attic ventilation, see Sec-tion 1203.2.
2304.12.8 Separate wood framing. [SPCB] Correct theconditions in frame and stucco walls and similar appurte-nant construction so that the wood framing is separatefrom the main structure by a complete concrete ormasonry plug with no voids that will allow infestations toenter the structure from the wall. If there is no plug, thefoundation shall be 2 inches (51 mm) or more above thegrade levels and at least as high as the adjoining slabs or4-inch (102 mm) concrete barrier seat off installed.
2304.12.9 Earth fills. [SPCB] Separate the earth fills suchas under porches or paving from all woodwork by concrete,masonry, good quality cement plaster or other materialapproved by local building codes. Chemical treatment ofearth fills is considered adequate if the foundation adjoin-ing the fill meets standards of the current building codes.
2304.13 Long-term loading. Wood members supportingconcrete, masonry or similar materials shall be checked forthe effects of long-term loading using the provisions of theAWC NDS. The total deflection, including the effects oflong-term loading, shall be limited in accordance with Sec-tion 1604.3.1 for these supported materials.
Exception: Horizontal wood members supportingmasonry or concrete nonstructural floor or roof surfacingnot more than 4 inches (102 mm) thick need not bechecked for long-term loading.
SECTION 2305GENERAL DESIGN REQUIREMENTS
FOR LATERAL FORCE-RESISTING SYSTEMS2305.1 General. Structures using wood-frame shear walls orwood-frame diaphragms to resist wind, seismic or other lat-eral loads shall be designed and constructed in accordancewith AF&PA SDPWS and the applicable provisions of Sec-tions 2305, 2306 and 2307.
2305.1.1 Openings in shear panels. Openings in shearpanels that materially affect their strength shall be detailedon the plans and shall have their edges adequately rein-forced to transfer all shearing stresses.
2305.1.2 Additional requirements. [DSA-SS, DSA-SS/CCand OSHPD 1, 2 & 4] See Section 2301.1.4 for modifica-tions to AWC SDPWS.
2305.2 Diaphragm deflection. The deflection of wood-frame diaphragms shall be determined in accordance withAF&PA SDPWS. The deflection (Δ) of a blocked woodstructural panel diaphragm uniformly fastened throughoutwith staples is permitted to be calculated in accordance withEquation 23-1. If not uniformly fastened, the constant 0.188(For SI: 1/1627) in the third term shall be modified by anapproved method.
(Equation 23-1)
For SI:
where:
A = Area of chord cross section, in square inches (mm2).
Δ 5vL3
8EAb------------- vL
4Gt--------- 0.188Len
Σ ΔcX( )2b
------------------+ + +=
Δ 0.052vL3
EAb---------------------- vL
4Gt--------- Len
1627------------ Σ ΔcX( )
2b------------------+ + +=
EMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
WOOD
286 2016 CALIFORNIA BUILDING CODE
b = Diaphragm width, in feet (mm).
E = Elastic modulus of chords, in pounds per square inch (N/mm2).
en = Staple deformation, in inches (mm) [see Table 2305.2(1)].
Gt = Panel rigidity through the thickness, in pounds per inch(N/mm) of panel width or depth [see Table 2305.2(2)].
L = Diaphragm length, in feet (mm).
v = Maximum shear due to design loads in the direction underconsideration, in pounds per linear foot (plf) (N/mm).
Δ = The calculated deflection, in inches (mm).
Σ(ΔcX) = Sum of individual chord-splice slip values on both sidesof the diaphragm, each multiplied by its distance to thenearest support.
TABLE 2305.2(1)en VALUES (inches) FOR USE IN CALCULATING DIAPHRAGM
AND SHEAR WALL DEFLECTION DUE TO FASTENER SLIP (Structural I)a, c
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N.a. Increase en values 20 percent for plywood grades other than Structural I.b. Load per fastener = maximum shear per foot divided by the number of
fasteners per foot at interior panel edges.c. Decrease en values 50 percent for seasoned lumber (moisture content < 19
percent).
LOAD PER FASTENERb
(pounds)FASTENER DESIGNATIONS
14-Ga staple x 2 inches long
60 0.011
80 0.018
100 0.028
120 0.04
140 0.053
160 0.068
For SI: 1 inch = 25.4 mm, 1 pound/inch = 0.1751 N/mm.a. Applies to plywood with five or more layers; for five-ply/three-layer plywood, use values for four ply.
EMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
2016 CALIFORNIA BUILDING CODE 655
HISTORY NOTE APPENDIX
California Building CodeTitle 24, Part 2, California Code of Regulations (CCR)
HISTORY:
For prior code history, see the History Note Appendix to theCalifornia Building Code 2013 Triennial Edition, effectiveJanuary 1, 2014.
1. (BSC 05/15, SFM 06/15, DSA-AC 01/15, DSA-SS 02/15, HCD 03/15, OSHPD 02/15 & 04/15, SLC 01/15) -Adopt the 2015 edition of the International BuildingCode published by the International Code Council, forincorporation into the 2016 California Building Code,CCR Title 24, Part 2 with amendments for State regu-lated occupancies, effective on January 1, 2017.
2. Rulemaking file numbers BSC EF 01-17, HCD EF 01-17: Emergency regulations amend Sections 107.2.7,110.3.8.1, Table 1607.1, 2304.12.2.5, and 2304.12.2.6.Approved as an emergency on January 27, 2017, effec-tive upon filing with Secretary of State on January 30,2017.
3. Rulemaking file number DSA-SS/CC EF 01-17: Emer-gency regulations amend Sections 1.9.2.1, 1.9.2.2,107.2.7, 110.3.8.1, 1616.5.1.2 – 1616.5.1.5, Table1607A.1, 2304.12.2.5, and 2304.12.2.6 approved as anemergency on January 27, 2017, effective upon filingwith Secretary of State on January 30, 2017.
EMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
656 2016 CALIFORNIA BUILDING CODEEMERGENCY SUPPLEMENT—BLUEEFFECTIVE JANUARY 30, 2017
16-1
3270
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