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Revision Record for the State of California Errata REVISION RECORD FOR THE STATE OF CALIFORNIA ERRATA January 1, 2020 2019 Title 24, Part 2, Vol. 2, California Building Code General Information: 1. The date of this erratum is for identification purposes only. See the History Note Appendix on the back side or accompanying page. 2. This erratum is issued by the California Building Standards Commission in order to correct nonsubstantive printing errors or omissions in California Code of Regulations, Title 24, Part 2, of the 2019 California Building Code. 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. An erratum to Title 24 is a nonregulatory correction because of a printing error or omission that does not differ substantively from the official adoption by the California Building Standards Commission. Accordingly, the corrected code text provided by this erratum may be applied on and after the stated effective date. 4. You may wish to retain the superseded material with this revision record so that the prior wording of any section can be easily ascertained. Title 24, Part 2, Vol. 2 Remove Existing Pages Insert Buff-Colored Pages 5 and 6 5 and 6 19 through 24 19 through 24 59 through 62 59 through 62 71 and 72 71 and 72 77 through 80 77 through 80 87 through 90 87 through 90 93 through 98 93 through 98 109 and 110 109 and 110 125 through 128 125 through 128 131 and 132 131 and 132 135 and 136 135 and 136 167 through 170 167 through 170 201 and 202 201 and 202 219 and 220 219 and 220 223 and 224 223 and 224 233 and 234 233 and 234 241 and 242 241 and 242 271 and 272 271 and 272 281 through 288 281 through 288 Item No. 5520S1921 T024865 293 through 298 293 through 298 301 and 302 301 and 302 323 through 326 323 through 326 379 and 380 379 and 380 393 and 394 393 and 394 397 and 398 397 and 398 421 and 422 421 and 422 443 and 444 443 and 444 451 and 452 451 and 452 493 and 494 493 and 494 511 and 512 511 and 512 527 and 528 527 and 528 533 and 534 533 and 534 589 through 594 589 through 594 597 through 602 597 through 602 609 through 612 609 through 612 615 and 616 615 and 616 621 through 626 621 through 626 631 and 632 631 and 632 735 and 736 735 and 736 STRUCTURAL DESIGN 4. In coastal high hazard areas and coastal A zones, the 1604.3.4 Masonry. The deflection of masonry structural proposed elevation of the bottom of the lowest hori- members shall not exceed that permitted by TMS 402. zontal structural member of the lowest floor, includ- 1604.3.5 Aluminum. The deflection of aluminum struc- ing the basement. tural members shall not exceed that permitted by AA 1603.1.8 Special loads. Special loads that are applicable ADM. > to the design of the building, structure or portions thereof, 1604.3.6 Limits. The deflection limits of Section 1604.3.1 including but not limited to the loads of machinery or shall be used unless more restrictive deflection limits are equipment, and that are greater than specified floor and required by a referenced standard for the element or finish roof loads shall be specified by their descriptions and loca- material. tions. 1604.3.7 Framing supporting glass. The deflection of 1603.1.8.1 Photovoltaic panel systems. The dead load framing members supporting glass subjected to 0.6 times of rooftop-mounted photovoltaic panel systems, includ- the “component and cladding” wind loads shall not exceed ing rack support systems, shall be indicated on the con- struction documents. either of the following: 1. 1/ of the length of span of the framing member, for 1603.1.9 Roof rain load data. Rain intensity, i (in/hr) (cm/ 175 framing members having a length not more than 13 hr), shall be shown regardless of whether rain loads govern the design. feet 6 inches (4115 mm). 1 1 2. /240 of the length of span of the framing member + /4 inch (6.4 mm), for framing members having a length SECTION 1604 greater than 13 feet 6 inches (4115 mm). GENERAL DESIGN REQUIREMENTS 1604.4 Analysis. Load effects on structural members and 1604.1 General. Building, structures and parts thereof shall their connections shall be determined by methods of struc- be designed and constructed in accordance with strength tural analysis that take into account equilibrium, general sta- design, load and resistance factor design, allowable stress bility, geometric compatibility and both short- and long-term design, empirical design or conventional construction meth- material properties. ods, as permitted by the applicable material chapters and ref- Members that tend to accumulate residual deformations erenced standards. under repeated service loads shall have included in their anal- 1604.2 Strength. Buildings and other structures, and parts ysis the effects of added deformations expected to occur thereof, shall be designed and constructed to support safely during their service life. the factored loads in load combinations defined in this code Any system or method of construction to be used shall be without exceeding the appropriate strength limit states for the based on a rational analysis in accordance with well-established materials of construction. Alternatively, buildings and other principles of mechanics. Such analysis shall result in a system structures, and parts thereof, shall be designed and con- that provides a complete load path capable of transferring loads structed to support safely the nominal loads in load combina- from their point of origin to the load-resisting elements. tions defined in this code without exceeding the appropriate The total lateral force shall be distributed to the various ver- specified allowable stresses for the materials of construction. tical elements of the lateral force-resisting system in proportion Loads and forces for occupancies or uses not covered in to their rigidities, considering the rigidity of the horizontal this chapter shall be subject to the approval of the building bracing system or diaphragm. Rigid elements assumed not to official. be a part of the lateral force-resisting system are permitted to 1604.3 Serviceability. Structural systems and members be incorporated into buildings provided that their effect on the thereof shall be designed to have adequate stiffness to limit action of the system is considered and provided for in the deflections as indicated in Table 1604.3. Drift limits applica- design. A diaphragm is rigid for the purpose of distribution of ble to earthquake loading shall be in accordance with ASCE 7 story shear and torsional moment when the lateral deformation Chapter 12, 13, 15 or 16, as applicable. of the diaphragm is less than or equal to two times the average story drift. Where required by ASCE 7, provisions shall be 1604.3.1 Deflections. The deflections of structural mem- made for the increased forces induced on resisting elements of bers shall not exceed the more restrictive of the limitations the structural system resulting from torsion due to eccentricity of Sections 1604.3.2 through 1604.3.5 or that permitted by between the center of application of the lateral forces and the Table 1604.3. center of rigidity of the lateral force-resisting system. 1604.3.2 Reinforced concrete. The deflection of rein- Every structure shall be designed to resist the effects forced concrete structural members shall not exceed that caused by the forces specified in this chapter, including over- permitted by ACI 318. turning, uplift and sliding. Where sliding is used to isolate the 1604.3.3 Steel. The deflection of steel structural members elements, the effects of friction between sliding elements shall not exceed that permitted by AISC 360, AISI S100, shall be included as a force. ASCE 8, SJI 100 or SJI 200, as applicable. 2019 CALIFORNIA BUILDING CODE JANUARY 1, 2020 ERRATA 5 BUFF STRUCTURAL DESIGN TABLE 1604.3 DEFLECTION LIMITSa, b, c, h, i f d, g CONSTRUCTION L or Lr S or W D + L Roof members:e Supporting plaster or stucco ceiling l/360 l/360 l/240 Supporting nonplaster ceiling l/240 l/240 l/180 Not supporting ceiling l/180 l/180 l/120 Floor members l/360 — l/240 Exterior walls: With plaster or stucco finishes — l/360 — With other brittle finishes — l/240 — With flexible finishes — l/120 — Interior partitions:b With plaster or stucco finishes l/360 — — With other brittle finishes l/240 — — With flexible finishes l/120 — — Farm buildings — — l/180 Greenhouses — — l/120 For SI: 1 foot = 304.8 mm. a. For structural roofing and siding made of formed metal sheets, the total load deflection shall not exceed l/60. For secondary roof structural members supporting formed metal roofing, the live load deflection shall not exceed l/150. For secondary wall members supporting formed metal siding, the design wind load deflection shall not exceed l/90. For roofs, this exception only applies when the metal sheets have no roof covering. b. Flexible, folding and portable partitions are not governed by the provisions of this section. The deflection criterion for interior partitions is based on the horizontal load defined in Section 1607.15. c. See Section 2403 for glass supports.
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