Chapter 16A — STRUCTURAL DESIGN

(Matrix Adoption Tables are nonregulatory, intended only as an aid to the code 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.

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16A-2 2022 CALIFORNIA BUILDING CODE

Copyright © 2022 by, or licensed to, International Code Council, Inc. (ALL RIGHTS RESERVED); licensed to California Building Standards Commission pursuant to License Agreement. No further reproductions is authorized. Any unauthorized reproduction or distribution is a violation of the federal copyright act and the license agreement, and subject to civil and criminal penalties thereunder.

CHAPTER 16 A

STRUCTURAL DESIGN

The design dead load shall pro- vide 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.

Modify the text of ICC 300 as follows:

1605A.3.1 ICC 300, Section 303.5.2. Modify Section 303.5.2 by adding Equation 3-5a as follows:

D + 0.4L + Z (Equation 3-5a)

1605A.3.2 ICC 300, Section 303.5.3. Modify Section 303.5.3 as follows:

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

The text of ASCE 7 shall be modified as indicated in Sections 1617A.1.1 through 1617A.1.40.

1617A.1.1 ASCE 7, Section 1.3. Modify ASCE 7, Section 1.3 by adding Section 1.3.8 as follows:

1.3.8 Structural design criteria. Where design is based on ASCE 7, Chapters 16, 17 or 18, the ground motion, analysis and design methods, material assumptions, testing requirements and acceptance criteria proposed by the engineer shall be submitted to the enforcement agency in the form of structural design criteria for approval. [DSA-SS] Structural design criteria including wind tunnel design recom- mendations are required where design is based on ASCE 7, Chapter 31.

[DSA-SS] Peer review requirements in Section 322 of the California Existing Building Code shall apply to design reviews required by ASCE 7, Chapters 17 and 18.

[OSHPD 1 & 4] Peer review requirements in Section

required by ASCE 7, Chapters 17 and 18.

1617A.1.2 ASCE 7, Section 11.1.3. Replace last para- graph of ASCE 7, Section 11.1.3, by the following:

Non-building structures similar to buildings shall be designed and detailed in accordance with Chapter 12.

1617A.1.3 ASCE 7, Section 11.4. Modify ASCE 7, Section 11.4 to include the following:

Seismic ground motion values shall include updated subsections in Supplement 3. [OSHPD 1 & 4] Use of the 2020 NEHRP Provisions for multi-period spectra shall be permitted, where all of the following are included.

1. A detailed seismic design criterion shall be submit- ted to and approved by the AHJ.

2. Seismic Ground Motion values shall be determined using the 2020 NEHRP Provisions, Section 11.4.

16A-40 2022 CALIFORNIA BUILDING CODE

Copyright © 2022 by, or licensed to, International Code Council, Inc. (ALL RIGHTS RESERVED); licensed to California Building Standards Commission pursuant to License Agreement. No further reproductions is authorized. Any unauthorized reproduction or distribution is a violation of the federal copyright act and the license agreement, and subject to civil and criminal penalties thereunder.

3. Geologic Hazard and Geotechnical Investigation shall be performed using the 2020 NEHRP Provi- sions, Section 11.8.

4. Vertical Ground Motions, where required, shall be determined using the 2020 NEHRP Provisions, Sec- tion 11.9.

5. Site Classification shall be determined using the 2020 NEHRP Provisions, Chapter 20.

6. Site-Specific Ground Motion Procedures shall be determined using the 2020 NEHRP Provisions, Chapter 21.

7. Seismic Ground Motion and Long-period Transition Maps shall be used from Chapter 22 of the 2020 NEHRP Provisions.

8. SDS and SD1 obtained from the multi-period spectra determined using the 2020 NEHRP Provisions shall be used, where required in Chapter 12, 13 and 15 of ASCE 7-16.

Modify ASCE 7, Table 12.2-1 as follows:

A. BEARING WALL SYSTEMS

5. Intermediate Precast Shear Walls —Not permit-

ted by OSHPD.

17. Light-framed walls with shear panels of all other materials —Not permitted by OSHPD and DSA-SS. B. BUILDING FRAME SYSTEMS

18. Ordinary steel concentrically braced frames —

Not permitted by OSHPD.

8. Intermediate Precast Shear Walls —Not permit-

ted by OSHPD.

24. Light-framed walls with shear panels of all other materials —Not permitted by OSHPD and DSA-SS.

25. Special steel plate shear wall —Not permitted by OSHPD. C . MOMENT-RESISTING FRAME SYSTEMS

26. Special steel truss moment frames —Not permit-

ted by OSHPD.

3. Intermediate steel moment frames —Not permit-

ted by OSHPD.

4. Ordinary steel moment frames —Not permitted

by OSHPD.

12. Cold-formed steel–special bolted moment frame —Not permitted by DSA-SS and OSHPD. G. CANTILEVER COLUMN SYSTEMS

DETAILED TO CONFORM WITH THE REQUIREMENTS FOR:

1. Steel special cantilever column systems —Not

permitted by OSHPD. 3. Special reinforced concrete moment frames —

Not permitted by OSHPD.

STRUCTURAL DESIGN

Exceptions:

1. Systems listed in this section can be used as an alternative system when preapproved by the enforcement agency.

2. Rooftop or other supported structures not exceeding two stories in height and 10 percent of the total structure weight can use the systems in this section when designed as components per ASCE 7, Chapter 13.

3. Systems listed in this section can be used for seis- mically isolated buildings, when permitted by ASCE 7, Section 17.2.5.4.

Modify ASCE 7, Sections 12.2.3, 12.2.3.1 and 12.2.3.2 as follows:

1617A.1.5.1 ASCE 7, Section 12.2.3. Replace ASCE 7, Section 12.2.3 with the following:

Where different seismic force-resisting systems are used in combinations to resist seismic forces in the same direction, other than those combinations consid- ered as dual systems, the design shall comply with the requirements of this section. The most stringent appli- cable structural system limitations contained in Table 12.2-1 shall apply, except as otherwise permitted by this section.

Replace ASCE 7, Section 12.2.3.1, Items 1 and 2, by the following:

The value of the response modification coefficient, R, used for design at any story shall not exceed the low- est value of R that is used in the same direction at any story above that story. Likewise, the deflection amplifi- cation factor, Cd, and the system over strength factor, Ω 0, used for the design at any story shall not be less than the largest value of these factors that are used in the same direction at any story above that story.

Modify ASCE 7, Section 12.2.3.2 by modifying Item a and adding Items f, g and h, as follows:

a. The stiffness of the lower portion shall be at least

10 times the stiffness of the upper portion. For purposes of determining this ratio, the base shear shall be computed and distributed vertically according to Section 12.8. Using these forces, the stiffness for each portion shall be computed as the ratio of the base shear for that portion to the elastic displacement, δxe, computed at the top of that portion, considering the portion fixed at its base. For the lower portion, the applied forces shall include the reactions from the upper por- tion, modified as required in Item d.

f. The structural height of the upper portion shall

not exceed the height limits of Table 12.2-1 for the seismic force-resisting system used, where the height is measured from the base of the upper portion. [OSHPD 1 & 4] Not permitted by OSHPD.

Copyright © 2022 by, or licensed to, International Code Council, Inc. (ALL RIGHTS RESERVED); licensed to California Building Standards Commission pursuant to License Agreement. No further reproductions is authorized. Any unauthorized reproduction or distribution is a violation of the federal copyright act and the license agreement, and subject to civil and criminal penalties thereunder.

STRUCTURAL DESIGN

g. Where Horizontal Irregularity Type 4 or Vertical

Irregularity Type 4 exists at the transition from the upper to the lower portion, the reactions from the upper portion shall be amplified in accor- dance with Sections 12.3.3.3, 12.10.1.1 and 12.10.3.3 as applicable, in addition to amplifica- tion required by Item d.

h. Where design of vertical elements of the upper

portion is governed by special seismic load com- binations, the special loads shall be considered in the design of the lower portion.

1617A.1.7 ASCE 7, Section 12.2.5.6.1 [DSA-SS] The exception after the first paragraph is not permitted by DSA-SS. 1617A.1.8 ASCE 7, Section 12.2.5.7.1 [DSA-SS] The exception after the first paragraph is not permitted by DSA-SS. 1617A.1.9 ASCE 7, Section 12.2.5.7.2 [DSA-SS] The exception after the first paragraph is not permitted by DSA-SS.

1617A.1.10 ASCE 7, Section 12.3.3.1. Modify first sen- tence of ASCE 7, Section 12.3.3.1 and add exceptions as follows:

12.3.3.1 Prohibited horizontal and vertical irregulari- ties for Seismic Design Categories D through F. Structures assigned to Seismic Design Category D, E or F having horizontal structural irregularity Type 1b of Table 12.3-1 or vertical structural irregularities Type 1b, 5a or 5b of Table 12.3-2 shall not be permitted.

Exceptions:

1. Structures with reinforced concrete or rein- forced masonry shear wall systems and rigid or semi-rigid diaphragms, consisting of con- crete slabs or concrete-filled metal deck hav- ing a span-to-depth ratio of 3 or less, having a horizontal structural irregularity Type 1b of Table 12.3-1 are permitted, provided that the maximum story drift in the direction of the irregularity, computed including the torsional amplification factor from Section 12.8.4.3, is less than 10 percent of the allowable story drift in ASCE 7, Table 12.12-1.

2. Structures having a horizontal structural irregularity Type 1b of Table 12.3-1 are per- mitted, provided a redundancy factor, ρ , of 1.3 as defined in ASCE 7 12.3.4 is assigned to the seismic force-resisting system in both orthog- onal directions and the structure is designed for one of the orthogonal procedures as defined in ASCE 7, Section 12.5.3.1.

Modify ASCE 7, Sec- tion 12.7.2, by adding Item 6 to read as follows:

6. Where buildings provide lateral support for walls retaining earth, and the exterior grades on opposite

sides of the building differ by more than 6 feet (1829 mm), the load combination of the seismic increment of earth pressure due to earthquake acting on the higher side, as determined by a geotechnical engi- neer qualified in soils engineering plus the differ- ence in earth pressures shall be added to the lateral forces provided in this section.

1617A.1.13 Reserved.

1617A.1.14 ASCE 7, Section 12.12.3. [OSHPD 1 & 4] Replace ASCE 7 Equation 12.12-1 by the following:

δ M = Cd δ max (Equation 12.12-1)

1617A.1.15 ASCE 7, Section 12.13.1. Modify ASCE 7, Section 12.13.1 by adding Section 12.13.1.1 as follows:

12.13.1.1 Foundations and superstructure-to-founda- tion connections. The foundation shall be capable of transmitting the design base shear and the overturning forces from the structure into the supporting soil. Sta- bility against overturning and sliding shall be in accor- dance with Section 1605A.1.1.

In addition, the foundation and the connection of the superstructure elements to the foundation shall have the strength to resist, in addition to gravity loads, the lesser of the following seismic loads:

1. The strength of the superstructure elements.

2. The maximum forces that can be delivered to the foundation in a fully yielded structural system.

3. Forces from the load combinations with over- strength factor in accordance with ASCE 7, Sec- tion 12.4.3.1.

Exceptions:

1. Where referenced standards specify the use of higher design loads.

2. When it can be demonstrated that inelastic deformation of the foundation and superstruc- ture-to-foundation connection will not result in a weak story or cause collapse of the structure.

3. Where seismic force-resisting system consists of light framed walls with shear panels, unless the reference standard specifies the use of higher design loads.

Where the computation of the seismic overturning moment is by the equivalent lateral-force method or the modal analysis method, reduction in overturning moment permitted by section 12.13.4 of ASCE 7 may be used.

Where moment resistance is assumed at the base of the superstructure elements, the rotation and flexural deformation of the foundation as well as deformation of the superstructure-to-foundation connection shall be considered in the drift and deformation compatibility analyses.

16A-42 2022 CALIFORNIA BUILDING CODE

Copyright © 2022 by, or licensed to, International Code Council, Inc. (ALL RIGHTS RESERVED); licensed to California Building Standards Commission pursuant to License Agreement. No further reproductions is authorized. Any unauthorized reproduction or distribution is a violation of the federal copyright act and the license agreement, and subject to civil and criminal penalties thereunder.

STRUCTURAL DESIGN

materials or any facility systems or fixed equip- ment that can be affected by mobile equipment lacking restraint.

4. [OSHPD 1, 2, 4 & 5] Countertop Equipment: Countertop equipment shall be subject to the same anchorage or restraint requirements for fixed, movable, mobile or other equipment, as applicable.

[DSA-SS] Countertop Equipment: Countertop equipment shall be subject to the same anchorage or restraint requirements for fixed or movable equipment, as applicable. Countertop equipment shall also be subject to the same requirements as mobile or other equipment if weight of equipment is greater than 100 pounds (45 kg) and has a center of mass located 4 feet (1219 mm) or more above the adjacent floor level or if equipment could fall and block a required means of egress.

5. [OSHPD 1, 2, 4 & 5] Temporary Equipment: Equipment for uses greater than 30 days but less than or equal to 180 days and where this section requires supports and attachments, the following shall apply:

a. Seismic design for supports and attachments

for temporary equipment shall meet the requirements of Chapter 13; however, the cal- culated Fp may be reduced by 50 percent. It is acceptable to use ballasts for seismic bracing supports and attachments and to limit the design criteria to overturning unless directly or indirectly supported by the building structure.

b. Wind design speeds may be reduced as pre-

scribed in ASCE 37-14 or other standard approved by OSHPD.

c. Temporary piping, conductors and ductwork

shall be supported. Seismic design for sup- ports and attachments of temporary piping, conductors and ductwork is not required.

6. [OSHPD 1, 2, 4 & 5] Interim Equipment:

a. Seismic design for supports and attachments

for interim equipment shall meet the require- ments of Chapter 13. It is acceptable to use ballasts for seismic or wind bracing supports and attachments.

b. Wind design speeds may be reduced as pre-

scribed in ASCE 37-14 or other standard approved by OSHPD.

c. Piping, conductors and ductwork shall be sup-

ported. Seismic design for supports and attachments of piping, conductors and ductwork is not required.

7. Other Equipment: Equipment shall be anchored where any of the following apply:

a. [OSHPD 1, 2, 4 & 5] Essential to hospital

operations and weight of equipment is greater than 100 pounds (45 kg).

Modify ASCE 7, Section 12.13.9.2 by the following sentence added to the end of Item b as follows:

Seismic load effects determined in accordance with Section 12.4 need not be considered in this check.

1617A.1.17 ASCE 7, Section 13.1.3. [OSHPD 1 & 4] Modify ASCE 7, Section 13.1.3 by the following:

All nonstructural components shall have a component importance factor, Ip, equal to 1.5.

Exception: Hospital buildings rated SPC-1 and SPC-2 not providing services/systems, utilities or access/egress to general acute care buildings desig- nated as SPC 3 or higher in accordance with Chapter 6 of the California Administrative Code, shall be permit- ted to use component importance factor, Ip, as given in ASCE 7, Section 13.3.1.

Replace ASCE 7, Section 13.1.4, with the following:

13.1.4 . The following nonstructural components and equipment shall be anchored in accordance with this section. Design and detailing shall be in accordance with Chapter 13 except as modified by this section.

1. Fixed Equipment: Equipment shall be anchored if it is directly attached to the building utility ser- vices such as electricity, gas or water. For the pur- poses of this requirement, “directly attached” shall include all electrical connections except plugs for 110/220-volt receptacles having a flexi- ble cable/cord. Equipment that is connected to the building plumbing system with a shut-off valve in proximity to the equipment shall not be considered as directly attached provided the inside diameter of the pipe/tubing is less than ¹ /2 inch (12.7 mm). 2. Movable Equipment: Equipment is subject to the same requirement as fixed equipment, but is per- mitted to be anchored by re-attachable anchors or restraints in a manner approved by the enforcement agency. Utilities and services at the equipment shall have flexible connections to allow for necessary movement. 3. [OSHPD 1, 2, 4 & 5] Mobile Equipment: Equip- ment heavier than 400 pounds (181.4 kg) that has a center of mass located 4 feet (1219 mm) or more above the adjacent floor or roof level that directly support the equipment shall be restrained in a manner approved by the enforcement agency when stored and not in use, unless the equipment is stored in an equipment storage room.

[DSA-SS] Mobile Equipment: Equipment heavier than 400 pounds (181.4 kg) or has a center of mass located 4 feet (1219 mm) or more above the adjacent floor or roof level that directly supports the equipment shall be restrained in a manner approved by the enforcement agency. Mobile equipment shall be restrained when not in use and is stored, unless the equipment is stored in a storage room that does not house hazardous

Copyright © 2022 by, or licensed to, International Code Council, Inc. (ALL RIGHTS RESERVED); licensed to California Building Standards Commission pursuant to License Agreement. No further reproductions is authorized. Any unauthorized reproduction or distribution is a violation of the federal copyright act and the license agreement, and subject to civil and criminal penalties thereunder.

STRUCTURAL DESIGN

[DSA-SS] Weight of equipment is greater than 100 pounds (45 kg) and essential to opera- tions for emergency preparedness, communi- cations and operations centers, and other facilities required for emergency response of state-owned essential services buildings as defined in the California Administrative Code (Title 24, Part 1, CCR) Section 4-207 and all structures required for their continuous oper- ation or access/egress.

b. [OSHPD 1, 2, 4 & 5] Could fall within the

patient care vicinity as defined in Article 517.2 of the California Electrical Code.

c. Could fall and block a required means of

egress. [OSHPD 1, 2, 4 & 5] Weight of equip- ment is greater than 400 pounds (181.4 kg).

d. [DSA-SS] Weight of equipment is greater than

400 pounds (181.4 kg) or center of mass is located greater than 4 feet (1219 mm) above the finished floor or roof level that directly supports the component.

[OSHPD 1, 2, 4 & 5] Weight of equipment is greater than 200 pounds (90 kg) and center of mass located greater than 4 feet (1219 mm) measured from the finished floor.

8. Equipment with hazardous contents.

9. Other architectural, mechanical and electrical components stated in Chapter 13.

10. Wall-, Roof- or Floor-Hung Equipment: Seismic design and seismic details shall be provided for wall-, roof- or floor-hung nonstructural compo- nents and equipment when the component weighs more than 20 pounds (9 kg) [OSHPD 1, 2, 4 & 5] or, in the case of a distributed system, more than 5 pounds per foot (73 N/m).

[OSHPD 1, 2, 4 & 5] Exemptions:

1. Furniture except storage cabinets as noted in Table 13.5-1.

2. Nonstructural components and equipment, that are attached to the building, provided that the component weighs 20 pounds (9 kg) or less or, in the case of a distributed system, 5 pounds per foot (73 N/m) or less. Seismic design and seismic details need not be pro- vided.

3. Seismic design need not be provided for dis- crete architectural, mechanical and electri- cal components and equipment that are attached to the building and anchorage is detailed on the plans, provided that the com- ponent weighs 400 pounds (18.44 kg) or less, and the center of mass is located 4 feet (1219 mm) or less above the adjacent floor or roof level that directly support the component and

flexible connections are provided between the component and associated ductwork, pip- ing and conduit where required.

[DSA-SS] Exemptions: The following nonstructural components are exempt from the requirements of ASCE 7, Chapter 13:

1. Furniture except storage cabinets as noted in Table 13.5-1.

2. Discrete architectural, mechanical and elec- trical components and fixed equipment that are positively attached to the structure, pro- vided that none of the conditions in this sec- tion apply, and flexible connections are provided between the component and associ- ated ductwork, piping and conduit where required.

Replace ASCE 7, Sec- tions 13.4.2.3, with the following:

13.4.2.3 Prequalified post-installed anchors and spe- cialty inserts in concrete and masonry.

Post-installed anchors and specialty inserts in con- crete that are pre-qualified for seismic applications in accordance with ACI 355.2, ACI 355.4, ICC-ES AC193, ICC-ES AC232, ICC-ES AC308 or ICC-ES AC446 shall be permitted. Post-installed anchors in masonry shall be pre-qualified for seismic applica- tions in accordance with ICC-ES AC01, AC58 or AC106.

Use of screw anchors shall be limited to dry interior conditions and shall not be used in building enclosures. Re-use of screw anchors or screw anchor holes shall not be permitted.

Exception: [DSA-SS] Screw anchors are permitted for use in building enclosures and may also be used in exterior conditions when permitted in accordance with a valid evaluation report.

Modify ASCE 7, Sec- tion 13.4.5 by adding Section 13.4.5.1 as follows:

13.4.5.1 Power actuated fasteners. Power actuated fas- teners qualified in accordance with ICC ES AC 70 shall be deemed to satisfy the requirements of Section 13.4.5.

Power actuated fasteners shall be permitted in seis- mic shear for components exempt from permit require- ments by Section 1617A.1.18 of this code and for interior non-bearing non-shear wall partitions only. Power actu- ated fastener shall not be used to anchor seismic brac- ing, exterior cladding or curtain wall systems.

Exception: Power actuated fasteners in steel to steel connections prequalified for seismic application by cyclic tests in accordance with ICC ES AC 70 shall be permitted for seismic design.

Modify ASCE 7, Section 13.5.6.2 by the following exception added to the

16A-44 2022 CALIFORNIA BUILDING CODE

Copyright © 2022 by, or licensed to, International Code Council, Inc. (ALL RIGHTS RESERVED); licensed to California Building Standards Commission pursuant to License Agreement. No further reproductions is authorized. Any unauthorized reproduction or distribution is a violation of the federal copyright act and the license agreement, and subject to civil and criminal penalties thereunder.

end of Section 13.5.6.2.2 and by adding Section 13.5.6.2.3 as follows:

Exception to Section 13.5.8.1 shall not be used in accordance with ASTM E580 Section 5.5. 13.5.6.2.3 Modification to ASTM E580. Modify ASTM E580 by the following:

1. Exitways. Lay-in ceiling assemblies in exit- ways shall be installed with a main runner or cross runner surrounding all sides of each piece of tile, board or panel and each light fix- ture or grille. A cross runner that supports another cross runner shall be considered as a main runner for the purpose of structural clas- sification. Splices or intersections of such run- ners shall be attached with through connectors such as pop rivets, screws, pins, plates with end tabs or other approved connectors. Lat- eral force diagonal bracing may be omitted in the short or transverse direction of exitways, not exceeding 8 feet wide, when perimeter sup- port in accordance with ASTM E580 Sections 5.2.2 and 5.2.3 is provided and the perimeter wall laterally supporting the ceiling in the short or transverse direction is designed to carry the ceiling lateral forces. The connec- tions between the ceiling grid, wall angle and the wall shall be designed to resist the ceiling lateral forces. 2. Corridors and lobbies. Expansion joints shall be provided in the ceiling at intersections of corridors and at junctions of corridors and lobbies or other similar areas. 3. Lay-in panels. Metal panels and panels weigh- ing more than ¹ / 2 pounds per square foot (24 N/m ² ) other than acoustical tiles shall be posi- tively attached to the ceiling suspension run- ners. 4. Lateral force bracing. Lateral force bracing is required for all ceiling areas except that they shall be permitted to be omitted in rooms with floor areas up to 144 square feet when perimeter support in accordance with ASTM E580, Sections 5.2.2 and 5.2.3, are provided and perimeter walls are designed to carry the ceiling lateral forces. The connections between the ceiling grid, wall angle and the wall shall be designed to resist the ceiling lat- eral forces. Horizontal restraint point spacing shall be justified by analysis or test and shall not exceed a spacing of 12 feet by 12 feet. Bracing wires shall be secured with four tight twists in 1 ¹ /2 inches, or an approved alternate connection. 5. Ceiling support and bracing wires shall be spaced a minimum of 6 inches from all pipes, ducts, conduits and equipment that are not braced for horizontal forces, unless approved otherwise by the building official.

STRUCTURAL DESIGN

1617A.1.22 ASCE 7, Section 13.5.7. [OSHPD 1 & 4] Modify ASCE 7, Section 13.5.7, by the following:

All access floors shall be special access floors in accordance with Section 13.5.7.2, except for raised roof or exterior floor paver systems. 1617A.1.23 ASCE 7, Section 13.6.2.1 and ASCE 7, Tables 13.5-1 and 13.6-1. Modify Section 13.6.2.1 by add- ing the following to the end of the section: [OSHPD 1 & 4] Use of this section shall be considered as an alternative system. Alternatively, HVACR systems shall require special seismic certification in accordance with Section 1705A.13.3. ASCE 7, Tables 13.5-1 and 13.6-1. Modify ASCE 7, Tables 13.5-1 & 13.6-1 by the following: Where Ip = 1.5, overstrength factor ( Ω 0) need not exceed the values of Rp for design of anchorage to concrete.

Replace ASCE 7, Section 13.6.5 as follows:

13.6.5 Distribution Systems: Conduit, Cable Tray and Raceways. Cable trays and raceways shall be designed for seismic forces and seismic relative displacements as required in Section 13.3. Conduit equal to or greater than 2.5 inches (64 mm) trade size and attached to pan- els, cabinets or other equipment subject to seismic rela- tive displacement, DpI, shall be provided with flexible connections or designed for seismic forces and seismic relative displacements as required in Section 13.3.

Exceptions:

1. Design for the seismic forces and relative dis- placements of Section 13.3 shall not be required for raceways where flexible connec- tions or other assemblies are provided between the cable tray or raceway and associ- ated components to accommodate the relative displacement, where the cable tray or raceway is positively attached to the structure, and one of the following apply:

a. Trapeze assemblies with ³ /8 inch (10

mm) or ¹ /2 inch (13-mm) in diameter rod hangers not exceeding 12 inches (305 mm) in length from the conduit, cable tray or raceway support point to the connection at the supporting structure are used to support the cable tray or raceway, and the total weight supported by any single trapeze is 100 pounds (445 N) or less; or b. The conduit, cable tray or raceway is

supported by individual rod hangers ³ /8 inch (10 mm) or ¹ /2 inch (13 mm) in diameter, and each hanger in the raceway run is 12 inches (305 mm) or less in length from the conduit, cable tray or raceway support point connection to the supporting structure, and the total weight supported by any single rod is 50 pounds (220 N) or less.

Copyright © 2022 by, or licensed to, International Code Council, Inc. (ALL RIGHTS RESERVED); licensed to California Building Standards Commission pursuant to License Agreement. No further reproductions is authorized. Any unauthorized reproduction or distribution is a violation of the federal copyright act and the license agreement, and subject to civil and criminal penalties thereunder.

STRUCTURAL DESIGN

2. Design for the seismic forces and relative dis- placements of Section 13.3 shall not be required for conduit, regardless of the value of Ip, where the conduit is less than 2.5 inches (64 mm) trade size. Design for the displacements across seismic joints shall be required for conduit, cable trays and raceways with Ip = 1.5 without consideration of conduit size.

Replace ASCE 7, Section 13.6.6 with the following:

13.6.6 Distribution Systems: Duct Systems . HVACR and other duct systems shall be designed for seismic forces and seismic relative displacements as required in Section 13.3.

Exceptions: The following exceptions pertain to ductwork not designed to carry toxic, highly toxic or flammable gases or not used for smoke control:

1. Design for the seismic forces and relative dis- placements of Section 13.3 shall not be required for duct systems where flexible con- nections or other assemblies are provided to accommodate the relative displacement between the duct system and associated com- ponents, the duct system is positively attached to the structure, and where one of the follow- ing apply:

a. Trapeze assemblies with ³ /8-inch (10

mm) or ¹ /2-inch (13 mm) diameter rod hangers not exceeding 12 inches (305 mm) in length from the duct support point to the connection at the supporting structure are used to support duct, and the total weight supported by any single trapeze is less than 10 lb/ft (146 N/m) and 100 pounds or less; or b. The duct is supported by individual rod

hangers ³ /8 inch (10 mm) or ¹ /2 inch (13 mm) in diameter, and each hanger in the duct run is 12 inches (305 mm) or less in length from the duct support point to the connection at the supporting structure, and the total weight supported by any single rod is 50 pounds (220 N) or less. 2. Design for the seismic forces and relative dis- placements of Section 13.3 shall not be required where provisions are made to avoid impact with other ducts or mechanical compo- nents or to protect the ducts in the event of such impact, the distribution system is posi- tively attached to the structure; and HVACR ducts have a cross-sectional area of less than 6 square feet (0.557 m ² ) and weigh 20 lb/ft (292 N/m) or less. Components that are installed in line with the duct system and have an operating weight greater than 75 pounds (334 N), such as fans, terminal units, heat exchangers and humidifiers, shall be supported and

laterally braced independent of the duct system, and such braces shall meet the force requirements of Sec- tion 13.3.1. Components that are installed in line with the duct system, have an operating weight of 75 pounds (334 N) or less, such as small terminal units, dampers, louvers and diffusers, and are otherwise not independently braced shall be positively attached with mechanical fasteners to the rigid duct on both sides. Piping and conduit attached to in-line equipment shall be provided with adequate flexibility to accom- modate the seismic relative displacements of Section 13.3.2.

Replace ASCE 7, Section 13.6.7.3 with the following:

13.6.7.3 Additional Provisions for Piping and Tubing Systems.

A) Design for the seismic forces of Section 13.3 shall not be required for piping systems where flexible connections, expansion loops or other assemblies are provided to accommodate the relative displace- ment between component and piping, where the pip- ing system is positively attached to the structure, and where any of the following conditions apply:

1. Trapeze assemblies are supported by ³ /8-inch (10 mm) or ¹ /2-inch (13 mm) diameter rod hangers not exceeding 12 inches (305 mm) in length from the pipe support point to the con- nection at the supporting structure, and no single pipe exceeds the diameter limits set forth in item 2b below or 2 inches (50 mm) where Ip is greater than 1.0 and the total weight supported by any single trapeze is 100 pounds (445 N) or less; or 2. Piping that has an Rp in Table 13.6-1 of 4.5 or greater supported by rod hangers and provi- sions are made to avoid impact with other structural or nonstructural components or to protect the piping in the event of such impact, or pipes with Ip = 1.0 supported by individual rod hangers ³ /8 inch (10 mm) or ¹ /2 inch (13 mm) in diameter, where each hanger in the pipe run is 12 inches (305 mm) or less in length from the pipe support point to the con- nection at the supporting structure; and the total weight supported by any single hanger is 50 pounds (220 N) or less. In addition, the fol- lowing limitations on the size of piping shall be observed:

a. In structures assigned to Seismic Design

Category D, E or F where Ip is greater than 1.0, the nominal pipe size shall be 1 inch (25 mm) or less. b. In structures assigned to Seismic Design

Categories D, E or F where Ip = 1.0, the nominal pipe size shall be 3 inches (80 mm) or less.

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3. Pneumatic tube systems supported with tra- peze assemblies using ³ /8 inch (10 mm) in diameter rod hangers not exceeding 12 inches (305 mm) in length from the tube support point to the connection at the supporting structure and the total weight supported by any single trapeze is 100 pounds (445 N) or less. 4. Pneumatic tube systems supported by individ- ual rod hangers ³ /8 inch (10 mm) or ¹ /2 inch (13 mm) in diameter, and each hanger in the run is 12 inches (305 mm) or less in length from the tube support point to the connection at the supporting structure, and the total weight supported by any single rod is 50 pounds (220 N) or less. B) Flexible connections in piping required in Sec- tion 13.6.7.3 are not required where pipe is rigidly attached to the same floor or wall that provides ver- tical and lateral support for the equipment, or to a fixture. C) Flexible connections in piping are required at seismic separation joints and shall be detailed to accommodate the seismic relative displacements at connections.

Modify ASCE 7, Section 13.6.11.1, by adding Section 13.6.11.1.1 as fol- lows:

13.6.11.1.1 Elevators guide rail support. The design of guide rail support-bracket fastenings and the sup- porting structural framing shall use the weight of the counterweight or maximum weight of the car plus not less than 40 percent of its rated load. The seismic forces shall be assumed to be distributed one third to the top guiding members and two thirds to the bottom guiding members of cars and counterweights, unless other substantiating data are provided. In addition to the requirements of ASCE 7, Section 13.6.11.1, the minimum seismic forces shall be 0.5g allowable stress design load acting in any horizontal direction.

Replace ASCE 7, Section 13.6.11.4, as follows:

13.6.11.4 Retainer plates. Retainer plates are required at the top and bottom of the car and counterweight, except where safety devices acceptable to the enforce- ment agency are provided which meet all requirements of the retainer plates, including full engagement of the machined portion of the rail. The design of the car, cab stabilizers, counterweight guide rails and counter- weight frames for seismic forces shall be based on the following requirements:

1. The seismic force shall be computed per the requirements of ASCE 7, Section 13.6.11.1. The minimum horizontal acceleration shall be 0.5g allowable stress design load for all buildings. 2. Wp shall equal the weight of the counterweight or the maximum weight of the car plus not less than 40 percent of its rated load.

For SI: 1 inch = 25 mm, 1 foot = 305 mm, 1 pound = 0.454 kg. Note: Deflection limitations are given to maintain a consistent factor of safety against disengagement of retainer plates from the guide rails during an earthquake.

4. Where guide rails are continuous over supports and rail joints are within 2 feet (610 mm) of their sup- porting brackets, a simple span may be assumed. 5. The use of spreader brackets is allowed. 6. Cab stabilizers and counterweight frames shall be designed to withstand computed lateral load with a minimum horizontal acceleration of 0.5g allowable stress design load.

1617A.1.30 Reserved.

1617A.1.31 Reserved.

1617A.1.32 Reserved.

1617A.1.33 Reserved.

1617A.1.34 Reserved.

1617A.1.35 ASCE 7, Section 17.2.4.7. Modify ASCE 7, Section 17.2.4.7, by adding the following:

The effects of uplift shall be explicitly accounted for in the testing of the isolator units.

1617A.1.36 ASCE 7, Section 17.4. Modify ASCE 7, Sec- tion 17.4.2, by adding the following:

17.4.2.3 Linear procedures. Linear procedures shall not be used in Seismic Design Category E & F structures.

1617A.1.38 ASCE 7, Section 18.3. Replace exception to ASCE 7, Section 18.3 with the following:

Exception: If the calculated force in an element of the seismic force-resisting system does not exceed 1.5 times its nominal strength for the Risk-Targeted Maximum Considered Earthquake (MCER) the element is permit- ted to be modeled as linear. For this section, the MCER response shall be based on largest response due to a

STRUCTURAL DESIGN

3. With the car or counterweight located in the most adverse position, the stress in the rail shall not exceed the limitations specified in these regula- tions, nor shall the deflection of the rail relative to its supports exceed the deflection listed below:

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STRUCTURAL DESIGN

single ground motion and not the average response of suite of ground motions.

tion and Post-earthquake Structural Monitoring/Verifi- cation. [OSHPD 1 & 4] Modify ASCE 7 by the following:

Scope: For buildings with a seismic isolation system, a damping system or a lateral force-resisting system (LFRS) not listed in ASCE 7, Table 12.2-1, earthquake motion measuring instrumentation and monitoring shall be required. For buildings with welded steel moment frames constructed under a permit issued prior to October 25, 1994 post-earthquake verification shall be in accordance with this section. Instrumentation: Earthquake monitoring instrumenta- tion shall be installed in accordance with Section 104.11.4. Monitoring: After every significant seismic event, where the ground shaking acceleration at the site exceeds 0.3g or the acceleration at any monitored building level exceeds 0.8g as measured by the seismic monitoring system in the building, the owner shall retain a structural engineer to make an inspection of the structural system. The inspection shall include viewing the performance of the building, reviewing the strong motion records, and a visual examination of the isolators, dampers and connections for deterioration, offset or physical damage. A report for each inspection, including conclusions on the continuing adequacy of the structural system, shall be submitted to the enforce- ment agency.

Verification: After every seismic event that generates ground motions specified in the California Administra- tive Code, Chapter 6, Section 4.2.0.1 or the damage indicators specified in the California Administrative Code, Chapter 6, Section 4.2.0.2 at a welded steel moment frame building constructed under a permit issued prior to October 25, 1994, the owner shall retain a structural engineer to perform detailed joint evalua- tions required to meet the following requirements:

1. A detailed joint evaluation program shall be sub- mitted to the enforcement agency for approval prepared in accordance with the requirements of the California Administrative Code, Chapter 6, Section 4.2.0.3.

2. Upon approval of the joint evaluation program required by Item 1 above for the joint inspec- tions, a project to perform the joint inspections, detailed in the program, shall be submitted and a building permit shall be obtained by the owner no later than 6 months from the date of occurrence of the seismic event.

Exception: Where the ground motions at the building site are less than 0.4g, the permit shall be obtained no later than 12 months from the date of occurrence of the seismic event.

3. A detailed joint evaluation report shall be sub- mitted to the enforcement agency no later than 6

months of obtaining the building permit. The report shall document the findings from the inspections of the joints and include conclusions on the adequacy of the structural system. Where unsafe conditions are discovered, the provisions of Section 116 shall apply.

Where the detailed joint evaluation report is not submitted within the timeframes specified above, the building shall not be issued a building permit for any projects except for those for seismic compliance, main- tenance and repair until the detailed joint evaluation work is complete.

requirements. [OSHPD 1 & 4] New general acute care hos- pitals and new building(s) required for general acute care services shall satisfy Operational Nonstructural Performance Level (NPC-5) requirements.

Exception: A new building which is required for general acute care services that is added to an existing general acute care hospital and which has a building area of 4,000 square feet (371 m ² ) or less, need not satisfy the NPC-5 requirements until the deadline specified in California Administrative Code (Part 1, Title 24 CCR), Chapter 6.

Hospitals and buildings designed and constructed to the provisions of this code for new construction shall be deemed to satisfy Operational Nonstructural Performance Level (NPC-5) requirements when:

1. The facility has on-site supplies of water and hold- ing tanks for sewage and liquid waste, sufficient to support 72 hours of emergency operations for the hospital or building, which are integrated into the building plumbing systems in accordance with the California Plumbing Code.

2. An on-site emergency system as defined in the Cali- fornia Electrical Code is incorporated into the building electrical system for critical care areas. Additionally, the system shall provide for radiologi- cal service and an onsite fuel supply for 72 hours of acute care operation.

Emergency and standby generators shall not be located below the higher of the Design Flood Elevation (DFE) or Base Flood Elevation (BFE) plus two feet (BFE + 2 ft.) or 500 year flood elevation, whichever is higher, and shall be located at an elevation close to grade for easy accessibility from outside for mainte- nance.

4, & 5] 1. General. Independent peer review is an objective tech- nical review by knowledgeable reviewer(s) experienced in structural design, analysis and performance issues involved. The reviewer(s) shall examine the available information on the condition of the building, basic engineering concept employed and recommendations for action. 2. Timing of Independent Review. The independent reviewer (s) shall be selected prior to initiation of sub-

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stantial portion of the design and analysis work that is to be reviewed, and review shall start as soon as practi- cal and sufficient information defining the project is available. 3. Qualifications and Terms of Employment. The reviewer shall be independent from the design and con- struction team.

3.1. The reviewer(s) shall have no other involvement in the project before, during or after the review, except in a review capacity. 3.2. The reviewer shall be selected and paid by owner and shall have technical expertise simi- lar to the project being reviewed, as determined by enforcement agent. 3.3. The reviewer (in case of review team, the chair) shall be a California-licensed structural engi- neer who is familiar with technical issues and regulations governing the work to be reviewed. 3.4. The reviewer shall serve through completion of the project and shall not be terminated except for failure to perform the duties specified herein. Such termination shall be in writing with copies to enforcement agent, owner and the engineer of record. When a reviewer is ter- minated or resigns, a qualified replacement shall be appointed within 10 working days or a timeframe mutually agreed to by the Owner, Registered Design Professional (RDP) and the Office. 4. Scope of Review. Review activities shall include, where appropriate, available construction documents, design criteria, observation of the condition of structure, all new and original inspection reports, including methods of sampling, analyses prepared by the engineer of record and consultants, and the new, retrofit or repair design. Review shall include consideration of the pro- posed design approach, method, materials and details. 5. Reports. The reviewer(s) shall prepare a written report to the owner and responsible enforcement agent that covers all aspect of the review performed including conclusions reached by the reviewer. Report shall be issued after the schematic phase, during design devel- opment, and at the completion of construction docu- ments, but prior to their issuance of permit. Such report shall include, at the minimum, statement of the follow- ing: a. Scope of engineering design peer review with limita-

tions defined. b. The status of the project documents at each review

STRUCTURAL DESIGN

e. Basic constructability of the new, retrofit or repair

system. f. Other recommendation that will be appropriate for

the specific project. g. Presentation of the conclusions of the reviewer iden-

tifying any areas that need further review, investiga- tion and/or clarification. h. Recommendations.

stage. c. Ability of selected materials and framing systems to

meet the performance criteria with given loads and configuration. d. Degree of structural system redundancy and the

deformation compatibility among structural and nonstructural elements.

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CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLE