Section 1617

ADDITIONAL REQUIREMENTS FOR COMMUNITY COLLEGES [DSA-SS/CC]

1617.1.1 Additional requirements for construction docu- ments are included in Sections 4-210 and 4-317 of the California Administrative Code (Part 1, Title 24, C.C.R).

1617.1.2 Connections. Connections that resist design seismic forces shall be designed and detailed on the design drawings.

1617.1.3 Construction procedures. Where unusual erec- tion or construction procedures are considered essential by the project structural engineer or architect in order to accomplish the intent of the design or influence the con- struction, such procedure shall be indicated on the plans or in the specifications.

1617.2.1 Lateral load deflections.

1617.2.1.1 Horizontal diaphragms. The maximum span-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 design calculations acceptable to the enforcement agency.

1617.2.1.2 Veneers. The deflection shall not exceed l/ 600 for veneered walls, anchored veneers and adhered veneers over 1 inch (25 mm) thick, including the mortar backing.

1617.2.1.3 Risk Category of buildings and other struc- tures. Risk Category IV includes structures as defined in the California Administrative Code, Section 4-207 and all structures required for their continuous opera- tion or access/egress.

1617.2.1.4 Analysis. Structural analysis shall explicitly include consideration of stiffness of diaphragm in accordance with ASCE 7 Section 12.3.1. A diaphragm is rigid for the purpose of distribution of story shear and torsional moment where so indicated in Section 12.3.1 of ASCE 7.

1617.2.2 Structural walls . For anchorage of concrete or masonry 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.

1617.3.1 Stability. When checking stability under the pro- visions of Section 1605.1.1 using allowable stress design, the factor of safety for soil bearing values shall not be less than the overstrength factor of the structures supported. Strength design for foundation geotechnical capacity shall be in accordance with ASCE 7 Section 12.13.5 for all strength design load combinations, except that Resistance Factor (Ø) shall be permitted to be 1.0 for load combina- tions with overstrength factor. Allowable stress design for foundation geotechnical capacity shall be in accordance with ASCE 7 Section 12.13.6 for all allowable stress design load combinations, and shall be established to be consistent with strength design requirements in ASCE 7 Section 12.13.5.

1617.3.2 Modifications to load combinations in ICC 300. The text of ICC 300 shall be modified as indicated in Sec- tion 1616.3.2.1 through 1616.3.2.3.

1617.3.2.1 ICC 300, Section 303.5.1. Modify Section 303.5.1 by adding Equation 3-1a and replacing Equa- tion 3-2 as follows:

0.9D + 0.4L + 1.6Z (Equation 3-1a) 1.2D + 1.6L + 1.6Rr (Equation 3-2)

1617.3.2.2 ICC 300, Section 303.5.2. Modify Section 303.5.2 by adding Equation 3-3a, adding Equation 3-3b, and replacing Equation 3-4 as follows: D + 0.4L + Z (Equation 3-3a) 0.6D + 0.3L + Z (Equation 3-3b) D + L + Rr (Equation 3-4)

1617.3.2.3 ICC 300, Section 303.5.3. Modify Section 303.5.3 as follows:

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

The design dead load shall provide for the weight of at least one additional roof covering in addi- tion 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 1511.

1617.5.1 Modifications to Table 1607.1.

1617.5.1.1 Item 4. Assembly areas. The following min- imum loads for stage accessories apply:

1. Gridirons and fly galleries: 75 pounds per square foot uniform live load.

2. Loft block wells: 250 pounds per lineal foot verti- cal load and lateral load.

3. Head block wells and sheave beams: 250 pounds per lineal foot vertical load and lateral load. Head block wells and sheave beams shall be designed for all tributary loft block well loads.

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for buildings less than 65 feet (19 812 mm) in height or 0.007 times the story height for buildings 65 feet (19 812 mm) or greater in height.

Exception: This story drift limit need not be applied for single-story open structures in Risk Categories I and II.

Flood hazard maps shall include, at a minimum, areas of special flood haz- ard as identified by the Federal Emergency Management Agency's Flood Insurance Study (FIS) adopted by the local authority having jurisdiction where the project is located, as amended or revised with the accompanying Flood Insurance Rate Map (FIRM) and Flood Boundary and Floodway Map (FBFM) and related supporting data along with any revi- sions thereto.

1617.9.1 Seismic design category. The seismic design cat- egory for a structure shall be determined in accordance with Section 1613.

1617.9.2 Mapped acceleration parameters. Seismic Design Category shall be determined in accordance with Section 1613.2.5.

1617.9.3 Determination of seismic design category. Structures not assigned to Seismic Design Category E or F, in accordance with Section 1613.2, shall be assigned to Seismic Design Category D.

1617.9.3.1 Alternative seismic design category deter- mination. The alternative Seismic Design Category determination procedure of Section 1613.2.5.1 is not permitted by DSA-SS/CC.

1617.9.3.2 Simplified design procedure. The simplified design procedure of Section 1613.2.5.2 is not permitted by DSA-SS/CC.

1617.9.4 Ballasted photovoltaic panel systems. Ballasted, roof-mounted photovoltaic panel systems shall comply with ASCE 7 13.6.12.

The design and construction of Risk Category III or IV buildings and structures located in the ASCE Tsunami Design Zones defined in the ASCE Tsu- nami Design Geodatabase, or other data determined appli- cable by the enforcement agency, shall be in accordance with Section 1615.1 except as modified by this code. Tsu- nami Risk Category for community college buildings and structures shall be identified and submitted for acceptance by DSA. Determination of Tsunami Risk Category shall be proposed by the design professional in general responsible charge in coordination with the owner and local community based upon the relative importance of that facility to pro- vide vital services, provide important functions, and protect special populations. The determination of relative impor- tance shall include consideration of a tsunami warning and evacuation plan and procedure when adopted by the local community.

The text of ASCE 7 shall be modified as indicated in Sections 1617.11.1 through 1617.11.24.

Sheave blocks shall be designed with a safety fac- tor of five.

4. Scenery beams where there is no gridiron: 300 pounds per lineal foot vertical load and lateral load.

5. Ceiling framing over stages shall be designed for a uniform live load of 20 pounds per square foot. For members supporting a tributary area of 200 square feet or more, this additional load may be reduced to 15 pounds per square foot (0.72 kN/m ² ).

1617.5.1.2 Reserved.

1617.5.1.3 Item 24. Reviewing stands, grandstands and bleachers. The minimum uniform live load for a press box floor or accessible roof with railing is 100 psf.

1617.5.1.4 Item 35. Yards and terraces, pedestrians. Item 35 applies to pedestrian bridges and walkways that are not subjected to uncontrolled vehicle access.

1617.5.1.5 Item 36. Storage racks and wall-hung cab- inets. The minimum vertical design live load shall be as follows:

Paper media:

12-inch-deep (305 mm) shelf - 33 pounds per lin- eal foot (482 N/m) 15-inch-deep (381 mm) shelf - 41 pounds per lin- eal foot (598 N/m), or 33 pounds per cubic foot (5183 N/m ³ ) per total volume of the rack or cabi- net, whichever is less. Film media:

18-inch-deep (457 mm) shelf - 100 pounds per lineal foot (1459 N/m), or 50 pounds per cubic foot (7853 N/m ³ ) per total volume of the rack or cabinet, whichever is less. Other media:

20 pounds per cubic foot (311 N/m ³ ) or 20 pounds per square foot (958 Pa), whichever is less, but not less than actual loads. 1617.5.1.6. Footnote c: Modify Footnote c as follows: c. Design in accordance with ICC 300 as amended by Section 1616.3.2 Modifications to Load Combi- nations in ICC 300.

1617.5.2 Uncovered open-frame roof structures. Uncov- ered open-frame roof structures shall be designed for a vertical live load of not less than 10 pounds per square foot (0.48 kN/m ² ) of the total area encompassed by the framework.

The ground snow load or the design snow load for roofs shall conform with the adopted ordinance of the city, county, or city and county in which the project site is located, and shall be approved by DSA. See Section 106.1.1 for snow load posting require- ments.

1617.7.1 Story drift for wind loads. The calculated story drift due to wind pressures with ultimate design wind speed, Vult, shall not exceed 0.008 times the story height

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

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1617.11.1 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, 18, or 31, the ground motion, wind tunnel design recommendations, 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.

Peer review requirements in Section 322 of the Cal- ifornia Existing Buildings Code shall apply to design reviews required by ASCE 7 Chapters 17 and 18.

1617.11.2 Reserved.

1617.11.3 ASCE 7, Table 12.2-1. Modify ASCE 7 Table 12.2-1 as follows:

A. BEARING WALL SYSTEMS

17. Light-framed walls with shear panels of all other materials - Not permitted by DSA-SS/CC.

B. BUILDING FRAME SYSTEMS

2 4. Light-framed walls with shear panels of all other materials - Not permitted by DSA-SS/CC.

C. MOMENT RESISTING FRAME SYSTEMS

12. Cold-formed steel - special bolted moment frame - Not permitted by DSA-SS/CC.

Exceptions:

1) Systems listed in this section can be used as an alternative system when pre- approved 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 seismically isolated buildings when permitted by ASCE 7 Section 17.2.5.4.

1617.11.4 ASCE 7, Section 12.2.3.1. 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.

sed 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.

1617.11.5 ASCE 7, Section 12.2.3.2. Modify ASCE 7 Sec- tion 12.2.3.2 by adding the following additional require- ments for a two stage equivalent lateral force procedure or modal response spectrum procedure:

f. Where design of vertical elements of the upper por-

tion is governed by special seismic load combina- tions, the special loads shall be considered in the design of the lower portions.

1617.11.6 ASCE 7, Section 12.2.5.6.1. The exception in Item a is not permitted by DSA-SS/CC.

1617.11.7 ASCE 7, Section 12.2.5.7.1. The exception in Item a is not permitted by DSA-SS/CC.

1617.11.8 ASCE 7, Section 12.2.5.7.2. The exception in Item a is not permitted by DSA-SS/CC.

1617.11.9 ASCE 7, Section 12.3.3.1. Modify ASCE 7 Sec- tion 12.3.3.1 as follows:

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

Exception: Structures with reinforced concrete or reinforced masonry shear wall systems and rigid or semi-rigid diaphragms, consisting of concrete slabs or concrete-filled metal deck having 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 direc- tion of the irregularity, computed including the tor- sional 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.

1617.11.10 ASCE 7, Section 12.7.2. 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.

1617.11.11 Reserved.

1617.11.12 Reserved.

1617.11.13 Reserved.

1617.11.14 ASCE 7, Section 12.13.1. Modify ASCE 7 Sec- tion 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 1605.1.1.

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.

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equipment that can be affected by mobile equipment lacking restraint.

3. Discrete architectural, mechanical and electrical components and fixed equipment in Seismic Design Category D, E or F that are positively attached to the structure and anchorage is detailed on the plans, pro- vided that either:

a. The component weighs 400 pounds

(1780 N) or less, the center of mass is located 4 feet (1.22 m) or less above the adjacent floor or roof level that directly supports the component, and flexible connections are provided between the component and associated ductwork, piping and conduit.

Exception: Special Seismic Certi- fication requirements of this code in accordance with Section 1705A.12.3 shall be applicable.

or

b. The component weighs 20 pounds (89

N) or less or, in the case of a distrib- uted system, 5 lb/ft (73 N/m) or less.

Exception: The enforcement agency shall be permitted to require attachments for equipment with hazardous contents to be shown on construction documents irre- spective of weight.

1617.11.16 ASCE 7, Section 13.5.6.2. Modify ASCE 7, Section 13.5.6.2 by the following exception added to the 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 exitways of hospitals and essential services buildings shall be installed with a main runner or cross runner surrounding all sides of each piece of tile, board or panel and each light fixture or grille. A cross runner that supports another cross runner shall be considered as a main runner for the purpose of structural classification. Splices or intersec- tions of such runners shall be attached with through connectors such as pop rivets, screws, pins, plates with end tabs or other approved con- nectors. Lateral force diagonal bracing may be omitted in the short or transverse direction of exitways, not exceeding 8 feet wide, when perim- eter support in accordance with ASTM E580 Sec- tions 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 connections

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 super- structure-to-foundation connection will not result in a weak story or cause collapse of the structure.

3. Where seismic force-resisting system con- sists of light-framed walls with shear pan- els, 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.

1617.11.15 ASCE 7, Section 13.1.4. Replace ASCE 7 Sec- tion 13.1.4 by the following:

13.1.4 Exemptions. The following nonstructural com- ponents are exempt from the requirements of this sec- tion:

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

2. Temporary, movable or mobile equipment.

Exceptions:

a. Equipment shall be anchored if it is perma-

nently attached to the building utility ser- vices such as electricity, gas, or water. For the purposes of this requirement, “perma- nently attached” shall include all electrical connections except plugs for 110/220 volt receptacles having a flexible cable.

b. Movable or mobile equipment which is

heavier than 400 pounds or has a center of mass located 4 feet (1.22 m) or more above the adjacent floor or roof level that directly supports the component 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 materials or any facility systems or fixed

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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 corri- dors 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 lateral 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.

1617.11.17 ASCE 7, Section 13.6.5. 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 rel- ative 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 where one of the following 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 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.

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.

1617.11.18 ASCE 7, Section 13.6.6. 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,

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the event of such impact, or pipes with Ip = 1.0 are supported by individual rod hang- ers 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 connec- tion at the supporting structure; and the total weight supported by any single hanger is 50 pounds (220 N) or less. In addition, the following 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 Category D, E, or F where Ip = 1.0, the nominal pipe size shall be 3 inches (80 mm) or less.

3. Pneumatic tube systems supported with tra- peze assemblies using ³ /8-inch (10 mm) diameter rod hangers not exceeding 12 inches (305 mm) in length from the tube support point to the connection at the sup- porting structure and the total weight sup- ported by any single trapeze is 100 pounds (445 N) or less.

4. Pneumatic tube systems supported by indi- vidual 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 rig- idly attached to the same floor or wall that provides vertical 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.

1617.11.20 ASCE 7, Section 13.6.11.1. 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 support- ing structural framing shall use the weight of the coun- terweight or maximum weight of the car plus not more 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 sub- stantiating data are provided. In addition to the requirements of ASCE 7 Section 13.6.11.1, the mini-

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 sys- tem 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 inde- pendently 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 accommodate the seismic relative displacements of Section 13.3.2.

1617.11.19 ASCE 7, Section 13.6.7.3. 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 rel- ative displacement between component and pip- ing, where the piping 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 connection at the supporting struc- ture, do not support piping with Ip greater than 1.0, and no single pipe exceeds the diameter limits set forth in item 2b or 2 inches (50 mm) for Seismic Design Cate- gory D, E, or F where Ip is greater than 1.0 and the total weight supported by any sin- gle 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 is either supported by rod hang- ers and provisions are made to avoid impact with other structural or nonstruc- tural components or to protect the piping in

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

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STRUCTURAL DESIGN

mum seismic forces shall be 0.5g acting in any horizon- tal direction.

1617.11.21 ASCE 7, Section 13.6.11.4. 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 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.

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 reg- ulations, nor shall the deflection of the rail rela- tive to its supports exceed the deflection listed below in Table 1224.4.11.

4. Where guide rails are continuous over supports and rail joints are within 2 feet (610 mm) of their supporting 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.

TABLE 1224.4.11 ALLOWABLE RAIL DEFLECTION

1617.11.22 Reserved.

1617.11.23 Reserved.

1617.11.24 ASCE 7 Section 17.2.4.7. Modify ASCE 7 Sec- tion 17.2.4.7 by adding the following to the end of the sec- tion:

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

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.

54 2019 CALIFORNIA BUILDING CODE

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

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CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLE